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HomeMy WebLinkAboutBLD2006-00444 CERTIFICATE OF OCCUPANCY Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 (800) 831-2678 PERMIT #: SITE ADDRESS: 640-GO sS RD J Issue Date: 12/19/2006 PORT TOWNSEND, 98368 Final Date: 7/25/2008 APPLICANT: MELVIN D WILLIAMS TRSTEE PHONE: (360)683-3635 HELEN G WILLIAMS TRUSTEE 640 GOSS RD PORT TOWNSEND WA 98368-9453 SUBDIVISION: Block: Lot: TX 15 PARCEL NUMBER: 002133005 Section: 13 Township: 30 N Range: 02 W PROJECT DESCRIPTION: NEW SFR W/ATTACHED GARAGE (ALSO ATTACHED 54 SQ FT TRELLIS) ALSO U/G 1000 GAL PROPANE TANK THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2003 EDITION. OCCUPANCY GROUP: R-3 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON 7/25/2008 I:\F_BLD_Occu pa ncy.rpt 10/29/19 • 4110 BUILDING PERMIT Jefferson County Department:of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD06-00444 Received Date 07/31/2006 SITE ADDRESS: 640 GOSS RD Issue Date 12/19/2006 PORT TOWNSEND, 98368 APPLICANT: HELEN G WILLIAMS PHONE: (360) 683-3635 FORMERLY HELEN G OLSON 741 WEST SEQUIM BAY RD SEQUIM WA 98382-9000 SUBDIVISION: Block: Lot: TX 15 PARCEL NUMBER: 002133005 Section: 1:-:; Township: 30 N Range: 02 W CONTRACTOR: WAYNE BILLMARK CONSTRUCTION PHONE: PO BOX 1296 (360)683 2753 SEQUIM WA 98382-1296 Contractor's License: WAYNEE.CO67CB Expires: (360)2/5/2008 683-3985 PROJECT DESCRIPTION: NEW SFR W/ATTACHED GARAGE (ALSO ATTACHED 54 SQ FT TRELLIS) ALSO U/G 1000 GAL PROPANE TANK CALL IN FOR THE REQUIRED INSPECTIONS THAT APPLY TO YOUR PROJECT. SETBACKS: UFFER: Footing: 17 Foundation:C`it, 3\ `1)'0l Stormwater FINAL Approval: Pegg.) DK 4/9/4`/ Underground Plumbing: Underground Insulation: Shear Wall : c(1 s�VE oK b/i9/o Sheathing: Framing: r,?,p —A—d� �sc.nl96k,usGK /947 Plumbing:_14-71 '�"� �3 �TU��f ?' S'01 Propane Tank/ Lines: oururJsaltz--'6 2 07 Insulation: Are 2 1.. 1,11 'P4 g Sheetrock: Septic Sytem Final Approval MUST be obtained before final of structure can be attempted. Road Approach Final Approval: Zoning Final Approval: Fin upancy Approval: EALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQU E PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. CALL 24 HOURS IN ADVANCE TO SCHEDULE INSPECTIONS. Office Hours 9:00 a.m. -4:30 p.m. HOT LINE AVAILABLE: 24 HOURS A DAY SPECIAL CONDITIONS APPLY - SEE REVERSE eUILDING PERMIT APPLICAAN MLA06-00431 Review Type: Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD06-00444 Received Date: 7/31/2006 SITE ADDRESS: 640 GOSS RD PORT TOWNSEND, 98368 OWNER: HELEN G WILLIAMS rc. I-I�S&o/ PHONE: (360) 683-3635 FORMERLY HELEN G OLSON 741 WEST SEQUIM BAY RD SEQUIM WA 98382-9000 SUBDIVISION: Block: Lot: TX 15 PARCEL NUMBER: 002133005 Section: 13 Township: 30 N Range: 02 W CONTRACTOR: WAYNE BILLMARK CONSTRUCTION PHONE: (360)683-2753 PO BOX 1296 SEQUIM WA 98382-1296 Contractor's License WAYNEBC:067CB Expires 02/05/200e REPRESENTATIVE: PHONE: PROJECT DESCRIPTION NEW SFR W/ATTACHED GARAGE (ALSO ATTACHED 54 SQ FT TRELLIS) ALSO U/G 1000 GAL PROPANE TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,584 VALUATION 278,000.00 ADD'L: 1,157 HEAT TYPE: RAD CODE EDITION: 2003 HEAT BASE: HEAT TYPE: PRO OCCUPANCY: R 3 UNHEATED: # OF STORIES: OCCUPANCY: CONST TYPE: 5N OTHER: 54 SHORELINE: CONST TYPE: GARAGE: 576 SETBACK: 100 DECK: BANK HEIGHT: 120 SEWAGE DISPOSAL: ALT WATER SYSTEM: PWELL BEDROOMS: BATHROOMS: Exist: Exist: Prop: 3 Prop: 3 Total: 3 Total: 3 Routing Date: %li 10(c0 Type Amount Paid By: Date: Receipt: Approved/Date Permit $1,990.55 KAS 07/31/06 83959 Plan Check $1,293.86 KAS 07/31/06 83959 State Building Code $4.50 KAS 07/31/06 83959 DEC 18 2006 Potable Water Application $55.00 KAS 07/31/06 83959 Total: $3,343.91 SPECIAL CONDITIONS FOR CASL# BLD06-00444 1.) A vegetative buffer of 30-feet shall be permanently maintained from the top or edge of the Landslide Hazard Area. All buffers shall be measured perpendicularly from the top of the Landslide Hazard Area. 2.) A Geotechnical Report dated March 15, 2002 and an addendum to the geotechnival report dated June 27, 2006 prepared by NTI was submitted in conjunction with this application. The report addressed the stability of the geologic hazard area. A setback of 100-feet shall be measured perpendicularly from the top or toe of the geologic hazard to the proposed single family residence and septic tank and drainfields. 3.) Landslide Hazard Areas and their associated buffers shall remain naturally vegetated. Should buffer disturbance occur during construction, the Unified Development Code (UDC)Administrator shall require replanting with native vegetation. No alterations shall be made to the Landslide Hazard Area or its associated buffer without prior authorization by the UDC Administrator. 4.) Prior to and during approved construction activities, the perimeter of the landslide hazard area buffer shall be marked with a temporary sign. The sign shall be placed in such a manner that it can be directly observed from the construction area. The sign shall contain the following statement: "Landslide Hazard Area and Buffer- Do not Remove or Alter Existing Vegetation." 5.) All construction activities shall not encroach upon the landslide hazard area buffer. This includes the storage or preparation of materials. 6.) The applicant shall permanently separate the boundary of the Landslide Hazard Area Buffer from the remainder of the subject property through installing logs, trees, a hedge row, or any other prominent physical marking approved by the UDC Administrator. 7.) Critical Aquifer Recharge Areas may require special protection measures to mitigate water quality degradation. The submitted proposal does not require additional aquifer protection measures. However, during construction the project shall follow the Best Management Practices (BMPs) and facility design standards as identified and defined in the Stormwater Management Manual for the Puget Sound Basin. 8.) To help prevent seawater from intruding landward into underground aquifers, all new development activity on Marrowstone Island, Indian Island and within 1/4 mile of any marine shoreline shall be required to infiltrate all stormwater runoff onsite. 9.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: Water conservation measures: 1. Roof and other intercepted precipitation shall be routed to on-site detention ponds and/or other approved means and allowed to be released to the soil slowly. 2. Water collected from Storm water and roof catchments may be used for watering lawns and gardens. Unless catchment water has been treated to meet drinking water standards, there shall be no cross connections allowed between the potable supply and impounded water. 3. Water withdrawn from wells on each property shall not be used for watering of lawns and/or gardens. 4. Ground water withdrawn from each property shall be restricted to a rate of three (3) gallons per minute. 5. Installation of water conserving fixtures such as low flow toilets, faucets and shower restrictors and other water saving plumbing fixtures. 6. Landscaping plan (xeriscaping, native vegetation with minimal amounts of irrigation). Please NOTE that the above listed measures are not intended to be exhaustive, but rather is intended to be illustrative of the types of water conservation measures. 10.) VOLUNTARY MEASURES OF COASTAL &AT RISK SIPZ: 1. Installation of a flow meter. 2. On-going well monitoring for chloride concentration. 3. Submittal of monitoring data to County. 11.) MANDATORY MEASURES FOR'COASTAL SIPZ: • 1. For proof of potable water on a building permit application, applicant must utilize DOH-approved public water system if available. 2. If public water is unavailable, a qualifying alternative system may be used as proof of potable water or an individual well may be used as proof of potable water subject to the following requirement: a. Chloride concentration of a laboratory-certified well water sample submitted with building permit application. 3. If public water is unavailable, a qualifying alternative system may be used as proof of potable water. 12.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 13.) The project shall adhere to the Best Management Practices (BMPs) to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 14.) An Engineered Drainage, Erosion and Sediment Control Plan has been prepared by NTI Engineering & Surveying. Once the subject permit has been issued the applicant shall fully implement the provisions of the submitted plan and contact the Jefferson County Department of Community Development to arrange a schedule to inspect the property for plan compliance. A Certificate of Occupancy will not be issued until the Department verifies plan compliance. No clearing for roadways or utilities shall occur on the project site until clearing necessary for the installation of temporary sedimentation and erosion control measures have been completed. 15.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 16.) Not more than 2 unlicensed or inoperable vehicles shall be stored on any lot unless totally screened from view of neighboring dwellings and rights-of-way. Such screening shall meet all applicable performance and development standards specific to the district in which the storage is kept, and shall be in keeping with the character of the area. Screening shall meet the requirements of Chapter 18.30 JCC. Outdoor storage of 3 or more junk motor vehicles is prohibited except in those districts where specified as an automobile wrecking yard or junk (or salvage)yard and allowed as a permitted use in Table 3-1 or Chapter 18.18 JCC, and such storage shall meet the requirements of JCC 18.20.100, Automobile wrecking yards and junk (or salvage) yards. In no case, shall any such junk motor vehicles be stored in a critical area. 17.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 18.) Minimum setback from Goss Road right-of-way shall be 20 feet. Minimum north and south property line setbacks shall be 5 feet. Minimum setback from 10- of bank shall be 100 feet per letter dated June 27, 2006 from NTI. If a critical area is present, then the more stricter setback(s) shall apply. 19.) Exterior lighting for residential uses shall not exceed twenty feet (20') in height from the finished grade, excepting when such lighting is an integral part of a building or structure. Ground level lighting is encouraged. 20.) Lighting fixtures shall be designed and hooded to prevent the light source from being directly visible from outside the boundaries of the property. The intensity or brightness of all lighting, during construction and after project completion shall not adversely affect the use of surrounding properties or adjoining rights-of-way. 21.) The building height is not to exceed 35 feet. 22.) Residential developers and individual builders shall be required to preserve shoreline vegetation and reduce the associated risk of erosion during construction and any future activity which may impact the stability of the shoreline. 23.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 24.) A minimum setback of 100 feet from the top of bank shall be maintained for building setbacks. The setback was measured with a tap measure and marked with two wooden posts by NTI. 25.) BARE SOILS ARE SUBJECT TO ROSION, THUS GOOD GROUND COVER HOULD BE ENCOURAGED AND MAINTAINED. NATIVE VEGETATION THAT REQUIRES LITTLE OR NO IRRIGATION WOULD BE MOST BENEFICIAL. ALSO, THE EXISTING ESTABLISHED TREES AND BRUSH PROVIDE STABILIZATION TO THE PROPERTY AND THE BLUFF. THEREFORE, THE LAND BETWEEN THE PROPOSED HOUSE AND THE BLUFF SHOULD BE LEFT IN A RELATIVELY NATURAL STATE. SELECTIVE THINNING AND PRUNING CAN BE UTILZIED TO IMPROVE THE VIEW. 26.) HEAVY IRRIGATION OR OTHER ACTIVITIES THAT WOULD CONTRIBUTE LARGE QUANTITIES OF WATER TO THE SOIL SHOULD BE AVOIDED. ONE CAUSE OF LANDSLIDES IS THE PRESENCE OF EXCESSIVE GROUNDWATER IN THE SOIL NEAR THE BLUFF. 27.) RUNOFF FROM ROOFS AND OTHER HARD SURFACES SUCH AS DRIVEWAYS AND DECKS SHOULD BE CONTROLLED AND ROUTED TO A DETENTION BASIN, DRY WELL, NATURAL DRAINAGE CORRIDOR, OTHER DRAINAGE CONTROL DEVICE OR TO THE BEACH VIA TIGHTLINE SUCH THAT SURFACE WATER DISCHARGE OR SEDIMENTATION TO ADJACENT PROPERTIES WILL NOT BE HIGHER THAN PRE-DEVELOPMENT CONDITIONS. THE WATER SHOULD NOT BE INFILTRATED BETWEEN THE HOUSE AND THE BLUFF. SURFACE RUNOFF SHOULD NOT BE ALLOWED TO FLOW OVER THE EDGE OF THE BLUFF. AN ENGINEERED DRAINAGE CONTROL PLAN SHOULD BE DEVELOPED FOR THIS PROPERTY TO ADDRESS THESE ISSUES. 28.) SEPTIC SYSTEMS AND/OR DETENTION BASINS SHOULD NOT BE CONSTRUCTED BETWEEN THE HOUSE AND THE BLUFF. 29.) ALL DRAINAGE CONTROL DEVICES SHOULD BE MAINTAINED IN GOOD WORKING ORDER AND INSPECTED AT LEAST ONCE A YEAR. 30.) SILT FENCES OR OTHER SEDIMENT CONTROL DEVICES MAY NEED TO BE UTILZIED IN ORDER TO PREVENT SEDIMENTATION TO ADJACENT PROPERTIES DURING CONSTRUCTION. 31.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WET-STAMPED WRITTEN LETTER FROM DAVID HANNA, PROFESSIONAL ENGINEER WITH NTI STATING THAT THE STORMVVATER FACILITY HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE "DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN" RECEIVED BY DCD ON DECEMBER 15, 2006. 32.) THE FOLLOWING BMP'S SHALL BE IMPLEMENTED IN ADDITION TO ANY THAT MAY LATER BE NECESSARY DUE TO CHANGING OR UNFORESEEN SITE CONDITIONS: (1) ROOF RUNOFF SHALL BE ROUTED TO THE INFILTRATION/DISPERSION FACILITIES, SIZED AND CONSTRUCTED PER THE DETAIL DRAWINGS INCLUDED AT THE BEGINNING OF THE ENGINEERED DRAINAGE PLAN. (2) SILT FENCING SHALL BE INSTALLED BELOW ANY AREA WHERE SOILS ARE EXPOSED WITHIN 25 FEET OF THE BROW OF THE HILL. IT SHALL REMAIN UNTIL EXPOSED SOILS ARE REVEGETATED OR COVERED. (3) OTHER APPROPRIATE BMPs SUCH AS LIMITATIONS ON ACCESS ROUTES, MINIMIZATION OF SOIL DISTURBING ACTIVITIES, E:TC. AS DESCRIBED IN THE ENGINEERED DRAINAGE PLAN SHALL BE IMPLEMENTED IF NECESSARY TO ACCOMPLISH THE OBJECTIVES OF THE PLAN. 33.) APPLICANT/CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS AND CONDITIONS OF SECTION IV"EROSION AND SEDIMENT CONTROL PLAN" OF THE ENGINEERED DRAINAGE PLAN. A COPY OF SAID PLAN SHALL BE AVAILABLE AT THE CONSTRUCTION SITE WITH THE BUILDING PLANS. I:\F_BLD_Permit_Buildng.rpt 10/29/1999 �4 ON COS /:)a JEFFERSAOUNTY -c ' e DEPARTMENT OF COMMUNITY D LOPMENT ., 621 Sheridan Street • Port Townsend •V1/as�lington 98368 360/379-4450 • 360/379-4451 Fax ��' '�p'� www.co.jefferson.wa.us/commdevelopm 1 3 bi7N '�// Master Permit Application MLA: O(o -Y'3/ Project Desc iption (include epa to sheets as necessary); ' ini e f Jf / t vt? (ct FC,�c % 5 CZ < ) i-1'I.� 4Ck�' i G�'�c Property Tax Parcel Number: 00_2" /333 o ,c Size: f S~ G cp.S (acres/square feet) Site Address and/or Directions to Property: 6.y/Q r�peg j/,, ),.t 75usyse"d,Lille? 923 rn8' Property Owner(s)of Record: p'-,Ve/e.f� C. al,://t' i Sj r ,,,Z,/y /i /ta., G' Oicor7 Telephone: 3 4 D - �p IP-3-3‘3S Fax: / email: �'t P�.m�1./Q�f�tiD •eo n Mailing Address: 74/ aJe4'- Se$tr,kin fwA ?p3QZ. Applicant/Agent(if different from owner). r Telephone: Fax: email: Mailing Address: What kind of Permit? (Check each box that applies) ❑ Building ❑Variance(Minor,Major or Reasonable Economic Use) ❑ Demolition Permit ❑ Conditional Use[C(a),C(d),or CJ** IVSingle Famil 0 Discretionary"D"or Unnamed Use Classification C"Garag= Attac e. )Detached ❑ Special Use(Essential Public Facilities)** ❑ Manufacture. -ome 0 Boundary Line Adjustment O Modular ❑ Short Plat** ❑ Commercial* ❑ Binding Site Plan** ❑ Change of Use ❑ Long Plat** C•�Address/01/6 6rps5Vogoad Approach 0 Planned Rural Residential Development(PRRD)/Amendments** Iopane 0 Plat Vacation/Alteration** ❑ Allowed "Yes" Use Consistency Analysis 0 Shoreline Master Program Exemption/Permit Revisions** ❑ Stormwater Management ❑ Shoreline Management Substantial Development** ❑ Site Plan Approval Advance Determination (SPAAD)* ❑ Shoreline Management Variance ❑ Temporary Use ❑ Comprehensive Plan/UDC/Land Use District Map Amendment 0 Wireless Telecommunication* 0 Jefferson County Shoreline Master Program Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium — *May require a Pre-Application Conference **Requires a Pre-Application Conference Please identify any other local, state or federal permits required for this proposal, if known: DESIGNATION OF AGENT I hereby designate il�4.y/te iat��'//YN�F^k 9 to act as my agent�i in matters relating to this application for permit(s). OWNER SIGNATURE;/c�/.�� ��6�'.LtG A 1 / L �-('a.f �a Date: (��t i/19� By signing this application form,the owner/agent attests that the information provided herein,and in any attachments,is true and correct to the best of his,her or it's knowledge. Any material falsehood or any omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees,representatives or agents for the sole purpose of application review and any required later inspections.Access and right of entry to is property shall be requested and shall occur only during regular business hours. Signature: ' Date: J CJ The action or actions Applicant will undertake as a result of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s) even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non- transferable onsibility fo adhering to and pomplyin ith the ESA. a Applicant has read this disclaimer and Sins p1 da s below, 1 Signature:, Date: (Q/,. b G:\PermitCenter\FORMS\DRD FORMS\Master Permit Application 12-30-05.doc 0 BUILDER STATEMENT The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the Gen ral Contractor for the proposed project. Signature: d 11.a-0cJs7l7 �(rr.(fi/a_�,./)//2/? ,. •i:2��ate: 6/ f/mod to GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: Fax: VG 4e- fir'/l4n4ele e""1S- (360) (v 83' •aZ7'5 3 (36O) b0-3.39k's MAILING ADDRESS: P. ODX l..?`. , Seao;wt h/4- FeRRA.EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: till/V/��l', aG 0&7( 3 NUMBER ARCHITECT/ENGINEER: ,i PHONE ( ) FAX: ( ) MAILING ADDRESS: EMAIL Project Type: Fr3me Type: Bathrooms: Shoreline: Type of Sewage Disposal: lik''New 'Wood Existing: 0 Sewer O Addition 0 Steel Proposed: a2T Bank Height: ❑ Community System ❑ Alteration/Remodel 0 Concrete Total: g%io- , l-Individual System O Repair 0 Masonry /AO SEP Permit#. EPDa-n9/4,3 O Demolition 0 Other: Bedrooms: Water Supply: Existing: Setback: VPrivate well 0 Two Party Type of Heat: Proposed: _ /0 D 0 Public Total: :' Name of System: &&.ILoL F- T"/©or or142c,f l Th 1Z. i'aw,c If this is a Commercial Protect you must answer the following: Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: underground Tank 0 Above ground Tank Size of Propane Tank: /OD 4-6 lid--geat Stove IVCook Stove ❑ Woodstove 0 Fireplace Insert W-Flot Water Tank 0 Pellet Stove 0 Other Is this appliance being installed in a Manufactured I Mobile Home? Yes / ::.) When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all property lines, tank location and size, distances from the propane tank to all property lines, buildings and septic system components, including the reserve area. Square Footage Current Proposed rForOffice Use�P. bnty ' Main Floor Heated -.."0:- "` EH Bid App Review: 75-g{•/ W �� k. (05.00 2na Floor Heated ` °'a ' Consistency Review: ��� �� //5'7 "'x ' `1l �a MN` t Base fee: (Q� Other Heated y l q4') ' $ Mezzanine i►••* j, ;, lR `"e' "+vi Additional Section: Heated Basement Of j zu'li,.iVpiret Plan Check fee: JUL 31 , ��' , �,, 1 aq3.8(a Unheated Basement Y,A,h; State Surcharge fee: ^. : ' �iT Pot Water Review fee: G� Other Unheated r pt�i1 f �;i- D a0 ii- , SUBTOTAL Garage/Carport - 6 -,A,„ "trA a 3 Decks ?` ''a; 911/Rd Approach fee: Other"—:—ire-// ., I ",°�tw�.' 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(- 3°�stt X _i_A / -1 N r.v - o d_ s� 0 o d rn CI 3D 5°s" • 9,--0„ Co 0' b f_0" 1Z-o'' (91_0'' / / / / • rri r" �) 4D tr 1..4 C? i _9 I C :), L cm(0 _... Liqq DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN I for Parcel 002-330-005 / • ! Dom- nl# • °: P f o. �° V.. i,r. ' I4 t� •y\ may, R;•"\ •- ' ? ..r r �' •' •',* }•R r ..y!:' • M.y s 4 40 7 t � 4'1 ` rpir•e r .Iin1 • • s 3.c rr,y ✓ r . 4- '003:,4 A tifr. Alprilp 4:1 4, •" :',y.MF i 1-, ORS ,¢',. y: • .. ., .. , Alt• , ..„ .......,• .,: ,• ''''' ..e- • . , .., -. i',;' ...7:4.. .. . IIE :- 1 .- , -.C.- 04)4ie`kr.* . 4 4,,,,,. its.,-,„„,. • ' ,yi,• ••. k. .awe ,� .r I 4. ' • a u.r : '. b► ` 'T +M1\ 4 1 rr „'1III 1 • : ... .: . • • ..7:''''. . 7 ' ,' .. 4 .1...A ' • i 44, . y ' : 7t✓ ,�s- s�� ikt :t " 'k , 1�b- 1� �,� •# w K �, a a � , � !a dexR ?,- +y t � sFtiy 3 ! a.c.) eci) 6..I „� - Prepared for: 1` ' `0,, ��GISTEll',, F'�4 1 Z� ' Z" ° G Mel & Helen Williams 'aSZONAL Ely APPROVED I EXPIRES 8-25-07 $TORMWATER PLAN INTI Engineering & Surveying 71 S. Peabody5{C P'brEArM s, NA 983$2, 360-452-8491— JEFFER • C NTY I DErr.OF C. • i ill AY SIGNATURE: /NO DRAINAGE EROSION AND SED IMENT CONTROL PLAN ' Prepared For Mel and Helen Williams December 2006 1 For the Property Described as Tax#002-133-005 Section 13, Township 30 North, Range 2 West, W.M. Jefferson County, Washington R I(-4N 1 t )' L E C 1 5 20L5 JtftttL L , ;'i dCD ' Prepared by NORTHWESTERN TERRITORIES, INC. ' 717 S. Peabody Street Port Angeles, Washington 98362 Phone 360-452-8491 Fax 360-452-8498 ' Web Site www.nti4u.com E-mail info@nti4u.com I I I or fll'A I ��A�mf Of✓ N FORT 5//� WORDEN 1 STATE PARK MEL & HELEN g WILLIAMS 32 ;� HOME z 6 • HASTINGS CITY OF PORT TOWNSEND m I -eLE' Cq pF of , i -P 1s 13 is 'PO AD' 15 1 � 0 ti za is 21 2 Q r^ L 27 I 51 ?<. 34 iJ I , I QUIMPER PENINSULA VICINITY MAP NO SCALE INORTHWESTERN TERRITORIES, INC. .R PCFrviNt) td Engineers — Land Surveyors — Geologists DEC 1 5 2006 ,.i Construction Inspection — Materials Testing N/ 1 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452.8491 i 1- , , ;L Ali I I I I IDRAINAGE, EROSION, ANI) SEDIMENT CONTROL PLAN for PARCEL 002-330-005 I ` .. _ r • `5 ° �_ • g 1 t ' 'Fti -tag : ,1 'f° a W nc 1 I ~I iZt,1 it . IIIWILLIAMS MEL & HELEN � � ' � s �� r� <Y j ?c�3 .� HOME e T;. .iw NN , ,i.............i. ,, r • tink 4 ii¢ +w1 (:r 3 m aYa tti. .. ' y',b4. ....�t t K k rAJ /. t a `T , tt ....14 '.....'4..,..q.1-'17..:111t..:"s','.C5'4,c;',,,,.7C21:241,..,._'"Ite.,:t,s'f',,,titt;-'41'Ll..:4,:lt,,,,.....4:44.11...::'''':-.::'‘";4P :If:'''')..".'''''' '''''''''' . "A*.":. .44 11'''':'' I 4r Ty 0 IWilliams Area Map I , ,r IR i1 Ei T) DECI 1 5 2006 I JEf - _ _ _,; IC li 111 I I I 1 DRAINAGE, EROSION, ANI) SEDIMENT CONTROL PLAN for I PARCEL 002-330-005 I I 90 2131013 i ;02 i 3MOi i i I 001133 03 OD213300] • l 1 ..1 V .. 102330005 _■„� 114111:� � N^OI'A2'x 'i.' •ri 1 M+ ,, t t ,;f; ./ ti►6) 1•1.; f- s .• 1, i1 ‹,:.!O , I Williams Neighborhood Map I I I RIF,'CiEnT 1T) I DEC 1 5 200 6 I JEff . ,i D iv I I I I PORTION OF FILTER FABRIC I (6" MIN WIDTH) LEFT SLOPE OF GROUND EXPOSED TO THE ELEMENTS CONSTRUCT AND BACKFILL AT FINAL GRADE IS INTENDED TO PROVIDE TRENCH SUCH THAT 2 — 4 \ PROTECTION FROM SILTATION INCHES OF ROCK IS EXPOSED OF THE TRENCH FOR THE AFTER REMOVAL OF THE I FIRST SEASON WHILE THE TEMPORARY FLAP OF FILTER SOILS ABOVE BECOME WELL FABRIC VEGETATED WITH LAWN OR LANDSCAPING. IT IS INTENDED THAT THIS EXPOSED PORTION I OF FABRIC BE CUT OFF OR LINE OF TRENCH LEFT TO DEGRADE IN THE EXCAVATION SUNLIGHT AFTER THE FIRST BEFORE BACKFILL SEASON. \ 1 �1:0% r�!. �•., • SLOPE OF PIPE CARRYING ••F'�'�s FLOWS TO THE DISPERSION �`•+1ri TRENCH IS VARIABLE PERFORATED PIPE I (4" PVC, TYP.) THROUGH ENTIRE LENGTH OF TRENCH 2 FOOT WIDE x 1.5 FOOT DEEP FILTER FABRIC SUCH AS TRENCH BACKFILLED WITH CLEAN, I TREVIRA SPUNBOND 1 112 WASHED DRAIN ROCK OR PEA GRAVEL OR SIMILAR, PLACED ACROSS BOTTOM, BACK, AND TOP OF TRENCH AS SHOWN ENTIRE DISPERSION TRENCH TO BE CONSTRUCTED AT A CONSTANT ELEVATION, MEANDERING ALONG A SINGLE CONTOUR AS NECESSARY. ' LENGTH OF DISPERSION TRENCH TO BE 30 FEET FOR EVERY 1,000 SQUARE FEET OF IMPERVIOUS SURFACE DRAINED. FOR EXAMPLE A 2,000 SQUARE FOOT ROOF WOULD REQUIRE A TOTAL OF 2 (thousand) x 30 = 60 FEET OF TRENCH. I FLOW DISPERSION TRENCH SCHEMATIC ONLY - NO SCALE I I �. 1�WASH',,� FOR: MEL & HELEN WILLIAMS ,I 4111- ,. 23747 �� �O TONAL E�C'1* �Z '2 _C�6 I1-.' NORTHWESTERN TERRITORIES, INC. �--,1 Engineers Land Surveyors Geologists EXPIRES 8-25-07 I vet- Construction Inspection — Materials Testing N/rl 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491 I • a may} v,111nnn����+� r -: „�I . I , 'PNl i , i I � iii f i ( LOCATE INFILTRATION/DISPERSION l g- TRENCH WHERE INDICATED (REMOVE �. _. <' M , , STUMP). `p -\ V z `-,°'`` rM TRENCH LOCATION DETAIL I > .4 �` �. SCHEMATIC ONLY — NO SCALE I MIRAFI 100 NS OR EQUIVALENT WRAF! 100 NS FILTER FABRIC MATERIAL OR EQUIVALENT 60"WIDE ROLLS- USE.............72"X 2'BY 14 G4. WIRE FILTER FABRIC MATERIAL • ♦ STAPLES OR RINGS TO FABRIC OR EQUIVALENT ATTACH FABRIC TO WIRE 2"X 2"BY 14 CA WIRE • FABRIC OR EQUIVALENT ' ' o „ I ill II '1 EXISTING ��. 1� ♦ GRADE ••. R-III=1 L h C ■■■ PROVIDE 3/4"- 1 1/2'WASHED -rrr T! _11--fl'Iak_i• i_ n-iall i= GRAVEL BACKF/LL IN TRENCH AND • h 1-ll I C I _I 1, - 1_I 117� :I I I_ ON BOTH SIDES OF FILTER FENCE 1T- I BURY BOTTOM OF FILTE• - ' FABRIC ON THE SURFACE _ 1 MATERIAL IN B"X 12"TRENCH 2"X 4'WOOD POST MAX OR STEEL FENCE POST 6 ' B'1 • I ' 2"X 4"WOOD POSTS, STANDARD SECTION OR BETTER, OR STEEL FENCE POST SILT FENCE ELEVATION R IF((v E�I \'"��if 1 DEC 1 5 2006 SCHEMATIC ONLY — NO SCALE L 1 1. '1..r1it 1 [I Q., WA N��� FOR: MEL & HELEN WILLIAMS qti\'% i. _ . ao� k of r al 411/ 4• V., ��G/STEv. .c. , 12-12 -06 Ap047'4‘ ONAL��G NORTHWESTERN TERRITORIES, INC. ' Engineers Land Surveyors Geologists EXPIRES 8-25-07 I .� Construction Inspection — Materials Testing N/TI 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491 I INSTALL INFILTRATION/DISPERSION TRENCH SYSTEM WHERE INDICATED. SEE PHOTO ON OTHER SHEET FOR ADDITIONAL INFORMATION I �� / ' \ rr lI�`� .d]2,3300J I / l7.56 1 iN ___ ' 1 I — — /*? 7r..." -- 4 ` -- r OO1,30005- 1 , ;'\ 002113006 : / / ' / /o ltd2rr• ,�� -_ 0022�2t - 002212027 // / \ /• 0022/2008 002141006 ' INSTALL SILT FENCING PER TEXT OF DRAINAGE PLAN HOME SITE REPORT HOME SITE. SILT FENCING MAY AREAS OF T BE OMITTED WHERE A l /<<URBED SOIL AT THEV I�- i \'`/ fl Al ) ' MINIMUM OF 25 FEET OF UNDISTURBED NATURAL VEGETATION EXISTS BETWEEN THE LOWER LIMIT OF DISTURBED SOIL AND THE TOP OF THE MARINE BLUFF. C E C 1 5 2006 I EROSION CONTROL PLANS ,,r. l' Jill SCHEMATIC ONLY — NO SCALE I �,�01INASliI��,) FOR: MEL & HELEN WILLIAMS q��`` : a� "0 23747 pO ��'GISTERx9 '4 12--I2 -O ONAL E��'l NORTHWESTERN TERRITORIES, INC. I vat-- Engineers — Land Surveyors — Geologists EXPIRES 8-25-07 Construction Inspection — Materials Testing N/TI 717 SOUTH PEABODY,PORT ANGELES,WASHINGTON 98362,(360)452-8491 I I I STANDARD TEMPORARY EROSION AND SEDIMENT CONTROL PLAN NOTES ❑ All erosion and sediment control Best Management Practices shall be selected,constructed,and maintained in accordance with the Washington Department of Ecology Stormwater Management Manual for Western Washington(current edition). ❑ The construction and maintenance of erosion and sediment control measures shall be the responsibility of the contractor.The contractor shall not deviate from the approved plans without prior approval from the Jefferson County Public Works Department.The contractor shall have a set of approved plans on the site whenever construction is in progress. ❑ The erosion and sediment control measures depicted on this plan are minimum requirements to meet anticipated site conditions.As conditions dictate during construction,the contractor shall ' implement additional measures as necessary to ensure erosion and sediment control. ❑ Construction vehicle access shall be limited to one route,whenever possible.Quarry spalls or ' crushed rock shall be applied to the access in order to prevent sediment from being transported onto roads.If this should occur,roads shall be cleaned thoroughly by shoveling or sweeping. ❑ Clearing shall be phased so that only areas that are being worked are exposed. All exposed and unworked soils shall be stabilized by appropriate Best Management Practices.From October 1 through April 30,unworked soils shall not be left exposed for more than 2 days.From May 1 through September 30,unworked soils shall not be left exposed for more than 7 days. ❑ All erosion and sediment control measures shall be maintained in a satisfactory condition until such time as land disturbing activities are completed and the potential for onsite erosion has ' passed. ❑ The contractor shall request inspection of temporary erosion and sediment control measures by ' the Jefferson County Public Works Department[(360)385-9160] as soon as practicable after installation. 1 DEC 1 5 2006 viii I ' DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN for PARCEL 002-330-005 ' ABSTRACT This project consists of the construction of a single family residence and related work on a 7.58 acre parcel. This drainage, erosion, and sediment control plan was prepared to examine and recommend mitigation for stormwater related impacts of the construction of this project as required by Jefferson County. Standard Jefferson County Notes are included at the beginning of this report. The pre-development runoff is estimated based on standard 24 hour storms having mean recurrence intervals of 2 and 25 years. Post-development runoff is then ' estimated for the same storm events. Engineer designed infiltration/dispersion facilities are recommended to mitigate impacts of the additional impervious surfaces. ' Construction phase erosion and sediment control measures are proposed to prevent soil from leaving the site during construction of the improvements. Detail drawings for infiltration facilities and erosion control measures are included with this report. ' The following BMPs shall be implemented in addition to any that may later be necessary due to changing or unforeseen site conditions. ' 1. Roof runoff shall be routed to the infiltration/dispersion facilities, sized and constructed per the detail drawings included at the beginning of this report. ' 2. Silt fencing shall be installed below any area where soils are exposed within 25 feet of the brow of the hill. It shall remain until exposed soils ' are revegetated or covered. 3. Other appropriate BMPs such •as limitations on access routes, ' minimization of soil disturbing activities, etc. as described below shall be implemented if necessary to accomplish the objectives of this plan. tEROFIRT47,1 ) ' DEC 1 5 2G06 I DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN for I PARCEL 002-330-005 I 1 � � � y IR1EC E�1 �. EU I nn DEC 1 5 23CS I .IFFR . CONTENTS I. PROJECT OVERVIEW 1 I III A. Project Description 1 B. Existing Site Conditions 2 • 1. Topography 2 2. Vegetation 4 3. Drainage 7 C. Adjacent Areas 8 II. DESIGN CRITERIA 8 ' A. Soils 8 B. Rainfall 11 C. Base Year Conditions 12 I D. Hydrologic Model 12 E. Time of Concentration 13 1. Predevelopment Condition 13 I2. Predevelopment Time of Concentration 17 III. RUNOFF 18 I A. Pre-development Runoff 18 B. Post-development Runoff 18 C. Mitigation 19 IIV. EROSION AND SEDIMENT CONTROL PLAN 19 I A. Site Specific Construction Phase BMPs 20 B. Stabilization and Sediment Trapping (Erosion and Sediment Control Requirement Number 1) 21 I 1. Stabilization of Exposed Soils 21 2. Sediment Trapping 23 C. Delineate Clearing and Easement Limits (Erosion and Sediment Control Requirement Number 2) 25 D. Protection of Adjacent Properties (Erosion and Sediment ' Control Requirement Number 3) 25 E. Timing and Stabilization of Sediment Trapping Measures (Erosion and Sediment Control Requirement Number 4) 26 ' 1. Timing of Installation of BMPs 26 2. Stabilization of slopes of structural BMPs 26 F. Cut and Fill Slopes (Erosion and Sediment Control ' Requirement Number 5) 26 G. Controlling Off-Site Erosion (Erosion and Sediment Control Requirement Number 6) 26 H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment Control Requirement Number 7) 27 I. Underground Utility Construction (Erosion and Sediment ' Control Requirement Number 9) 27 J. Construction Access Routes (Erosion and Sediment Control Requirement Number 10) 28 ' K. Removal of Temporary BMPs (Erosion and Sediment Control Requirement Number 11) 28 L. Dewatering Construction Sites (Erosion and Sediment Control Requirement Number 12) 29 M. Control of Pollutants Other than Sediment (Erosion and Sediment Control Requirement Number 13) 29 1. Control of Toxic Substances 29 ' 2. Petroleum Spills 30 N. Maintenance (Erosion and Sediment Control Requirement Number 14) 30 ' O. Financial Responsibility 31 IRi1flJRF\ Ti ) ''E r i 5 2J05 [ L xi I1RECERED I r DRAINAGE, EROSION, AND SEDIMENT CONTROL PLAN DEC 1 5 2336 for IPARCEL 002-330-005 l[rf4'.'• : �, y1 I :, 0.. r A VilF‘ ' y .^ r a I -; 1 -'0. . 1 i its`. " i- �' • * 'S .ate < ' .-;4i \N•,..-A 1 r -"Y :s s 1/4. iv., "ri� t- i 4iL q Y9. . .' $ . It „ewe,,.'` A `�#. � `ti I jp4 'v.** t.! ' t.� :*'. '14 -`1. • - M .•ice 4,.;. ,t 1'41•Z 4 4 I. t.• Photo 1 III. PROJECT OVERVIEW IThis project consists of the construction of a single family residence and related work on a 7.58 acre parcel. Photo 1 shows a view of the site from the air. The Williams home will be constructed above and well back from the top of the bluff on the right side of Photo 1. Some I new landscaping will be necessary but natural vegetation will be left intact over most of the site. I A. Project Description I An existing graveled road provides access to the building site from Goss Road. This driveway is indicated by the dashed red line on Photo 2. An existing garage is indicated with a red and grey rectangle along the driveway on Photo 2. I I iRECEVET{) I DEC 1 5 2uii6 I .1 11.7 siv!, . Ail is 1,f ,'I}tyr Q it ' ti t� ���.� � � ,: � j:: i "�- } �-i-PLO j'� +".� � 1 ll' k r` SIB * :^{ 1° 4ilk - v.-.. ,-1 -, rii, --.- '; '. ..--v `-.-- .), -...ty ; ,,..'‘.;,..4...-0.4.-,-,. ,„ yr . . ..- ...., ‘. . •-• L-4.i.,....1, -..... A - -,,i,,,,,-.,- A ' . I: , ' ', --1` 47.445: P',••• ''').- 14; , .iik, ' t lis;• .'',. -.. .", -Z.- . ..'vc*.' .. . ,'.: .n , iii t_ w4 \: ti" } ,as .• { � t' 4i4."- 77 7 '�C-i. AFL l -"�" a ',, +..P .'4 r i‘t It Photo 2 UDiscoveryBayis located below and to the west of the buildingsite. The home is to be set back from the top of the bluff per the requirements of a geotechnical report prepared by I this office. The areas of all of the various land uses are detailed in the calculations of the post- ' development, weighted runoff curve numbers for the site which are included in Appendix I. Pre-development runoff curve number data are also included in Appendix I. IB. Existing Site Conditions The following summary of site conditions represents existing conditions. I1. Topography The site is somewhat rectangular with a long axis oriented east and west as shown I on the Area and Site Maps included at the beginning of this report. Goss Road runs across the top (east) of the parcel. I I R E( FAQ Er) I {` i:.,AtJ*,.••-:' % H /-;\.._.-,-1-_--<_ I \ Cape George • � � 1 I \ ..-- •••• GRp�i ,\\ .... \ -.;0 , v'fL G„e"E +1 • i` \- \ '1 :.[. ••t.--.1- • ` llfl III i i i . 1 10 1 1 I #4\400.111111 l MEL & HELEN •' I �r • �!'�b•- . _.` . :_- / WILLIAMS HOME / 4' • \S\ -, / / / a / i _ I ) / / , :. I ley % i .� 1:,-..'• : N / Piles _ '�? (\ !. I 1 / -, . 3 Jr orl $ / . �n'( i • i. I II ,A. . i'....c,)---tA ' ___.11.1k„ A , ,.. ./ ..:. ..,,,!.-- .7,,,,,----- ,--,s, . ...... --___, Q,--___ Ir� ``��` Beckett Pt ``, ,,,, , ...--,________ + t` ..,__ Figure 1 Figure 1 shows a segment of a USGS Topo Map showing the overall area and with I the approximate project location indicated in red. Note the general trend of the project site and neighboring lands to slope to the west and northwest with minor local deviations. The local deviations are well illustrated on the LIDAR based topo I 3 u I 1 mapsegment included as Figure 2. Thegeneral area of the buildingsite indicated g g with a black X.111 xxo /-- \ , J S r' J / j \` — 8p_ ! t _ 1 4 II ` rr // / X 1 I 7 / ,/ _ -- / 003N200B W1241006 I: / Figure 2 There is a small drainage waywhich enters the Williams parcel near its southeast g corner and crosses the parcel in a northwesterly direction, crossing the parcel's north boundary line and leaving the parcel a bit west of the midway point along the north parcel line. • ' A second and much smaller drainage way begins near the south boundary of the Williams parcel, about midway along the south line. It also crosses the parcel in a northwesterly direction, passing just to the north of the building site and leaving the I parcel near the northwest corner. The marine bluff on the west side of the parcel, to the west of the building site, is the I subject of a geotechnical report prepared by this office. The geotechnical report discusses the bluff in much more detail. 1 2. Vegetation • The site is heavily vegetated with timber and brushy understory growth. Douglas I Fir, Cedar, Alder, and Maple dominate the canopy with a few Madrona and other species, especially near the west end of the parcel. I RF1YE]I) nEC 1 5 2006 I I I I Photo 3 shows some of the canopyspecies overlookingDiscoveryBay. Photo 4 shows P Y a typical canopy to the east of the building site. 40 '40 v• ,,�;;; ille *tro. ....Wi , 4.— ..., r iii,6'...;... 7 VA. ' -'fi...4,„Ar ,_.„,,,„.. .,.. .,,.. . ... _ , l' 4dt% ff I ..- :.. tiff ; r 1 • IPhoto 3 I i • • I ., y .f ' 1:`-,1-•f .•• • , .. 4r#3' I. 4 .., ...,M (..e ltY.. ;�-� j,i/�....' I ; . I • Photo 4 I (--1,<< tiliAfi��() 111 DEC 1 5 2006 5 1 ,IEEE ... :,1i1, ; ,jcp ki . I I I The understory is dense and thick with salal, swordfern, and salmon berry being predominate. Many other species may be found. t ,t , %i .r. 41, t. ' ,d, f 4r S y ,,(! • ,i` t I PE #�:-: 4 • ; j4 r jj .fit 'r. '' ice"'ems{ kr.s>_ ;: Photo 5 I: ' _ .' } i. 1-1 u e- t Pv` L11 - ' • C �`71' ,e msa:felt Photo 6 I Photo 5 shows typical understory vegetation on the uplands, near the east end of the I parcel. Photo 6 shows an area of understory vegetation near the building site with the area in the foreground having been cleared a year or two ago and that in the background representing vegetation that has been undisturbed for many years. Note the density of the low growing brush. This plan relies on the existing dense Ivegetation depicted in Photo 5 and Photo 6 to provide back up for the biofiltration and silt fencing required by this plan. I I I 3. Drainage The site presently drains to the northwest with Discovery Bay being the receiving I water. There are two defined drainage routes for concentrated flow on the parcel as shown on Figure 3. The drainage route on the east is larger and drains a large area I of neighboring lands. It passes under the driveway in a culvert. The other drainage way is significantly smaller and does not have a well defined channel bed. J I U11.SYYJ1 / - _ may _ ---- __ , i, NATO AL _ ` DRAINAGES 1 CO2242021 002212021 002212006 11r OOIN1%14 1 Figure 3 e fir, 1 t7. ;),11 -40: 'r1/ :tom d i r cc J a y,.,,_.. y Ire A, ,. .. It. Photo 7 IPhoto 7 shows the bottom of the larger drainage route. There is a defined channel bed hidden in the midst of the dense vegetation. I I The minor drainage swale is depicted by the blue arrow in Photo 8. Note the dense I vegetation and lack of a defined channel bed. The septic system is located just above this swale to the northwest. One white access port can be seen midway back on the far right of Photo 8. I . E` ...r... - i,,.� •- rr `. y. ' . .,a` r `r : fi{ . _ z •it fIs ; u y • y , • ' or rigI 1. ilitecir Photo 8 1R 1t-4 I�y�CEF lE1[) ' DEC 1 5 2006 3[111i.. .. . j, ff► C. Adjacent Areas The site is surrounded by larger parcels of rural residential lands on three sides. The I Area and Neighborhood Maps included at the beginning of this report show good overviews of the neighborhood. Discovery Bay forms the west boundary of the Williams parcel. III. DESIGN CRITERIA The following criteria are specific to this project site and will not apply to other properties, I even those that may be nearby. Soils IA. The site may be found on map number 41 of the Soil Survey of Clallam County Area, published by the U. S. Soil Conservation Service, a portion of which is reproduced here 1 as Figure 4. The Williams parcel is indicated in red. I 8 I \VA I .mC C CfC ,, t I t StB', i.H G I ' NV ��• �� (iHu — CmC HuC I I4 18 -o I % 13 a 1 Cmc .• �/ ^� HuD I WIELD. CfD CmC/ 'O TuC �y 'A��:�1M] ' CmC CmC / '1. �---- TuC 2 19 ,. r 24 .. CfD / -- N CrnDi y � sae �Sts ,1 ET) Figure 4 `%E C LCU+��, r fn � v ' on Figure 4 can be compared with the Area and Neighborhood Maps at the beginning of Ithis report for orientation. Map number 41 predicts that the soils on this site are types CfD and CmC. ISoil type CfD is described by the Soil Survey as Cassolary sandy loam on 0 to 14 percent slopes. This soil type is in Hydrologic Group C and is located primarily on the uplands Iportion of the site, well above Discovery Bay. Soil type CmC is described by the Soil Survey as Clallam gravelly sandy loam on 15 to I 30 percent slopes. This soil type is in Hydrologic Group C and is located primarily on the slopes immediately above Discovery Bay. This portion of the site will not be disturbed by this project. IClallam soils are fairly shallow and are derived from glacial drift. Their presence tends to be confirmed by the glacial erratics shown in Photo 9. Many of these have been uncovered during shallow excavation for the driveway and homesite. 1 9 i I RE'Cii-1,-vvr-F,T) I )E C 1 5 2336 I . . ' _ .. ?A\ifin Aor fA c ;. .\14. . .t, � ,. r\,.. ,a. S / ,. i' I Photo 9 Site investigation indicates that the Clallam surface soils are shallow and will tend to I become saturated where the surface slope is diminished such as in swales and low I areas. The Soil Survey predicts an infiltration rate of 0.6 - 2.0 inches per hour through the upper two feet of the soil profile. Infiltration will be greatly restricted below this depth. I , j . , ,,-,l, .. I .w t .r tit � .. . J ..0 � .� i \. / :•• tom: 1 pi .\, ' .. . " . tr' i. 4 ao 4k K� q .w - " ,p•1. y yC{. \ •',• r \ ` 00 4- 4 Photo 10 I Photo 10 shows an exposed portion of the upper soils profile in the shallow drainage area above (south of) the driveway. The ponded water at the lower right of the photo evidences the shallow depth to the restrictive layer. I 10 I I IDue to the presence of more gravels than typical of Clallam soils and the shallow nature of the infiltration/dispersion facilities, an infiltration rate of 2.0 inches per hour is used in the design of infiltration/dispersion facilities. B. Rainfall IThe total amount of precipitation falling over a 24 hour period during a storm having a mean recurrence interval of 2 years, will be 1.3 inches. This information was taken from a 2 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service, Ia portion of which is reproduced here as Figure 5. The project location is marked on the map. III 37N_ 30N \\T-\ 29N' \ — ----- WILLIAIUIS I 28N 2i -- "J p 10W 9W 8W 7W 6W 5W 4W 3W 2W 1 W ISO. PLUVIALS OF 2-YEAR 24- HOUR I PRECIPITATION IN TENTHS OF AN INCH Figure 5 IThe isopluvial lines represent total precipitation in 24 hours, in tenths of inches. 2 year rainfall data is used in the calculation of times of concentration for the site. IThe total amount of precipitation falling over a 24 hour period during a storm having a mean recurrence interval of 25 years, will be 2.5 inches. This information was taken I from a 25 year, 24 hour Isopluvial Map published by the U.S. Soil Conservation Service, a portion of which is reproduced here as Figure 6. The project location is marked on the map. IRECErkivAll )) 1 DEC 15 2iIiiii 11 ; i I 1 JRECEVRD DEC 1 5. 2066 1 '11,!_ t i:I1 �Li 30N 29N WILLIAMS 1 28N i 111 27N ' 26AI I /OW 91/1/ 8W 7W 6W 5W 4W 3W 2W' ISOPLUVIALS OF 25-YEAR 24-HOL►R PRECIPITATION IN TENTHS OF AN INCH 1 Figure 6 1 The rainfall distribution is assumed to be a Type IA distribution per standard practice in the area. ' C. Base Year Conditions Per standard practice, the base year conditions are taken to be represented by old 1 growth timber over the entire site. The soils are taken to be unchanged from base year conditions; that is, the soils are assumed to have always been shallow with the top layer being relatively pervious and the deeper soils relatively impervious. 1 D. Hydrologic Model 1 This plan follows the Adjusted Target Peak Flow Standards of the Interim Guidelines of 1 the DOE Manual for the design storms. It estimates both the pre-development and post- development offsite runoff from the project site, based on standard 2 year and 25 year design storms. This is different from the more typical 2, 10, and 100 year design 1 storms. Because the shallow upper soils are somewhat pervious, in their undeveloped condition 1 they will infiltrate most rain falling on them during rainfall events of moderate intensity (2 year events and less). For more intense events (10 year events and greater) the upper soils will become saturated and all excess rain will run off overland. 1 12 1 onin Development will tend to decrease the functio ning g of the upper soil layers during less intense rainfall events, causing overland runoff to occur at the 2 year level or even less intense events. Excess rainfall will run off during events at the 10 year level and greater both before and after development. ' For this reason, this plan provides for 100% infiltration for less intense rainfall events, mimicking pre-development conditions. For more intense events, the infiltration portion of the facility will continue to infiltrate but excess rainfall will be dispersed as sheet ' flows, again mimicking pre-development flows. To ensure that the system has a level of conservativeness consistent with the 2, 10, and 100 year requirements of the Interim Guidelines of the DOE Manual, the infiltration portion of the system is designed based ' on a 25 year rainfall event rather than the 10 year level. This means that all runoff will be infiltrated at the 2, 10, and 25 year levels and the dispersion portion will handle 100 year level events. ' There are no streams below the project site so stream bank preservation is not a concern. This plan uses a hydrograph based method of calculating runoff which is described in Urban Hydrology for Small Watersheds, Technical Release No. 55, and the Western Washington Supplement to Technical Release No. 55, both published by the U. S. Soil Conservation Service. This same type of method is given in the King County Surface Water Design Manual, published by the King County Public Works Department, and ' the 1992 Stormwater Management Manual for the Puget Sound Basin (The Technical Manual)published by the Washington State Department of Ecology. This plan uses the suggested runoff curve numbers given in Table 2-2a of Technical ' Release No. 55. E. Time of Concentration ' The length of time that it takes a drop of rainfall to travel from the uppermost point of a basin to the point of discharge from the basin, or to the point where flows are to be calculated, is referred to as the time of concentration (Tc). This is the sum of the time it ' takes for runoff to flow across the various types of flow channels as it crosses the basin. For this project the time of concentration is little affected by development since the new home site is located near the bottom of the drainage basin (entire parcel). For this reason the same time of concentration is used in both the predeveloped condition and in the postdeveloped condition. The following calculations are per Section III-1.4.2, pages III-1-13 through III-1-16, of the Washington State Department of Ecology's STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN, THE TECHNICAL MANUAL, (DOE). 1. Predevelopment Condition ITT The time of concentration is first determined for the existing condi l: Ify;Nhe ittFA) 13 DEC 4 a. Unconcentrated Flow ' Immediately after falling to the ground, rainwater initially travels as unconcentrated sheet flow for a period of time (Tt)calculated by: 0.80 0.42 (NsL) ' Tt = = 42.45 min 0.527 0.4 (P2) (SO) Where: Ns = 0.800 = Sheet flow Manning's n (DOE Table III-1.4) P2 = 1.4 = 2 yr, 24 hr rainfall (in) ' SO = 0.0400 = Slope of flow path (ft/ft) L = 100 = Length (L) of flow path (ft) ' This is sheet flow through the dense ground cover at the upper (eastern) end of the parcel as shown in Photo 11. 4 s „q .4r -411 1 ' ` AkAlp re. ,49Pr Lir • i� . ' ' yaw Photo 11 '' 'A i{1� ' DEC 1 5 2006 14 JEEP , ; - ��� JCD I b. Shallow Concentrated Flow As sheet flows run together and become concentrated, they travel as shallow concentrated flow for a period of time (Tt)calculated by: L Tt = = 1.47 min 60 Ks SQRT(S0) ' Where: Ks = 4 =Velocity factor (Ks) (per DOE Table I11-1.4) SO = 0.0800 = Slope of flow path (ft/ft) L = 100 = Length (L) of flow path (ft) ' This is flow through the drainage area shown in Photo 12. 1 't' 111 • • k' et.A • -. ;^��.,��yt• }} {jam • •�, r.: : • • . -.'W' • • Photo 12 JRBCE"(A(114° ) ' n ��EC 1 r 2006 JEfftit IAA;U! +'R�''�1' 11 J IAD 15 I 1 c. Open Channel (Intermittent) Flow I Flows next travel through intermittent open channels for a period of time (Tt) 1 calculated by: IL Tt = = 5.00 min 60 Kc SQRT(SO) I Where: Kc = 5 =Velocity factor (Kc) (DOE Table III-1.4) I SO = 0.0400 = Slope of flow path (ft/ft) L = 300 = Length (L) of flow path (ft) I These flows are through the loosely defined channel shown in Photo 13. . I i -� # to *�. 'f. a T . dry t t`: ` �`•:s e� T " i ‘ft- , T P r 4 t 1 ' ,r,... -: , „fr. !, .. -..I6 ,v- ' , L. /-.... --- .. 4 .- .1. N'a lµ'AN % r .. _ - a Photo 13 I IRIF,'(( 31FiliTrE,IF) riFrI At, Lou„r 16 JEffH . ; t: .1 ,rp I d. Open p Channel (Continuous Stream) Flow ' Further down the channel, beyond the home site, a continuously flowing stream is assumed to be formed. Flows follow continuously flowing streams for a period of time (Tt) calculated by: L Tt = = 0.25 min 60 Kc SQRT(S0) Where: Kc = 15 =Velocity factor (Kc) (per DOE Table 111-1.4) SO = 0.2000 = Slope of flow path (ft/ft) L = 100 = Length (L) of flow path (ft) ' These flows are not year round. The model has been adjusted to account for flows in existing natural channels down the slope to the east of the building site through terrain similar to that shown in Photo 13 as the drainage area steepens ' as it apporaches marine waters. ' 2. Predevelopment Time of Concentration As noted above, the time of concentration (Tc) is the sum of the time it takes for runoff to flow across the various types of flow channels as it crosses the basin. For ' the predevelopment condition: Tc = the sum of the various Tt's = 49.17 min This is rounded to 49 min for use in further calculations. Note that these times of concentration are for the entire parcel and do not apply to design calculations for the roof infiltration/dispersion system. RECEflE1f) ' 17 DEC 1 5 2006 y JEFFE >3;��1�II ���I III. RUNOFF Pre-development runoff is calculated based on the base condition of the site, not as it may presently exist. Post-development runoff is calculated based on the proposed conditions noted above and shown on the site plan included at the beginning of this report. ' Appendix I contains runoff calculations for the entire site for both 2-year and 25-year storms. The data in Appendix I is organized as follows: ' Subsection 1 - Summary of various coefficients and operational values for the site. Subsection 2 - Catalog of pre- and post-development land uses. ' Subsection 3 - Raw rainfall data for the design storms falling on the site. Subsection 4 - Pre-development runoff calculations for the design storms. Subsection 5 - Post-development runoff calculations for the design storms. ' Appendix II contains runoff calculations for the design (25-year) storm for the impervious areas to be routed into infiltration facilities. The data in Appendix II is organized as follows: ' Subsection 1 - Summary of various coefficients and operational values for the infiltrated portion of the site. ' Subsection 2 - Catalog of pre- and post-development land uses for the infiltrated portion of the site. Subsection 3 - Raw rainfall data for the design storm falling on the infiltrated ' portion of the site. Subsection 4 - Post-development runoff calculations for the design storm. Subsection 5 - Staging table with operational data related to the infiltration facility. Subsection 6 - Flood routing data for the infiltration facilities. A. Pre-development Runoff ' As noted above, a catalog of assumed pre-development conditions and calculations of the pre-development, weighted runoff curve numbers is included in Appendix I. These are the conditions that were assumed to prevail before development of the site. ' Under these conditions, the site has a weighted runoff curve number of 76.0. ' Complete calculations of the pre-development runoff are contained in Appendix I. The pre-development runoff is calculated to be 0.030 cfs and 0.214 cfs for the 2-year and 25- year storms respectively. B. Post-development Runoff ' A catalog of assumed post-development conditions and calculations of the post- development, weighted runoff curve numbers is also included in Appendix I. These are the conditions that will prevail after development of the site. The new home will be ' equipped with infiltration facilities to reduce roof runoff to zer. es calculations assume a total of 3,000 square feet of new impervioius roofs, ACI ({ will � 1 18 1) DEC 1 5 2006 JEF ; infiltrated. The infiltration/dispersion system will be sized to match the actual square footage of roof to be constructed as shown on the detail drawings included at the beginning of this report. This will allow construction of out buildings, etc., in the future within the scope of this drainage plan ' Under these conditions, the site will have a weighted runoff curve number of 75.1. Complete calculations of the post-development runoff are contained in Appendix I. The ' post-development runoff is calculated to be 0.028 cfs and 0.200 cfs for the 2-year and 25- year storms respectively, slight decreases from the predevelopment rates. This slight decrease is due to 100% infiltration from impervious surfaces. ' C. Mitigation To mitigate increases in runoff from the development of the parcel, runoff from the roofs of the new home and outbuildings shall be routed to infiltration/dispersion facilities, sized and constructed per the construction plans included at the beginning of this report. Design calculations, including flood routing calculations, are included in Appendix II. To mitigate potential erosion and sediment impacts, the requirements of the erosion and ' sediment control plan shall be followed. Site specific mitigation measures are listed below. General guidelines and recommendations are included in the erosion and sediment control plan. ' 1. Roof runoff shall be routed to the infiltration/dispersion facilities, sized and constructed per the detail drawings included at the beginning of this report. ' 2. Silt fencing shall be installed below any area where soils are exposed within 25 feet of the brow of the hill. It shall remain until exposed soils are revegetated or covered. 3. Other appropriate BMPs such as limitations on access routes, minimization of soil disturbing activities, etc. as described below shall be implemented if necessary to accomplish the objectives of this plan. ' Other appropriate BMPs such as limitations on access routes, minimization of soil disturbing activities, etc. as described in the erosion and sediment control plan shall be implemented if necessary to accomplish the objectives of this plan. IV. EROSION AND SEDIMENT CONTROL PLAN This portion of the plan was prepared with the goal of preventing damage to adjoining or downstream properties due to erosion and sediment deposition and preventing the ' degradation of the quality of the receiving waters during the construc project. EkIE '\ 11.4 ' 19 DEC 1 5 203E JEfF • � , ' To ensure that the provisions of this Erosion and Sediment Control Plan are followed during construction, the complete text of this Erosion and Sediment Control Plan should be included in the construction plans for this project. Where formal construction plans will not be prepared for all or portions of the work, a copy of this document should be made available to the contractor and appropriate subcontractors. Subcontractors that will not be receiving copies should be made aware of the plan's existence and advised where copies can be obtained. Water quality controls, commonly referred to as Best Management Practices, or BMPs, are necessary to prevent three distinct types of impacts. The first consists of damage done as ' the result of soils being taken up by running water. This type of damage typically consists of rilling, rutting and loss of topsoil. The second type of damage is the degradation of water quality that occurs as the water transports the smaller soil particles. The third type of ' damage occurs when the running water reduces its velocity and drops the suspended soils. The Erosion and Sediment Control features (BMPs) of this plan are designed to address all ' three types of damage with the emphasis on preventing the initial soil uptake. Successful prevention of soil uptake will also prevent damage caused by degradation of water quality and by soil deposition. While the measures described below for preventing soil uptake ' should theoretically prevent any removal of soil, common sense advises that additional measures will be necessary and indeed, the DOE Manual requires additional measures. These additional measures will allow deposition of transported soils under controlled conditions before flows leave the project site or enter the receiving waters. The site specific types of BMPs and their locations are described immediately below in sub- section A. Specific details of the BMPs and the standards required by the DOE manual follow as sub-sections B - O. ' A. Site Specific Construction Phase BMPs Site specific BMPs are listed in the Mitigation section above. Those BMPs shall be implemented in addition to any that may later be necessary due to changing or unforeseen site conditions. It is expected that minor adjustments, especially the installation of additional BMPs ' where an unexpected need arises, will be necessary during the construction phase of this project. For this reason, discussions of various BMPs that are not specifically required are included below. These BMPs should be considered as being held in ready ' reserve against the possibility that they will be needed. The following subsections discuss the various BMPs that may be incorporated in this ' plan. Reasons for their use, limitations and benefits associated with specific BMPs, and additional information are provided. RIECE]tVE][) DEC 1 5 2006 20 B. Stabilization and Sediment Trapping (Erosion and Sediment Control ' Requirement Number 1) These requirements are to be considered general in nature and provide a framework for deciding when and where various BMPs should be utilized. They are intended to provide guidance in quickly selecting BMPs for use in unexpected situations. They apply to both soils that are not yet at final grade and to those that are at final grade, including soil stockpiles. 1. Stabilization of Exposed Soils The stabilization of exposed soils is the single most important element of this plan. ' If exposed soils are protected such that soil particles are not picked up by running water, erosion will not occur. Protection of exposed soil consists of four main areas of effort. ' a. Minimize Disturbance of Vegetation Existing vegetation on the site comprises the best overall protection against erosion. To protect this resource and to keep the risk of erosion at a minimum, clearing and grading activities outside of the areas necessary to construct the improvements shall be kept to an absolute minimum. Patches of existing ' vegetation that are within the clearing/grading limits and may be left intact without hindering the project, shall be left alone whenever possible. Care shall be taken that existing vegetation is left intact wherever possible around the perimeter of the project and particularly along the lower side of the project. Vegetation in drainage corridors and immediately below soil disturbing activities is the most valuable and as such is to be provided with the most ' protection. b. Minimize the Length of Time the Soil is Unprotected ' Where grading is necessary for construction activities, the grading should be delayed as long as reasonably possible to minimize the length of time that the soil is exposed to the elements. ' Where exposure of bare soil is necessary to accomplish certain portions of the work, such portions of the work should be completed promptly in order to reduce ' the chance of an erosive rainfall event catching the soil unprotected. c. Ensure Prompt Revegetation of Disturbed Areas ' Every effort shall be made to ensure a healthy stand of protective vegetation is established as soon as possible. Reseeding of areas which are to be planted with grass shall be accomplished within 14 days if grading operations are completed ' within a planting season. If grading operations are completed outside of a planting season, reseeding shall occur within 7 days following the beginning of the next planting season. If substantial portions of the project are ready for ' reseeding at the beginning of or during a planting season, such portions may be promptly reseeded without waiting for completion of wor ¢f 1) the project. '� �f 1 21 DEC 1 5 2. uu ' Planting seasons are considered to be between March 1 and May 15 and between August 15 and October 1 where irrigation is impractical. Where irrigation is practical, the planting season is considered to be between March 1 and October 1. The following seed mix has been tested and found to be adequate for use for erosion control and for slope stabilization in Western Washington: Seed Type Percent by Weight ' Chewing Fescue 40 Colonial Bentgrass, Var.Astoria 10 ' Perennial Rye 40 White Clover 10 100 Other mixes, selected with regard for the soils, uses of the site, method of application, and expected weather may be used if desired. The recommendations of the seed supplier should be sought and strongly considered in selecting a mix. If the season or construction scheduling will not allow prompt revegetation of an ' area where construction activities have been completed, the area should be covered with plastic sheeting, straw, mulch or other covering chosen to match the situation and with due regard for the length of time that the area is expected to remain uncovered. d. Protective Coverings ' Protective coverings are highly recommended for application to exposed soils that are not being actively worked for an extended period of time. An extended period of time is considered to be 2 days between October 1 and April 30 or 7 days ' between May 1 and September 30. Protective coverings include plastic sheeting, straw, mulch, commercial sod and ' other coverings. The particular type of protective covering used should be chosen based on the steepness of the slope of the area to be covered, the size of the area to be covered, the time of year, the length of time the covering will remain, proximity to wetlands or other sensitive areas, the amount of existing vegetation between the exposed soil and the downhill project boundary, cost, and the visual impact of the covering. The best covering is existing vegetation, which should be disturbed as little as possible. Commercial sod is the next best covering but its use is often precluded by cost. Clear plastic sheeting is suitable for steep slopes but is difficult to apply ' and maintain in moderate to high winds. Black plastic sheeting is not appropriate during growing seasons except for short pex(sr of time. Loose/) 22 D _c C 1 ,. I straw, either straight from bales or shredded, makes an adequate ground I covering on gentle to moderately steep slopes (no steeper than 2 horizontal to 1 vertical) if it is wet to the point of limpness. Straw is generally effective where the distance from the top to the toe of the slope is no more than 100 feet. IEarly application of gravel bases, pavements, and special landscaping items such as washed rock over plastic sheeting is considered to be a suitable protective covering where otherwise required. 1 2. Sediment Trapping IStormwater runoff from areas of exposed soil shall not be permitted to leave the project site without first having passed through an appropriate sediment trapping system or device. The type of sediment trap should be chosen based on the potential I for erosion from exposed soils, the expected velocity and depth of flows, the proximity to downstream sensitive areas, and the length of time that the upstream soils will remain exposed to the elements. I a. Sheet Flow Through Grassy or Heavily Vegetated Areas I Runoff from exposed slopes that are less than 150 feet from top to bottom (measured along the slope) can be adequately treated by routing flows through bands of dense grass or other heavy vegetation. The vegetated band should be a I minimum of one fifth as wide as the width of the exposed slope, but no narrower than 10 feet. For example, a band of exposed soil 75 feet wide should have a minimum of 15 feet of dense grass for sediment trapping. IThe vegetated band width above is for a slope no steeper than 10 percent. Where the slope of the vegetated area is between 10 and 20 percent, add 50 percent to the minimum width. Where the slope is greater than 20 percent, the minimum I width should be doubled. For this type of sediment trapping system to be effective, flows must cross the I vegetated area in sheet flows. If flows are expected to arrive at the vegetated band in concentrated flows, creation of a small artificial delta may be necessary to force a sheet flow. Ib. Grassy Swales Grassy swales are used to treat runoff from larger areas than sheet flows across Ibands of vegetation. Although grassy swales are usually thought of as permanent features, they can often be utilized during the construction phase. Unfortunately, there is usually insufficient time before the main construction I effort to reshape landforms to provide the necessary slopes, widths, etc., and grow vegetation in the swale. Either an area must be found that is already vegetated and that meets the minimum requirements for a grassy swale or I commercial sod must be placed along the sides and bott ms`of the swale�A immediately after the swale is constructed. ���� ����1� 'F A -) I 23C EC 1 2 U i t1 ' The following standard requirements for grassy swales were taken from the Draft Stormwater Guidelines published by the Washington State Department of Fisheries in 1990 and are recommended for use here due to their simplicity. More specific design criteria are more appropriate for use on large or complex sites. i. Soils ' Gravelly and coarse sandy soils should be avoided in order to maximize water contact with vegetation and the soil surface. ii. Design Criteria The grassy swale should be designed based on a two-year, 24-hour peak flow and the following: (A) Velocity ' Velocities should be less than 1.50 feet per second. (B) Depth of Flow ' The flow depth should be less than 4 inches. (C) Slope ' The longitudinal slope should average two to four percent. Rock or log check dams or terraces should be installed as necessary to achieve slopes of less than four percent. Dimensions Grassy swales should be located to obtain maximum length. If less than 200 ' feet long, the width should be increased by an amount proportional to the reduction below 200 feet in order to obtain the same area of vegetation contact. iv. Side Slopes Side slopes should be no steeper than three horizontal to one vertical. ' c. Interceptor Swales Interceptor swales are shallow trenches constructed with a single pass of a large dozer equipped with one to three ripper teeth. The preferred configuration of ripper teeth for construction of interceptor swales is two teeth positioned on the outside of the ripper assembly. This type of swale construction will tear through existing sod without removing it. Leaving the sod in place will protect against erosion of the swale bottom on steeper slopes. ' Swales thus constructed are intended to intercept sheet flows and infiltrate them into the soil. When flows are greater than can be infiltrl ryv., A1111 �� 24 DEC 1 5 2CCC 1 •n I I provide a path for runoff of excess flows. Such excess flows will run along the ' swale until they are either infiltrated or they enter interceptor ditches. Interceptor swales are especially effective adjacent to property lines which run more or less straight up and down a slope and where only sheet flows are to be intercepted. In order to be effective, the surface of the ground must not be regraded during the life of the swale. Grading or blading of the surface of these swales will defeat their purpose. Construction of interceptor swales causes only minimal disruption of the ground contours. For this reason the swales need not be removed or otherwise treated at the end of their usefulness. d. Other Sediment Trapping Devices and Systems Many other effective sediment trapping systems and devices are listed in Table II-2.1 of the 1992 DOE Manual. Complete details and descriptions of them are included elsewhere in the DOE Manual. They should be used where appropriate and as described in the Manual. C. Delineate Clearing and Easement Limits (Erosion and Sediment Control Requirement Number 2) Appropriate clearing limits, property lines, easement lines, and similar boundaries shall be determined prior to starting construction. Clearing, grubbing, grading and similar ' operations shall not begin until the appropriate limits are staked in the field. Once these stakes are set, care shall be taken that the stakes are not disturbed. D. Protection of Adjacent Properties (Erosion and Sediment Control Requirement Number 3) As required by the DOE Manual, no flows from exposed or disturbed soils are to leave ' the project site without first having been treated with some type of sediment trapping/filtering system or device. The proposed arrangement of these devices and systems is described above. The individual items are discussed in more detail in the ' section on Sediment Trapping above. The protective measures shown on the site plan are designed to prevent sediment ' deposition on adjacent properties. To the extent that the various items are constructed as designed and other work on the site progresses as envisioned, sediment should not be deposited on neighboring properties. ' Last minute changes in other items of work on this project, responses to previously unknown site conditions, or unexpected weather may require that revisions to the sediment trapping provisions of this plan be made rapidly. To this end, the previous section on Sediment Trapping contains design criteria, comments, information about BMPs, and similar information that is intended to be used in rapidly responding to changing needs and changing site conditions. As soon as a previously unexpected threat ' to adjacent properties becomes apparent, sufficient measures shall be taken to either eliminate the source of the threat or to provide an adequate level offgertatuyi Olt,T ' 25 C1 E C 1 5 2C06 -;n threat. The measures taken shall provide a level of defense against sediment deposition ' on adjacent properties at least as secure as those provided by the remainder of this plan. E. Timing and Stabilization of Sediment Trapping Measures (Erosion and Sediment Control Requirement Number 4) It is essential that the various sediment trapping systems and devices be constructed prior to exposing the upslope soils to the elements. Both the timing of construction of the measures and the stabilization of the slopes of the structural BMPs are mandatory parts of this plan. 1. Timing of Installation of BMPs In keeping with the goal of providing positive sediment trapping or removal for all ' runoff from exposed soils before the runoff leaves the project site, no soil shall be exposed, or grading operations performed, until all of the required BMPs in the drainage path below the area to be exposed have been completed. Clearing, grubbing, and grading operations necessary for the construction of the BMPs are ' excepted from this requirement. 2. Stabilization of slopes of structural BMPs It is critical that the slopes of ditches, berms, ponds, and similar structural items be stabilized. These slopes will not only shed as much silt as any other exposed slope, but their erosion could cause the failure of the structural BMP. This could easily result in the failure of the BMP to perform its task of forcing sediment deposition to occur in a controlled location. This would leave open the potential for erosive transport of soil from a much larger area than that originally exposed on the slope of ' the BMP. F. Cut and Fill Slopes (Erosion and Sediment Control Requirement ' Number 5) Newly created slopes shall be covered or otherwise protected as provided for elsewhere in this plan. ' The faces of newly created fill slopes shall be well compacted. Since it is often impossible for typical compaction equipment to adequately compact the outer one to ' three feet of a fill, it will be necessary for compaction equipment to be operated up and down the face of the slope after the fill is completed. Operating tracked equipment in this manner will provide a certain amount of slope roughness which is desirable in ' slowing the velocity of running water and in retaining seed and fertilizer. After cut or fill slopes are covered, they should be monitored to ensure that the covering ' is functioning as intended and that rills are not forming under or through the covering. G. Controlling Off-Site Erosion (Erosion and Sediment Control Requirement Number 6) ' The BMPs specified by this plan are intended to prevent damage to downstream and/or adjoining properties. To the extent that construction of this pn4ject is performe'cW 26 DECf� S 1 6 2C116 1 !b i f i.i 4,t1 intended and all elements of this plan are implemented, there should be no off-site ' erosion. It is possible that extensive covering of slopes and similar practices could increase the volume of peak floods, especially if a storm event greater than a two year event were to occur before the site were completely revegetated and the stormwater ' infiltration/detention systems completed. The possibility of this occurring increases significantly if construction is delayed and exposed slopes must be covered through a winter rainy season instead of having been ' successfully revegetated. While this is not expected to occur, is possible that the vagaries of the construction trade will cause this to happen. If this does occur, downstream drainage channels shall be inspected before the end of the Fall planting season and an inventory made of areas where increased flows would reasonably be expected to cause erosion. Such areas shall then be protected in a manner consistent with the goals and guidelines included within this plan. Those BMPs noted above as being held in "ready reserve" on this project may be brought up to active status by their use in such off-site situations. ' H. Stabilization of Temporary Channels and Outlets (Erosion and Sediment Control Requirement Number 7) Channels, slopes, embankments, trenches, and similar areas of disturbed soil which are ' required for the implementation of this erosion control plan shall be subject to the same erosion control requirements as other portions of the project. In addition to the general protective requirements, specific armoring methods are included in the appropriate details. I. Underground Utility Construction (Erosion and Sediment Control Requirement Number 9) Underground utility construction shall proceed subject to the following criteria. ' A major source of potentially contaminated flows is from pumping or otherwise dewatering trenches. For this reason, flows discharged from pumping or other method of trench dewatering shall be closely monitored and, except where there is ' no visible turbidity, treated as described below in the Section titled "Dewatering Construction Sites." Where feasible, no more than 500 feet of trench shall be opened at one time. Where consistent with safety and space considerations, stockpiles of excavated soils shall be placed on the uphill side of the trench. Any such stockpiles shall be ' protected from erosion as provided for in this plan. Trenches shall be backfilled and revegetated as soon as reasonably possible following placement of utilities. Wherever trenches run more or less straight up and down a slope, either the backfill shall be mounded over the trench or waterbars or similar BMPs shall be utilized as necessary to prevent the backfilled trench from ' becoming a water course. Simply covering the exposed soil may not prevent the trench from conveying waters. JR E' °ovED 27 DEC 1 5 2005 Where the upstream end of a pipe is subject to inundation, it shall be temporarily ' capped or plugged at the end of each day's work to prevent soil from being washed into the pipe. The underground utility locate service, 1-800-424-5555, shall be called a minimum of ' 48 hours (2 working days) prior to beginning any excavation and arrangements made to have all buried utilities marked. J. Construction Access Routes (Erosion and Sediment Control Requirement Number 10) It is expected that minor amounts of soil will be tracked onto paved roads, especially when unexpected circumstances such as rains and delays occur. To prevent this from becoming a nuisance or source of sedimentation, the roads shall be cleaned thoroughly at the end of each day if there is evidence of any significant accumulation of soil. ' Sediment shall be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area. Washing of the street shall be allowed only after sediment is removed in this manner. Wherever construction, delivery, and similar ' vehicles enter paved roads from this project, the following provisions shall be followed to minimize the transport of soil onto the paved road. During periods of dry weather (where the soil is too dry to adhere to the tires of construction vehicles) construction vehicles may access paved streets directly from the project site with monitoring and occasional sweeping of the paved street as necessary to ' prevent accumulations of soil. During periods of wet weather (where soil readily adheres to the tires of vehicles) the vehicles may access graveled roads directly from the project site as necessary, but shall ' not access paved roads without first having been routed over areas where existing grass or other vegetation remains or routed down a minimum of 150 feet of graveled road. Access routes over grass or other vegetation shall be changed occasionally to ensure that ' wheel ruts are not allowed to develop and that the vegetation is not unduly worn down. K. Removal of Temporary BMPs (Erosion and Sediment Control Requirement Number 11) Temporary Erosion Control Facilities shall be promptly (within 60 days) removed, once ' their presence is no longer required. During their removal, any entrapped sediment shall be disposed of in suitable locations on the project site where they will not be subject to erosion. Disturbed areas left after the removal of sediments shall be promptly ' stabilized. As an alternate to the removal of entrapped sediments, they may be stabilized in place by the application of suitable BMPs such as sodding, mulching, seeding, etc. In no case shall sediments be left in a channel or where they would be washed into ' receiving waters by the next storm. The role of the Erosion Control Facilities is to prevent sediments from entering waters, not to merely delay it until after construction is completed. RIECEIvET) 28 DEC 1 5 26v5 1 L. De watering Construction Sites (Erosion and Sediment Control Requirement Number 12) Discharges from pumps used in dewatering trenches or other portions of a construction site shall be dispersed by one of the following methods: ' Directing flows onto existing heavily vegetated areas. If this is done, the flows shall be directed against objects such as old tires or stumps, capable of disrupting ' concentrated flows. Directing flows onto a pad constructed of clean, pit run gravel or washed drain rock or pea gravel. The pad shall be a minimum of 15 feet square and flows shall be ' directed into a circle of 6 - 8 inch diameter stones to assist in dispersing flows into sheet flows. ' Directing flows directly into a grassy swale or other sediment trapping BMP, constructed per this plan. In no case shall flows discharged from a pump be allowed to remain as a concentrated flow. Every effort shall be made to break the flows into sheet flows. In all cases, flows from dewatering shall be routed through a sediment trapping BMP before being released off of the site. M. Control of Pollutants Other than Sediment (Erosion and Sediment Control Requirement Number 13) All potential pollutants other than sediments that may occur on the site during the ' construction process shall be handled and disposed of in a manner that does not cause contamination of stormwater. ' 1. Control of Toxic Substances No toxic or noxious substances shall be used, stored or disposed of on or off the ' project site in conjunction with the project except in full compliance with all applicable federal, state and local laws and regulations and the recommendations of the supplier of the substance. The product label or instructions for use and the Material Safety Data Sheets (MSDS) for such products shall be kept on the site until the product has been used up or removed from the site and properly disposed of. While not commonly thought of as a hazardous material, common fertilizer can be very damaging if allowed to enter receiving waters. Fertilizers shall only be used in accordance with the recommendations of the supplier and any concentrations such as dribbles or leaks shall be cleaned up. ' In the event of a spill or other unusual event involving toxic or hazardous materials, work in the vicinity shall be immediately stopped and the following agencies ' notified: R TED i 29 C E C 1 5 2006 Washington State Department of Ecology, (206) 459-6000 during normal ' business hours or (206) 753-2353 after hours. If the incident presents a threat to life, health, or property, the Fire and Police Departments shall be notified by dialing 911. 2. Petroleum Spills The following requirements are included to ensure compliance with Part 40 of CFR 112 in cases where SPCC Plans are required. They shall be followed on all projects. Storage of fuel for construction vehicles and fueling of construction vehicles shall be ' performed in accordance with the following requirements: ' a. Driver Training All employees assigned to operate fuel trucks will be properly trained in appropriate regulations and safety procedures. Training shall include proper ' inspection and use of tanks, hatches, valves, pumps, hoses and fuel delivery equipment. ' b. Fueling of Vehicles Fuel nozzles shall be locked when not attended and hoses shall be rewound or otherwise properly stored when not in use. Unattended fueling which relies on ' the proper operation of automatic shutoff nozzles shall not be permitted. c. Parking of Fuel Tankers ' Parking areas for fuel trucks shall be selected such that spills will not leave the area. Fuel trucks shall not be parked closer than 25 feet to a conveyance BMP such as a grassy swale or interceptor swale. When fuel trucks must be taken to ' other portions of the project to fuel equipment, they must be continuously attended or returned to the staging/storage area. Fuel trucks shall be locked with the wheels chocked when unattended and not in use. ' d. Containment of Spills Spills shall be immediately diked and every effort made to stop spillage. Each ' fuel truck shall carry a long handled shovel for use in containing spills. In the event of a spill, the U. S. Environmental Protection Agency, Seattle, Washington (206) 442-1263, shall be notified as soon as possible. If the magnitude of the spill ' is such that it presents an immediate threat to life, health, or property, it shall be promptly reported by dialing 911. ' N. Maintenance (Erosion and Sediment Control Requirement Number 14) This section constitutes the Operation and Maintenance Manual for the erosion and sediment control BMPs used during the construction phase of this ro' ct. It IWHYED 30 LEC 1 5 2u Most of the various BMPs required to maintain water quality during the construction phase of this project are of a temporary nature. They are neither intended nor expected to remain in service for months at a time. The typical BMP often has a life expectancy of only 6 - 12 weeks unless time and effort are expended to bring it back to its original ' condition. Foul weather, rough use, overloading and similar conditions will reduce the life of these items. It is critical that all of the erosion and sediment control BMPs be maintained in ' their intended condition until they have served their purpose and are ready to be removed. ' The project foreman shall inspect the various parts of the system at least once daily during rainy weather. In addition, the foreman shall perform additional inspections during or immediately after significant rainfall. Any damaged or non-functioning ' components of the system shall be repaired before noon of the next day. In addition to verifying that the various BMPs are functioning as intended, the foreman shall check for formation of rills, deposits of silt and similar indications that the system is not functioning properly. If it is found that the system is not performing its role in preventing erosion and sedimentation, additional BMPs shall be provided as necessary. ' Specific maintenance instructions for the various erosion and sediment control BMPs are contained in the DOE Manual. ' O. Financial Responsibility Construction, operation, maintenance, replacement, and final removal of the erosion and sedimentation control BMPs is an integral part of the construction of this project. When referenced as such by the construction contract or similar documents, this plan forms a part of the construction plans for this project. In such cases the erosion and sedimentation control work is covered under applicable financial instruments such as ' the contractor's and developer's bonds to the same extent as all other items of work shown in the construction plans. ' V y RE ar '' II ,) DEC 1 5 2t.0 �C 31 E a J I. APPENDIX I Subsection 1 ' Summary of various coefficients and operational values for the site. REc Fo\r,PA'D DEC 1S11 i JE[E '- 61) 1 I File: WILLDRN.WB2 Date: December 12, 2006 I PROJECT: Williams drainage BASIN DATA I Predevelopment Undetained Detained Total Area: 2.5800 (Ac) + 0.0000 (Ac) = 2.5800 (Ac) I Cn: 76.0 100.0 Tc: 49 (min) 49 (min) Postdevelopment Basin Data I Undetained Detained Total Area: 2.3500 (Ac) + 0.2300 (Ac) = 2.5800 (Ac) Cn: 76.2 63.2 Tc: 49 (min) 49 (min) I RAINFALL Peak ' 24 hr rainfall depth Basin Rainfall (Or) 2 yr storm: 1.40 (in) 1.1800 (cfs) 25 yr storm: 2.80 (in) 2.3601 (cfs) 100 yr storm: 3.30 (in) 2.7815 (cfs) ' PREDEVELOPMENT RUNOFF Peak I Pre-Devt Runoff (Qpre) 2 yr storm: 0.0300 (cfs) 25 yr storm: 0.2137 (cfs) 100 yr storm: 0.3414 (cfs) POSTDEVELOPMENT RUNOFF Peak Runoff From Peak Runoff From ' Undeveloped Port'n Developed Port'n (Undetained) (Detained) (Qposl) (Qpos2) 2 yr storm: 0.0277 (cfs) 0.0005 (cfs) 25 yr storm: 0.1990 (cfs) 0.0059 (cfs) I 100 yr storm: 0.3166 (cfs) 0.0091 (cfs) Peak Runoff From I Entire Basin (Qpos) 2 yr storm: 0.0282 (cfs) 25 yr storm: 0.1999 (cfs) 100 yr storm: 0.3206 (cfs) I I I I JR (( W11T1) I DEC 15 w a JEff` , ii 1 APPENDIX I Subsection 2 Catalog of pre- and post-development land uses. 1 ' CEC 152U3 141 Eft " �' 1 � Im 0 0 0 0 In CO dI Cl 0 N In 0 0 0 N N In N Cl 0 Cl Cl 0 O O O O R N Cl In 0 Cl 1D 111 U o 0 H C.) H H CO H H k k Q Q 0 0 0 0 0 + :0 0 0 0 0 0 + II fq O o 0 0 0 o N • o 0 0 0 0 Nw z 1D COo ON 1D O I b w '�L 10 m o co 10 .Ij al C 4! V t� m m m O C p U t` m m 0 a s1 a — a v a a a N O O .•- CO 0 0 0 0 0 0 .+ 0 0 0 0 0 0 0 0 0 0 0 0 y O O O O O O I 0 0 0 0 0 O0 0 ^ o coo co m 0 00 U }}y v O O O O O O (y y v O O O ri O rn N .� 14 y 1.4 b O O o 0 0 O m a U 0 0 0 0 o 0 0 a o roa H ." m ro 4, CO II N 0 m II 0 E 0 0'>w roNQ vEw a�-v ClQ 4>tI 0. P. 0 0 E m H 0 S•1 H 0 4. CD -" 0 0. 04 H Z 01 H a H H r-I x 0)1 4-1 aroI m 01 0 a, 0 w E C E U 4 0 0 I 4) I 0DIM a m II H al '0 y b b C H Cl 0 H C aO H 0) v -" -" S. • W •.�1 111 01 W H U 0/ Q 0 '0 > COCO a 1e 1a 'Cl 4 m .0 0 N m r0 '0 01 O N 00 '0 NC '0 .7 CU 0 D ro .-1 y 0 v ro ro H H I I i C '0 O O E 01 O '0 01 w w > 01 H a da0a0110 v ID 0 00O00N0 m In s N a 0444400 3 N E Z m m o 0 0 it 6 N7 0 0 0 0 0 H4 W 0 0 CO 0 3. CO m 0 H In N a. 1D 10 • 1O N CD o m 01 0 01 • CO N W Z 0 ro 01HH N [- C W H HN Cs, C 0 E. Q U N o U }.1 5q w k ai k H a a v o a v U Cl. U U • 00000 0 + R7 b • 00000 0 + II EE0 w 0 00000 0 0/ p1 O o0000 o M. a' w z M. m O m 1D m '0 w Z CO C y C h m m m IT C N O C h CO 0 0 m a '0 01 4• C a C C G] U C CO a 0 W I N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 O 00000 0 0 0 0 0 y 00000 0 0 0 0 O m 00000 0 0 0 0 0 1.1 H 0 0 0 0 0 0 0 O O O 0 y1 co .11 m o 0 0 0 m o m o m 0 y ro m o 0 0 o n In 0 In Cl CO ..1 0) 4. 0 U 10 0 0 0 0 In o In O In 0 O N co 0 0 0 0 Cl o Cl N In H j� w0 Q ro Cl O O O O Cl O N 0 N m a Q U CO0 0 0 0 N 0 N 0 N 0 0 I D o z ro a Z a " v m v II II II II II 11 II II II C It ro roro CO a u 0 Al ro ro m > 0 .N 01 1) 01 m 01 -.1 0 01 01 01 C1 1 " was aa a o s>4 a" a" a" a a a w 0) 44 cn 0t .Ov 0sro0 ov oo I a -. C -" -" 0 E Z OPi 0.170' 1 01 0 v C 0 0 0 o '0 ooy1 " C . -I 0 N DE a 0EDI0ro alE DI 'q 0 P. 01 W 0, 01 14 W 01 ). 0. a YI a a IH H S4 m H > 0101C CO 0 • 4, H o ro XI .11 E.• F av O .0 al C 1. oC roo m EF v 4 >s ro U .0 ro -" '0 co C 01 -" b m w 01 C a 1 w 0'0 . L CD ..-1 y ro ro 11 ro ro C 3 ro HH.a • H-.1 C CD• Cm bN C w a CH m " . " o a C• y 0 0w " > w ti a3 '0 m H '0 m H CD . . TI v > G y >a m ro C ro m C v 0 01 m '0 ro II m 0) O v m '0 01 y v l 0 v vww > H v U. ro vww > H I ���1,1,\IF ..., �/w > ro m CDqm N > 0 ro aaLi\\ a a p a a 0 a a a 0 a° a° 0 C a I DEC 1 5 2GJ5 I ;il 1 1 APPENDIX I 1 Subsection 3 Raw rainfall data for the design storms falling on the site. 1 1 1 1 1 1 1 1 i 1 1 1RECWV11D i DEC 15 1 II IIPROJECT: Williams drainage 2 yr storm (A) II Total Basin Area = 112385 sq ft = 2.5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 1.180 cfs II Total Rainfall Volume = 13112 cu ft Total, 24 hr rainfall = 1.40 in Rainfall Data II Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip II o Rainfall Depth Depth Time Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) 0 0.00 0.00 0.00 0.0000 0.0000 0.0000 10 0.40 0.40 0.17 0.0874 0.0056 0.0056 20 0.40 0.80 0.33 0.0874 0.0056 0.0112 I 30 0.40 1.20 0.50 0.0874 0.0056 0.0168 40 0.40 1.60 0.67 0 .0874 0.0056 0.0224 50 0.40 2 .00 0.83 0.0874 0.0056 0.0280 I 60 0.40 2.40 1.00 0.0874 0.0056 0.0336 I 70 0.40 2.80 3 .20 1.17 0.0874 0.0056 0.0392 80 0.40 1.33 0.0874 0.0056 0.0448 90 0.40 3.60 1.50 0.0874 0.0056 0.0504 ' 100 0.40 4 .00 1.67 0.0874 0.0056 0.0560 110 0.50 4 .50 1.83 0.1093 0.0070 0.0630 120 0.50 5.00 2.00 0.1093 0.0070 0.0700 130 0.50 5.50 2.17 0.1093 0.0070 0.0770 ' 140 0.50 6.00 2 .33 0.1093 0.0070 0.0840 150 0.50 6.50 2 .50 0.1093 0.0070 0.0910 160 0.50 7.00 2.67 0.1093 0.0070 0.0980 I 170 0.60 7.60 2.83 0.1311 0.0084 0.1064 180 0.60 8.20 3.00 0.1311 0.0084 0.1148 190 0.60 8.80 3.17 0.1311 0.0084 0.1232 200 0.60 9.40 3 .33 0.1311 0.0084 0.1316 I 210 0.60 10.00 10.60 3 .50 0.1311 0.0084 0.1400 220 0.60 3 .67 0.1311 0.0084 0.1484 230 0.70 11.30 3.83 0.1530 0.0098 0.1582 I 240 0.70 12.00 4 .00 0.1530 0.0098 0.1680 250 0.70 12 .70 4 .17 0.1530 0.0098 0.1778 260 0.70 13.40 4 .33 0.1530 0.0098 0.1876 270 0.70 14 .10 4.50 0.1530 0.0098 0.1974 I 280 0.70 14 .80 15.62 4 .67 0.1530 0.0098 0.2072 290 0.82 4.83 0.1792 0.0115 0.2187 300 0.82 16.44 5.00 0.1792 0.0115 0.2302 310 0.82 17.26 5.17 0.1792 0.0115 0.2416 II 320 0.82 18.08 5.33 0.1792 0.0115 0.2531 330 0.82 18.90 5.50 0.1792 0.0115 0.2646 340 0.82 19.72 5.67 0.1792 0.0115 0.2761 I 350 0.95 20.67 21.62 5.83 0.2076 0.0133 0.2894 360 0.95 6.00 0.2076 0.0133 0.3027 370 0.95 22.57 6.17 0.2076 0.0133 0.3160 II380 0.95 23 .52 6.33 0.2076 0.0133 0.3293 I I'J��'( V is it � II PROJECT: Williams drainage A 10 2 yr storm (A) DEC IITotal Basin Area = 112385 sq ft = 2 .5800 Ac ��dJ Storm Duration = 24 hr Peak Rainfall Intensity = 1.180 cfa '''' ^ ) Total Rainfall Volume = 13112 cu ft . ;l :/ )� I Total, 24 hr rainfall = 1.40 in Rainfall Data II Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Rainfall Depth Depth Time % Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) II 390 0.95 24.47 6.50 0.2076 0.0133 0.3426 400 0.95 25.42 6.67 0.2076 0.0133 0.3559 410 1.33 26.75 6.83 0.2906 0.0186 0 .3745 U 420 1.33 28.08 7.00 0.2906 0 .0186 0.3931 430 1.33 29.41 7.17 0 .2906 0.0186 0.4117 440 1.80 31.21 7.33 0.3933 0.0252 0.4369 I 450 1.80 33.01 7.50 0.3933 0.0252 0.4621 460 3 .40 36.41 7.67 0.7430 0.0476 0.5097 470 5.40 41.81 7.83 1.1800 0.0756 0.5853 480 2.70 44.51 8.00 0.5900 0.0378 0.6231 I 490 1.80 46.31 47.65 8.17 0.3933 0.0252 0.6483 500 1.34 8.33 0.2928 0.0188 0.6671 510 1.34 48.99 8.50 0.2928 0.0188 0.6859 520 1.34 50.33 8.67 0.2928 0.0188 0.7046 ' 530 0.88 51.21 8.83 0.1923 0 .0123 0 .7169 540 0.88 52.09 9.00 0.1923 0.0123 0.7293 550 0.88 52 .97 9.17 0.1923 0.0123 0.7416 ' 560 0.88 53.85 9.33 0.1923 0.0123 0.7539 570 0.88 54 .73 9.50 0.1923 0.0123 0 .7662 580 0.88 55.61 9.67 0 .1923 0.0123 0 .7785 590 0.88 56.49 9.83 0.1923 0.0123 0 .7909 I 600 0.88 57.37 58.25 10.00 0.1923 0.0123 0.8032 610 0.88 10.17 0.1923 0.0123 0.8155 620 0.88 59.13 10.33 0.1923 0.0123 0.8278 II 630 0.88 60.01 10.50 0.1923 0.0123 0 .8401 640 0.88 60.89 10.67 0.1923 0.0123 0.8525 650 0.72 61.61 10.83 0.1573 0.0101 0.8625 660 0.72 62.33 11.00 0.1573 0.0101 0.8726 I 670 0.72 63.05 11.17 0.1573 0.0101 0 .8827 680 0.72 63.77 11.33 0.1573 0.0101 0.8928 690 0.72 64 .49 11.50 0.1573 0 .0101 0.9029 I 700 0.72 65.21 65.93 11.67 0.1573 0.0101 0 .9129 710 0.72 11.83 0.1573 0.0101 0.9230 720 0.72 66.65 12 .00 0.1573 0.0101 0.9331 730 0.72 67.37 12.17 0.1573 0.0101 0.9432 II 740 0.72 68.09 12.33 0.1573 0.0101 0 .9533 750 0.72 68.81 12 .50 0.1573 0.0101 0.9633 760 0.72 69.53 12.67 0.1573 0.0101 0.9734 II 770 0.57 70.10 12.83 0.1246 0.0080 0.9814 II I PROJECT: Williams drainage 2 yr storm (A) II Total Basin Area = 112385 sq ft = 2 .5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 1.180 cfs I Total Rainfall Volume = 13112 cu ft Total, 24 hr rainfall = 1.40 in Rainfall Data II Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Rainfall Depth Depth Time o Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 780 0.57 70.67 13 .00 0.1246 0.0080 0.9894 790 0.57 71.24 13.17 0.1246 0.0080 0.9974 800 0.57 71.81 13 .33 0.1246 0.0080 1.0053 I 810 0.57 72 .38 13.50 0.1246 0.0080 1 .0133 820 0.57 72.95 13.67 0.1246 0.0080 1.0213 830 0.57 73 .52 13 .83 0.1246 0.0080 1.0293 840 0.57 74.09 14.00 0.1246 0.0080 1.0373 850 0.57 74.66 14.17 0.1246 0.0080 1.0452 860 0.57 75.23 14 .33 0.1246 0.0080 1.0532 870 0 .57 75.80 14.50 0.1246 0.0080 1.0612 ' 880 0.57 76.37 14.67 0.1246 0.0080 1.0692 890 0.50 76.87 14 .83 0.1093 0.0070 1.0762 900 0.50 77.37 15.00 0.1093 0.0070 1.0832 910 0.50 77.87 15.17 0.1093 0.0070 1.0902 ' 920 0.50 78.37 15.33 0.1093 0.0070 1.0972 930 0.50 78.87 15.50 0.1093 0.0070 1.1042 940 0.50 79.37 15.67 0.1093 0.0070 1.1112 950 0.50 79.87 15.83 0.1093 0.0070 1.1182 II 960 0.50 80 .37 16.00 0.1093 0.0070 1.1252 970 0.50 80.87 16.17 0.1093 0.0070 1.1322 980 0.50 81.37 16.33 0.1093 0.0070 1.1392 I 990 0 .50 81.87 82.37 16.50 0.1093 0.0070 1.1462 1000 0.50 16.67 0.1093 0.0070 1.1532 1010 0.43 82 .80 16.83 0.0940 0.0060 1.1592 1020 0.40 83 .20 17.00 0.0874 0.0056 1.1648 II 1030 0.40 83 .60 17.17 0.0874 0.0056 1.1704 1040 0.40 84 .00 17.33 0.0874 0.0056 1.1760 1050 0.40 84.40 17.50 0.0874 0.0056 1.1816 I 1060 0.40 84 .80 85.20 17.67 0.0874 0.0056 1.1872 1070 0.40 17.83 0.0874 0.0056 1.1928 1080 0.40 85.60 18.00 0.0874 0.0056 1.1984 1090 0.40 86.00 18.17 0.0874 0.0056 1.2040 I 1100 0.40 86.40 18.33 0.0874 0.0056 1.2096 1110 0.40 86.80 18.50 0.0874 0.0056 1.2152 1120 0 .40 87.20 18.67 0.0874 0 .0056 1.2208 RiF((lp0.40 87.60 18.83 0.0874 0.0056 1.2264 ' 1130 1140 0.40 88.00 19.00 0.0874 0.0056 1.2320 ��\��'I A 1150 0.40 88.40 19.17 0.0874 0 .0056 1.2376 1160 0.40 88.80 19.33 0.0874 0.0056 1.2432 1 DEC $ 5 2C25 II n 1 II I PROJECT: Williams drainage 2 yr storm (A) I Total Basin Area = 112385 sq ft = 2 .5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 1.180 cfs I Total Rainfall Volume = 13112 cu ft Total, 24 hr rainfall = 1.40 in Rainfall Data II Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I o Rainfall Depth Depth Time Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 1170 0.40 89.20 19.50 0.0874 0.0056 1.2488 1180 0.40 89.60 19.67 0.0874 0.0056 1.2544 1190 0.40 90.00 19.83 0.0874 0.0056 1.2600 I 1200 0.40 90.40 20.00 0.0874 0.0056 1.2656 1210 0.40 90.80 20.17 0.0874 0.0056 1.2712 1220 0.40 91.20 20.33 0.0874 0.0056 1.2768 1230 0.40 91.60 20.50 0.0874 0.0056 1.2824 I 1240 0.40 92 .00 92.40 20.67 0.0874 0.0056 1.2880 1250 0.40 20.83 0.0874 0.0056 1.2936 1260 0.40 92.80 21.00 0.0874 0.0056 1.2992 ' 1270 0.40 93 .20 21.17 0.0874 0.0056 1 .3048 1280 0.40 93.60 21.33 0.0874 0.0056 1.3104 1290 0.40 94.00 21.50 0.0874 0.0056 1.3160 1300 0.40 94 .40 21.67 0.0874 0.0056 1.3216 ' 1310 0.40 94 .80 21.83 0.0874 0.0056 1.3272 1320 0.40 95.20 22.00 0.0874 0.0056 1.3328 1330 0.40 95.60 22.17 0.0874 0.0056 1.3384 1340 0.40 96.00 22 .33 0.0874 0.0056 1.3440 II 1350 0.40 96.40 22.50 0.0874 0.0056 1.3496 1360 0.40 96.80 22.67 0.0874 0.0056 1.3552 1370 0.40 97.20 22 .83 0.0874 0.0056 1.3608 I 1380 0.40 97.60 98.00 23.00 0.0874 0.0056 1.3664 1390 0.40 23 .17 0.0874 0.0056 1.3720 1400 0.40 98.40 23 .33 0.0874 0.0056 1.3776 1410 0.40 98.80 23.50 0.0874 0.0056 1.3832 II 1420 0.40 99.20 23.67 0.0874 0.0056 1.3888 1430 0.40 99.60 23 .83 0.0874 0.0056 1.3944 1440 0.40 100.00 24.00 0.0874 0.0056 1.4000 I 1450 0.00 100.00 0.00 100.00 24.17 0.0000 0.0000 1.4000 1460 24 .33 0.0000 0.0000 1.4000 1470 0.00 100.00 24.50 0.0000 0.0000 1.4000 1480 0.00 100.00 24.67 0.0000 0.0000 1.4000 II 1490 0.00 100.00 24 .83 0.0000 0.0000 1.4000 1500 0.00 100.00 25.00 0.0000 0.0000 1.4000 II 100.00 1.4000 k I II II PROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 112385 sq ft = 2.5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 2 .360 cfs 1 Total Rainfall Volume = 26223 Cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data I Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I o Rainfall Depth Depth Time Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 0 0.00 0.00 0 .00 0.0000 0.0000 0.0000 10 0.40 0.40 0.17 0.1748 0.0112 0.0112 20 0.40 0.80 0.33 0.1748 0.0112 0.0224 I 30 0.40 1.20 0.50 0 .1748 0.0112 0.0336 40 0.40 1.60 0.67 0.1748 0.0112 0.0448 50 0.40 2.00 0.83 0.1748 0.0112 0.0560 60 0.40 2.40 1.00 0 .1748 0.0112 0.0672 I 70 0.40 2.80 1.17 0.1748 0.0112 0.0784 80 0.40 3 .20 1.33 0.1748 0.0112 0.0896 90 0.40 3 .60 1.50 0.1748 0.0112 0.1008 I 100 0.40 4 .00 4 .50 1.67 0.1748 0.0112 0.1120 110 0.50 1.83 0.2185 0.0140 0.1260 120 0.50 5.00 2 .00 0 .2185 0.0140 0.1400 130 0.50 5.50 2.17 0.2185 0.0140 0.1540 ' 140 0.50 6.00 2.33 0.2185 0.0140 0 .1680 150 0.50 6.50 2 .50 0.2185 0.0140 0.1820 160 0.50 7.00 2.67 0.2185 0.0140 0.1960 ' 170 0.60 7.60 2.83 0.2622 0.0168 0 .2128 180 0.60 8 .20 3 .00 0.2622 0.0168 0.2296 190 0.60 8.80 3 .17 0.2622 0.0168 0.2464 200 0.60 9.40 3 .33 0.2622 0.0168 0 .2632 II 210 0.60 10.00 3 .50 0.2622 0.0168 0.2800 220 0.60 10.60 3 .67 0.2622 0.0168 0.2968 230 0.70 11.30 3 .83 0.3059 0.0196 0.3164 I 240 0.70 12.00 4 .00• 0.3059 0.0196 0 .3360 250 0.70 12.70 4 .17 0.3059 0.0196 0.3556 260 0.70 13 .40 4.33 0.3059 0.0196 0.3752 270 0.70 14 .10 4 .50 0.3059 0.0196 0.3948 I 280 0.70 14.80 15.62 4.67 0.3059 0.0196 0 .4144 290 0.82 4.83 0.3584 0.0230 0.4374 300 0.82 16.44 5.00 0.3584 0.0230 0.4603 310 0.82 17.26 5.17 0.3584 0.0230 0.4833 II 320 0.82 18.08 5.33 0.3584 0.0230 0.5062 330 0.82 18.90 5.50 0.3584 0.0230 0 .5292 340 0.82 19.72 5.67 0.3584 0.0230 0.5522 I�- I 350 0.95 20.67 21.62 5.83 0.4152 0.0266 0.5788 360 0.95 6.00 0.4152 0.0266 0 .6054 370 0.95 22 .57 6.17 0.4152 0.0266 0.6320 II380 0.95 23 .52 6.33 0 .4152 0.0266 0.6586 1 IPROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 112385 sq ft = 2.5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 2.360 cfs II Total Rainfall Volume = 26223 Cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data I Standard SCS Type lA -- 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Time o Cumulative Time Rainfall Depth Depth P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 390 0.95 24 .47 6.50 0.4152 0.0266 0.6852 400 0.95 25.42 6.67 0.4152 0.0266 0.7118 410 1.33 26.75 6.83 0.5813 0.0372 0.7490 420 1.33 28.08 7.00 0.5813 0.0372 0.7862 430 1.33 29.41 7.17 0.5813 0.0372 0.8235 440 1.80 31.21 7.33 0.7867 0.0504 0.8739 450 1.80 33.01 7.50 0.7867 0.0504 0.9243 460 3 .40 36.41 7.67 1.4860 0.0952 1.0195 470 5.40 41.81 7.83 2.3601 0.1512 1.1707 480 2.70 44 .51 8.00 1.1800 0.0756 1.2463 ' 490 1.80 46.31 8.17 0.7867 0.0504 1.2967 500 1.34 47.65 8.33 0.5856 0.0375 1.3342 510 1.34 48.99 8.50 0.5856 0.0375 1 .3717 520 1.34 50.33 8.67 0.5856 0.0375 1 .4092 530 0.88 51 .21 8.83 0.3846 0.0246 1.4339 540 0.88 52.09 9.00 0.3846 0.0246 1 .4585 550 0.88 52 .97 9.17 0.3846 0.0246 1.4832 I 560 0.88 53 .85 9.33 0.3846 0.0246 1 .5078 570 0.88 54 .73 9.50 0.3846 0.0246 1.5324 580 0.88 55.61 9.67 0.3846 0.0246 1.5571 590 0.88 56.49 9.83 0.3846 0.0246 1.5817 II 600 0.88 57.37 10.00 0.3846 0.0246 1.6064 610 0.88 58.25 10.17 0.3846 0.0246 1.6310 620 0.88 59.13 10.33 0.3846 0.0246 1.6556 I 630 0.88 60.01 10.50 0.3846 0.0246 1.6803 640 0.88 60.89 10.67 0.3846 0.0246 1.7049 650 0.72 61.61 10.83 0.3147 0.0202 1 .7251 660 0.72 62.33 11.00 0.3147 0.0202 1.7452 lt 1670 0.72 63 .05 11.17 0.3147 0.0202 1 .7654 11- +`�,'` �!1 411 `)Jai) 680 0.72 63.77 11.33 0.3147 0.0202 1.7856 l 1 ��{/// 690 0.72 64 .49 11.50 0.3147 0.0202 1.8057 700 0.72 65.21 11.67 0.3147 0.0202 1.8259 v L J l J LUvu I 710 0.72 65.93 11.83 0.3147 0.0202 1 .8460 720 0.72 66.65 12.00 0.3147 0.0202 1.8662 730 0.72 67.37 12 .17 0.3147 0.0202 1.8864 C • 740 0.72 68.09 12.33 0.3147 0.0202 1.9065 `��f '' ) u D I750 0.72 68.81 12.50 0.3147 0.0202 1.9267 760 0.72 69.53 12.67 0.3147 0.0202 1.9468 770 0.57 70.10 12 .83 0.2491 0.0160 1 .9628 11 IPROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 112385 sq ft = 2.5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 2.360 cfs I Total Rainfall Volume = 26223 Cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data l Standard SCS Type lA -- 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I o Rainfall Depth Depth Time Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 780 0.57 70.67 13.00 0.2491 0.0160 1.9788 790 0.57 71.24 13 .17 0.2491 0.0160 1.9947 800 0.57 71.81 13 .33 0.2491 0.0160 2 .0107 I 810 0.57 72.38 13 .50 0.2491 0.0160 2.0266 820 0.57 72 .95 13 .67 0.2491 0.0160 2 .0426 830 0 .57 73.52 13 .83 0.2491 0.0160 2 .0586 840 0.57 74 .09 14.00 0.2491 0.0160 2.0745 I 850 0.57 74 .66 14 .17 0.2491 0.0160 2 .0905 860 0.57 75.23 14.33 0.2491 0.0160 2.1064 870 0.57 75.80 14 .50 0.2491 0.0160 2.1224 I880 0.57 76 .37 14 .67 0.2491 0.0160 2 .1384 890 0.50 76.87 14.83 0.2185 0.0140 2 .1524 900 0.50 77.37 15.00 0.2185 0.0140 2.1664 910 0.50 77.87 15.17 0.2185 0.0140 2.1804 ' 920 0.50 78.37 15.33 0.2185 0.0140 2 .1944 930 0 .50 78.87 15.50 0.2185 0.0140 2.2084 940 0.50 79.37 15.67 0.2185 0.0140 2 .2224 ' 950 0.50 79.87 15.83 0.2185 0.0140 2 .2364 960 0.50 80 .37 16.00 0.2185 0.0140 2 .2504 970 0.50 80.87 16.17 0.2185 0.0140 2 .2644 980 0.50 81.37 16.33 0.2185 0.0140 2 .2784 II 990 0.50 81.87 16.50 0.2185 0.0140 2 .2924 1000 0.50 82.37 16.67 0.2185 0.0140 2 .3064 1010 0.43 82 .80 16.83 0.1879 0.0120 2 .3184 I 1020 0.40 83 .20 17.00 0.1748 0.0112 2 .3296 1030 0.40 83 .60 17.17 0.1748 0.0112 2 .3408 1040 0.40 84 .00 17.33 0.1748 0.0112 2 .3520 1050 0.40 84.40 17.50 0.1748 0.0112 2 .3632 11060 0.40 84 .80 85.20 17.67 0.1748 0.0112 2 .3744 1070 0.40 17.83 0.1748 0.0112 2.3856 1080 0.40 85.60 18.00 0.1748 0.0112 2 .3968 R jr;��V �q'IrA r D 1 1090 0.40 86.00 18.17 0.1748 0.0112 2 .4080 !lli J{A. I 1100 0.40 86.40 18.33 0.1748 0.0112 2 .4192 1110 0.40 86.80 18.50 0.1748 0.0112 2 .4304 ^ 1120 0.40 87.20 18.67 0.1748 0.0112 2 .4416 PEC 1 j 2C06 I 1130 0.40 87.60 88.00 18.83 0.1748 0.0112 2 .4528 1140 0.40 19.00 0.1748 0.0112 2 .4640 . tn 1150 0.40 88.40 19.17 0.1748 0.0112 2 .4752 u 1160 0.40 88.80 19.33 0.1748 0.0112 2 .4864 11 IIPROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 112385 sq ft = 2.5800 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 2.360 cfs II Total Rainfall Volume = 26223 cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data II Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Time o Cumulative Time Rainfall Depth Depth P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 1170 0.40 89.20 19.50 0.1748 0.0112 2.4976 1180 0.40 89.60 19.67 0.1748 0.0112 2.5088 1190 0.40 90.00 19.83 0.1748 0.0112 2.5200 I 1200 0.40 90.40 90.80 20.00 0.1748 0.0112 2 .5312 1210 0.40 20.17 0.1748 0.0112 2.5424 1220 0.40 91.20 20.33 0.1748 0.0112 2.5536 1230 0.40 91.60 20.50 0.1748 0.0112 2.5648 1240 0.40 92.00 20.67 0.1748 0.0112 2.5760 1250 0.40 92.40 20.83 0.1748 0.0112 2 .5872 1260 0.40 92.80 21.00 0.1748 0.0112 2.5984 I 1270 0.40 93 .20 21.17 0.1748 0.0112 2.6096 1280 0.40 93.60 21.33 0.1748 0.0112 2 .6208 1290 0.40 94.00 21.50 0.1748 0.0112 2.6320 1300 0.40 94 .40 21.67 0.1748 0.0112 2 .6432 1310 0.40 94 .80 21.83 0.1748 0.0112 2 .6544 1320 0.40 95.20 22.00 0.1748 0.0112 2 .6656 1330 0.40 95.60 22 .17 0.1748 0.0112 2 .6768 I 1340 0.40 96.00 96.40 22.33 0.1748 0.0112 2 .6880 1350 0.40 22.50 0.1748 0.0112 2 .6992 1360 0.40 96.80 22 .67 0.1748 0.0112 2 .7104 1370 0.40 97.20 22.83 0.1748 0.0112 2 .7216 I 1380 0.40 97.60 98.00 23 .00 0.1748 0.0112 2 .7328 1390 0.40 23 .17 0.1748 0.0112 2 .7440 1400 0.40 98.40 23.33 0.1748 0.0112 2.7552 I 1410 0.40 98.80 23 .50 0.1748 0.0112 2 .7664 1420 0.40 99.20 23 .67 0.1748 0.0112 2 .7776 1430 0.40 99.60 23.83 0.1748 0.0112 2 .7888 1440 0.40 100.00 24.00 0.1748 0.0112 2 .8000 ' 1450 0.00 100.00 0.00 100.00 24.17 0.0000 0.0000 2 .8000 1460 24.33 0.0000 0.0000 2 .8000 1470 0.00 100.00 24 .50 0.0000 0.0000 2 .8000 1 1480 0.00 100.00 24.67 0.0000 0.0000 2 .8000 1490 0.00 100.00 24.83 0.0000 0.0000 2 .8000 1500 0.00 100.00 25.00 0.0000 0.0000 2 .$000 100.00 2 .8000 i ' APPENDIX I Subsection 4 Pre-development runoff calculations for the design storms. 1 1 1 I i I 1 1 1 1 IREctiov t) DEC 1 5 . 1 I k.... ,, ,,i_. tv-Ft) ,Ii-, ,,,,. -4 A I PROJECT: Williams drainage l �c 1 J 2nnr �L Vut� Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Qpeak = 0.0300 cf AI !1, �}t Vtotal = 1383 c �.. U�� Pervious Portion of Basin Impervious Portion of Basin ,y`i Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I 2.5800 Ac 0.0000 Ac Runoff Curve Number, Cu 76 Runoff Curve Number, Cn = 100 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1579 in Pot'l Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 ' Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hra) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0056 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0112 0.0000 0 0.0000 0.0000 [0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0168 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0224 0.0000 0 0.0000 0.0000 [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0280 0.0000 0 0.0000 0.0000 ' [1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0336 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0392 0.0000 0 0.0000 0.0000 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0448 0.0000 0 0.0000 0.0000 [1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0504 0.0000 0 0.0000 0.0000 [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0056 0.0560 0.0000 0 0.0000 0.0000 I [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0630 0.0000 0 0.0000 0.0000 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0700 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0770 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0840 0.0000 0 0.0000 0.0000 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0910 0.0000 0 0.0000 0.0000 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0070 0.0980 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1064 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1148 0.0000 0 0.0000 0.0000 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1232 0.0000 0 0.0000 0.0000 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1316 0.0000 0 0.0000 0.0000 [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1400 0.0000 0 0.0000 0.0000 [3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0084 0.1484 0.0000 0 0.0000 0.0000 [3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1582 0.0000 0 0.0000 0.0000 [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1680 0.0000 0 0.0000 0.0000 [4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1778 0.0000 0 0.0000 0.0000 1 [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1876 0.0000 0 0.0000 0.0000 [4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.1974 0.0000 0 0.0000 0.0000 [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0098 0.2072 0.0000 0 0.0000 0.0000 [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2187 0.0000 0 0.0000 0.0000 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2302 0.0000 0 0.0000 0.0000 [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2416 0.0000 0 0.0000 0.0000 [5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2531 0.0000 0 0.0000 0.0000 [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2646 0.0000 0 0.0000 0.0000 [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0115 0.2761 ° 0.0000 0 0.0000 0.0000 [5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.2894 0.0000 0 0.0000 0.0000 I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3027 0.0000 0 0.0000 0.0000 [6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3160 0.0000 0 0.0000 0.0000 [6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3293 0.0000 0 0.0000 0.0000 [6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3426 0.0000 0 0.0000 0.0000 [6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0133 0.3559 0.0000 0 0.0000 0.0000 I [6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.3745 0.0000 0 0.0000 0.0000 [7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.3931 0.0000 0 0.0000 0.0000 [7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0186 0.4117 0.0000 0 0.0000 0.0000 [7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0252 0.4369 0.0000 0 0.0000 0.0000 [7.50] 0.0000 0.0000 0.0000 0 0.0000 0.0252 0.4621 0.0000 0 0.0000 0.0000 I [7.67] 0.0000 0.0000 0.0000 0 0.0000 0.0476 0.5097 0.0000 0 0.0000 0.0000 [7.83] 0.0000 0.0000 0.0000 0 0.0000 0.0756 0.5853 0.0000 0 0.0000 0.0000 (8.00] 0.0000 0.0000 0.0000 0 0.0000 0.0378 0.6231 0.0000 0 0.0000 0.0000 [8.17] 0.0001 0.0001 0.0014 1 0.0001 0.0252 0.6483 0.0000 0 0.0000 0.0001 [8.33] 0.0003 0.0004 0.0048 4 0.0007 0.0188 0.6671 0.0000 0 0.0000 0.0007 [8.50] 0.0005 0.0009 0.0082 9 0.0017 0.0188 0.6859 0.0000 0 0.0000 0.0017 [8.67] 0.0007 0.0017 0.0115 15 0.0032 0.0188 0.7046 0.0000 0 0.0000 0.0032 [8.83] 0.0006 0.0022 0.0093 21 0.0046 0.0123 0.7169 0.0000 0 0.0000 0.0046 [9.00] 0.0007 0.0029 0.0107 27 0.0056 0.0123 0.7293 0.0000 0 0.0000 0.0056 [9.17] 0.0008 0.0037 0.0120 35 0.0066 0.0123 0.7416 0.0000 0 0.0000 0.0066 [9.33] 0.0009 0.0046 0.0134 43 0.0078 0.0123 0.7539 0.0000 0 0.0000 0.0078 Ih 1-4(( '1EA \'TEA) PROJECT: Williams drainage r L J 2U j:) Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Metho 2 yr storm (A) Qpeak = 0.0300 cfs {p I Vtotal = 1383 cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I = 2.5800 Ac = 0.0000 Ac Runoff Curve Number, Cn = 76 Runoff Curve Number, Cn 100 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'1 Max Nat'l Det'n, S = 3.1579 in Pot'1 Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0009 0.0055 0.0147 52 0.0089 0.0123 0.7662 0.0000 0 0.0000 0.0089 ' [9.67] 0.0010 0.0065 0.0161 61 0.0101 0.0123 0.7785 0.0000 0 0.0000 0.0101 [9.83] 0.0011 0.0076 0.0174 72 0.0114 0.0123 0.7909 0.0000 0 0.0000 0.0114 [10.00] 0.0012 0.0088 0.0187 83 0.0126 0.0123 0.8032 0.0000 0 0.0000 0.0126 [10.17] 0.0013 0.0101 0.0199 95 0.0138 0.0123 0.8155 0.0000 0 0.0000 0.0138 [10.33] 0.0014 0.0115 0.0212 108 0.0151 0.0123 0.8278 0.0000 0 0.0000 0.0151 [10.50] 0.0014 0.0129 0.0225 121 0.0163 0.0123 0.8401 0.0000 0 0.0000 0.0163 [10.67] 0.0015 0.0144 0.0237 135 0.0176 0.0123 0.8525 0.0000 0 0.0000 0.0176 [10.83] 0.0013 0.0157 0.0203 147 0.0184 0.0101 0.8625 0.0000 0 0.0000 0.0184 [11.00] 0.0014 0.0171 0.0211 160 0.0188 0.0101 0.8726 0.0000 0 0.0000 0.0188 [11.17] 0.0014 0.0185 0.0219 173 0.0193 0.0101 0.8827 0.0000 0 0.0000 0.0193 I [11.33] 0.0015 0.0200 0.0227 187 0.0199 0.0101 0.8928 0.0000 0 0.0000 0.0199 [11.50] 0.0015 0.0215 0.0235 201 0.0205 0.0101 0.9029 0.0000 0 0.0000 0.0205 [11.67] 0.0016 0.0230 0.0243 216 0.0211 0.0101 0.9129 0.0000 0 0.0000 0.0211 [11.83] 0.0016 0.0246 0.0251 231 0.0218 0.0101 0.9230 0.0000 0 0.0000 0.0218 [12.00] 0.0017 0.0263 0.0258 246 0.0225 0.0101 0.9331 0.0000 0 0.0000 0.0225 [12.17] 0.0017 0.0280 0.0266 262 0.0232 0.0101 0.9432 0.0000 0 0.0000 0.0232 [12.33] 0.0018 0.0297 0.0274 279 0.0239 0.0101 0.9533 0.0000 0 0.0000 0.0239 [12.50] 0.0018 0.0315 0.0281 295 0.0246 0.0101 0.9633 0.0000 0 0.0000 0.0246 [12.67] 0.0018 0.0334 0.0289 313 0.0253 0.0101 0.9734 0.0000 0 0.0000 0.0253 [12.83] 0.0015 0.0349 0.0234 327 0.0255 0.0080 0.9814 0.0000 0 0.0000 0.0255 [13.00] 0.0015 0.0364 0.0238 341 0.0251 0.0080 0.9894 0.0000 0 0.0000 0.0251 [13.17] 0.0016 0.0380 0.0243 356 0.0249 0.0080 0.9974 0.0000 0 0.0000 0.0249 [13.33] 0.0016 0.0396 0.0247 370 0.0248 0.0080 1.0053 0.0000 0 0.0000 0.0248 [13.50] 0.0016 0.0412 0.0252 386 0.0249 0.0080 1.0133 0.0000 0 0.0000 0.0249 [13.67] 0.0016 0.0428 0.0256 401 0.0250 0.0080 1.0213 0.0000 0 0.0000 0.0250 I [13.83] 0.0017 0.0445 0.0261 417 0.0251 0.0080 1.0293 0.0000 0 0.0000 0.0251 [14.00] 0.0017 0.0462 0.0265 433 0.0254 0.0080 1.0373 0.0000 0 0.0000 0.0254 [14.17] 0.0017 0.0479 0.0270 449 0.0256 0.0080 1.0452 0.0000 0 0.0000 0.0256 [14.33] 0.0018 0.0497 0.0274 465 0.0259 0.0080 1.0532 0.0000 0 0.0000 0.0259 [14.50] 0.0018 0.0514 0.0278 482 0.0262 0.0080 1.0612 0.0000 0 0.0000 0.0262 I [14.67] 0.0018 0.0533 0.0283 499 0.0266 0.0080 1.0692 0.0000 0 0.0000 0.0266 [14.83] 0.0016 0.0549 0.0251 514 0.0266 0.0070 1.0762 0.0000 0 0.0000 0.0266 [15.00] 0.0016 0.0565 0.0255 529 0.0263 0.0070 1.0832 0.0000 0 0.0000 0.0263 [15.17] 0.0017 0.0582 0.0258 545 0.0262 0.0070 1.0902 0.0000 0 0.0000 0.0262 [15.33] 0.0017 0.0598 0.0261 560 0.0262 0.0070 1.0972 0.0000 0 0.0000 0.0262 [15.50] 0.0017 0.0615 0.0264 576 0.0262 0.0070 1.1042 0.0000 0 0.0000 0.0262 [15.67] 0.0017 0.0632 0.0268 592 0.0263 0.0070 1.1112 0.0000 0 0.0000 0.0263 [15.83] 0.0017 0.0650 0.0271 608 0.0264 0.0070 1.1182 0.0000 0 0.0000 0.0264 [16.00] 0.0018 0.0667 0.0274 625 0.0265 0.0070 1.1252 0.0000 0 0.0000 0.0265 [16.17] 0.0018 0.0685 0.0277 642 0.0267 0.0070 1.1322 0.0000 0 0.0000 0.0267 111 [16.33] 0.0018 0.0703 0.0280 658 0.0269 0.0070 1.1392 0.0000 0 0.0000 0.0269 [16.50] 0.0018 0.0721 0.0283 675 0.0272 0.0070 1.1462 0.0000 0 0.0000 0.0272 [16.67] 0.0018 0.0739 0.0286 692 0.0274 0.0070 1.1532 0.0000 0 0.0000 0.0274 [16.83] 0.0016 0.0755 0.0249 707 0.0273 0.0060 1.1592 0.0000 0 0.0000 0.0273 [17.00] 0.0015 0.0770 0.0233 721 0.0267 0.0056 1.1648 0.0000 0 0.0000 0.0267 I [17.17] 0.0015 0.0785 0.0235 736 0.0261 0.0056 1.1704 0.0000 0 0.0000 0.0261 [17.33] 0.0015 0.0801 0.0237 750 0.0256 0.0056 1.1760 0.0000 0 0.0000 0.0256 [17.50] 0.0015 0.0816 0.0239 764 0.0253 0.0056 1.1816 0.0000 0 0.0000 0.0253 [17.67] 0.0015 0.0831 0.0241 779 0.0251 0.0056 1.1872 0.0000 0 0.0000 0.0251 [17.83] 0.0016 0.0847 0.0243 793 0.0249 0.0056 1.1926 0.0000 0 0.0000 0.0249 I [18.00] 0.0016 0.0863 0.0245 808 0.0248 0.0056 1.1984 0.0000 0 0.0000 0.0248 [16.17] 0.0016 0.0878 0.0247 823 0.0248 0.0056 1.2040 0.0000 0 0.0000 0.0248 [18.33] 0.0016 0.0894 0.0249 838 0.0248 0.0056 1.2096 0.0000 0 0.0000 0.0248 [18.50] 0.0016 0.0910 0.0250 853 0.0248 0.0056 1.2152 0.0000 0 0.0000 0.0248 [16.67] 0.0016 0.0927 0.0252 868 0.0249 0.0056 1.2208 0.0000 0 0.0000 0.0249 I [18.83] 0.0016 0.0943 0.0254 883 0.0249 0.0056 1.2264 0.0000 0 0.0000 0.0249 I I I PROJECT: Williams drainage Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Qpeak = 0.0300 cfs I Vtotal = 1383 cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I = 2.5800 Ac = 0.0000 Ac Runoff Curve Number, Cn = 76 Runoff Curve Number, Cn = 100 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'1 Max Nat'l Det'n, S = 3.1579 in Pot'l Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0016 0.0959 0.0256 898 0.0251 0.0056 1.2320 0.0000 0 0.0000 0.0251 [19.17] 0.0017 0.0976 0.0258 914 0.0252 0.0056 1.2376 0.0000 0 0.0000 0.0252 [19.33] 0.0017 0.0992 0.0260 929 0.0253 0.0056 1.2432 0.0000 0 0.0000 0.0253 [19.50] 0.0017 0.1009 0.0262 945 0.0254 0.0056 1.2488 0.0000 0 0.0000 0.0254 [19.67] 0.0017 0.1026 0.0263 961 0.0256 0.0056 1.2544 0.0000 0 0.0000 0.0256 [19.83] 0.0017 0.1043 0.0265 977 0.0257 0.0056 1.2600 0.0000 0 0.0000 0.0257 I [20.00] 0.0017 0.1060 0.0267 993 0.0259 0.0056 1.2656 0.0000 0 0.0000 0.0259 [20.17] 0.0017 0.1077 0.0269 1009 0.0261 0.0056 1.2712 0.0000 0 0.0000 0.0261 [20.33] 0.0017 0.1095 0.0271 1025 0.0262 0.0056 1.2768 0.0000 0 0.0000 0.0262 [20.50] 0.0017 0.1112 0.0272 1042 0.0264 0.0056 1.2824 0.0000 0 0.0000 0.0264 [20.67] 0.0018 0.1130 0.0274 1058 0.0266 0.0056 1.2880 0.0000 0 0.0000 0.0266 111 [20.83] 0.0018 0.1147 0.0276 1075 0.0267 0.0056 1.2936 0.0000 0 0.0000 0.0267 [21.00] 0.0018 0.1165 0.0278 1091 0.0269 0.0056 1.2992 0.0000 0 0.0000 0.0269 [21.17] 0.0018 0.1183 0.0279 1108 0.0271 0.0056 1.3048 0.0000 0 0.0000 0.0271 [21.33] 0.0018 0.1201 0.0281 1125 0.0273 0.0056 1.3104 0.0000 0 0.0000 0.0273 [21.50] 0.0018 0.1219 0.0283 1142 0.0274 0.0056 1.3160 0.0000 0 0.0000 0.0274 [21.67] 0.0018 0.1237 0.0285 1159 0.0276 0.0056 1.3216 0.0000 0 0.0000 0.0276 [21.83] 0.0018 0.1256 0.0286 1176 0.0278 0.0056 1.3272 0.0000 0 0.0000 0.0278 [22.00] 0.0018 0.1274 0.0288 1193 0.0280 0.0056 1.3328 0.0000 0 0.0000 0.0280 [22.17] 0.0019 0.1293 0.0290 1211 0.0281 0.0056 1.3384 0.0000 0 0.0000 0.0281 [22.33] 0.0019 0.1311 0.0291 1228 0.0283 0.0056 1.3440 0.0000 0 0.0000 0.0283 ' [22.50] 0.0019 0.1330 0.0293 1246 0.0285 0.0056 1.3496 0.0000 0 0.0000 0.0285 [22.67] 0.0019 0.1349 0.0295 1263 0.0286 0.0056 1.3552 0.0000 0 0.0000 0.0286 [22.83] 0.0019 0.1368 0.0296 1281 0.0288 0.0056 1.3608 0.0000 0 0.0000 0.0288 [23.00] 0.0019 0.1387 0.0298 1299 0.0290 0.0056 1.3664 0.0000 0 0.0000 0.0290 [23.17] 0.0019 0.1406 0.0300 1317 0.0291 0.0056 1.3720 0.0000 0 0.0000 0.0291 I [23.33] 0.0019 0.1426 0.0301 1335 0.0293 0.0056 1.3776 0.0000 0 0.0000 0.0293 [23.50] 0.0019 0.1445 0.0303 1353 0.0295 0.0056 1.3832 0.0000 0 0.0000 0.0295 [23.67] 0.0020 0.1465 0.0305 1372 0.0296 0.0056 1.3888 0.0000 0 0.0000 0.0296 [23.83] 0.0020 0.1484 0.0306 1390 0.0298 0.0056 1.3944 0.0000 0 0.0000 0.0298 [24.00] 0.0020 0.1504 0.0308 1408 0.0300 0.0056 1.4000 0.0000 0 0.0000 0.0300 I (24.17] 0.0000 0.1504 0.0000 1408 0.0273 0.0000 1.4000 0.0000 0 0.0000 0.0273 [24.33] 0.0000 0.1504 0.0000 1408 0.0222 0.0000 1.4000 0.0000 0 0.0000 0.0222 [24.50] 0.0000 0.1504 0.0000 1408 0.0181 0.0000 1.4000 0.0000 0 0.0000 0.0181 [24.67] 0.0000 0.1504 0.0000 1408 0.0148 0.0000 1.4000 0.0000 0 0.0000 0.0148 [24.83] 0.0000 0.1504 0.0000 1408 0.0120 0.0000 1.4000 0.0000 0 0.0000 0.0120 I [25.00] 0.0000 0.1504 0.0000 1408 0.0098 0.0000 1.4000 0.0000 0 0.0000 0.0098 0.1504 2.3474 1.4000 0.0000 I E1hEfl I fEC152:3 I .,, I I I 14 1:4 11- \\VEIT ) I PROJECT: Williams drainage [�E G 1 j �rn5 ` J d Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method � t1 25 yr storm (A) Qpeak = 0.2137 i ';"' �9{1 I Pervious Portion of Basin Vtotal = 8171 c ; 0 rJ..: Impervious Portion of Basin Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I = 2.5800 Ac = 0.0000 Ac Runoff Curve Number, Cu 76 Runoff Curve Number, Cu = 100 Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1579 in Pot'1 Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0112 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0224 0.0000 0 0.0000 0.0000 [0.50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0336 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0448 0.0000 0 0.0000 0.0000 [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0560 0.0000 0 0.0000 0.0000 [1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0672 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0784 0.0000 0 0.0000 0.0000 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.0896 0.0000 0 0.0000 0.0000 [1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.1008 0.0000 0 0.0000 0.0000 [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0112 0.1120 0.0000 0 0.0000 0.0000 i [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1260 0.0000 0 0.0000 0.0000 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1400 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1540 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1680 0.0000 0 0.0000 0.0000 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1820 0.0000 0 0.0000 0.0000 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0140 0.1960 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2128 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2296 0.0000 0 0.0000 0.0000 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2464 0.0000 0 0.0000 0.0000 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2632 0.0000 0 0.0000 0.0000 [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2800 0.0000 0 0.0000 0.0000 [3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0168 0.2968 0.0000 0 0.0000 0.0000 [3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3164 0.0000 0 0.0000 0.0000 [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3360 0.0000 0 0.0000 0.0000 [4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3556 0.0000 0 0.0000 0.0000 I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3752 0.0000 0 0.0000 0.0000 [4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.3948 0.0000 0 0.0000 0.0000 [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0196 0.4144 0.0000 0 0.0000 0.0000 [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4374 0.0000 0 0.0000 0.0000 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4603 0.0000 0 0.0000 0.0000 I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.4833 0.0000 0 0.0000 0.0000 [5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5062 0.0000 0 0.0000 0.0000 [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5292 0.0000 0 0.0000 0.0000 [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0230 0.5522 0.0000 0 0.0000 0.0000 [5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.5788 0.0000 0 0.0000 0.0000 I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.6054 0.0000 0 0.0000 0.0000 [6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0266 0.6320 0.0000 0 0.0000 0.0000 [6.33] 0.0002 0.0002 0.0036 2 0.0003 0.0266 0.6586 0.0000 0 0.0000 0.0003 [6.50] 0.0007 0.0009 0.0104 8 0.0016 0.0266 0.6852 0.0000 0 0.0000 0.0016 [6.67] 0.0011 0.0020 0.0170 19 0.0038 0.0266 0.7118 0.0000 0 0.0000 0.0038 I [6.83] 0.0022 0.0042 0.0347 39 0.0079 0.0372 0.7490 0.0000 0 0.0000 0.0079 [7.00] 0.0030 0.0072 0.0470 68 0.0140 0.0372 0.7862 0.0000 0 0.0000 0.0140 [7.17] 0.0038 0.0110 0.0589 103 0.0212 0.0372 0.8235 0.0000 0 0.0000 0.0212 [7.33] 0.0063 0.0173 0.0979 162 0.0318 0.0504 0.8739 0.0000 0 0.0000 0.0318 [7.50] 0.0076 0.0248 0.1180 233 0.0459 0.0504 0.9243 0.0000 0 0.0000 0.0459 i [7.67] 0.0176 0.0424 0.2748 397 0.0738 0.0952 1.0195 0.0000 0 0.0000 0.0738 [7.83] 0.0362 0.0786 0.5647 736 0.1379 0.1512 1.1707 0.0000 0 0.0000 0.1379 [8.00] 0.0215 0.1002 0.3363 938 0.1958 0.0756 1.2463 0.0000 0 0.0000 0.1958 [8.17] 0.0156 0.1157 0.2427 1084 0.2131 0.0504 1.2967 0.0000 0 0.0000 0.2131 [8.33] 0.0122 0.1279 0.1899 1198 0.2137 0.0375 1.3342 0.0000 0 0.0000 0.2137 1 [8.50] 0.0127 0.1405 0.1976 1316 0.2100 0.0375 1.3717 0.0000 0 0.0000 0.2100 [8.67] 0.0131 0.1537 0.2050 1439 0.2084 0.0375 1.4092 0.0000 0 0.0000 0.2084 [8.83] 0.0089 0.1625 0.1385 1522 0.2016 0.0246 1.4339 0.0000 0 0.0000 0.2016 [9.00] 0.0091 0.1716 0.1416 1607 0.1902 0.0246 1.4585 0.0000 0 0.0000 0.1902 [9.17] 0.0093 0.1809 0.1445 1694 0.1815 0.0246 1.4832 0.0000 0 0.0000 0.1815 I [9.33] 0.0094 0.1903 0.1475 1782 0.1749 0.0246 1.5078 0.0000 0 0.0000 0.1749 Ili R ti,'Cli.---JAvEW ) Ili PROJECT: Williams drainage n C 1 5 2G Ul7 Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak = 0.2137 cfs `'1f1 III Vtotal = 8171 Cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I 2.5800 Ac = 0.0000 Ac Runoff Curve Number, Co = 76 Runoff Curve Number, Co = 100 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'1 Max Nat'l Det'n, S = 3.1579 in Pot'1 Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I ' Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hra) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0096 0.2000 0.1504 1873 0.1701 0.0246 1.5324 0.0000 0 0.0000 0.1701 [9.67] 0.0098 0.2098 0.1532 1965 0.1667 0.0246 1.5571 0.0000 0 0.0000 0.1667 [9.83] 0.0100 0.2198 0.1560 2058 0.1645 0.0246 1.5817 0.0000 0 0.0000 0.1645 [10.00] 0.0102 0.2299 0.1587 2153 0.1631 0.0246 1.6064 0.0000 0 0.0000 0.1631 [10.17] 0.0103 0.2403 0.1614 2250 0.1626 0.0246 1.6310 0.0000 0 0.0000 0.1626 (10.33] 0.0105 0.2508 0.1640 2349 0.1626 0.0246 1.6556 0.0000 0 0.0000 0.1626 I [10.50] 0.0107 0.2614 0.1666 2448 0.1631 0.0246 1.6803 0.0000 0 0.0000 0.1631 [10.67] 0.0108 0.2723 0.1691 2550 0.1640 0.0246 1.7049 0.0000 0 0.0000 0.1640 [10.83] 0.0090 0.2813 0.1402 2634 0.1622 0.0202 1.7251 0.0000 0 0.0000 0.1622 [11.00] 0.0091 0.2903 0.1419 2719 0.1583 0.0202. 1.7452 0.0000 0 0.0000 0.1583 [11.17] 0.0092 0.2995 0.1435 2805 0.1554 0.0202 1.7654 0.0000 0 0.0000 0.1554 I [11.33] 0.0093 0.3088 0.1451 2892 0.1534 0.0202 1.7856 0.0000 0 0.0000 0.1534 [11.50] 0.0094 0.3182 0.1467 2980 0.1520 0.0202 1.8057 0.0000 0 0.0000 0.1520 0 0.0000 0.1511 [11.67] 0.0095 0.3277 0.1482 3069 0.1511 0.0202 1.8259 0.0000 [11.83] 0.0096 0.3373 0.1498 3159 0.1507 0.0202 1.84600.0000 0 0.0000 0.1507 [12.00] 0.0097 0.3470 0.1513 3250 0.1507 0.0202 1.8662 0.0000 0 0.0000 0.1507 I [12.17] 0.0098 0.3568 0.1528 3342 0.1510 0.0202 1.8864 0.0000 0 0.0000 0.1510 [12.33] 0.0099 0.3667 0.1543 3434 0.1514, 0.0202 1.9065 0.0000 0 0.0000 0.1514 [12.50] 0.0100 0.3767 0.1557 3528 0.1521 0.0202 1.9267 0.0000 0 0.0000 0.1521 [12.67] 0.0101 0.3867 0.1571 3622 0.1529 0.0202 1.9468 0.0000 0 0.0000 0.1529 [12.83] 0.0080 0.3948 0.1254 3697 0.1507 0.0160 1.9628 0.0000 0 0.0000 0.1507 [13.00] 0.0081 0.4029 0.1263 3773 0.1461 0.0160 1.9788 0.0000 0 0.0000 0.1461 [13.17] 0.0081 0.4110 0.1271 3849 0.1425 0.0160 1.9947 0.0000 0 0.0000 0.1425 [13.33] 0.0082 0.4192 0.1280 3926 0.1398 0.0160 2.0107 0.0000 0 0.0000 0.1398 [13.50] 0.0083 0.4275 0.1289 4003 0.1377 0.0160 2.0266 0.0000 0 0.0000 0.1377 [13.67] 0.0083 0.4358 0.1297 4081 0.1361 0.0160 2.0426 0.0000 0 0.0000 0.1361 I [13.83] 0.0084 0.4441 0.1305 4159 0.1350 0.0160 2.0586 0.0000 0 0.0000 0.1350 [14.00] 0.0084 0.4525 0.1313 4238 0.1342 0.0160 2.0745 0.0000 0 0.0000 0.1342 [14.17]. 0.0085 0.4610 0.1322 4318 0.1338 0.0160 2.0905 0.0000 0 0.0000 0.1338 [14.33] 0.0085 0.4695 0.1330 4397 0.1336 0.0160 2.1064 0.0000 0 0.0000 0.1336 [14.50] 0.0086 0.4781 0.1338 4478 0.1335 0.0160 2.1224 0.0000 0 0.0000 0.1335 I [14.67] 0.0086 0.4867 0.1346 4558 0.1336 0.0160 2.1384 0.0000 0 0.0000 0.1336 [14.83] 0.0076 0.4943 0.1187 4630 0.1323 0.0140 2.1524 0.0000 0 0.0000 0.1323 [15.00] 0.0076 0.5020 0.1193 4701 0.1299 0.0140 2.1664 0.0000 0 0.0000 0.1299 [15.17] 0.0077 0.5096 0.1199 4773 0.1280 0.0140 2.1804 0.0000 0 0.0000 0.1280 [15.33] 0.0077 0.5174 0.1204 4845 0.1265 0.0140 2.1944 0.0000 0 0.0000 0.1265 1 [15.50] 0.0078 0.5251 0.1210 4918 0.1254 0.0140 2.2084 0.0000 0 0.0000 0.1254 [15.67] 0.0078 0.5329 0.1216 4991 0.1247 0.0140 2.2224 0.0000 0 0.0000 0.1247 [15.83] 0.0078 0.5407 0.1222 5064 0.1242 0.0140 2.2364 0.0000 0 0.0000 0.1242 [16.00] 0.0079 0.5486 0.1227 5138 0.1238 0.0140 2.2504 0.0000 0 0.0000 0.1238 II [16.17] 0.0079 0.5565 0.1233 5212 0.1237 0.0140 2.2644 0.0000 0 0.0000 0.1237 [16.33] 0.0079 0.5644 0.1239 5286 0.1237 0.0140 2.2784 0.0000 0 0.0000 0.1237 [16.50] 0.0080 0.5724 0.1244 5361 0.1238 0.0140 2.2924 0.0000 0 0.0000 0.1238 [16.67] 0.0080 0.5804 0.1249 5436 0.1239 0.0140 2.3064 0.0000 0 0.0000 0.1239 [16.83] 0.0069 0.5873 0.1079 5500 0.1225 0.0120 2.3184 0.0000 0 0.0000 0.1225 [17.00] 0.0065 0.5938 0.1007 5561 0.1192 0.0112 2.3296 0.0000 0 0.0000 0.1192 I I [17.17] 0.0065 0.6002 0.1011 5621 0.1158 0.0112 2.3408 0.0000 0 0.0000 0.1158 [17.33] 0.0065 0.6067 0.1014 5682 0.1131 0.0112 2.3520 0.0000 0 0.0000 0.1131 [17.50] 0.0065 0.6133 0.1017 5743 0.1109 0.0112 2.3632 0.0000 0 0.0000 0.1109 [17.67] 0.0065 0.6198 0.1021 5805 0.1093 0.0112 2.3744 0.0000 0 0.0000 0.1093 [17.83] 0.0066 0.6264 0.1024 5866 0.1080 0.0112 2.3856 0.0000 0 0.0000 0.1080 'I [18.00] 0.0066 0.6329 0.1027 5928 0.1070 0.0112 2.3968 0.0000 0 0.0000 0.1070 [18.17] 0.0066 0.6395 0.1031 5990 0.1062 0.0112 2.4080 0.0000 0 0.0000 0.1062 [18.33] 0.0066 0.6462 0.1034 6052 0.1057 0.0112 2.4192 0.0000 0 0.0000 0.1057 [18.50] 0.0066 0.6528 0.1037 6114 0.1053 0.0112 2.4304 0.0000 0 0.0000 0.1053 [18.67] 0.0067 0.6595 0.1040 6176 0.1050 0.0112 2.4416 0.0000 0 0.0000 0.1050 'I [18.83] 0.0067 0.6662 0.1043 6239 0.1049 0.0112 2.4528 0.0000 0 0.0000 0.1049 II II III PROJECT: Williams drainage Generation of Predevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak = 0.2137 cfs I' Vtotal = 8171 cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 112384.8 sq ft Impervious Area = 0 sq ft I = 2.5800 Ac = 0.0000 Ac Runoff Curve Number, Cn = 76 Runoff Curve Number, Cn 100 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1579 in Pot'l Max Nat'l Det'n, S = 0.0000 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 ICumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hra) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0067 0.6729 0.1047 6302 0.1048 0.0112 2.4640 0.0000 0 0.0000 0.1048 I [19.17] 0.0067 0.6796 0.1050 6365 0.1048 0.0112 2.4752 0.0000 0 0.0000 0.1048 [19.33] 0.0067 0.6863 0.1053 6428 0.1049 0.0112 2.4864 0.0000 0 0.0000 0.1049 [19.50] 0.0068 0.6931 0.1056 6491 0.1050 0.0112 2.4976 0.0000 0 0.0000 0.1050 [19.67] 0.0068 0.6999 0.1059 6555 0.1051 0.0112 2.5088 0.0000 0 0.0000 0.1051 [19.83] 0.0068 0.7067 0.1062 6618 0.1053 0.0112 2.5200 0.0000 0 0.0000 0.1053 N [20.00] 0.0068 0.7135 0.1065 6682 0.1055 0.0112 2.5312 0.0000 0 0.0000 0.1055 [20.17] 0.0068 0.7203 0.1068 6746 0.1057 0.0112 2.5424 0.0000 0 0.0000 0.1057 [20.33] 0.0069 0.7272 0.1071 6811 0.1059 0.0112 2.5536 0.0000 0 0.0000 0.1059 [20.50] 0.0069 0.7341 0.1074 6875 0.1062 0.0112 2.5648 0.0000 0 0.0000 0.1062 [20.67] 0.0069 0.7410 0.1077 6940 0.1064 0.0112 2.5760 0.0000 0 0.0000 0.1064 I I [20.83] 0.0069 0.7479 0.1080 7004 0.1067 0.0112 2.5872 0.0000 0 0.0000 0.1067 [21.00] 0.0069 0.7548 0.1083 7069 0.1070 0.0112 2.5984 0.0000 0 0.0000 0.1070 [21.17] 0.0070 0.7618 0.1086 7135 0.1072 0.0112 2.6096 0.0000 0 0.0000 0.1072 [21.33] 0.0070 0.7688 0.1089 7200 0.1075 0.0112 2.6208 0.0000 0 0.0000 0.1075 [21.50] 0.0070 0.7758 0.1092 7265 0.1078 0.0112 2.6320 0.0000 0 0.0000 0.1078 I [21.67] 0.0070 0.7828 0.1094 7331 0.1081 0.0112 2.6432 0.0000 0 0.0000 0.1081 [21.83] 0.0070 0.7898 0.1097 7397 0.1084 0.0112 2.6544 0.0000 0 0.0000 0.1084 [22.00] 0.0070 0.7969 0.1100 7463 0.1086 0.0112 2.6656 0.0000 0 0.0000 0.1086 [22.17] 0.0071 0.8039 0.1103 7529 0.1089 0.0112 2.6768 0.0000 0 0.0000 0.1089 [22.33] 0.0071 0.8110 0.1106 7595 0.1092 0.0112 2.6880 0.0000 0 0.0000 0.1092 I [22.50] 0.0071 0.8181 0.1108 7662 0.1095 0.0112 2.6992 0.0000 0 0.0000 0.1095 [22.67] 0.0071 0.8252 0.1111 7729 0.1098 0.0112 2.7104 0.0000 0 0.0000 0.1098 [22.83] 0.0071 0.8324 0.1114 7795 0.1100 0.0112 2.7216 0.0000 0 0.0000 0.1100 [23.00] 0.0072 0.8395 0.1117 7862 0.1103 0.0112 2.7328 0.0000 0 0.0000 0.1103 [23.17] 0.0072 0.8467 0.1119 7930 0.1106 0.0112 2.7440 0.0000 0 0.0000 0.1106 I [23.33] 0.0072 0.8539 0.1122 7997 0.1109 0.0112 2.7552 0.0000 0 0.0000 0.1109 [23.50] 0.0072 0.8611 0.1125 8064 0.1111 0.0112 2.7664 0.0000 0 0.0000 0.1111 [23.67] 0.0072 0.8683 0.1127 8132 0.1114 0.0112 2.7776 0.0000 0 0.0000 0.1114 [23.83] 0.0072 0.8755 0.1130 8200 0.1117 0.0112 2.7888 0.0000 0 0.0000 0.1117 [24.00] 0.0073 0.8828 0.1132 8268 0.1119 0.0112 2.8000 0.0000 0 0.0000 0.1119 I [24.17] 0.0000 0.8828 0.0000 8268 0.1017 0.0000 2.8000 0.0000 0 0.0000 0.1017 [24.33] 0.0000 0.8828 0.0000 8268 0.0829 0.0000 2.8000 0.0000 0 0.0000 0.0829 [24.50] 0.0000 0.8828 0.0000 8268 0.0675 0.0000 2.8000 0.0000 0 0.0000 0.0675 [24.67] 0.0000 0.8828 0.0000 8268 0.0550 0.0000 2.8000 0.0000 0 0.0000 0.0550 [24.83] 0.0000 0.8828 0.0000 8268 0.0448 0.0000 2.8000 0.0000 0 0.0000 0.0448 I [25.00] 0.0000 0.8828 0.0000 8268 0.0365 0.0000 2.8000 0.0000 0 0.0000 0.0365 0.8828 13.7796 2.8000 0.0000 II I IIR FAk'FAAA(FAlt) DEC 1 5 2Cu III I 1 1 APPENDIX I Subsection 5 Post-development runoff calculations for the design storms. 1 1 1 1 1 i 1 1 1 1 1 1 1 RECEVJFiD DEC 15L'33 1 1 k � E if) PROJECT: Williams drainage n cr Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Methdd EC 1 5 '. iS 2 yr storm (A) Qpeak = 0.0282 cfs I Vtotal = 1299 'V' �, i( ��(�(I IU IL Pervious Portion of Basin Impervious Portion o� LI Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft I = 2.3500 Ac = 0.2300 Ac Runoff Curve Number, Cu = 76.2 Runoff Curve Number, Co 63.2 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1234 in Pot'l Max Nat'l Det'n, S = 5.8228 in I Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [o.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 : [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [6.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [7.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [7.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [7.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [7.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [7.67] 0.0000 0.0000 0.0000 00.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [7.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [8.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [8.17] 0.0002 0.0002 0.0025 2 0.0002 0.0000 0.0000 0.0000 0 0.0000 0.0002 [8.33] 0.0004 0.0006 0.0056 5 0.0009 0.0000 0.0000 0.0000 0 0.0000 0.0009 I [8.50] 0.0006 0.0012 0.0086 10 0.0021 0.0000 0.0000 0.0000 0 0.0000 0.0021 [8.67] 0.0008 0.0020 0.0117 17 0.0036 0.0000 0.0000 0.0000 0 0.0000 0.0036 [8.83] 0.0007 0.0026 0.0093 23 0.0048 0.0000 0.0000 0.0000 0 0.0000 0.0048 [9.00] 0.0007 0.0034 0.0105 29 0.0058 0.0000 0.0000 0.0000 0 0.0000 0.0058 [9.17] 0.0008 0.0042 0.0118 36 0.0068 0.0000 0.0000 0.0000 0 0.0000 0.0068 I [9.33] 0.0009 0.0051 0.0130 44 0.0078 0.0000 0.0000 0.0000 0 0.0000 0.0078 1 RBci ' ED I PROJECT: Williams drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method (� 2u 2 yr storm (A) Qpeak = 0.0282 cfs �J (; I Vtotal = 1299 cu ft [�'�r �,� t,,,, ���� Pervious Portion of Basin Impervious Portion of jlt �'s I' )' Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft 2.3500 Ac 0.2300 Ac Runoff Curve Number, Cu = 76.2 Runoff Curve Number, Co = 63.2 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1234 in Pot'l Max Nat'l Det'n, S = 5.8228 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 ICumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hra) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0010 0.0061 0.0143 52 0.0089 0.0000 0.0000 0.0000 0 0.0000 0.0089 I [9.67] 0.0011 0.0072 0.0155 62 0.0100 0.0000 0.0000 0.0000 0 0.0000 0.0100 [9.83] 0.0012 0.0084 0.0167 72 0.0111 0.0000 0.0000 0.0000 0 0.0000 0.0111 [10.00] 0.0013 0.0097 0.0178 82 0.0123 0.0000 0.0000 0.0000 0 0.0000 0.0123 [10.17] 0.0013 0.0110 0.0190 94 0.0134 0.0000 0.0000 0.0000 0 0.0000 0.0134 [10.33] 0.0014 0.0124 0.0202 106 0.0145 0.0000 0.0000 0.0000 0 0.0000 0.0145 [10.50] 0.0015 0.0139 0.0213 119 0.0157 0.0000 0.0000 0.0000 0 0.0000 0.0157 [10.67] 0.0016 0.0155 0.0224 132 0.0168 0.0000 0.0000 0.0000 0 0.0000 0.0168 [10.83] 0.0014 0.0168 0.0192 144 0.0176 0.0000 0.0000 0.0000 0 0.0000 0.0176 [11.00] 0.0014 0.0182 0.0199 156 0.0179 0.0000 0.0000 0.0000 0 0.0000 0.0179 [11.17] 0.0015 0.0197 0.0207 168 0.0184 0.0000 0.0000 0.0000 0 0.0000 0.0184 I [11.33] 0.0015 0.0212 0.0214 181 0.0189 0.0000 0.0000 0.0000 0 0.0000 0.0189 [11.50] 0.0016 0.0228 0.0221 194 0.0194 0.0000 0.0000 0.0000 0 0.0000 0.0194 [11.67] 0.0016 0.0244 0.0228 208 0.0200 0.0000 0.0000 0.0000 0 0.0000 0.0200 [11.83] 0.0017 0.0260 0.0235 222 0.0206 0.0000 0.0000 0.0000 0 0.0000 0.0206 [12.00] 0.0017 0.0277 0.0243 236 0.0212 0.0000 0.0000 0.0000 0 0.0000 0.0212 I [12.17] 0.0018 0.0295 0.0250 251 0.0218 0.0000 0.0000 0.0000 0 0.0000 0.0218 [12.33] 0.0018 0.0313 0.0256 267 0.0225 0.0000 0.0000 0.0000 0 0.0000 0.0225 [12.50] 0.0019 0.0331 0.0263 283 0.0231 0.0000 0.0000 0.0000 0 0.0000 0.0231 [12.67] 0.0019 0.0350 0.0270 299 0.0238 0.0000 0.0000 0.0000 0 0.0000 0.0238 [12.83] 0.0015 0.0366 0.0219 312 0.0239 0.0000 0.0000 0.0000 0 0.0000 0.0239 [13.00] 0.0016 0.0381 0.0223 325 0.0236 0.0000 0.0000 0.0000 0 0.0000 0.0236 [13.17] 0.0016 0.0397 0.0227 339 0.0234 0.0000 0.0000 0.0000 0 0.0000 0.0234 [13.33] 0.0016 0.0414 0.0231 353 0.0233 0.0000 0.0000 0.0000 0 0.0000 0.0233 [13.50] 0.0017 0.0430 0.0235 367 0.0233 0.0000 0.0000 0.0000 0 0.0000 0.0233 [13.67] 0.0017 0.0447 0.0239 381 0.0234 0.0000 0.0000 0.0000 0 0.0000 0.0234 [13.83] 0.0017 0.0464 0.0243 396 0.0235 0.0000 0.0000 0.0000 0 0.0000 0.0235 [14.00] 0.0017 0.0481 0.0247 411 0.0237 0.0000 0.0000 0.0000 0 0.0000 0.0237 [14.17] 0.0018 0.0499 0.0251 426 0.0239 0.0000 0.0000 0.0000 0 0.0000 0.0239 [14.33] 0.0018 0.0517 0.0255 441 0.0242 0.0000 0.0000 0.0000 0 0.0000 0.0242 [14.50] 0.0018 0.0535 0.0259 457 0.0245 0.0000 0.0000 0.0000 0 0.0000 0.0245 [14.67] 0.0019 0.0554 0.0263 472 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248 [14.83] 0.0016 0.0570 0.0234 486 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248 [15.00] 0.0017 0.0587 0.0237 501 0.0246 0.0000 0.0000 0.0000 0 0.0000 0.0246 [15.17] 0.0017 0.0604 0.0240 515 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244 [15.33] 0.0017 0.0621 0.0243 530 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244 I [15.50] 0.0017 0.0638 0.0246 544 0.0244 0.0000 0.0000 0.0000 0 0.0000 0.0244 [15.67] 0.0017 0.0656 0.0249 559 0.0245 0.0000 0.0000 0.0000 0 0.0000 0.0245 [15.83] 0.0018 0.0673 0.0252 574 0.0246 0.0000 0.0000 0.0000 0 0.0000 0.0246 [16.00] 0.0018 0.0691 0.0254 590 0.0247 0.0000 0.0000 0.0000 0 0.0000 0.0247 [16.17] 0.0018 0.0709 0.0257 605 0.0249 0.0000 0.0000 0.0000 0 0.0000 0.0249 I [16.33] 0.0018 0.0728 0.0260 621 0.0250 0.0000 0.0000 0.0000 0 0.0000 0.0250 [16.50] 0.0018 0.0746 0.0263 637 0.0253 0.0000 0.0000 0.0000 0 0.0000 0.0253 [16.67] 0.0019 0.0765 0.0266 652 0.0255 0.0000 0.0000 0.0000 0 0.0000 0.0255 [16.83] 0.0016 0.0781 0.0231 666 0.0254 0.0000 0.0000 0.0000 0 0.0000 0.0254 [17.00] 0.0015 0.0796 0.0217 679 0.0248 0.0000 0.0000 0.0000 0 0.0000 0.0248 I [17.17] 0.0015 0.0812 0.0218 692 0.0242 0.0000 0.0000 0.0000 0 0.0000 0.0242 [17.33] 0.0015 0.0827 0.0220 706 0.0238 0.0000 0.0000 0.0000 0 0.0000 0.0238 [17.50] 0.0016 0.0843 0.0222 719 0.0235 0.0000 0.0000 0.0000 0 0.0000 0.0235 [17.67] 0.0016 0.0859 0.0224 732 0.0233 0.0000 0.0001 0.0001 0 0.0000 0.0233 [17.83] 0.0016 0.0874 0.0225 746 0.0231 0.0000 0.0001 0.0001 0 0.0000 0.0231 I [18.00] 0.0016 0.0890 0.0227 759 0.0230 0.0001 0.0002 0.0001 0 0.0000 0.0231 [18.17] 0.0016 0.0906 0.0229 773 0.0230 0.0001 0.0003 0.0001 0 0.0000 0.0230 [18.33] 0.0016 0.0923 0.0231 787 0.0230 0.0001 0.0003 0.0001 0 0.0001 0.0230 [18.50] 0.0016 0.0939 0.0232 801 0.0230 0.0001 0.0004 0.0001 0 0.0001 0.0231 [18.67] 0.0016 0.0955 0.0234 815 0.0231 0.0001 0.0005 0.0001 0 0.0001 0.0231 [18.83] 0.0017 0.0972 0.0236 829 0.0231 0.0001 0.0006 0.0002 1 0.0001 0.0232 I I PROJECT: Williams drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 2 yr storm (A) Qpeak = 0.0282 cfs I Vtotal 1299 Cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft I = 2.3500 Ac = 0.2300 Ac Runoff Curve Number, Cn 76.2 Runoff Curve Number, Cn = 63.2 Time of Concentrat'n, Tc 49 min Time of Concentrat'n, Tc = 49 min Pot'1 Max Nat'l Det'n, S = 3.1234 in Pot'1 Max Nat'l Det'n, S = 5.8228 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 ICumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0017 0.0989 0.0237 843 0.0232 0.0001 0.0008 0.0002 1 0.0001 0.0233 I [19.17] 0.0017 0.1005 0.0239 858 0.0233 0.0001 0.0009 0.0002 1 0.0001 0.0235 [19.33] 0.0017 0.1022 0.0241 872 0.0235 0.0001 0.0010 0.0002 1 0.0001 0.0236 [19.50] 0.0017 0.1039 0.0242 887 0.0236 0.0002 0.0012 0.0002 1 0.0001 0.0237 [19.67] 0.0017 0.1057 0.0244 901 0.0237 0.0002 0.0014 0.0002 1 0.0002 0.0239 [19.83] 0.0017 0.1074 0.0246 916 0.0239 0.0002 0.0015 0.0002 1 0.0002 0.0240 I [20.00] 0.0017 0.1091 0.0247 931 0.0240 0.0002 0.0017 0.0003 1 0.0002 0.0242 [20.17] 0.0018 0.1109 0.0249 946 0.0242 0.0002 0.0019 0.0003 2 0.0002 0.0244 [20.33] 0.0018 0.1126 0.0250 961 0.0243 0.0002 0.0021 0.0003 2 0.0002 0.0245 [20.50] 0.0018 0.1144 0.0252 976 0.0245 0.0002 0.0023 0.0003 2 0.0002 0.0247 [20.67] 0.0018 0.1162 0.0254 991 0.0246 0.0002 0.0026 0.0003 2 0.0002 0.0249 I [20.83] 0.0018 0.1180 0.0255 1007 0.0248 0.0002 0.0028 0.0003 2 0.0003 0.0250 [21.00] 0.0018 0.1198 0.0257 1022 0.0249 0.0002 0.0030 0.0003 3 0.0003 0.0252 [21.17] 0.0018 0.1216 0.0258 1037 0.0251 0.0003 0.0033 0.0004 3 0.0003 0.0254 [21.33] 0.0018 0.1234 0.0260 1053 0.0252 0.0003 0.0036 0.0004 3 0.0003 0.0255 [21.50] 0.0018 0.1253 0.0262 1069 0.0254 0.0003 0.0038 0.0004 3 0.0003 0.0257 I [21.67] 0.0019 0.1271 0.0263 1085 0.0256 0.0003 0.0041 0.0004 3 0.0003 0.0259 [21.83] 0.0019 0.1290 0.0265 1100 0.0257 0.0003 0.0044 0.0004 4 0.0003 0.0261 [22.00] 0.0019 0.1309 0.0266 1116 0.0259 0.0003 0.0047 0.0004 4 0.0004 0.0262 [22.17] 0.0019 0.1328 0.0268 1133 0.0260 0.0003 0.0050 0.0004 4 0.0004 0.0264 [22.33] 0.0019 0.1347 0.0269 1149 0.0262 0.0003 0.0054 0.0005 4 0.0004 0.0266 I [22.50] 0.0019 0.1366 0.0271 1165 0.0263 0.0003 0.0057 0.0005 5 0.0004 0.0267 [22.67] 0.0019 0.1385 0.0272 1181 0.0265 0.0003 0.0060 0.0005 5 0.0004 0.0269 [22.83] 0.0019 0.1404 0.0274 1198 0.0266 0.0004 0.0064 0.0005 5 0.0004 0.0271 [23.00] 0.0019 0.1423 0.0276 1214 0.0268 0.0004 0.0068 0.0005 6 0.0004 0.0272 [23.17] 0.0019 0.1443 0.0277 1231 0.0270 0.0004 0.0071 0.0005 6 0.0005 0.0274 I [23.33] 0.0020 0.1462 0.0279 1248 0.0271 0.0004 0.0075 0.0005 6 0.0005 0.0276 [23.50] 0.0020 0.1482 0.0280 1264 0.0273 0.0004 0.0079 0.0005 7 0.0005 0.0277 [23.67] 0.0020 0.1502 0.0281 1281 0.0274 0.0004 0.0083 0.0006 7 0.0005 0.0279 [23.83] 0.0020 0.1522 0.0283 1298 0.0276 0.0004 0.0087 0.0006 7 0.0005 0.0281 [24.00] 0.0020 0.1542 0.0284 1315 0.0277 0.0004 0.0092 0.0006 8 0.0005 0.0282 I [24.17] 0.0000 0.1542 0.0000 1315 0.0252 0.0000 0.0092 0.0000. 8 0.0005 0.0257 [24.33] 0.0000 0.1542 0.0000 1315 0.0205 0.0000 0.0092 0.0000 8 0.0004 0.0209 [24.50] 0.0000 0.1542 0.0000 1315 0.0167 0.0000 0.0092 0.0000 8 0.0003 0.0171 [24.67] 0.0000 0.1542 0.0000 1315 0.0136 0.0000 0.0092 0.0000 8 0.0003 0.0139 [24.83] 0.0000 0.1542 0.0000 1315 0.0111 0.0000 0.0092 0.0000 8 0.0002 0.0113 I [25.00] 0.0000 0.1542 0.0000 1315 0.0091 0.0000 0.0092 0.0000 8 0.0002 0.0092 0.1542 2.1922 max = 0.0277 0.0092 0.0127 max = 0.0005 0.0282 I I IR FP Eli VIE 11) I rEc 152 "S I iR F(( ' AAI \\ RI) PROJECT: Williams drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph MetSoln, C 1 ti 2.n 25 yr storm (A) Qpeak = 0.1999 cfs I Vtotal = 782 E I, ,, ffllrF '.{, Pervious Portion of Basin Impervious Portion Basin Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft ' = 2.3500 Ac 0.2300 Ac Runoff Curve Number, Cn = 76.2 Runoff Curve Number, Cn 63.2 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1234 in Pot'l Max Nat'l Det'n, S = 5.8228 in I Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total I Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 1 [0.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [o.so] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [1.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 i [2.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [2.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 . 0.0000 0 0.0000 0.0000 [3.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [3.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [4.83] 0.0000 0.0000 0'.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [5.17] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.33] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.50] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.67] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [5.83] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 I [6.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.17] 0.0000 0.0000 0.0002 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [6.33] 0.0003 0.0004 0.0049 3 0.0005 0.0000 0.0000 0.0000 0 0.0000 0.0005 [6.50] 0.0008 0.0011 0.0112 10 0.0019 0.0000 0.0000 0.0000 0 0.0000 0.0019 [6.67] 0.0012 0.0024 0.0172 20 0.0042 0.0000 0.0000 0.0000 0 0.0000 0.0042 I [6.83] 0.0024 0.0048 0.0341 41 0.0082 0.0000 0.0000 0.0000 0 0.0000 0.0082 [7.00] 0.0032 0.0079 0.0453 68 0.0140 0.0000 0.0000 0.0000 0 0.0000 0.0140 [7.17] 0.0040 0.0119 0.0562 101 0.0208 0.0000 0.0000 0.0000 0 0.0000 0.0208 [7.33] 0.0065 0.0184 0.0927 157 0.0307 0.0000 0.0000 0.0000 0 0.0000 0.0307 [7.50] 0.0078 0.0262 0.1110 224 0.0439 0.0000 0.0000 0.0000 0 0.0000 0.0439 I [7.67] 0.0181 0.0443 0.2571 378 0.0699 0.0000 0.0000 0.0000 0 0.0000 0.0699 [7.83] 0.0369 0.0812 0.5252 693 0.1294 0.0000 0.0000 0.0000 0 0.0000 0.1294 [8.00] 0.0219 0.1032 0.3118 880 0.1829 0.0011 0.0011 0.0016 1 0.0001 0.1830 [8.17] 0.0158 0.1190 0.2248 101E 0.1987 0.0018 0.0029 0.0025 2 0.0005 0.1992 [8.33] 0.0124 0.1313 0.1757 1120 0.1990 0.0019 0.0048 0.0026 4 0.0009 0.1999 III [8.50] 0.0128 - 0.1442 0.1827 1230 0.1953 0.0023 0.0071 0.0032 6 0.0013 0.1966 [8.67] 0.0133 0.1575 0.1894 1344 0.1936 0.0028 0.0099 0.0038 8 0.0017 0.1953 [8.83] 0.0090 0.1665 0.1279 1420 0.1871 0.0020 0.0119 0.0028 10 0.0020 0.1891 [9.00] 0.0092 0.1757 0.1307 1499 0.1764 0.0022 0.0141 0.0031 12 0.0022 0.1786 [9.17] 0.0094 0.1851 0.1334 1579 0.1682 0.0024 0.0165 0.0033 14 0.0024 0.1706 I [9.33] 0.0096 0.1947 0.1361 1661 0.1620 0.0026 0.0191 0.0036 16 0.0026 0.1646 I I _ , . ,, 4 ,, IR 14,i 1 ri;T Al Eli E 1 PROJECT: Williams drainage 5 �`�^!� Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak = 0.1999 cfa +Cjr'f -171, r`(1 I Vtotal = 7824 Cu ULI r 11i. Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft ' = 2.3500 Ac = 0.2300 Ac Runoff Curve Number, Cu = 76.2 Runoff Curve Number, Co = 63.2 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1234 in Pot'l Max Nat'l Det'n, S = 5.8228 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 1 Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (lira) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0098 0.2044 0.1387 1744 0.1575 0.0028 0.0219 0.0038 18 0.0028 0.1602 [9.67] 0.0099 0.2144 0.1413 1829 0.1542 0.0029 0.0248 0.0041 21 0.0030 0.1572 [9.83] 0.0101 0.2245 0.1438 1915 0.1521 0.0031 0.0279 0.0043 23 0.0032 0.1553 [10.00] 0.0103 0.2348 0.1463 2003 0.1508 0.0033 0.0312 0.0045 26 0.0034 0.1542 [10.17] 0.0105 0.2452 0.1487 2092 0.1502 0.0034 0.0346 0.0048 29 0.0037 0.1538 [10.33] 0.0106 0.2559 0.1511 2183 0.1501 0.0036 0.0382 0.0050 32 0.0039 0.1540 1111 [10.50] 0.0108 0.2666 0.1535 2275 0.1505 0.0038 0.0420 0.0052 35 0.0041 0.1546 [10.67] 0.0110 0.2776 0.1558 2368 0.1513 0.0039 0.0459 0.0055 38 0.0044 0.1556 [10.83] 0.0091 0.2867 0.1291 2446 0.1496 0.0033 0.0492 0.0046 41 0.0045 0.1541 [11.00] 0.0092 0.2959 0.1306 2524 0.1460 0.0034 0.0527 0.0048 44 0.0045 0.1505 [11.17] 0.0093 0.3052 0.1321 2603 0.1433 0.0035 0.0562 0.0049 47 0.0046 0.1479 [11.33] 0.0094 0.3146 0.1336 2683 0.1413 0.0036 0.0598 0.0051 50 0.0047 0.1460 [11.50] 0.0095 0.3241 0.1350 2764 0.1400 0.0037 0.0636 0.0052 53 0.0048 0.1448 [11.67] 0.0096 0.3337 0.1364 2846 0.1392 0.0039 0.0674 0.0054 56 0.0049 0.1441 [11.83] 0.0097 0.3433 0.1378 2929 0.1388 0.0040 0.0714 0.0055 60 0.0050 0.1438 [12.00] 0.0098 0.3531 0.1392 3012 0.1388 0.0041 0.0755 0.0056 63 0.0051 0.1439 [12.17] 0.0099 0.3630 0.1405 3097 0.1390 0.0042 0.0796 0.0058 66 0.0052 0.1442 [12.33] 0.0100 0.3730 0.1419 3182 0.1394 0.0043 0.0839 0.0059 70 0.0053 0.1447 [12.50] 0.0101 0.3831 0.1432 3268 0.1400 0.0043 0.0882 0.0061 74 0.0054 0.1454 [12.67] 0.0102 0.3932 0.1445 3354 0.1407 0.0044 0.0927 0.0062 77 0.0056 0.1463 [12.83] 0.0081 0.4013 0.1153 3424 0.1387 0.0036 0.0962 0.0050 80 0.0056 0.1443 [13.00] 0.0082 0.4095 0.1161 3493 0.1344 0.0036 0.0999 0.0051 83 0.0055 0.1399 [13.17] 0.0082 0.4177 0.1169 3563 0.1311 0.0037 0.1036 0.0052 86 0.0054 0.1365 [13.33] 0.0083 0.4260 0.1177 3634 0.1285 0.0038 0.1074 0.0052 90 0.0054 0.1339 [13.50] 0.0083 0.4343 0.1184 3705 0.1266 0.0038 0.1112 0.0053 93 0.0053 0.1320 [13.67] 0.0084 0.4427 0.1192 3777 0.1252 0.0039 0.1151 0.0054 96 0.0054 0.1305 111 [13.83] 0.0084 0.4512 0.1200 3849 0.1241 0.0039 0.1190 0.0055 99 0.0054 0.1295 [14.00] 0.0085 0.4596 0.1207 3921 0.1234 0.0040 0.1230 0.0056 103 0.0054 0.1288 [14.17] 0.0085 0.4682 0.1214 3994 0.1230 0.0041 0.1270 0.0056 106 0.0054 0.1284 [14.33] 0.0086 0.4768 0.1222 4067 0.1228 0.0041 0.1311 0.0057 109 0.0055 0.1282 [14.50] 0.0086 0.4854 0.1229 4141 0.1227 0.0042 0.1353 0.0058 113 0.0055 0.1283 1 [14.67] 0.0087 0.4941 0.1236 4215 0.1228 0.0042 0.1395 0.0059 116 0.0056 0.1284 [14.83] 0.0077 0.5018 0.1090 4280 0.1216 0.0037 0.1433 0.0052 120 0.0056 0.1272 [15.00] 0.0077 0.5095 0.1096 4346 0.1193 0.0038 0.1471 0.0053 123 0.0055 0.1248 [15.17] 0.0077 0.5172 0.1101 4412 0.1176 0.0038 0.1509 0.0053 126 0.0055 0.1230 [15.33] 0.0078 0.5250 0.1106 4479 0.1162 0.0039 0.1548 0.0054 129 0.0055 0.1217 1 [15.50] 0.0078 0.5328 0.1111 4545 0.1152 0.0039 0.1587 0.0054 132 0.0054 0.1207 [15.67] 0.0079 0.5407 0.1117 4612 0.1145 0.0040 0.1626 0.0055 136 0.0055 0.1200 [15.83] 0.0079 0.5486 0.1122 4680 0.1140 0.0040 0.1666 0.0056 139 0.0055 0.1195 [16.00] 0.0079 0.5565 0.1127 4747 0.1138 0.0040 0.1707 0.0056 142 0.0055 0.1192 [16.17] 0.0080 0.5645 0.1132 4815 0.1136 0.0041 0.1747 0.0057 146 0.0055 0.1191 1 [16.33] 0.0080 0.5725 0.1137 4883 0.1136 0.0041 0.1788 0.0057 149 0.0056 0.1191 [16.50] 0.0080 0.5805 0.1142 4952 0.1136 0.0042 0.1830 0.0058 153 0.0056 0.1192 [16.67] 0.0081 0.5886 0.1147 5021 0.1138 0.0042 0.1872 0.0058 156 0.0056 0.1194 [16.83] 0.0070 0.5955 0.0990 5080 0.1125 0.0036 0.1908 0.0051 159 0.0056 0.1181 [17.00] 0.0065 0.6020 0.0924 5136 0.1094 0.0034 0.1942 0.0047 162 0.0055 0.1149 [17.17] 0.0065 0.6086 0.0928 5191 0.1063 0.0034 0.1977 0.0048 165 0.0053 0.1116 [17.33] 0.0065 0.6151 0.0931 5247 0.1038 0.0035 0.2011 0.0048 168 0.0052 0.1091 [17.50] 0.0066 0.6217 0.0934 5303 0.1019 0.0035 0.2046 0.0048 171 0.0052 0.1070 [17.67] 0.0066 0.6283 0.0937 5359 0.1003 0.0035 0.2081 0.0049 174 0.0051 0.1054 [17.83] 0.0066 0.6349 0.0940 5416 0.0991 0.0035 0.2117 0.0049 177 0.0051 0.1042 I [18.00] 0.0066 0.6415 0.0943 5472 0.0982 0.0036 0.2152 0.0050 180 0.0050 0.1032 [18.17] 0.0067 0.6481 0.0946 5529 0.0975 0.0036 0.2188 0.0050 183 0.0050 0.1025 [18.33] 0.0067 0.6548 0.0949 5586 0.0970 0.0036 0.2224 0.0050 186 0.0050 0.1020 [18.50] 0.0067 0.6615 0.0952 5643 0.0966 0.0036 0.2260 0.0051 189 0.0050 0.1016 [18.67] 0.0067 0.6682 0.0954 5700 0.0964 0.0037 0.2297 0.0051 192 0.0050 0.1014 I [18.83] 0.0067 0.6750 0.0957 5758 0.0962 0.0037 0.2334 0.0051 195 0.0050 0.1013 I I PROJECT: Williams drainage I Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak = 0.1999 cfs I Vtotal = 7824 cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 102366 sq ft Impervious Area = 10018.8 sq ft I = 2.3500 Ac = 0.2300 Ac Runoff Curve Number, Cn = 76.2 Runoff Curve Number, Cn 63.2 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 3.1234 in Pot'l Max Nat'l Det'n, S = 5.8228 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hra) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0068 0.6817 0.0960 5815 0.0962 0.0037 0.2371 0.0052 198 0.0051 0.1012 [19.17] 0.0068 0.6885 0.0963 5873 0.0962 0.0037 0.2408 0.0052 201 0.0051 0.1012 [19.33] 0.0068 0.6953 0.0966 5931 0.0962 0.0037 0.2446 0.0052 204 0.0051 0.1013 [19.50] 0.0068 0.7021 0.0969 5989 0.0963 0.0038 0.2483 0.0052 207 0.0051 0.1014 (19.67] 0.0068 0.7089 0.0971 6047 0.0964 0.0038 0.2521 0.0053 210 0.0052 0.1016 I [19.83] 0.0069 0.7158 0.0974 6106 0.0966 0.0038 0.2559 0.0053 214 0.0052 0.1018 I [20.00] 0.0069 0.7227 0.0977 6165 0.0968 0.0038 0.2598 0.0053 217 0.0052 0.1020 [20.17] 0.0069 0.7295 0.0980 6223 0.0970 0.0039 0.2637 0.0054 220 0.0052 0.1022 [20.33] 0.0069 0.7365 0.0982 6282 0.0972 0.0039 0.2675 0.0054 223 0.0053 0.1024 [20.50] 0.0069 0.7434 0.0985 6341 0.0974 0.0039 0.2714 0.0054 227 0.0053 0.1027 (20.67] 0.0069 0.7503 0.0988 6401 0.0976 0.0039 0.2754 0.0055 230 0.0053 0.1030 I [20.83] 0.0070 0.7573 0.0990 6460 0.0979 0.0040 0.2793 0.0055 233 0.0054 0.1032 [21.00] 0.0070 0.7643 0.0993 6520 0.0981 0.0040 0.2833 0.0055 237 0.0054 0.1035 [21.17] 0.0070 0.7713 0.0996 6579 0.0984 0.0040 0.2873 0.0056 240 0.0054 0.1038 [21.33] 0.0070 0.7783 0.0998 6639 0.0986 0.0040 0.2913 0.0056 243 0.0054 0.1041 [21.50] 0.0070 0.7853 0.1001 6699 0.0989 0.0040 0.2954 0.0056 247 0.0055 0.1043 ' [21.67] 0.0071 0.7924 0.1004 6760 0.0991 0.0041 0.2994 0.0057 250 0.0055 0.1046 [21.83] 0.0071 0.7995 0.1006 6820 0.0994 0.0041 0.3035 0.0057 253 0.0055 0.1049 [22.00] 0.0071 0.8066 0.1009 6880 0.0996 0.0041 0.3076 0.0057 257 0.0056 0.1052 [22.17] 0.0071 0.8137 0.1011 6941 0.0999 0.0041 0.3118 0.0057 260 0.0056 0.1055 [22.33] 0.0071 0.8208 0.1014 7002 0.1001 0.0042 0.3159 0.0058 264 0.0056 0.1058 ' [22.50] 0.0071 0.8280 0.1016 7063 0.1004 0.0042 0.3201 0.0058 267 0.0057 0.1060 (22.67] 0.0072 0.8351 0.1019 7124 0.1006 0.0042 0.3243 0.0058 271 0.0057 0.1063 [22.83] 0.0072 0.8423 0.1021 7185 0.1009 0.0042 0.3285 0.0059 274 0.0057 0.1066 [23.00] 0.0072 0.8495 0.1024 7247 0.1011 0.0042 0.3328 0.0059 278 0.0058 0.1069 [23.17] 0.0072 0.8567 0.1026 7308 0.1014 0.0043 0.3370 0.0059 281 0.0058 0.1072 I [23.33] 0.0072 0.8640 0.1028 7370 0.1016 0.0043 0.3413 0.0060 285 0.0058 0.1074 [23.50] 0.0073 0.8712 0.1031 7432 0.1019 0.0043 0.3456 0.0060 289 0.0058 0.1077 [23.67] 0.0073 0.8785 0.1033 7494 0.1021 0.0043 0.3499 0.0060 292 0.0059 0.1080 [23.83] 0.0073 0.8858 0.1036 7556 0.1024 0.0043 0.3543 0.0060 296 0.0059 0.1083 [24.00] 0.0073 0.8931 0.1038 7618 0.1026 0.0044 0.3586 0.0061 299 0.0059 0.1085 I [24.17] 0.0000 0.8931 0.0000 7618 0.0932 0.0000 0.3586 0.0000 299 0.0054 0.0986 [24.33] 0.0000 0.8931 0.0000 7618 0.0760 0.0000 0.3586 0.0000 299 0.0044 0.0803 [24.50] 0.0000 0.8931 0.0000 7618 0.0619 0.0000 0.3586 0.0000 299 0.0036 0.0655 [24.67] 0.0000 0.8931 0.0000 7618 0.0504 0.0000 0.3586 0.0000 299 0.0029 0.0533 [24.83] 0.0000 0.8931 0.0000 7618 0.0411 0.0000 0.3586 0.0000 299 0.0024 0.0435 I [25.00] 0.0000 0.8931 0.0000 7618 0.0335 0.0000 0.3586 0.0000 299 0.0019 0.0354 0.8931 12.6971 max = 0.1990 0.3586 0.4990 max = 0.0059 0.1999 I I R FAIFAIArti,,W) IP•-•c i. r 2ri.: I 6 .,►il ,Ikea- I 1 1 1 APPENDIX II Subsection 1 Summary of various coefficients and operational values for the infiltrated portion of the site. RECEIVEI) i 1 1 1 i 1 1 1 1 1 1 1 DEC i5Y ) 1 1 I ' File: WILLINF.WB2 Date: December 12, 2006 PROJECT: Williams drainage IIBASIN DATA Predevelopment II Undetained Detained Total Area: 0.0000 (Ac) + 0.0230 (Ac) = 0.0230 (Ac) II Cn: 100.0 98.0 Tc: 49 (min) 49 (min) Postdevelopment Basin Data IUndetained Detained Total Area: 0.0000 (Ac) + 0.0230 (Ac) = 0.0230 (Ac) Cn: 100.0 98.0 Tc: 49 (min) 49 (min) 1 RAINFALL ill Peak 24 hr rainfall depth Basin Rainfall (Qr) 2 yr storm: 1.40 (in) 0.0105 (cfs) 25 yr storm: 2.80 (in) 0.0210 (cfs) 100 yr storm: 3.30 (in) 0.0248 (cfs) PREDEVELOPMENT RUNOFF Peak Pre-Devt Runoff (Qpre) l 2 yr storm: 0.0042 (cfs) 25 yr storm: 0.0091 (cfs) 100 yr storm: 0.0108 (cfs) IIPOSTDEVELOPMENT RUNOFF Peak Runoff From Peak Runoff From I Undeveloped Port'n Developed Port'n (Undetained) (Detained) (Qposl) (Qpos2) I 2 yr storm: 0.0000 (cfs) 0.0042 (cfs) 25 yr storm: 0.0000 (cfs) 0.0091 (cfs) 100 yr storm: 0.0000 (cfs) 0.0108 (cfs) RunoffaFrom REC1E1 'ED Entire Basin (Qpos)II 2 yr storm: 0.0042 (cfs) DEC 15 iu� 25 yr storm: 0.0091 (cfs) 100 yr storm: 0.0108 (cfs) I I APPENDIX II Subsection 2 ICatalog of pre- and post-development land uses for the infiltrated portion of the site. I I II I I I I I I I I • t•f to 4* N 0 0 ,ft IA N 0 0 N N N 0 0 N CM 0 0 O m 0 0 U N N 0 0 O� ^C. N N O 0 01 U X k a a 0 0 0 0 0 + .tl 0 0 0 0 0 + II m O 00000 m O 0 0 0 0 0 e oa � c wz 10000ON10 U o C 1` a+ a, m t` m m m w T7 m 0 z '' m 0 N 0 m o000o O .,-) 00000 0 00000 0 y) 0 0 ono 0 C m000H 00 ,100 N rn p o y a, 0 0 0 0 ro v O O N O O YI lI N a m S♦ 00000 0 4.1 ro d b 00000 0 R p 0 0 0 0 0 0 p a o ro ro m O o ° N d0 ' F 0 w a 0 m > 1-1 1-1 m m w m d E E 7 p E m r 0 H 1-1 O > m .>4 0 111 6 H m a m H di ro 8 ro m 0 Ca o 0 O o F w .O W F U 0 C C M C m al w 'd a1 O N N 0 m '-I •.Ci m 0 C C m w a .1) w W a w •Ci U N N m w 4 U m 'O Q y 441 > a m m C d a m m a m • .0 o ro a v "c ' •O m w w > q tT o •O m w w > p pi 0 a p a° a° C9 pl to 3 m a pap ao C ..11 m m 3 0 F F cn Z W o 0 0 O II E o 0 0 O 0 0 ' W • o • 0 �O o. • 0 • 0• b y O 0 0• 0 1 b 0a 0 0 0 ,o '0 o -a] �I ., 0 •� H .4 di C 0 >1 C 0 F q U H Cl U } GJq+ W x .-I CO x C.) w d U 0 d .i U 00000 O i .d 00000 11 N w p 00000 0 y p, O 00000 0 O m - ° COmro o Lmi Oz G `" 04 0or, co C ❑❑ c� m a N H C H U O a C C a 11C11 C C ' W U^ C W U'^ —H W 0 0 0 0 0 0 0 0 0 0 .° p 0 0 0 0 0 0 0 0 0 0 p 0 0 0 0 0 0 0 0 0 o L 0 0 0 0 0 0 0 0 0 0 U • m o 0000 0 0 o m m 4 }1 0 0 0 0 0 00 0 ,n rn O H ro O O O O O O O O N N p m d m 0 0 0 0 0 0 0 O N N '•+ m N m 00000 0 0 0 0 0 0, m 00000 0 0 0 0 0 . 0 4 ,4 o 0 o O o 00 0 0 0 Iq 4 U O o 0 0 0 0 0 0 0 o 0 0 111 i0yJ `- 0 z ro a 2 a > > m m m II II II II 11 11 YI m • 11 II II 11 II Q 1-• m a . M v w w w w a 0 ro ro ro ro m > U a" a a" a d" o w > ad" d" d" a am W 0 m $I m m ,41 1. 0 W m H m m .-1 W 0 m a ro m 0 m 0 0 ro 00 ov o o a oro 0 0 4, a .A> C •>>+ >>I 0 >>I 0 .4 .1 0 N Sr ro ll t1 E. z 0) 11 ro N H E. ,tm� Orn a ai a W m F.1 pm, a w E 0 4. roa m1-1 d' a m m � m a a, a, ,-I > ro �Cn O F 4,, w N F aroi 7 N C 0 A 0 w a, bl A 0 U u C N F 0 .0 C E. I •••1 'O v w 01 S.'S. .N W 7 "1 0 m w ..I a m •.I Y 0 m co m m m S C S IEtl b H di' --7.•1• m m 1-1 -C.I >+ .roN '0 ..�CC H q.i as 5 wppp a . 0 •.i0 m Ti v m a amm m > oromm E. 00 •o COvmm "m '0 0) '0II OOCC vrn a m ai '0 CO rl ri ro m a>'0 N .4-1 w 00 E j��mc• 6Cy9 _ S W 0. a a a a 0 a a D 0 0 0 a DEC I :::3 if !V 1!r 1r7 APPENDIX II Subsection 3 Raw rainfall data for the design storms falling on the infiltrated portion of the site. v'Rif) DEC 1 ,1„:3 1 1 I II 1 PROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 1002 sq ft = 0.0230 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 0.021 cfs I Total Rainfall Volume = 234 cu ft Total, 24 hr rainfall = 2 .80 in Rainfall Data I Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Rainfall Depth Depth Time % Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) I 0 0.00 0.00 0.00 0.0000 0.0000 0.0000 10 0.40 0.40 0.17 0.0016 0.0112 0.0112 20 0.40 0.80 0.33 0.0016 0.0112 0.0224 I 30 0.40 1.20 0.50 0.0016 0.0112 0.0336 40 0.40 1.60 0.67 0.0016 0.0112 0.0448 50 0.40 2.00 0.83 0.0016 0.0112 0.0560 60 0.40 2.40 1.00 0.0016 0.0112 0.0672 70 0.40 2.80 1.17 0.0016 0.0112 0.0784 80 0.40 3 .20 1.33 0.0016 0.0112 0.0896 90 0.40 3.60 1.50 0.0016 0.0112 0.1008 ' 100 0.40 4.00 1.67 0.0016 0.0112 0.1120 110 0.50 4 .50 1.83 0.0019 0.0140 0.1260 120 0.50 5.00 2.00 0.0019 0.0140 0.1400 130 0.50 5.50 2.17 0.0019 0.0140 0.1540 ' 140 0.50 6.00 2.33 0.0019 0.0140 0.1680 150 0.50 6.50 2.50 0.0019 0.0140 0.1820 160 0.50 7.00 2.67 0.0019 0.0140 0.1960 170 0.60 7.60 2.83 0.0023 0.0168 0.2128 II 180 0.60 8.20 3.00 0.0023 0.0168 0.2296 190 0.60 8.80 3.17 0 .0023 0.0168 0.2464 200 0.60 9.40 3 .33 0.0023 0 .0168 0 .2632 I 210 0.60 10.00 10.60 3.50 0.0023 0.0168 0.2800 220 0.60 3.67 0.0023 0.0168 0 .2968 230 0.70 11.30 3.83 0.0027 0.0196 0 .3164 240 0.70 12.00 4 .00 0.0027 0.0196 0.3360 II 250 0.70 12.70 4 .17 0.0027 0.0196 0.3556 260 0.70 13.40 4.33 0.0027 0.0196 0 .3752 270 0.70 14.10 4.50 0.0027 0.0196 0 .3948 II 280 0.70 14 .80 4 .67 0.0027 0.0196 0.4144 290 0.82 15.62 4.83 0.0032 0.0230 0.4374 IN fi ,( 11 4A .��IDD 300 0.82 16.44 5.00 0.0032 0.0230 0 .4603 310 0.82 17.26 5.17 0.0032 0.0230 0.4833 II 320 0.82 18.08 5.33 0.0032 0.0230 0.5062 ;; �` 330 0.82 18.90 5.50 0.0032 0.0230 0 .5292 340 0.82 19.72 5.67 0.0032 0.0230 0.5522 II 350 0.95 20.67 5.83 0.0037 0.0266 0.5788 ?(i 360 0.95 21.62 6.00 0.0037 0.0266 0 .6054 '" n 370 0.95 22.57 6.17 0.0037 0.0266 0.6320 380 0.95 23 .52 6.33 0 .0037 0.0266 0.6586 II II PROJECT: Williams drainage 25 yr storm (B) I Total Basin Area = 1002 sq ft = 0.0230 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 0.021 cfs II Total Rainfall Volume = 234 cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data I Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip I Rainfall Depth Depth Time o Cumulative Time P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) 390 0.95 24 .47 6.50 0.0037 0.0266 0.6852 400 0.95 25.42 6.67 0.0037 0.0266 0.7118 410 1.33 26.75 6.83 0.0052 0.0372 0.7490 I 420 1.33 28.08 7.00 0.0052 0.0372 0.7862 430 1.33 29.41 7.17 0.0052 0.0372 0.8235 IIII 440 1.80 31.21 7.33 0.0070 0.0504 0.8739 450 1 .80 33 .01 7.50 0.0070 0.0504 0.9243 I 460 3 .40 36.41 7.67 0.0132 0.0952 1.0195 470 5.40 41.81 7.83 0.0210 0.1512 1.1707 480 2.70 44 .51 8.00 0.0105 0.0756 1.2463 ' 490 1.80 46.31 8.17 0.0070 0.0504 1.2967 500 1.34 47.65 8.33 0.0052 0.0375 1.3342 510 1.34 48.99 8.50 0.0052 0.0375 1.3717 520 1.34 50.33 8.67 0.0052 0.0375 1.4092 ' 530 0.88 51.21 8.83 0.0034 0.0246 1.4339 540 0.88 52.09 9.00 0.0034 0.0246 1 .4585 550 0.88 52.97 9.17 0.0034 0.0246 1.4832 560 0.88 53 .85 9.33 0.0034 0.0246 1.5078 II 570 0.88 54 .73 9.50 0.0034 0.0246 1 .5324 580 0.88 55.61 9.67 0.0034 0.0246 1.5571 590 0.88 56.49 9.83 0.0034 0.0246 1.5817 I 600 0.88 57.37 58.25 10.00 0.0034 0.0246 1.6064 610 0.88 10.17 0.0034 0.0246 1.6310 620 0.88 59.13 10.33 0.0034 0.0246 1.6556 630 0.88 60.01 10.50 0.0034 0.0246 1.6803 I 640 0.88 60.89 10.67 0.0034 0.0246 1.7049 650 0.72 61.61 10.83 0.0028 0.0202 1.7251 660 0.72 62 .33 11.00 0.0028 0.0202 1.7452 Vi ✓ II 670 0.72 63 .05 11.17 0.0028 0.0202 1.7654 RIk j1:41 A FT) 680 0.72 63 .77 11.33 0.0028 0.0202 1.7856 690 0.72 64.49 11.50 0.0028 0.0202 1.8057 700 0.72 65.21 11.67 0.0028 0.0202 1.8259 II 710 0.72 65.93 11.83 0.0028 0.0202 1.8460 720 0.72 66.65 12.00 0.0028 0.0202 1.8662 730 0.72 67.37 12.17 0.0028 0.0202 1.8864 I 740 0.72 68.09 68.81 12.33 0.0028 0.0202 1.9065 750 0.72 12 .50 0.0028 0.0202 1 .9267 760 0.72 69.53 12.67 0.0028 0.0202 1.9468 I 770 0.57 70 .10 12.83 0.0022 0.0160 1.9628 II 'I PROJECT: Williams drainage 25 yr storm (B) U Total Basin Area = 1002 sq ft = 0.0230 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 0.021 cfs 'I Total Rainfall Volume = 234 cu ft Total, 24 hr rainfall = 2 .80 in Rainfall Data 'I Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip 'I Time ° Cumulative Time Rainfall Depth Depth P Pr Prc (min) Precip % Precip (hrs) (cfs) (in) (in) f 780 0.57 70.67 13.00 0.0022 0.0160 1.9788 790 0.57 71.24 13.17 0.0022 0.0160 1.9947 800 0.57 71.81 13.33 0.0022 0.0160 2.0107 'I 810 0.57 72.38 72.95 13 .50 0.0022 0.0160 2.0266 820 0.57 13.67 0.0022 0.0160 2 .0426 830 0.57 73 .52 13 .83 0.0022 0.0160 2.0586 840 0.57 74.09 14 .00 0.0022 0.0160 2.0745 I 850 0.57 74 .66 75.23 14.17 0.0022 0.0160 2 .0905 860 0.57 14.33 0.0022 0.0160 2 .1064 870 0.57 75.80 14.50 0.0022 0.0160 2.1224 I 880 0.57 76.37 14.67 0.0022 0.0160 2.1384 890 0.50 76.87 14.83 0.0019 0.0140 2 .1524 900 0.50 77.37 15.00 0.0019 0.0140 2 .1664 910 0.50 77.87 15.17 0.0019 0.0140 2.1804 I 920 0.50 78.37 78.87 15.33 0.0019 0.0140 2.1944 930 0.50 15.50 0 .0019 0 .0140 2 .2084 940 0.50 79.37 15.67 0.0019 0.0140 2.2224 I 950 0.50 79.87 15.83 0.0019 0.0140 2.2364 960 0.50 80.37 16.00 0.0019 0.0140 2 .2504 970 0.50 80.87 16.17 0.0019 0.0140 2 .2644 980 0.50 81.37 16.33 0 .0019 0.0140 2 .2784 I 990 0.50 81.87 82.37 16.50 0.0019 0.0140 2.2924 1000 0.50 16.67 0.0019 0.0140 2.3064 1010 0.43 82.80 16.83 0.0017 0.0120 2 .3184 , 1020 0.40 83.20 17.00 0.0016 0.0112 2 .3296 U 1030 0.40 83 .60 17.17 0.0016 0.0112 2 .3408 1040 0.40 84.00 17.33 0 .0016 0.0112 2 .3520 1050 0.40 84.40 17.50 0.0016 0.0112 2 .3632 I 1060 0.40 84 .80 85.20 17.67 0.0016 0.0112 2 .3744 1070 0.40 17.83 0 .0016 0.0112 2 .3856 1080 0.40 85.60 18.00 0 .0016 0.0112 2 .3968 1090 0.40 86.00 18.17 0.0016 0.0112 2 .4080 II 1100 0.40 86.40 18.33 0.0016 0.0112 2 .4192 L110 0.40 86.80 18.50 0.0016 0.0112 2 .4304 :L120 0.40 87.20 18.67 0.0016 0.0112 2 .4416 U 1130 0.40 87.60 88.00 18.83 0.0016 0.0112 2 .4528 1140 0.40 19.00 0 .0016 0.0112 2 .4640 1150 0.40 88.40 19.17 0.0016 0.0112 2 .4752 II 1160 0.40 88.80 19.33 0.0016 0.0112 2 .4864 II IPROJECT: Williams drainage 25 yr storm (B) 'I Total Basin Area = 1002 sq ft = 0.0230 Ac Storm Duration = 24 hr Peak Rainfall Intensity = 0.021 cfs 'I Total Rainfall Volume = 234 Cu ft Total, 24 hr rainfall = 2.80 in Rainfall Data 'I Standard SCS Type lA 24 hr hyetograph (adj 'd) Total Cumulative from King Co Drn Manual Basin Precip Precip IRainfall o Depth Depth Time Cumulative Time P Pr Prc (min) Precip o Precip (hrs) (cfs) (in) (in) I 1170 0.40 89.20 19.50 0.0016 0.0112 2.4976 1180 0.40 89.60 19.67 0.0016 0.0112 2.5088 1190 0.40 90.00 19.83 0.0016 0.0112 2.5200 II 1200 0.40 90.40 90.80 20.00 0.0016 0.0112 2.5312 1210 0.40 20.17 0.0016 0.0112 2.5424 1220 0.40 91.20 20.33 0.0016 0.0112 2.5536 1230 0.40 91.60 20.50 0.0016 0.0112 2 .5648 I 1240 0.40 92.00 20.67 0.0016 0.0112 2 .5760 1250 0.40 92.40 20.83 0.0016 0.0112 2.5872 1260 0.40 92.80 21.00 0.0016 0.0112 2.5984 11 1270 0.40 93.20 21.17 0.0016 0.0112 2.6096 1280 0.40 93 .60 21.33 0.0016 0.0112 2.6208 1290 0.40 94 .00 21.50 0.0016 0.0112 2.6320 1300 0.40 94 .40 21.67 0.0016 0.0112 2.6432 I 1310 0.40 94.80 21.83 0.0016 0.0112 2 .6544 1320 0.40 95.20 22 .00 0.0016 0.0112 2 .6656 1330 0.40 95.60 22 .17 0.0016 0.0112 2 .6768 I 1340 0.40 96.00 96.40 22.33 0.0016 0.0112 2 .6880 1350 0.40 22 .50 0.0016 0.0112 2.6992 1360 0.40 96.80 22.67 0.0016 0.0112 2 .7104 1370 0.40 97.20 22.83 0.0016 0.0112 2 .7216 I 1380 0.40 97.60 98.00 23 .00 0.0016 0.0112 2 .7328 1390 0.40 23 .17 0.0016 0.0112 2.7440 1400 0.40 98.40 23.33 0.0016 0.0112 2 .7552 I 1410 0.40 98.80 23 .50 0.0016 0.0112 2 .7664 1420 0.40 99.20 23 .67 0.0016 0.0112 2.7776 1430 0.40 99.60 23 .83 0.0016 0.0112 2 .7888 1440 0.40 100.00 24 .00 0.0016 0.0112 2 .8000 I 1450 0.00 100.00 0.00 100.00 24 .17 0.0000 0.0000 2 .8000 1460 24.33 0.0000 0.0000 2 .8000 1470 0.00 100.00 24.50 0.0000 0.0000 2 .8000 II 1480 0.00 100.00 24 .67 0.0000 0.0000 2 .8000 1490 0.00 100.00 24 .83 0.0000 0.0000 2 .8000 1500 0.00 100.00 25.00 0.0000 0.0000 2 .8000 RECIFIVIFD I 100.00 2.8000 DEC 1 h--3 I JET ' , II II IIAPPENDIX II Subsection 4 IIPost-development runoff calculations for the design storms. I I R.ECJE1VT1I) pHC152 S JEU' i II PROJECT: Williams drainage r r• rf-, Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Meth E C 1 3 2 Ly J 25 yr storm (A) Qpeak = 0.0091 cfs vtotal = 213 j f Pervious Portion of Basin Impervious Portion o �i]1. Pervious Area 0 sq ft Impervious Area = 1001.88 sq ft ' = 0.0000 Ac = 0.0230 Ac Runoff Curve Number, Cn 100 Runoff Curve Number, Co 98.0 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'1 Max Nat'l Det'n, S = 0.0000 in Pot'1 Max Nat'l Det'n, S = 0.2041 in Routing Coefficient, w 0.0926 Routing Coefficient, w = 0.0926 Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff Time Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [0.00] 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.17] 0.0112 0.0112 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.33] 0.0112 0.0224 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.50] 0.0112 0.0336 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 [0.67] 0.0112 0.0448 0.0000 0 0.0000 0.0001 0.0001 0.0000 0 0.0000 0.0000 [0.83] 0.0112 0.0560 0.0000 0 0.0000 0.0010 0.0011 0.0001 0 0.0000 0.0000 [1.00] 0.0112 0.0672 0.0000 0 0.0000 0.0020 0.0030 0.0003 0 0.0000 0.0000 [1.17] 0.0112 0.0784 0.0000 0 0.0000 0.0028 0.0058 0.0004 0 0.0001 0.0001 [1.33] 0.0112 0.0896 0.0000 0 0.0000 0.0036 0.0094 0.0005 1 0.0002 0.0002 [1.50] 0.0112 0.1008 0.0000 0 0.0000 0.0042 0.0136 0.0006 1 0.0002 0.0002 [1.67] 0.0112 0.1120 0.0000 0 0.0000 0.0048 0.0184 0.0007 2 0.0003 0.0003 [1.83] 0.0140 0.1260 0.0000 0 0.0000 0.0067 0.0251 0.0009 2 0.0004 0.0004 [2.00] 0.0140 0.1400 0.0000 0 0.0000 0.0074 0.0324 0.0010 3 0.0005 0.0005 [2.17] 0.0140 0.1540 0.0000 0 0.0000 0.0079 0.0404 0.0011 3 0.0006 0.0006 [2.33] 0.0140 0.1680 0.0000 0 0.0000 0.0085 0.0488 0.0012 4 0.0007 0.0007 [2.50) 0.0140 0.1820 0.0000 0 0.0000 0.0089 0.0577 0.0012 5 0.0008 0.0008 [2.67] 0.0140 0.1960 0.0000 0 0.0000 0.0093 0.0670 0.0013 6 0.0009 0.0009 [2.83] 0.0168 0.2128 0.0000 0 0.0000 0.0116 0.0787 0.0016 7 0.0010 0.0010 [3.00] 0.0168 0.2296 0.0000 0 0.0000 0.0121 0.0907 0.0017 8 0.0011 0.0011 [3.17] 0.0168 0.2464 0.0000 0 0.0000 0.0125 0.1032 0.0017 9 0.0012 0.0012 [3.33] 0.0168 0.2632 0.0000 0 0.0000 0.0128 0.1160 0.0018 10 0.0013 0.0013 [3.50] 0.0168 0.2800 0.0000 0 0.0000 0.0131 0.1291 0.0018 11 0.0014 0.0014 [3.67] 0.0168 0.2968 0.0000 0 0.0000 0.0134 0.1424 0.0019 12 0.0015 0.0015 [3.83] 0.0196 0.3164 0.0000 0 0.0000 0.0159 0.1583 0.0022 13 0.0016 0.0016 [4.00] 0.0196 0.3360 0.0000 0 0.0000 0.0162 0.1745 0.0023 15 0.0017 0.0017 [4.17] 0.0196 0.3556 0.0000 0 0.0000 0.0164 0.1910 0.0023 16 0.0018 0.0018 [4.33] 0.0196 0.3752 0.0000 0 0.0000 0.0167 0.2077 0.0023 17 0.0019 0.0019 [4.50] 0.0196 0.3948 0.0000 0 0.0000 0.0169 0.2245 0.0023 19 0.0020 0.0020 [4.67] 0.0196 0.4144 0.0000 0 0.0000 0.0171 0.2416 0.0024 20 0.0021 0.0021 [4.83] 0.0230 0.4374 0.0000 0 0.0000 0.0202 0.2618 0.0028 22 0.0022 0.0022 [5.00] 0.0230 0.4603 0.0000 0 0.0000 0.0204 0.2822 0.0028 24 0.0023 0.0023 [5.17] 0.0230 0.4833 0.0000 0 0.0000 0.0206 0.3028 0.0029 25 0.0024 0.0024 [5.33] 0.0230 0.5062 0.0000 0 0.0000 0.0208 0.3236 0.0029 27 0.0025 0.0025 [5.50] 0.0230 0.5292 0.0000 0 0.0000 0.0209 0.3444 0.0029 29 0.0026 0.0026 [5.67] 0.0230 0.5522 0.0000 0 0.0000 0.0210 0.3655 0.0029 31 0.0026 0.0026 [5.83] 0.0266 0.5788 0.0000 0 0.0000 0.0245 0.3900 0.0034 33 0.0027 0.0027 [6.00] 0.0266 0.6054 0.0000 0 0.0000 0.0247 0.4146 0.0034 35 0.0029 0.0029 [6.17] 0.0266 0.6320 0.0000 0 0.0000 0.0248 0.4394 0.0034 37 0.0030 0.0030 [6.33] 0.0266 0.6586 0.0000 0 0.0000 0.0249 0.4643 0.0035 39 0.0031 0.0031 [6.50] 0.0266 0.6852 0.0000 0 0.0000 0.0250 0.4894 0.0035 41 0.0031 0.0031 [6.67] 0.0266 0.7118 0.0000 0 0.0000 0.0251 0.5145 0.0035 43 0.0032 0.0032 [6.83] 0.0372 0.7490 0.0000 0 0.0000 0.0353 0.5498 0.0049 46 0.0034 0.0034 [7.00] 0.0372 0.7862 0.0000 0 0.0000 0.0354 0.5852 0.0049 49 0.0037 0.0037 [7.17] 0.0372 0.8235 0.0000 0 0.0000 0.0356 0.6208 0.0050 52 0.0039 0.0039 [7.33] 0.0504 0.8739 0.0000 0 0.0000 0.0483 0.6691 0.0067 56 0.0043 0.0043 [7.50] 0.0504 0.9243 0.0000 0 0.0000 0.0485 0.7177 0.0068 60 0.0047 0.0047 [7.67] 0.0952 1.0195 0.0000 0 0.0000 0.0921 0.8098 0.0128 68 0.0057 0.0057 [7.83] 0.1512 1.1707 0.0000 0 0.0000 0.1472 0.9570 0.0205 80 0.0077 0.0077 [8.00] 0.0756 1.2463 0.0000 0 0.0000 0.0739 1.0309 0.0103 86 0.0091 0.0091 [8.17] 0.0504 1.2967 0.0000 0 0.0000 0.0494 1.0803 0.0069 90 0.0090 0.0090 [8.33] 0.0375 1.3342 0.0000 0 0.0000 0.0368 1.1171 0.0051 93 0.0085 0.0085 [8.50] 0.0375 1.3717 0.0000 0 0.0000 0.0368 1.1540 0.0051 96 0.0078 0.0078 [8.67] 0.0375 1.4092 0.0000 0 0.0000 0.0369 1.1908 0.0051 99 0.0073 0.0073 [8.83] 0.0246 1.4339 0.0000 0 0.0000 0.0242 1.2151 0.0034 101 0.0068 0.0068 [9.00] 0.0246 1.4585 0.0000 0 0.0000 0.0242 1.2393 0.0034 103 0.0061 0.0061 [9.17] 0.0246 1.4832 0.0000 0 0.0000 0.0243 1.2636 0.0034 105 0.0056 0.0056 [9.33] 0.0246 1.5078 0.0000 0 0.0000 0.0243 1.2878 0.0034 108 0.0052 0.0052 I PROJECT: Williams drainage 1RECFF\ E ii Postdevelopment Generation of Runoff Hydrograph - Santa Barbara Urban Hydrograph M t ^^ 25 yr storm (A) Qpeak = 0.0091 c � 1 5 ���� I Vtotal 213 Cu ft Pervious Portion of Basin Impervious PortioniOf Basin ..- Pervious Area = 0 sq ft Impervious Area = 1001.88 sq ft i I = 0.0000 Ac = 0.0230 Ac Runoff Curve Number, Co = 100 Runoff Curve Number, Cn = 98.0 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 0.0000 in Pot'l Max Nat'l Det'n, S = 0.2041 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 I Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (etc) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [9.50] 0.0246 1.5324 0.0000 0 0.0000 0.0243 1.3121 0.0034 110 0.0049 0.0049 III [9.67] 0.0246 1.5571 0.0000 0 0.0000 0.0243 1.3364 0.0034 112 0.0046 0.0046 [9.83] 0.0246 1.5817 0.0000 0 0.0000 0.0243 1.3607 0.0034 114 0.0044 0.0044 [10.00] 0.0246 1.6064 0.0000 0 0.0000 0.0243 1.3850 0.0034 116 0.0042 0.0042 [10.17] 0.0246 1.6310 0.0000 0 0.0000 0.0243 1.4093 0.0034 118 0.0040 0.0040 [10.33] 0.0246 1.6556 0.0000 0 0.0000 0.0243 1.4336 0.0034 120 0.0039 0.0039 [10.50] 0.0246 1.6803 0.0000 0 0.0000 0.0243 1.4580 0.0034 122 0.0038 0.0038 [10.67] 0.0246 1.7049 0.0000 0 0.0000 0.0243 1.4823 0.0034 124 0.0037 0.0037 [10.83] 0.0202 1.7251 0.0000 0 0.0000 0.0199 1.5022 0.0028 125 0.0036 0.0036 [11.00] 0.0202 1.7452 0.0000 0 0.0000 0.0199 1.5222 0.0028 127 0.0035 0.0035 [11.17] 0.0202 1.7654 0.0000 0 0.0000 0.0199 1.5421 0.0028 129 0.0033 0.0033 [11.33] 0.0202 1.7856 0.0000 0 0.0000 0.0199 1.5620 0.0028 130 0.0032 0.0032 [11.50] 0.0202 1.8057 0.0000 0 0.0000 0.0199 1.5820 0.0028 132 0.0031 0.0031 [11.67] 0.0202 1.8259 0.0000 0 0.0000 0.0199 1.6019 0.0028 134 0.0031 0.0031 [11.83] 0.0202 1.8460 0.0000 0 0.0000 0.0199 1.6219 0.0028 135 0.0030 0.0030 [12.00] 0.0202 1.8662 0.0000 0 0.0000 0.0200 1.6418 0.0028 137 0.0030 0.0030 [12.17] 0.0202 1.8864 0.0000 0 0.0000 0.0200 1.6618 0.0028 139 0.0029 0.0029 [12.33] 0.0202 1.9065 0.0000 0 0.0000 0.0200 1.6817 0.0028 140 0.0029 0.0029 [12.50] 0.0202 1.9267 0.0000 0 0.0000 0.0200 1.7017 0.0028 142 0.0029 0.0029 [12.67] 0.0202 1.9468 0.0000 0 0.0000 0.0200 1.7217 0.0028 144 0.0029 0.0029 [12.83] 0.0160 1.9628 0.0000 0 0.0000 0.0158 1.7375 0.0022 145 0.0028 0.0028 [13.00] 0.0160 1.9788 0.0000 0 0.0000 0.0158 1.7533 0.0022 146 0.0027 0.0027 [13.17] 0.0160 1.9947 0.0000 0 0.0000 0.0158 1.7691 0.0022 148 0.0026 0.0026 [13.33] 0.0160 2.0107 0.0000 0 0.0000 0.0158 1.7849 0.0022 149 0.0025 0.0025 [13.50] 0.0160 2.0266 0.0000 0 0.0000 0.0158 1.8008 0.0022 150 0.0025 0.0025 [13.67] 0.0160 2.0426 0.0000 0 0.0000 0.0158 1.8166 0.0022 152 0.0024 0.0024 I [13.83] 0.0160 2.0586 0.0000 0 0.0000 0.0158 1.8324 0.0022 153 0.0024 0.0024 [14.00] 0.0160 2.0745 0.0000 0 0.0000 0.0158 1.8482 0.0022 154 0.0023 0.0023 [14.17] 0.0160 2.0905 0.0000 0 0.0000 0.0158 1.8641 0.0022 156 0.0023 0.0023 [14.33] 0.0160 2.1064 0.0000 0 0.0000 0.0158 1.8799 0.0022 157 0.0023 0.0023 [14.50] 0.0160 2.1224 0.0000 0 0.0000 0.0158 1.8957 0.0022 158 0.0023 0.0023 I [14.67] 0.0160 2.1384 0.0000 0 0.0000 0.0158 1.9116 0.0022 160 0.0023 0.0023 [14.83] 0.0140 2.1524 0.0000 0 0.0000 0.0139 1.9254 0.0019 161 0.0022 0.0022 [15.00] 0.0140 2.1664 0.0000 0 0.0000 0.0139 1.9393 0.0019 162 0.0022 0.0022 [15.17] 0.0140 2.1804 0.0000 0 0.0000 0.0139 1.9532 0.0019 163 0.0021 0.0021 [15.33] 0.0140 2.1944 0.0000 0 0.0000 0.0139 1.9671 0.0019 164 0.0021 0.0021 1 [15.50] 0.0140 2.2084 0.0000 0 0.0000 0.0139 1.9810 0.0019 165 0.0021 0.0021 [15.67] 0.0140 2.2224 0.0000 0 0.0000 0.0139 1.9949 0.0019 167 0.0020 0.0020 [15.83] 0.0140 2.2364 0.0000 0 0.0000 0.0139 2.0088 0.0019 168 0.0020 0.0020 [16.00] 0.0140 2.2504 0.0000 0 0.0000 0.0139 2.0227 0.0019 169 0.0020 0.0020 [16.17] 0.0140 2.2644 0.0000 0 0.0000 0.0139 2.0366 0.0019 170 0.0020 0.0020 I [16.33] 0.0140 2.2784 0.0000 0 0.0000 0.0139 2.0505 0.0019 171 0.0020 0.0020 [16.50] 0.0140 2.2924 0.0000 0 0.0000 0.0139 2.0644 0.0019 172 0.0020 0.0020 [16.67] 0.0140 2.3064 0.0000 0 0.0000 0.0139 2.0783 0.0019 174 0.0020 0.0020 [16.83] 0.0120 2.3184 0.0000 0 0.0000 0.0120 2.0903 0.0017 175 0.0019 0.0019 [17.00] 0.0112 2.3296 0.0000 0 0.0000 0.0111 2.1014 0.0015 175 0.0019 0.0019 [17.17] 0.0112 2.3408 0.0000 0 0.0000 0.0111 2.1125 0.0015 176 0.0018 0.0018 [17.33] 0.0112 2.3520 0.0000 0 0.0000 0.0111 2.1237 0.0015 177 0.0018 0.0018 [17.50] 0.0112 2.3632 0.0000 0 0.0000 0.0111 2.1348 0.0015 178 0.0017 0.0017 [17.67] 0.0112 2.3744 0.0000 0 0.0000 0.0111 2.1459 0.0015 179 0.0017 0.0017 [17.83] 0.0112 2.3856 0.0000 0 0.0000 0.0111 2.1570 0.0015 180 0.0017 0.0017 I [18.00] 0.0112 2.3968 0.0000 0 0.0000 0.0111 2.1682 0.0015 181 0.0016 0.0016 [18.17] 0.0112 2.4080 0.0000 0 0.0000 0.0111 2.1793 0.0015 182 0.0016 0.0016 [18.33] 0.0112 2.4192 0.0000 0 0.0000 0.0111 2.1904 0.0015 183 0.0016 0.0016 [18.50] 0.0112 2.4304 0.0000 0 0.0000 0.0111 2.2016 0.0015 184 0.0016 0.0016 [18.67] 0.0112 2.4416 0.0000 0 0.0000 0.0111 2.2127 0.0015 185 0.0016 0.0016 I [18.83] 0.0112 2.4528 0.0000 0 0.0000 0.0111 2.2238 0.0015 186 0.0016 0.0016 I I PROJECT: Williams drainage Generation of Postdevelopment Runoff Hydrograph - Santa Barbara Urban Hydrograph Method 25 yr storm (A) Qpeak = 0.0091 cfs I Vtotal = 213 cu ft Pervious Portion of Basin Impervious Portion of Basin Pervious Area = 0 sq ft Impervious Area = 1001.88 sq ft I .. 0.0000 AC 0.0230 AC Runoff Curve Number, Cn = 100 Runoff Curve Number, Cn 98.0 Time of Concentrat'n, Tc = 49 min Time of Concentrat'n, Tc = 49 min Pot'l Max Nat'l Det'n, S = 0.0000 in Pot'l Max Nat'l Det'n, S = 0.2041 in Routing Coefficient, w = 0.0926 Routing Coefficient, w = 0.0926 Cumulative Cumulative Cumulative Instan- Instan- Cumulative Instan- Instan- Excess Excess taneous taneous Routed Excess Excess taneous taneous Routed Total Precip Precip Runoff Runoff Runoff Precip Precip Runoff Runoff Runoff Runoff I Time R Rc Qi Vc Qr R Rc Qi Vc Qr Q (hrs) (in) (in) (cfs) (cu ft) (cfs) (in) (in) (cfs) (cu ft) (cfs) (cfs) [19.00] 0.0112 2.4640 0.0000 0 0.0000 0.0111 2.2350 0.0015 187 0.0016 0.0016 I [19.17] 0.0112 2.4752 0.0000 0 0.0000 0.0111 2.2461 0.0015 188 0.0016 0.0016 [19.33] 0.0112 2.4864 0.0000 0 0.0000 0.0111 2.2572 0.0015 188 0.0016 0.0016 [19.50] 0.0112 2.4976 0.0000 0 0.0000 0.0111 2.2684 0.0015 189 0.0016 0.0016 [19.67] 0.0112 2.5088 0.0000 0 0.0000 0.0111 2.2795 0.0015 190 0.0016 0.0016 [19.83] 0.0112 2.5200 0.0000 0 0.0000 0.0111 2.2906 0.0015 191 0.0016 0.0016 [20.00] 0.0112 2.5312 0.0000 0 0.0000 0.0111 2.3018 0.0015 192 0.0016 0.0016 [20.17] 0.0112 2.5424 0.0000 0 0.0000 0.0111 2.3129 0.0015 193 0.0016 0.0016 [20.33] 0.0112 2.5536 0.0000 0 0.0000 0.0111 2.3240 0.0015 194 0.0016 0.0016 (20.50] 0.0112 2.5648 0.0000 0 0.0000 0.0111 2.3352 0.0015 195 0.0016 0.0016 [20.67] 0.0112 2.5760 0.0000 0 0.0000 0.0111 2.3463 0.0015 196 0.0016 0.0016 I [20.83] 0.0112 2.5872 0.0000 0 0.0000 0.0111 2.3574 0.0015 197 0.0016 0.0016 [21.00] 0.0112 2.5984 0.0000 0 0.0000 0.0111 2.3686 0.0015 198 0.0016 0.0016 [21.17] 0.0112 2.6096 0.0000 0 0.0000 0.0111 2.3797 0.0016 199 0.0016 0.0016 (21.33] 0.0112 2.6208 0.0000 0 0.0000 0.0111 2.3909 0.0016 200 0.0016 0.0016 [21.50] 0.0112 2.6320 0.0000 0 0.0000 0.0111 2.4020 0.0016 201 0.0016 0.0016 ' [21.67] 0.0112 2.6432 0.0000 0 0.0000 0.0111 2.4131 0.0016 201 0.0016 0.0016 [21.83] 0.0112 2.6544 0.0000 0 0.0000 0.0111 2.4243 0.0016 202 0.0016 0.0016 [22.00] 0.0112 2.6656 0.0000 0 0.0000 0.0111 2.4354 0.0016 203 0.0016 0.0016 [22.17] 0.0112 2.6768 0.0000 0 0.0000 0.0111 2.4466 0.0016 204 0.0016 0.0016 [22.33] 0.0112 2.6880 0.0000 0 0.0000 0.0111 2.4577 0.0016 205 0.0016 0.0016 [22.50] 0.0112 2.6992 0.0000 0 0.0000 0.0111 2.4689 0.0016 206 0.0016 0.0016 [22.67] 0.0112 2.7104 0.0000 0 0.0000 0.0111 2.4800 0.0016 207 0.0016 0.0016 [22.83] 0.0112 2.7216 0.0000 0 0.0000 0.0111 2.4911 0.0016 208 0.0016 0.0016 [23.00] 0.0112 2.7328 0.0000 0 0.0000 0.0111 2.5023 0.0016 209 0.0016 0.0016 [23.17] 0.0112 2.7440 0.0000 0 0.0000 0.0111 2.5134 0.0016 210 0.0016 0.0016 I [23.33] 0.0112 2.7552 0.0000 0 0.0000 0.0111 2.5246 0.0016 211 0.0016 0.0016 [23.50] 0.0112 2.7664 0.0000 0 0.0000 0.0111 2.5357 0.0016 212 0.0016 0.0016 [23.67] 0.0112 2.7776 0.0000 0 0.0000 0.0111 2.5469 0.0016 213 0.0016 0.0016 [23.83] 0.0112 2.7888 0.0000 0 0.0000 0.0111 2.5580 0.0016 214 0.0016 0.0016 [24.00] 0.0112 2.8000 0.0000 0 0.0000 0.0111 2.5692 0.0016 214 0.0016 0.0016 I [24.17] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0014 0.0014 [24.33] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0011 0.0011 [24.50] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0009 0.0009 [24.67] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0008 0.0008 [24.83] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0006 0.0006 I [25.00] 0.0000 2.8000 0.0000 0 0.0000 0.0000 2.5692 0.0000 214 0.0005 0.0005 2.8000 0.0000 max 0.0000 2.5692 0.3575 max = 0.0091 0.0091 I I R ECTAIVE11 )) i DEC 1 5 to:u I i, I 1 1 ' APPENDIX II Subsection 5 1 Staging table with operational data related to the infiltration facility. 1 1 1 1 1 i i 1 1 1 1 1 � lalt AilF411) 1 DEC 1 5 2: 3 1 II II Williams drainage I Infiltration System Staging Table Water Outflow I Surface via Total Staging Depth WS Elev Volume Area Infilt'n Outflow Coef't (feet) (feet) (cu ft) (sq ft) (cfs) (cfs) a D WS V A Q6 Qtot II0.00 0.00 100.00 0 0 0.000 0.000 0.01 0.05 100.05 1 60 0 .003 0.003 I 0.01 0.10 100.10 2 60 0 .003 0.003 0.01 0.15 100.15 3 60 0 .003 0.003 0.02 0.20 100.20 4 60 0.003 0.003 0.02 0.25 100.25 5 60 0.003 0.003 II 0.02 0.30 100.30 5 60 0 .003 0.003 0.02 0.35 100.35 6 60 0 .003 0.003 0.03 0.40 100.40 7 60 0.003 0.003 I 0.03 0.45 100.45 8 60 0.003 0.003 0.03 0.50 100.50 9 60 0.004 0.004 0.04 0.55 100.55 10 60 0.004 0.004 ' 0.04 0.60 100.60 11 60 0 .004 0.004 0.04 0.65 100.65 12 60 0.004 0.004 0.05 0.70 100.70 13 60 0.004 0.004 0.05 0.75 100.75 14 60 0.004 0.004 I 0.05 0.80 100.80 14 60 0.004 0.004 0.06 0.85 100.85 15 60 0.004 0.004 0.06 0.90 100.90 16 60 0 .004 0.004 0.06 0.95 100.95 17 60 0 .004 0.004 II 0.06 1.00 101.00 18 60 0.004 0.004 0.07 1.05 101.05 19 60 0.004 0.004 0.07 1.10 101.10 20 60 0.004 0.004 II 0.07 1.15 101.15 21 60 0 .004 0.004 0.08 1.20 101.20 22 60 0 .005 0.005 0.08 1.25 101.25 23 60 0.005 0.005 0.08 1.30 101.30 23 60 0.005 0.005 I 0.09 1.35 101.35 24 60 0.005 0.005 0.09 1.40 101.40 25 60 0.005 0.005 0.09 1.45 101.45 26 60 0.005 0.005 1 0.10 1.50 101.50 27 60 0 .005 0.005 0.10 1.55 101.55 28 60 0 .005 0.005 0.10 1.60 101.60 29 60 0 .005 0.005 0.10 1.65 101.65 30 60 0 .005 0.005 II 0.11 1.70 101.70 31 60 0.005 0.005 0.11 1.75 101.75 32 60 0.005 0.005 0.11 1.80 101.80 32 60 0 .005 0.005 II 0.12 1 .85 101.85 33 60 0 .006 0.006 0.12 1.90 101.90 34 60 0 .006 0 .006 0.12 1.95 101.95 35 60 0.006 0.006 0.13 2 .00 102 .00 36 60 0.006 0.006 II 'EFJ), "L li G 1 ...1Le.IVJ 1 (0 l Cr}r ( A 1 1 1 APPENDIX II Subsection 6 1 Flood routing data for the infiltration facilities. 1 1 1 1 1 i 1 1 1 1 1 R EC ErvE ) 173, ., 1 II IIPROJECT: Williams drainage 25 YEAR, 24 HOUR FLOOD ROUTING (B) II Outflow II via Total Time Inflow Infilt'n Outflow Depth Volume Staging (hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't t Qin Q6 Qtot D V a II0 .00 0.0000 0.000 0.000 0.00 0 0.00 0 .17 0.0000 0.000 0.000 0.00 0 0.00 I 0.33 0.0000 0.000 0.000 0.00 0 0.00 0.50 0.0000 0.000 0.000 0 .00 0 0.00 0.67 0.0000 0.000 0.000 0.00 0 0.00 0.83 0.0000 0.000 0.000 0.00 0 0.00 II 1 .00 0.0000 0.000 0.000 0.00 0 0.00 1.17 0.0001 0.000 0.000 0.00 0 0.00 1.33 0.0002 0.000 0.000 0.00 0 0.00 I 1.50 0.0002 0.000 0.000 0.00 0 0.00 1.67 0.0003 0.000 0.000 0.00 0 0.00 1.83 0.0004 0.000 0.000 0.01 0 0.00 2 .00 0.0005 0.000 0.000 0.01 0 0.00 I 2 .17 0.0006 0.001 0.001 0.01 0 0.00 2.33 0.0007 0.001 0.001 0.01 0 0.00 2 .50 0.0008 0.001 0.001 0.01 0 0.00 I 2 .67 0.0009 0.001 0.001 0.01 0 0.00 2 .83 0.0010 0.001 0.001 0 .02 0 0.00 3 .00 0.0011 0.001 0.001 0.02 0 0.00 3 .17 0.0012 0.001 0.001 0 .02 0 0.00 I 3 .33 0.0013 0.001 0.001 0.02 0 0.00 3 .50 0.0014 0.001 0.001 0.02 0 0.00 3 .67 0.0015 0.001 0.001 0.03 0 0.00 I 3 .83 0.0016 0.002 0.002 0.03 0 0.00 4 .00 0.0017 0.002 0.002 0.03 1 0.00 4 .17 0.0018 0.002 0.002 0.03 1 0.00 4 .33 0.0019 0.002 0.002 0.03 1 0.00 I 4 .50 0.0020 0.002 0.002 0.03 1 0.00 4 .67 0.0021 0.002 0.002 0.04 1 0.00 4 .83 0.0022 0.002 0.002 0.04 1 0.00 II 5.00 0.0023 0.002 0.002 0.04 1 0.00 5.17 0.0024 0.002 0.002 0.04 1 0.00 5.33 0.0025 0.002 0.002 0.04 1 0.01 5.50 0.0026 0.003 0.003 0.04 1 0.01 II 5.67 0.0026 0.003 0.003 0.05 1 0.01 5.83 0.0027 0.003 0.003 0.05 1 0.01 6.00 0.0029 0.003 0.003 0.05 1 0.01 I�11(�ft, $ I 4-r) 6.17 0.0030 0.003 0.003 0.05 1 0.01 II 6.33 0.0031 0.003 0.003 0.06 1 0.01 Trq 6.50 0.0031 0.003 0.003 0 .06 1 0.01 6.67 0.0032 0.003 0.003 0 .07 1 0.01 I 6 .83 0.0034 0.003 0.003 0.09 2 0.01 7.00 0.0037 0.003 0.003 0 .11 2 0.01 7.17 0.0039 0.003 0.003 0.13 2 0.01 II7.33 0.0043 0.003 0.003 0.17 3 0.02 II I PROJECT: Williams drainage 25 YEAR, 24 HOUR FLOOD ROUTING (B) II Outflow II via Total Time Inflow Infilt'n Outflow Depth Volume Staging (hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't Qin Q6 Qtot D V a It 7.50 0.0047 0.003 0.003 0.22 4 0.02 7.67 0.0057 0.003 0.003 0.29 5 0.03 I 7.83 0.0077 0.003 0.003 0.40 7 0.04 8.00 0.0091 0.004 0.004 0.56 10 0.05 8.17 0.0090 0.004 0.004 0.74 13 0.06 8.33 0.0085 0.004 0.004 0.90 16 0.07 II 8 .50 0.0078 0.004 0.004 1.03 19 0.07 8.67 0.0073 0.004 0.004 1.14 20 0.08 8.83 0.0068 0.005 0.005 1.22 22 0.08 9.00 0.0061 0.005 0.005 1.28 23 0.08 II 9.17 0.0056 0.005 0.005 1.32 24 0.09 9.33 0.0052 0.005 0.005 1.34 24 0.09 9.50 0.0049 0 .005 0.005 1.35 24 0.09 9.67 0.0046 0.005 0.005 1.35 24 0.09 9.83 0.0044 0.005 0.005 1.34 24 0.08 :: 10.00 0.0042 0.005 0.005 1.33 24 0.08 10.17 0.0040 0.005 0.005 1.30 23 0.08 10.33 0.0039 0.005 0.005 1.28 23 0.08 10.50 0.0038 0.005 0.005 1.25 23 0.08 10.67 0.0037 0.005 0 .005 1.23 22 0.08 I 10.83 0.0036 0.005 0.005 1.20 22 0.07 11.00 0.0035 0.005 0.005 1.16 21 0.07 11.17 0.0033 0.004 0.004 1 .13 20 0.07 11.33 0.0032 0.004 0.004 1.09 20 0.07 II 11.50 0.0031 0.004 0.004 1.05 19 0.06 11.67 0.0031 0.004 0.004 1.01 18 0.06 11 .83 0.0030 0 .004 0.004 0.97 17 0.06 II 12.00 0.0030 0.004 0.004 0.93 17 0.06 12.17 0.0029 0.004 0.004 0.89 16 0.06 12 .33 0.0029 0.004 0.004 0.85 15 0.05 12 .50 0.0029 0.004 0.004 0.82 15 0.05 II 12 .67 0.0029 0.004 0.004 0.78 14 0.05 12 .83 0.0028 0.004 0.004 0.74 13 0.05 13 .00 0.0027 0.004 0.004 0.71 13 0.04 II 13 .17 0.0026 0.004 0.004 0.67 12 0.04 13 .33 0.0025 0.004 0.004 0.63 11 0.04 13 .50 0.0025 0.004 0.004 0. 59 11 0.04 13 .67 0.0024 0.004 0.004 0. 55 10 0.03 II 13 .83 0.0024 0.004 0.004 0. 51 9 0.03 14 .00 0.0023 0.003 0.003 0.47 9 0.03 14 .17 0.0023 0.003 0.003 0.44 8 0.03 II 14 .33 0.0023 0.003 0.003 0.40 7 0.03 14 .50 0.0023 0.003 0.003 0.36 7 0.02 14 .67 0.0023 0.003 0.003 0.33 6 0.02 14.83 0.0022 0.003 0.003 0.30 5 0.02 I IIPROJECT: Williams drainage 25 YEAR, 24 HOUR FLOOD ROUTING (B) 1 Outflow I via Total Time Inflow Infilt'n Outflow Depth Volume Staging (hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't Qin Q6 Qtot D V a It 15.00 0.0022 0.003 0.003 0.26 5 0.02 15.17 0.0021 0.003 0.003 0.23 4 0.01 I 15.33 0.0021 0.003 0.003 0.20 4 0.01 15.50 0.0021 0.003 0.003 0.17 3 0.01 15.67 0.0020 0.003 0.003 0.13 2 0.01 15.83 0.0020 0.003 0.003 0.10 2 0.01 II 16.00 0.0020 0.003 0.003 0.07 1 0.01 16 .17 0.0020 0.003 0.003 0.05 1 0.00 16 .33 0.0020 0.002 0.002 0.04 1 0.00 I 16.50 0.0020 0.002 0.002 0.03 1 0.00 16.67 0.0020 0.002 0.002 0.03 1 0.00 16.83 0.0019 0.002 0.002 0.03 1 0.00 17.00 0.0019 0.002 0.002 0.03 1 0.00 17.17 0.0018 0.002 0.002 0.03 1 0.00 17.33 0.0018 0.002 0.002 0.03 1 0.00 17.50 0.0017 0.002 0 .002 0.03 1 0.00 I 17.67 0.0017 0.002 0.002 0.03 1 0.00 17.83 0.0017 0.002 0.002 0.03 1 0.00 18 .00 0.0016 0.002 0.002 0.03 1 0.00 18 .17 0.0016 0.002 0.002 0.03 1 0.00 I 18.33 0.0016 0.002 0.002 0.03 1 0.00 18 .50 0.0016 0.002 0.002 0.03 1 0.00 18.67 0.0016 0.002 0.002 0.03 1 0.00 I 18.83 0.0016 0.002 0.002 0.03 1 0.00 19.00 0.0016 0.002 0.002 0.03 0 0.00 19.17 0.0016 0.002 0.002 0.03 0 0.00 19.33 0.0016 0.002 0.002 0.03 0 0.00 I 19.50 0.0016 0.002 0.002 0.03 0 0.00 19.67 0.0016 0.002 0.002 0.03 0 0.00 19.83 0.0016 0.002 0.002 0.03 0 0.00 20.00 0.0016 0.002 0.002 0.03 0 0.00 II 20.17 0.0016 0.002 0.002 0.03 0 0.00 20 .33 0.0016 0.002 0.002 0.03 0 0.00 20 .50 0.0016 0.002 0.002 0.03 0 0.00 I 20.67 0 .0016 0.002 0.002 0.03 0 0.00 20.83 0.0016 0.002 0.002 0.03 0 0.00 21.00 0.0016 0.002 0.002 0.03 0 0.00 I 21.17 0.0016 0.002 0.002 0.03 0 0.00 ! 'Vf--;1 21.33 0.0016 0.002 0.002 0.03 0 0.00 R 'F(' �� 1 T) 21.50 0.0016 0.002 0.002 0 .03 0 0.00 21.67 0.0016 0.002 0.002 0.03 0 0.00 r r 21.83 0.0016 0.002 0.002 0.03 0 0.00 ��n ,. ' i Euii� II 21.83 0.0016 0.002 0.002 0.03 0 0.00 22.17 0.0016 0.002 0.002 0.03 0 0.00 I 22 .33 0.0016 0.002 0.002 0.03 0 0.00 II 1 PROJECT: Williams drainage 25 YEAR, 24 HOUR FLOOD ROUTING (B) II Outflow I via Total Time Inflow Infilt'n Outflow Depth Volume Staging (hrs) (cfs) (cfs) (cfs) (feet) (cu ft) Coef't Qin Q6 Qtot D V a It 22 .50 0.0016 0.002 0.002 0.03 0 0.00 22 .67 0.0016 0.002 0.002 0.03 0 0.00 I 22 .83 0.0016 0.002 0.002 0.03 0 0.00 23 .00 0.0016 0.002 0.002 0.03 0 0.00 23 .17 0.0016 0.002 0.002 0.03 0 0.00 23 .33 0.0016 0.002 0.002 0.03 0 0.00 I 23 .50 0.0016 0.002 0.002 0.03 0 0.00 23 .67 0.0016 0.002 0.002 0.03 0 0.00 23 .83 0.0016 0.002 0.002 0.03 0 0.00 I 24 .00 0.0016 0.002 0.002 0.03 0 0.00 24 .17 0.0014 0.001 0.001 0.03 0 0.00 24 .33 0.0011 0.001 0.001 0. 02 0 0.00 24 .50 0.0009 0.001 0.001 0. 02 0 0.00 I 24 .67 0.0008 0.001 0.001 0.01 0 0.00 24 .83 0.0006 0.001 0.001 0.01 0 0.00 25.00 0.0005 0.001 0.001 0.01 0 0.00 II II 1 I II l i\ it47, -1, t v I CEC 1 5 2 3 I lF . 1; I