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HomeMy WebLinkAboutBLD2005-00431 ii M LA05-00401 UILDING PERMIT APPLICAI)N Review Type:I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD05-00431 Received Date: 6/27/2005 SITE ADDRESS: 240 HOLLAND DR PORT TOWNSEND, 98368 OWNER: AQUACULTURE SYSTEMS INC PHONE: 360 582-9461 PO BOX 417 SEQUIM WA 983820417 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 33 PARCEL NUMBER: 947400033 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTION RETAINING WALL WITH SURCHARGE TYPE OF WORK NON SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 2,000.00 ADD'L: HEAT TYPE: UH CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: OCCUPANCY: UNHEATED: # OF STORIES: CONST TYPE: OTHER: SHORELINE: CONST TYPE: GARAGE: SETBACK: DECK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: BEDROOMS: BATHROOMS: Exist: Exist: Prop: 0 Prop: 0 Total: Total: Routing Date /C Type Amount Paid Bv: Date: Receipt: APPTtiJE[ State Building Code $4.50 RAC 06/27/05 73347 Plan Check $45.02 RAC 06/27/05 73347 NOV d g 2007 Permit $69.25 RAC 06/27/05 73347 Total: $118.77 Jefferson County Plasmini &Building Department BUILDING PERMIT • Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD05-00431 Received Date: 6/27/2005 SITE ADDRESS: 240 HOLLAND DR Issue Date 11/28/2007 PORT TOWNSEND, 98368 Expiration Date 11/28/2008 OWNER: AQUACULTURE SYSTEMS INC PHONE: 360 582-9461 PO BOX 417 SEQUIM WA 983820417 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: PARCEL NUMBER: 947400033 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: RETAINING WALL WITH SURCHARGE TYPE OF WORK NON SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: VALUATION 2,000.00 ADD'L: HEAT TYPE: UH CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: OCCUPANCY: UNHEATED: #OF STORIES: OTHER: CONST TYPE: GARAGE: SHORELINE: CONST TYPE: DECK: SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: WATER SYSTEM: Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: State Building Code $4.50 RAC 06/27/05 73347 Exist: Exist: Plan Check $45.02 RAC 06/27/05 73347 Prop: 0 Prop: 0 Permit $69.25 RAC 06/27/05 73347 Total: Total: Total: $118.77 Directions to Site: sk t&t v l HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED 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 ATTATCHED 1 Jefferson • Building CountyDivision Permit Num.: BLD05-00431 Applicant: AQUACULTURE SYSTEMS INC BUILDING PERMIT INSPECTION APPROVALS applicable Code: 2003 International Building Codes To schedule inspections, call (360)379-4455 no later than 7:00 AM the day of the inspection. Requests received after 7:00 AM will not be scheduled for that day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks Foundation Footing Foundation Stem Wall FINAL INSPECTION 44-k (6 0) e AN cl tuQQA FINAL INSP ECTION MUST BE APPROVED PRIOR TOY BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# :BLD05-00431 1.) The application was reviewed by the Jefferson County Department of Community Development staff on February 27, 2006 for the potential presence of Environmentally Sensitive Areas (ESAs) under the provisions of the Unified Development Code (UDC). After an initial Geographic Information Systems mapping review and an investigative site inspection, the following ESAs were confirmed to be present on the subject property: landslide hazard area 2; SUSC aquifer recharge area; coastal SIPZ. 2.) Aquifer Recharge Areas in Jefferson County are characterized by porous geological formations that allow percolation of the surface water into the soils and the underlying zone of saturation. Aquifers are geologic formations that contain sufficient saturated permeable material to yield significant quantities of water to wells and springs. Aquifers serve as the source of drinking water within most of the rural portions of Jefferson County. 3.) Susceptible Aquifer Recharge Areas are those with geologic and hydrologic conditions that promote rapid infiltration of recharge waters to groundwater aquifers. 4.) Geologically Hazardous Areas in Jefferson County are characterized by slope, soil type, geologic material, and groundwater that may combine to create problems with slope stability, erosion, and water quality during and after construction or during natural events such as earthquakes or severe rainstorms. 5.) A Geotechnical Assessment dated September 13, 2004 prepared by Alkai Consultants, LLC was submitted in conjunction with this application. The report stated the"site does not meet the requirements for classification as a geologically hazardous area." Therefore, no landslide mitigation is imposed. 6.) 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. 7.) Marine shorelines and islands are susceptible to a condition that is known as seawater intrusion. Seawater intrusion is a condition in which the saltwater/freshwater interface in an aquifer moves inland so that wells drilled on upland areas cannot obtain freshwater suitable for public consumption without significant additional treatment and cost. Maintaining a stable balance in the saltwater/freshwater interface is primarily a function of the rate of aquifer recharge (primarily through rainfall) and the rate of groundwater withdrawals (primarily through wells). The Washington Department of Ecology is the agency with statutory authority to regulate groundwater withdrawal for individual wells in Jefferson County. New development, redevelopment, and land use activities on islands and in close proximity to marine shorelines in particular should be developed in such a manner to maximize aquifer recharge and maintain the saltwater/freshwater balance to the maximum extent possible by infiltrating stormwater runoff so that it recharges the aquifer. 8.) The parcel is located within a coastal SIPZ (seawater intrusion protection zone) according to the County GIS map. There are voluntary and mandatory measures identified in the Jefferson County Seawater Intrusion Policy (Resolution 44-22, effective September 23, 2002) that apply to well drilling proposals and building permit applications on existing lots of record. A Coastal SIPZ is defined as: all islands and area within one-quarter mile of marine shoreline, but no history of chloride concentration above 100 mg/L in groundwater sources within 1000 feet. 9.) 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. 10.) The property owner shall comply with Water Conservation Measures (per list maintained by the UDC Administrator). 11.) An Engineered Stormwater Poll. Prevent Plan dated September 2006 pre•d by Zenovic &Associates, Inc. has been submitted and approved by the Department of Community Development. 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. 12.) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN LETTER FROM ZENOVIC &ASSOCIATES, INC. STATING THAT THE STORMWATER FACILITY HAS BEEN CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE "STORMWATER POLLUTION PREVENT PLAN AND THE CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN"AS SIGNED BY STEPHEN ZENOVIC. 13.) Jefferson County determined that this proposal is categorically exempt from review under the State Environmental Policy Act (SEPA) pursuant to WAC 197-11-800(1)(b)(i). 14.) The revised site plan dated July 11, 2007 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated November 27, 2007 shall be resubmitted for review and approval by Jefferson County Department of Community Development. 15.) This approval is for a single family residence with attached carport and 120 gallon propane tank and retaining wall only. Any future permits on this site are subject to review for consistency with applicable codes and ordinances and does not preclude review and conditions which may be placed on future permits. 16.) The parcel has been designated as RR 1:5 under the Jefferson County Comprehensive Land Use Map effective August 28, 1998. 17.) Outdoor residential storage shall be maintained in an orderly manner and shall create no fire, safety, health or sanitary hazard. 18.) Not more than 2 unlicensed 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 autormobile 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 requriements 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. 19.) A minimum of two (2) on-site parking spaces shall be provided for the single family residence. 20.) The road approach permit(RAP04-0092) must be inspected and finaled by the Jefferson County Department of Public Works prior to the final inspection/certificate of occupancy of this residence. Contact Terry Duff, Department of Public Works at 360-385-9159 for the final road approach inspection. 21.) Minimum setback from Holland Drive right-of-way shall be 20 feet. Minimum side and rear yard setbacks shall be 5 feet. Minimum setback from created fill slopes shall be 15 feet. 22.) 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. 23.) 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. 24.) Maximum lot coverage is not to exceed 25%. Lot coverage is defined as amount of impervious surface which includes roof tops, driveways, concrete, etc. 25.) The building height is not to exceed 35 feet. 26.) An address of 240 Holland Drivert Townsend has been assigend to the pa. Holland Drive is a county local access (C501309). 27.) The lot was created through the Discovery Bay Village Subdivision on May 4, 1970 under AFN 204899. 28.) The parcel is served by Discovery Bay Village water system (ID#19430). 29.) A complaint (COM05-0007)was approved on November 26, 2007. A road approach permit (RAP04-0092)was approved on November 26, 2007. A building permit (BLD05-0431) for a retaining wall w/surcharge was issued on November 26, 2007 A septic permit (SEP05-0254) was approved on November 16, 2007. A building permit (BLD04-0742) for a stand-alone stormwater permit was approved on November 26, 2007. 30 ) PRIOR TO FINAL BUILDING OCCUPANCY, PROPONENT SHALL SUBMIT A WRITTEN LETTER FROM SHAWN WILLIAMS, ALKAI CONSULTANTS, INC WHO IS THE GEOLOGIST WHO PREPARED THE GEOTECHNICAL ASSESSMENT DATED SEPTEMBER 10, 2004 STATING THAT THE STRUCTURE AND/OR FACILITIES HAVE BEEN CONSTRUCTED IN CONFORMANCE WITH THE REQUIREMENTS OF THE "GEOTECHNICAL ASSESSMENT." THE LETTER SHALL BE WET-STAMPED BY THE LICENSED GEOLOGIST/ENGINEER AND SUBMITTED TO THE DEPARTMENT OF COMMUNITY DEVELOPMENT. 31.) PAVEMENT, FILL OR BUILDING AREAS SHOULD BE STRIPPED OF ALL SOD, ORGANIC SOIL, EXISTING FILL AND DEBRIS, IN MOST AREAS, A STRIPPING DEPTH OF ABOUT ONE-FOOT SHOULD BE ANTICIPATED. DEEPER EXCAVATIONS MAY BE REQUIRED TO REMOVE BURIED TREE ROOT BALLS, STUMPS, OR POCKETS OF UNSUITABLE SOIL OR FILL. STRIPPED SOILS, CONTAMINATED WITH ORGANICS OR DEBRIS, SHOULD BE WASTED OFF SITE OR USED IN LANDSCAPE AREAS. 32.) FOLLOWING STRIPPING OF THE SITE, AND PRIOR TO THE PLACEMENT OF ANY FILL, THE EXPOSED SUBGRADE SHOULD BE PROOF ROLLED AND COMPACTED TO A FIRM, UNYIELDING CONDITION USING EQUIPMENT OF APPROPRIATE SIZE AND TYPE. COMPACTION OF THE STRIPPED SUBGRADE SHOULD BE CONTINUED UNTIL FIELD DENSITY TESTS SHOW THAT A MINIMUM COMPACTION OF 95% OF THE MAXIMUM DRY DENSITY, AS DETERMINED BY ASTM METHOD D-1557, HAS BEEN ACHIEVED IN ALL FILL, BUILDING, ROADWAY, AND PARKING AREAS. ANY SOFT OR WEAVING AREAS DISCLOSED DURING PROOF ROLLING SHOULD BE EXCAVATED AND REPLACED WITH COMPACTED STRUCTURAL FILL. AREAS, WHICH ARE TO BE FILLED TO BRING THE BUILDING OR PAVEMENT GRADES UP TO THE DESIRED ELEVATION, SHOULD BE FILLED WITH COMPACTED GRANULAR MATERIAL FREE FROM ROOTS, TRASH OR OTHER DELETERIOUS MATERIALS. IT IS ALKAI'S OPINION THAT THE NATIVE TILL OR MIXED SOILS WILL BE ONLY MARGINALLY SUITABLE FOR USE AS WET WEATHER FILL DUE TO THEIR INHERENT MOISTURE SENSITIVITY. THE TILL SOILS AND THOSE HAVING A HIGH FINES CONTENT ARE SUFFICIENTLY FINE GRAINED, SUCH THAT WITH THE ADDITION OF SMALL QUANTITIES OF WATER THEY BECOME OVERLY SATURATED AND ARE DIFFICULT OR IMPOSSIBLE TO COMPACT TO THE DESIRED DENSITY. AS A RESULT, ALKAI RECOMMENDS THAT ALL SITE GRADING AND PREPARATION BE UNDERTAKEN AND COMPLETED DURING DRY WEATHER. IF GRADING IN BUILDING OR PAVEMENT AREAS IS NECESSARY DURING WET WEATHER AND TIME DOES NOT PERMIT ALLOWING THE SOILS TO DRAIN, ALKAI RECOMMENDS THAT ALL EXCAVATED SOIL BE REMOVED FROM THE SITE AND THAT MATERIALS USED AS STURCTURE FILL (FILL PLACED ON SLOPES OR UNDER BUILDINGS OR PAVEMENTS) CONSIST OF FREE DRAINING GRAVELLY SAND HAVING A MAXIMUM SIZE OF 1-1/2 INCHES AND WITH NOT MORE THAN 5.0% FINES, MATERIAL PASSING A U.S. NO. 200 SIEVE. ALL IMPORTED FILL MATERIAL SHOULD CONFORM TO THE ABOVE RECOMMENDATION REGARDLESS OF WEATHER. 33 ) ALKAI RECOMMENDS THAT P' ANENT CUT SLOPES NOT EXCEED 2* (50%). FILL SLOPES SHOULD NOT BE STEEPER THAN 2H:1V(50%) FOR FILL PLACED IN ACCORDANCE WITH THE REQUIREMENTS OF APPENDIX CHAPTER 33 OF THE UNIFORM BUILDING CODE (1997 EDITION) OR 3 TO 4H 1V(33% TO 25%) FOR UNCONTROLLED FILLS OF MODERATE QUALITY MATERIAL. IN AREAS WHERE STEEPER SLOPES ARE REQUIRED, RETAINING STRUCTURES SHOULD BE PROVIDED. IN AREAS WHERE FILLS ARE TO BE MADE ON SLOPES STEEPER THAN 5H:1V THE SUBGRADE SHOULD BE BENCHED AND PREPARED IN ACCORDANCE WITH UBC (1997) REQUIREMENTS PRIOR TO FILL PLACEMENT. BENCHES SHOULD BE CUT AT A MAXIMUM VERTICAL HEIGHT OF 18 INCHES. IT SHOULD BE ANTICIPATED THAT, IF STEEPLY CUT, THE NEAR SURFACE SOILS MAY BE SUBJECT TO CAVING, AND SLOUGHING WILL OCCUR AS THE SOILS ARE EXPOSED TO DRYING. ALL TEMPORARY CUTS AND EXCAVATIONS SHOULD BE SLOPED OR SHORED IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REQUIREMENTS. ADDITIONALLY, SLOPE GRADES (BOTH CUT AND FILL) IN DRIVEWAY TRAFFIC AREAS SHOULD COMPLY WITH APPROPRIATE COUNTY AND LOCAL REGULATIONS. 34.) ALL STRUCTURAL FILL (FILL BELOW BUILDINGS, ROADWAYS OR PARKING AREAS, OR FILL PLACED ON SLOPES) SHOULD BE PLACED ON A FIRM, PROPERLY PREPARED SUBGRADE. FILL MATERIALS SHOULD BE PLACED IN LAYERS APPROXIMATELY 8 INCHES IN THICKNESS, CONDITIONED TO A MOISTURE CONTENT SUITABLE FOR COMPACTION, AND COMPACTED TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-1557. 35.) THE EXISTING FILL SLOPES CREATED FROM GRADING ACTIVITIES WILL NEED TO BE REGRADED AND/OR HAVE RETAINING STRUCTURES AT THE TOE OF THE SLOPES SUCH AS CAST IN PLACE CONCRETE WALLS, ECOLOGY BLOCK WALLS OR REINFORCED EARTH WALLS UTILIZING GRID SYSTEMS SUCH AS TENSAR. THE FINAL DECISION ON THE RETAINING STRUCTURE DESIGN WILL BE DEPENDENT ON FINAL SLOPE HEIGHTS. 36.) TO PRECLUDE THE POSSIBLE BUILD-UP OF GROUND WATER OR STORM RUNOFF IN THE SOILS ADJACENT TO THE STRUCTURE, IT IS RECOMMENDED THAT A FOUR-INCH DIAMETER, PERFORATED, RIGID PIPE BE PLACED, PERFORATIONS DOWN, AROUND THE OUTSIDE OF THE BULDING FOUNDATION AT THE FOOTING SUBGRADE ELEVATION. ALL OF THE DRAINAGE SYSTEM SHOULD BE BEDDED IN A DRAINAGE SAND AND GRAVEL AND DESIGNED TO CARRY ANY ACCUMULATED WATER AWAY FROM THE STRUCTURE TO AN APPROPRIATE DISCHARGE AREA. ROOF DRAINAGE SHOULD NOT BE CONNECTED TO THE FOOTING DRAINS BUT MAY USE THE SAME OUTFALL PIPING IF CONNECTED WELL AWAY FROM THE BUIDLING SUCH THAT ROOF WATER WILL NOT BACKUP INTO THE FOOTING DRAINS. 37.) THE FREE FLOW OF WATER TOWARD OR OVER THE SLOPES IS TO BE AVOIDED DUE TO POTENTIAL EROSION CONCERNS. LANDSCAPING SHOULD NOT BE DESIGNED TO DIRECT RUNOFF INTO THESE AREAS. ADDITIONALLY, ALL RUNOFF FROM ROOFS, DRIVEWAYS, PATIOS AND HARD SURFACED AREAS SHOULD BE INTERCEPTED, COLLECTED AND DISPOSED OF AWAY FROM STRUCTURES AND SITE SLOPES, AND DISCHARGED WHERE THE WATER WILL NOT EFFECT DOWN SLOPE STRUCTURES, WALLS, OR PROPERTIES. FROM A GEOTECHNICAL PERSPECTIVE, TIGHT LINING OF THE COLLECTED RUNOFF TO THE AREA BELOW THE SLOPE WOULD BE AN ACCEPTABLE MEANS OF DISPOSAL. HOWEVER, SUCH A DISPOSAL SYSTEM SHOULD COMPLY WITH ALL APPLICABLE REGULATIONS AND THE PIPE SHOULD DISCHARGE INTO A MANIFOLD-TYPE STRUCTURE OR ONTO AN ENERGY DISSIPATER SUCH AS A PAD OF CRUSHED ROCK TO AID IN MINIMIZING EROSION. IF AN ENERGY DISSIPATION PAD IS USED IT SHOULD BE A MINIMUM OF THREE FEET ON A SIDE, ONE FOOT THICK, AND COMPRISED OF TWO TO FOUR INCH CRUSHED ROCK INSIDE A STAKED FRAME TO PREVENT DOWN SLOPE MIGRATION OF THE ROCKS. IT IS SUGGESTED THAT CLEANOUTS BE PROVIDED AT CONVENIENT LOCATIONS ALONG THE LENGTH OF THE STORM DRAINAGE SYSTEM FOR MAINTENANCE. ALL PIPING FOR THE DRAINAGE SYSTEM SHOULD BE RIDGED AND SMOOTH WALLED. CORRUGATED, ADS-TYPE PIPING SHOULD NOT BE USED. ALTERNATIVELY, IF INFILTRATION OF THE STORMWATER IS REQUIRED, THE INFILTRATION SYSTEM SHOULD BE CONSTRUCTED AS FAR AWAY FROM THE BLUFF AS POSSIBLE. PERFERABLY AT THE WEST END OF THE LOT. 38.) ALKAI RECOMMENDS THAT A•OUNDATIONS BE DESIGNED TO BEA. THE MEDIUM DENSE TO VERY DENSE NATIVE SOILS OR STRUCTURAL FILL PLACED AND COMPACTED AS PREVIOUSLY DESCRIBED. CONTINUOUS FOOTINGS SHOULD NOT BE LESS THAN 14 INCHES WIDE AND ISOLATED FOOTINGS SHOULD NOT BE LESS THAN 18 INCHES IN THEIR SMALLEST DIMENSION, REGARDLESS OF THE RESULTLING BEARING PRESSURE. ADDITIONAL FOUNDATION SIZING AND DESIGN CONSIDERATIONS SHOULD BE IN ACCORDANCE WITH UNIFORM BUIDLING CODE REQUIREMENTS, AS MODIFIED BY LOCAL CODES AND REGULATIONS, IN EFFECT AT THE TIME OF CONSTRUCTION FOR STRUCTURES WITHIN SEISMIC ZONE 3 AS DEFINED BY THE UNIFORM BUIDLING CODE. 39.) ALL FOOTINGS ON GENTLE SLOPES (<15%) SHOULD BOTTOM A MINIMUM OF 18 INCHES BELOW THE LOWEST ADJACENT EXTERIOR GRADE AND 12 INCHES BELOW THE LOWEST INTERIOR GRADE. FOOTINGS ON SLOPES STEEPER THAN 15% SHOULD BE DESIGNED TO BEAR A MINIMUM OF THREE FEET BELOW THE FINISHED EXTERIOR SURFACE SOIL GRADE AND BE AT LEAST SIX FEET HORIZONTALLY BACK OF THE FINISHED SOIL FACE OF THE SLOPE. ALKAI RECOMMENDS THAT ALL FOUNDATION EXCAVATIONS BE INSPECTED PRIOR TO PLACING CONCRETE TO VERIFY THAT THE BEARING SURFACE HAS BEEN PROPERLY CLEANED, PREPARED AND SOIL CONDITIONS ARE AS ANTICIPATED. ALL FOUNDATION SUBGRADE AREAS SHOULD BE RECOMPACTED FOLLOWING EXCAVATION. BEARING SURFACES SHOULD BE FIRM AND FREE OF SLOUGHED OR WATER-SOFTENED SOIL. STANDING WATER SHOULD NOT BE ALLOWED TO ACCUMULATE IN THE FOUNDATION EXCAVATIONS. 40.) FOR SPREAD FOOTING FOUNDATIONS DESIGNED AND CONSTRUCTED AS OUTLINED ABOVE, AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF MAY BE USED FOR FOUNDATIONS BEARING ON THE MEDIUM DENSE INSITU SOILS OR PROPERLY PLACED AND COMPACTED STRUCTURAL FILL. FOR FOUNDATIONS BEARING ON THE DENSE TO VERY DENSE INSITU SOILS AN ALLOWABLE SOIL BEARING PRESSURE OF 4,000 PSF MAY BE USED. 41.) SLAB-ON-GRADE FLOORS MAY BE SUPPORTED ON PROPERLY PLACED AND COMPACTED STRUCTURAL FILL OR ON THE MEDIUM DENSE TO VERY DENSE INSITU NATIVE SOILS FOLLOWING PREPARATION AS OUTLINED ABOVE. A CAPILLARY BREAK/DRAINAGE LAYER CONSISTING OF SIX INCHES OF PEA GRAVEL, OR CLEAN CRUSHED ROCK SHOULD BE PLACED BELOW THE FLOOR SLAB. THE CAPILLARY BREAK MATERIAL SHOULD CONTAIN LESS THAN 1.0% MATERIAL PASSING A U.S. NO. 200 SIEVE AND LESS THAN 4.0% MATERIAL PASSING U.S. NO. 10 SIEVE. A VISQUEEN VAPOR BARRIER HAVING A MINIMUM THICKNESS OF 6-MILS SHOULD BE PLACED BETWEEN THE CAPILLARY BREAK AND THE FLOOR SLAB. ALKAI UNDERSTANDS THAT A SAND CUSHION BETWEEN THE VAPOR BARRIER AND THE BASE OF THE SLAB MAY IMPROVE THE CURING OF THE SLAB CONCRETE. IF A SAND CUSHION IS PLACED BETWEEN THE CAPILLARY BREAK MATERIAL OR THE VAPOR BARRIER AND THE SLAB, IT SHOULD NOT CONTAIN FREE MOISTURE WHEN THE SLAB IS CONSTRUCTED. EXCESS MOISTURE IN THE CUSHION COULD CAUSE IMPERVIOUS FLOOR COVERINGS TO BUBBLE. • 42.) AS A PRELIMINARY GUIDELINJR TEMPORARY CUTS LESS THAN 101T IN HEIGHT, TEMPORARY SLOPES SHOULD BE MADE NO STEEPER THAN 1H:1V FOR THE DENSE TO VERY DENSE GLACIAL TILL AND NO STEEPER THAN 2H:1V IN MEDIUM DENSE SOILS OR STRUCTURAL FILL PLACED AND COMPACTED AS OUTLINED ABOVE. FOR TEMPORARY CUT SLOPES IN LOOSE MATERIALS OR OVER 10 FEET IN HEIGHT, IT IS RECOMMENDED THAT TEMPORARY SLOPES ARE NO STEEPER THAN 2H:1V FOR THE FULL HEIGHT OF THE CUT. TEMPORARY SLOPES OR EXCAVATIONS SHOULD BE BENCHED AS REQUIRED BY SAFETY REGULATIONS IN EFFECT AT THE TIME OF CONSTRUCTION. THESE TEMPORARY SLOPE RECOMMENDATIONS ARE FOR NATIVE SOILS AND FILL MATERIALS; FLATTER SLOPES MAY BE REQUIRED IN WET WEATHER OR IF SOIL CONDITIONS OTHER THAN THOSE PREVIOUSLY DESCRIBED ARE ENCOUNTERED. THE CONTRACTOR SHOULD BE AWARE THAT SLOPE HEIGHT, SLOPE INCLINATION, AND EXCAVATION DEPTHS (INCLUDING UTILITY TRENCH EXCAVATIONS) SHOULD IN NO CASE EXCEED THOSE SPECIFIED IN LOCAL, STATE, OR FEDERAL SAFETY REGULATIONS; E.G. OSHA HEALTH AND SAFETY STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926, OR SUCCESSOR REGULATIONS. SUCH REGULATIONS ARE STRICTLY ENFORCED AND, IF NOT FOLLOWED, THE OWNER, THE CONTRACTOR, OR THE EARTHWORK OR UTILITY SUBCONTRACTORS COULD BE LIABLE FOR SUBSTANTIAL PENALTIES. THE CONTRACTOR SHOULD BE MADE RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATIONS AND SLOPES DURING CONSTRUCTION BECAUSE HE IS CONTINUALLY ON SITE AND CAN OBSERVE THE STABILITY OF THE EXPOSED SOILS. IN ADDITION, THE CONTRACTOR SHOULD BE PREPARED TO SHORE ANY UNSTABLE SLOPE AREA AND PROVIDE SHORING AS REQUIRED BY LOCAL, STATE, OR FEDERAL LAWS OR CODES. 43.) IN A DISTURBED CONDITION THE SITE SOILS MAY BE EASILY ERODED BY CHANNELIZED WATER OR SHEET FLOW STORM RUNOFF. THEREFORE, IT IS RECOMMENDED THAT ALL SITE PREPARATION AND EXCAVATION WORK BE COMPLETED DURING THE NORMALLY DRIER PORTION OF THE YEAR. DURING PERIODS OF HEAVY RAINFALL, DITCHING SHOULD BE USED TO DIVERT WATER AWAY FROM STRIPPED AREAS AND VISQUEEN SHOULD BE USED TO COVER THE SLOPES AND SOIL STOCKPILES TO AID IN PREVENTING EXCESSIVE SURFACE EROSION. THIS COVERING ALSO AIDS IN PREVENTING INFILTRATION OF WATER INTO THE UNPROTECTED SOILS. ALL DISTURBED SOIL AREAS AND SLOPES SHOULD BE REPLANTED WITH FAST-GROWING, DEEP-ROOTED GRASS, SHRUBS AND OTHER GROUND COVER AS SOON AFTER FINAL GRADING AS POSSIBLE. IF THE VEGETATION IS NOT FULLY ESTABLISHED PRIOR TO THE ON SET OF WET WEATHER, THE SLOPES SHOULD BE COVERED WITH VISQUEEN TO AID IN PREVENTING EXCESSIVE EROSION AND WATER INFILTRATION. �4` o�, JEFFERSON COUNTY ` DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Tovirrlsettar':1�TTi"ngfon yt3,36 360/379-4450. 360/379-44511 FatcI [. 1 ( 1"4 O www.cojefferson.waus/cornmiDleVelTffirni— 1 fMaster Permit Application JUN 2 2005 ii : )3_- -/ �, Project Description(include separate sheets as necessary). -- --: IC ,.i, �.cfyiec kyL'7 /LL1/-� OF C O i frF,;dit) t Tax Parcel j Property - Y"W- Number: 7tj 7`f 0,70 3_3 Size: M Z6 �CX 0 (acres/square feet) Site Address and/or Directions to Property: Lti O /1-,o/9 -142 Da_ PofeF,- lc,, re -_ Property Owner(s)of Record: cyi�� {�(y�f � C -, ,+4,. �?�;7-�S�'2 �� /����Telephone: �� `9/V / Fax: 31.o-5?2,-9' 6/ email: F 6tvZ w L/ 2OI 'urt1 Mailing Address: f 0 139r Lf.7 yqi m /44 9 P3? Applicant/Agent(if different from owner): Telephone: Fax: email: Mailing Address: What kind of Permit?(Check each box that applies) iii`Building O Variance(Minor,Major or Reasonable Economic Use) 0 Demolition Permit 0 Conditional Use[C(a),C(d),or Cj** 0 Single Family O Discretionary"D"or Unnamed Use Classification 0 Garage Attached/Detached O Special Use(Essential Public Facilities)** ❑Manufactured Home 0 Boundary Line Adjustment 0 Modular 0 Short Plat"* 0 Commercial* ❑Binding Site Plan** 0 Change of Use 0 Long Plat** 0 Address 0 Road Approach 0 Planned Rural Residential Development(PRRDYAmendments** 0 Propane 0 Plat Vacation/Alteration*'' 0 Allowed"Yes"Use Consistency Analysis 0 Shoreline Master Program Exemption/Permit Revisions'`* 0 Stormwater Management 0 Shoreline Management Substantial Development** 0 Site Plan Approval Advance Determination(SPAAD)* 0 Shoreline Management Variance 0 Temporary Use 0 Comprehensive Plan/UDC/Land Use District Map Amendment ❑Wireless Telecommunication* 0 Jefferson County Shoreline Master Program Amendment 0 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 to act as my agent in matters relating to this application for permit(s). OWNER SIGNATURE Date: 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 attorneys 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 requi lat ins Access ' t of entry to this property shall be requested and shall occur only during regular business hours. / � Signature: c Date: Z J c2,.7 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 actions)even if you are in compliance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-transferab 6 r�—n-siJi ty r adheri too complying with the ESA. 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CI 0 4. = 3 Cl1 . V) XI CI N l z, 8 • M ON—SITE WASTEWATER PLANS v z z TAX PARCEL 947-400-035 SOILS APPLI CA Tl �, iz so �/ # ON, INC. N.) N p, N 863 CARLSBORG ROAD, SUITE A. Co 01 0 0 o 0 o CONVENTIONAL GRAVITY SYSTEM FOR SEQUIM, WA 98382 J A. 1 12C31 AQUACULTURE SYSTEMS, INC. PH (360) 683-6300 FAX (360) 683-5652 • Jefferson County/ . Environmental Health COUNTY COPY ALKAA LK AI CONSULTANTS, LLC . Environmental Engineering • Geotechnical Engineering • Wetland Consulting 26 June 2005 Project No. ACL05-06-G057 Aquaculture Systems,Inc. P.O. Box 417 Sequim, Washington 98382 Attention: Mr. Steve Fager al leS Subject: Retaining Wall Assessment + , Lot 33,Discovery Bay Village Tax Parcel#947400033 Jefferson County, Washington . Mr. Fager, At your request,ALKAI Consultants, LLC (ALKAI)has performed a geotechnical assessment of the constructed retaining wall at the subject lot. ALKAI understands that this assessment is being required for building permit approval on the subject lot. The retaining wall is located on the eastern portion of the lot where it traverses the hillslope. The wall is part of a cut and fill on the lot to develop a level building area. A schematic cross section of the wall is shown in Figure 1. The wall serves to retain fill on the downhill portion of the developed area. ALKAI understands that the fill is a maximum of 4 feet thick and extends approximately 20 feet back behind the wall. The wall runs north to south and measures approximately 4 feet high and 100 feet long. The wall consists of two rows of ecology blocks manufactured by Fred Hill Materials. With the exception of tapering blocks at each end, each block measures 6 feet wide by 2 feet high by 2 feet thick and weighs 4,400 pounds. The wall is battered back into the hillside at approximately 1:6(horizontal to vertical)ratio. The wall has been backfilled to a relatively flat level to the full height of the wall. The wall and the backfill slope gradually to the north. ALKAI understands that the design of the wall adopted engineering design recommendations prepared by Krazan& Associates for similar walls within the Discovery Bay Village Development. ALKAI understands that the wall was keyed into the very dense native soils. These subgrade soils were inspected by an ALKAI representative on 11 October 2004 and were found to be acceptable as subgrade for the wall. (see attached Field Report No. 1) ALKAI understands that drainage was installed at the base of the walls to prevent the buildup of groundwater behind the walls. The drainage system consisted of approximately 0.5 feet of pea gravel placed at the bottom of the wall,with a geotextile fabric that was placed flat over the pea gravel. Then, 4-inch wrapped ADS drain pipe was placed on the geotextile and then another sheet of the geotextile fabric was place above the pipe. An additional 1 feet of pea gravel was placed above the pipe. The remaining backfill behind the wall consisted of native granular soils,consisting of well-graded gravel with silt and sand. Backfill was compacted construction equipment traffic from a D-7 dozer. The drain pipe is sloped to discharge at the north end of the wall. The constructed retaining wall and associated backfill was inspected by an ALKAI geotechnical engineer on 24 June 2005. Observations indicate that the wall was adequately designed and constructed to function as a 4 foot high retaining structure. Backfill soils were probed and were determined to be dense in the area of the proposed structure near the south end of the wall. Backfill soils were determined to be loose to medium dense behind the north end of the wall. 9465 PROVOST ROAD NW,SUITE 204B•SILVERDALE,WASHINGTON 98383 PHONE:(360)613-2407 FAX:(360)613-2408 • Retaining Vossessment,LotProj 33ect DiscoveryNo.ACLO5-06-G057 Bay Village 26 June 2005 Page No.2 ALKAI understands that Aquaculture Systems, Inc. intends to construct a single family residence on the pad and that the east end of the residence will be located approximately 10 feet from the top of the constructed retaining wall, as shown in Figure 1. Based on ALKAI's understanding of the constructed wall and observations made during and after construction,the proposed residence location appears to be feasible using a shallow foundation system adjacent to this retaining wall,provided that the recommendations provided in our previous report(Preliminary Geological Assessment, Discovery Bay Development, Discovery Bay Village,Jefferson County, Washington, dated 13 September 2004)are implemented, specifically pertaining to minimum footing depth(18 inches)and discharge of drainage systems(away from slopes and disturbed soils). Should you have any questions or concerns,which have not been addressed,or if we may be of additional assistance, please call our office at(360)613-2407. Sincerely, y C. DAVENp cd r - M Jay C. Davenport,P.E. 1 No. r' ��� Senior Geotechnical EngineerSS/O1y��G\� Attachments 'wows /2 i eL 20 Figure 1 Field Report 1 c:\documents and settings\all users\documents\projects\ac105-06-g057 discovery bay development\retaining wall assessment.doc JUL • 1 ALKAI Consultants, LLC 9465 • Provost Road NW, Suite 204 B • Silverdale, Washington 98383 • Ph.: (360) 613-2407 • Fax: (360) 613-2408 • • _J v J J CD vi Z �o Z gz Q co z -) -I-• w>2 O to 0 �' Z ' Nm3 ,o O w w o 8 U moo b 3v�iS a ,na L., 1W —I ���zo 0 g &* 23. i� I. a, 0 0 N w 0 1 Z ,S a et ;'� 0 J ;�� Lti i,� N ►•►. w ►••► H cc ►.4,' , 0 cn a x CO :':4 ►' . a J ce . a . ° v. a O 4 • o v Z ~17. / If(1 o 0 8y N 6N m dW a W W 0 N • • • sz ALKAI CONSULTANTS, LLC. FIELD REPORT 14:04"`" Environmental Engineering • Geotechnical Engineering • Wetland Consulting No: _1 DATE: 10/11/04 CONTRACTOR: Aquaculture Systems, LLC. PROJECT #:ACL 04-G102 LOCATION: Discovery Bay, WA PROJECT: Discovery Bay Development JURISDICTION: Jefferson County, WA The undersigned arrived at 12:00 p.m. to monitor site work. Ecology block retaining walls were being constructed on lots 33, 34, and 35. Observed subgrade for 3 out of the 5 block walls. The remaining two walls will be observed at a later date. The walls observed this date were the 75 foot, 80 foot, and 150 foot long retaining walls. Subgrade probed firm and unyielding with approximately 3 to 4 inches penetration with 1\2 inch T-probe. One localized area of the 80 foot retaining wall probed approximately 1.5 feet near the cut for the drain pipe. This area does not appear to pose a significant threat to the wall due to the relatively short height of the wall. The wall is proposed to be 1 to 2 blocks high with drain rock and pipe behind the wall in this area. JUL - 1 20r,5 Staff Geologist: Senior Geologist: 9465 Provost Road NW, Suite 2048 • Silverdale, Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408 • • ,ter B ; s , Require i 1111 Vz,, • • CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN For Aqua Culture Systems, l c. APPROVED Sequim, Washington STORMWATER PLAN Prepared for: JEFFERS° -ou v Aqua Culture Systems, Inc. DFPT OF( • P. T P.O. Box 417 sic�nruR Sequim, WA 98382 Prepared by: @J M, 4e6 Zenovic & Associates, Inc. Qx' O '`• s, 301 East 6th Street, Suite 1 `A. isco o� ° Port Angeles, WA 98362 0 r t(360) 417-0501cr Fax: (360) 417-0514 ^1 ; Job Number 06210 W EXP1 ES 9I 18' September 2006 . . : 1 U SEP 2 0 2006 L. • • Project Overview Aqua Culture Systems, Inc. is planning to construct three single-family residences on 3 parcels totaling 1.53 acres located at 240, 242, and 244 Holland Drive, Port Townsend, WA. Typical residential construction activities will take place, including grading operations, excavation, and concrete work. The development will necessitate the construction of two infiltration ponds and three infiltration trenches (one per residence), as well as several onsite ditches and biofiltration swales for routing stormwater runoff. Construction will result in approximately 0.34 acre of impervious area, or 22% of the 1.53 acre site. Due to the slope of the site (10-15% overall slope), extensive grading operations will take place to create the building pad and driveway for each of the three residences. Approximately 500 cu. ft. (0.31 acre-ft) of soil will be moved, but no soil will be brought in or removed for cut-and-fill operations. The only areas that will not be involved in the grading operations are the preserved treed and native vegetation areas. No groundwater issues are anticipated, and there are no significant geographic features or environmentally sensitive areas on the site. The only notable geographic feature near the site is a potential erosion control hazard area to the northwest; no problems are anticipated related to this, as the area is not adjacent to the site and all of the disturbed areas of the site will slope to the southeast. The soils onsite are primarily outwash-type soils, with a thin layer of sandy loam (up to 12") over fine sand and gravelly fine sand. The predeveloped site is treed and relatively undisturbed. The stormwater from the majority of the site drains to the southeast and enters the roadside ditch along Holland Drive, which empties into the ditch alongside Highway 101, and eventually into Discovery Bay. The natural slope on less than one- sixth of the northwest portion of the site drains stormwater to the adjacent properties to the northwest. Very little water drains onto the site from adjacent properties. Slopes average 10-15%. The developed site will contain three homes totaling 0.15 acres of roof area, one shared gravel driveway totaling 0.11 acre, three individual gravel driveways totaling 0.07 acre, two retaining walls totaling 0.01 acre, lawn, landscaping, and native vegetation totaling 0.92 acre, preserved treed areas totaling 0.24 acre, and infiltration ponds totaling 0.03 acre. Both native vegetation and treed areas are considered as lawn for the purposed of hydrological calculations. Three building pads will be graded at a maximum of 2% slopes, and a shared septic drainfield and reserve area will be installed near the southeast corner of the site. The stormwater from the disturbed areas will drain to the southeast, where it will be treated by biofiltration swales and infiltrated by infiltration ponds. The preserved treed areas will be located in the northwestern portion of the site, and will continue to drain to the northwest. The Construction Stormwater Site Plan is attached and is a part of this report. s= n kv7 kj SEP 2 0 2006 U VEI..OPMENT j CSWPPP, Aqua Culture Systems, Inc., Holland Drive Page2of7 0 • , 2 .01L(4/U /A„,,‘, .\ )9 �m ,t o,e t 8 C� / 9 AtCy o+le:oati vf r -....,_ io2,e,000.] 1 , w)e000re a7+o ra a) �)�o s lem r$: rr;:..---ii,-,34-•,--4,A a %,„,,44. *� _ 4/ l9071 � ��Yrilt, )y , 9otte2ou 4O i ��� �'l+' �� �+00D16' 9/740m0e 901t 0 Il �` 1 � -v. r--,( / 4a740000s l� ii , 111V 9m,a+m� �J11)`\J � � a ' )vomit! a94i40Xell/�;� j71m0ei "e11474 } ` :47�mm7 1 W,l / �j 1 7' 4/740000' (rf1107400007� /90210 oo, , 740 oJ 14 l i, �/ �/ eot,ammi� �...��741(:, ( * SITE LOCATION / � i M740006) if/ l v 74000e6 !� 1� .� h / �/// 917 �,� (r ��00.� j)r AOt,eZDaS �J �f� r 047/m024 I . 1 i/S 4 I tr / l ,.otte2o,2 / Aii..---;, ,‘,./ / mik12211t) ,g +,--) 002,NO7 ommoo063 ♦ , . ` ( 947400013. M[ . ' i )917406067 047400033 J 12:7 //� )4m0 1/ / W740 9 ' , --- l), h7 .4. ,/1 �'D3tFNEEeMN IN 7a0002e030 ` 1 4O+740001e / /I// T 43 I- W7�00000/ ,047400029 1 / / ( 1045000o9,�e/40p/�,3/9.� fJ 947400090 A➢17400 ,47400019� i I • "74o0023 r7__Wi4omte� 981300l0� 19Ge0o3ot7 / J ai4mm4�/ w74om,9- . h/, 6e4soo4o, // u+csv�++M.wav:ce.yc.w 3le.. QS�{9474 221/L ; ' 04'' 00osowot osi7oo3o1 FIGURE ONE: Vicinity Map Preliminary Conditions Summary The site is bordered to the northwest, southwest, and northeast by undeveloped residential parcels and to the southeast by Holland Drive. The predeveloped site is treed and relatively undisturbed. The majority of the site slopes to the southeast; less than one-sixth of the northwestern portion of the site slopes to the northwest. The overall slope of the site is 10-15%. The site drops from an elevation of approximately 216 feet near the southwesterly border to 160 feet at the northeasterly corner. The runoff from the site currently enters roadside ditches along both Holland Drive and Honeymoon Lane (located beyond the properties to the northwest), both of which empty into the ditch alongside Highway 101, and eventually into Discovery Bay. Adjacent Areas The site is bordered to the northwest, southwest, and northeast by undeveloped residential parcels and to the southeast by Holland Drive. The site is within 1/4 mile of Highway 101. S E P 2 0 2006 CSWPPP, Aqua Culture Systems, Inc., Holland Drive ___I Page 3 of 7 , -ct,_l.JPMEN7 • • Critical Areas There are no critical areas on this site, including streams, wetlands, or other natural waterways. The site has little hazard of erosion. The only geographic feature near the site is a potential erosion control hazard area to the northwest; no problems are anticipated with this area, as it is not adjacent to the site and all of the disturbed areas of the site will slope to the southeast. Soils The only soils testing that has been performed onsite was the testing that accompanied the septic system design. These tests showed that the soils onsite are primarily outwash-type soils, with a thin layer of sandy loam topsoil (up to 12") over fine sand and gravelly fine sand (logs go up to 66"). This supports what is shown in the soil survey for Jefferson County. The survey shows Clallam gravelly sandy loam and Hoypus gravelly loamy sand in this area. The groundwater depth in this area is greater than 100 feet, as shown by groundwater well logs from the area. Additional soils testing is required before installation of the infiltration facilities described in the Stormwater Pollution Prevention Plan. Potential Erosion Problem Areas Because the site is grossly stable, there are few erosion-related concerns. The main erosion-related problem will be with the sandy nature of exposed soils, particularly in areas that are re-graded. Silt fence will be installed downhill of these disturbed areas to prevent sediment from leaving the site, and straw wattle will be installed in all construction-phase ditching to retain sediment as well. Another concern will be keeping the infiltration ponds free of sediment during construction; the ponds will be protected with silt fence. Construction Stormwater Pollution Prevention Plan Elements The Stormwater Management Manual for Western Washington (D.O.E., August 2001) requires that twelve elements be addressed by all Construction Stormwater Pollution Prevention Plans: • Element 1: Mark Clearing Limits The clearing limits will be clearly marked by work area barriers. Two areas of existing trees will be preserved near the northwest border of the site, along with several areas of native vegetation (BMP C101). The southeastern site boundary, near Holland Drive, will be effectively delineated by siltation fencing. • Element 2: Establish Construction Entrance The only route available for vehicles to enter and leave the site is near the center of the eastern border of the site at Holland Drive. A stabilized construction entrance will be installed here (BMP C105). 17 ,-?_ ;l 1 SEP 2 0 2006 CSWPPP, Aqua Culture Systems, Inc., Holland Drive Page 4 of 7 , i.oPMEN', q I � 1 • Element 3: Control Flow Rates SEP 2 0 For stormwater runoff flow rate attenuation during construction, the infiltration ponds prescribed by the Stormwater Pollution Prevention Plan will be installed as a first step in the' construction process, along with four construction-phase ditches as shown-oh-floe-C ns#' J2006 Stormwater Pollution Prevention Plan. The ditches are all located where either ditching or biofiltration swales will be located in the developed condition. In this way, the same amount of stormwater runoff flow rate attenuation will be achieved during construction as is required for the developed site. • Element 4: Install Sediment Controls Siltation fencing will be installed along the southeast border of the site, downhill of the areas to be disturbed, as well as around the infiltration ponds for their protection (BMP C233). Straw wattle will also be installed in the construction-phase ditching for further protection of the infiltration ponds (BMP C235). • Element 5: Stabilize Soils From October 1st through April 30th, exposed soils that remain unworked for more than 2 days must either be seeded (BMP C120), mulched (BMP C121), netted/blanketed (BMP C122), covered with plastic sheeting (BMP C123), and/or sodded (BMP C124), as is appropriate. From May 1st through September 30th, exposed soils that remain unworked for more than 7 days must be similarly protected. • Element 6: Protect Slopes All construction-phase ditching will be either seeded or lined with sod to create grass-lined channels which will aid in preventing channel erosion (BMP C201). The straw wattle will also serve to slow water in downhill ditching. If the straw wattle proves to be insufficient, rip-rap check dams will be installed as prescribed in the permanent Stormwater Pollution Prevention Plan. Additionally, all exposed soils on slopes will be protected with permanent seeding as soon as the final grade is established (BMP C120). • Element 7: Protect Drain Inlets No storm drain inlets are present onsite or downstream of the site. This element is not applicable. • Element 8: Stabilize Channels and Outlets All construction-phase ditching will be either seeded or lined with sod to create grass-lined channels which will aid in preventing channel erosion (BMP C201). If the grass-lining erodes, the channels will be protected with either blankets or rip-rap (BMP C202). The straw wattle will also serve to slow water in downhill ditching. If the straw wattle proves to be insufficient, rip- rap check dams will be installed as prescribed in the permanent Stormwater Pollution Prevention Plan. The only pipe outlets that will be present onsite are the outlets from the two infiltration pond overflow risers. Both of these outlets will be protected from erosion by quarry spall pads (BMP C209). • Element 9: Control Pollutants The only potential pollutants that will be present onsite are the oil and fuel in the heavy equipment, and the materials related to the concrete work needed for the home construction. No maintenance or equipment fueling will be performed onsite to minimize the potential for fuel or oil spills. If one should occur, the spill will be cleaned immediately with appropriate CSWPPP, Aqua Culture Systems, Inc., Holland Drive Page 5 of 7 • • absorbing materials and all contaminated soils will be removed and disposed of. To minimize the risk of pH contamination by concrete materials, the following guidelines will be followed (BMP C151): o Concrete truck chutes, pumps, and internals shall be washed out only into formed areas awaiting installation of concrete or asphalt. o Unused concrete remaining in the truck and pump shall be returned to the originating batch plant for recycling. o Hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels shall be washed off only into the formed areas awaiting installation of concrete or asphalt. o Equipment that cannot be easily moved, such as concrete pavers, shall only be washed in areas that do not directly drain to natural or constructed stormwater conveyances. o When no formed areas are available, washwater and leftover product shall be contained in a lined container. Contained concrete shall be disposed of in a manner that does not violate groundwater or surface water quality standards. o Containers shall be checked for holes in the liner daily during concrete pours and repaired the same day. • Element 10: Control De-watering No de-watering is anticipated for this project. Should dewatering be required, all waters will be discharged into a sediment trap. • Element 11: Maintain BMPs All stormwater and sediment control devices, including but not limited to, work area barrier, drainage ditching, siltation fencing, straw wattle, and infiltration ponds shall be inspected daily from October 1st through April 30t , weekly from May 1st through September 30th, and following all major storm events. Any required repairs will be performed immediately. • Element 12: Manage the Project Aqua Culture Systems, Inc. will manage the project and assure that all activities abide by the permanent Stormwater Pollution Prevention Plan and the Construction Stormwater Pollution Prevention Plan. They will ensure that all seasonal work limitations are abided by, including both those enumerated in this plan and those required by the local and county governments. Aqua Culture Systems, Inc. will further coordinate between utilities and other contractors to ensure that there is as little land disturbance and exposed soil as is necessary, and will be responsible for the inspections and maintenance required by the Construction Stormwater Pollution Prevention Plan. They will also be responsible for updating the Construction Stormwater Pollution Prevention Plan throughout the construction process, as required. Calculations Calculations associated with predeveloped and developed site hydrology, and to the infiltration ponds are attached for reference. The calculations associated with the biofiltration swale sizing were referred to in sizing the construction-phase ditching and are attached also. All of these materials are also a part of the permanent Stormwater Pollution Prevention Plan. SEP 2 0 2006 CSWPPP, Aqua Culture Systems, Inc., Holland Drive ;y? oaMENY Page6of7 Relevant Calculations r..,l ,., n SEP 2 0 2006 ' CSWPPP, Aqua Culture Systems, Inc., Holland Drive - - I Page 7 of 7 1 _ utVLOPMENT • WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: Aquaculture Systems, Inc. Site Address: 240, 242, and 244 Holland Drive City Port Townsend Report Date : 8/21/2006 Gage Port Angelis Data Start 1948 Data End 1993 (adjusted) Precip Scale: 0.80 PREDEVELOPED LAND USE Basin Basin 1 Flows To Extender 1 Groundwater: No Land Use Acres OUTWASH FOREST: 0.069327 Basin Basin 2 Flows To Extender 1 GroundWater: No Land Use Acres OUTWASH FOREST: 0. 17514 Basin Basin 4 Flows To Extender 2 GroundWater: No Land Use Acres OUTWASH FOREST: 0.467097 Basin Basin 5 Flows To Extender 2 Groundwater: No Land Use Acres OUTWASH FOREST: 0.790331 Basin Basin 3 !� E Flows To Point of Compliance • Groundwater: No SEP 2 0 2006 Land Use Acres I OUTWASH FOREST: 0.032978 -{ �. cPE�br L. WWHM2 Report, Aquaculture Systems, Holland Drive - Page 1 of 9 ! ! DEVELOPED LAND USE Basin Basin 4 Flows To Pond 4 Groundwater: No Land Use Acres OUTWASH GRASS: 0.340527 IMPERVIOUS: 0.066032 Flow Credits: Soil Type Infiltrate Disperse Porous Pavement Outwash 100 0 0 Till 0 0 Saturated : 0 0 Basin Basin 1 Flows To Extender 1 Groundwater: No Land Use Acres OUTWASH GRASS: 0.064828 IMPERVIOUS: 0.0045 Basin Basin 2 Flows To Extender 1 Groundwater: No Land Use Acres OUTWASH GRASS: 0. 170641 IMPERVIOUS: 0.0045 Basin Basin 5 Flows To Pond 5 Groundwater: No Land Use Acres OUTWASH GRASS: 0.558394 IMPERVIOUS: 0. 141122 Flow Credits: Soil Type Infiltrate Disperse Porous Pavement Outwash 100 0 0 Till 0 0 Saturated : 0 0 Basin Basin 3 Flows To Point of Compliance Groundwater: No r Land Use Acres OUTWASH GRASS: 0.029112 IMPERVIOUS: 0.003866 S E P 2 0 2006 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 2 of 9 0 • RCHRES (POND) INFORMATION Pond Name: Pond 4 Pond Type: Trapezoidal Pond Pond Flows to : Basin 5 Pond Rain / Evap is not activated. Dimensions Depth: 3ft. Bottom Length: 13ft. Bottom Width : 0.01ft. Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Volume at Riser Head: 0.003 acre-ft. Discharge Structure Riser Height: 2 ft. Riser Diameter: 12 in. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dechrg(cfs) Infilt(cfs) 0.000 0.000 0.000 0.000 0.000 0.100 0.000 0.000 0.000 0.001 0.200 0.000 0.000 0.000 0.003 0.300 0.000 0.000 0.000 0.004 0.400 0.001 0.000 0.000 0.006 0.500 0.001 0.000 0.000 0.008 0. 600 0.001 0.000 0.000 0.010 0.700 0.001 0.000 0.000 0.011 0.800 0.001 0.000 0.000 0.013 0. 900 0.001 0.001 0.000 0.016 1.000 0.002 0.001 0.000 0.018 1.100 0.002 0.001 0.000 0.020 1.200 0.002 0.001 0.000 0.022 1.300 0.002 0.001 0.000 0.025 1.400 0.002 0.002 0.000 0.027 1.500 0.003 0.002 0.000 0.030 1. 600 0.003 0.002 0.000 0.032 1.700 0.003 0.002 0.000 0.035 1.800 0.003 0.003 0.000 0.038 1. 900 0.004 0.003 0.000 0.041 2.000 0.004 0.003 0.000 0.044 2.100 0.004 0.004 0.308 0.047 2.200 0.004 0.004 0.871 0.050 2.300 0.005 0.005 1.600 0.053 2.400 0.005 0.005 2.464 0.056 2.500 0.005 0.006 3.443 0.060 2. 600 0.006 0.006 4.526 0.063 2.700 0.006 0.007 5.704 0.067 2.800 0.006 0.007 6. 969 0.070 2. 900 0.007 0.008 8.315 0.074 3.000 0.007 0.009 9.739 0.078 ' r>> n 7t 4 i , SEP 2 0 2006 i WWHM2 Report, Aquaculture Systems, Holland Drive - Page 3 of 9 . Pond Name: Pond 5 Pond Type: Trapezoidal Pond Pond Flows to : Point of Compliance Pond Rain / Evap is not activated. Dimensions Depth: 2.5ft. Bottom Length: 52ft. Bottom Width : 0.01ft. Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Volume at Riser Head: 0.006 acre-ft. Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 12 in. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dechrg(cfa) Infilt(cfe) 0.000 0.000 0.000 0.000 0.000 0.100 0.000 0.000 0.000 0.006 0.200 0.001 0.000 0.000 0.011 0.300 0.001 0.000 0.000 0.017 0.400 0.002 0.000 0.000 0.022 0.500 0.002 0.001 0.000 0.028 0.600 0.003 0.001 0.000 0.034 0.700 0.004 0.001 0.000 0.040 0.800 0.004 0.002 0.000 0.046 0. 900 0.005 0.002 0.000 0.052 1.000 0.005 0.003 0.000 0.058 1.100 0.006 0.003 0.000 0.064 1.200 0.006 0.004 0.000 0.071 1.300 0.007 0.004 0.000 0.077 1.400 0.007 0.005 0.000 0.084 1.500 0.008 0.006 0.000 0.090 1. 600 0.009 0.007 0.308 0.097 1.700 0.009 0.008 0.871 0.104 1.800 0.010 0.008 1. 600 0.110 1.900 0.010 0.009 2.464 0.117 2.000 0.011 0.011 3.443 0.124 2.100 0.012 0.012 4.526 0.131 2.200 0.012 0.013 5.704 0.139 2.300 0.013 0.014 6. 969 0.146 2.400 0.014 0.015 8.315 0.153 2.500 0.014 0.017 9.739 0.161 � - s 9 - 1 SEP 2 0 2006 I, _.__ p-VE0P�:1EN7 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 4 of 9 • • ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.00023 5 year 0.000292 10 year 0.000319 25 year 0.000343 50 year 0.000356 100 year 0.000365 Flow Frequency Return Periods for Developed Unmitigated Return Period Flow(cfs) 2 year 0.07412 5 year 0.093739 10 year 0.105981 25 year 0.120803 50 year 0.131463 100 year 0.141852 Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.014294 5 year 0.018062 10 year 0.020412 25 year 0.023255 50 year 0.0253 100 year 0.027292 Yearly Peaks for Predeveloped and Developed-Mitigated Year Predeveloped Developed 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 _. __ 1 1971 0.000 0.000 :. 1972 0.000 0.000 sr'1 . 1973 0.000 0.000 1974 0.000 0.000 , SEP 2 0 2006 r; 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 L0PmENT 1978 0.000 0.000 1979 0.000 0.000 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 5 of 9 • • 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Developed-Mitigated Rank Predeveloped Developed 1 0.0003 0.0001 2 0.0003 0.0001 3 0.0003 0.0001 4 0.0003 0.0001 5 0.0003 0.0001 6 0.0003 0.0001 7 0.0003 0.0001 8 0.0003 0.0001 9 0.0003 0.0001 10 0.0003 0.0001 11 0.0003 0.0001 12 0.0003 0.0001 13 0.0003 0.0001 14 0.0003 0.0001 15 0.0003 0.0001 16 0.0003 0.0001 17 0.0003 0.0001 18 0.0003 0.0001 19 0.0003 0.0001 20 0.0003 0.0000 21 0.0003 0.0000 22 0.0003 0.0000 23 0.0002 0.0000 24 0.0002 0.0000 25 0.0002 0.0000 26 0.0002 0.0000 27 0.0002 0.0000 28 0.0002 0.0000 29 0.0002 0.0000 30 0.0002 0.0000 31 0.0002 0.0000 32 0.0002 0.0000 33 0.0002 0.0000 34 0.0002 0.0000 35 0.0002 0.0000 r ,)� `' is ll - 36 0.0002 0.0000 r__ _ _-.. 37 0.0002 0.0000 38 0.0002 0.0000 39 0.0001 0.0000 SEP 2 0 2006 40 0.0001 0.0000 1 1 41 0.0001 0.0000 "- I 42 0.0001 0.0000 , -r f 43 0.0001 0.0000 44 0.0001 0.0000 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 6 of 9 III • 1/2 2 year to 50 year Flow(CFS) Predev Final Percentage Pass/Fail 0.0001 286 0 .0 Pass 0.0001 278 0 .0 Pass 0.0001 267 0 .0 Pass 0.0001 260 0 .0 Pass 0.0001 254 0 .0 Pass 0.0001 250 0 .0 Pass 0.0001 244 0 .0 Pass 0.0001 239 0 .0 Pass 0.0001 235 0 .0 Pass 0.0001 232 0 .0 Pass 0.0001 225 0 .0 Pass 0.0001 221 0 .0 Pass 0.0001 217 0 .0 Pass 0.0001 213 0 .0 Pass 0.0001 209 0 .0 Pass 0.0002 205 0 .0 Pass 0.0002 202 0 .0 Pass 0.0002 197 0 .0 Pass 0.0002 192 0 .0 Pass 0.0002 188 0 .0 Pass 0.0002 182 0 .0 Pass 0.0002 173 0 .0 Pass 0.0002 170 0 .0 Pass 0.0002 169 0 .0 Pass 0.0002 159 0 .0 Pass 0.0002 157 0 .0 Pass 0.0002 150 0 .0 Pass 0.0002 148 0 .0 Pass 0.0002 148 0 .0 Pass 0.0002 146 0 .0 Pass 0.0002 141 0 .0 Pass 0.0002 137 0 .0 Pass 0.0002 136 0 .0 Pass 0.0002 129 0 .0 Pass 0.0002 125 0 .0 Pass 0.0002 121 0 .0 Pass 0.0002 116 0 .0 Pass 0.0002 113 0 .0 Pass 0.0002 110 0 .0 Pass 0.0002 106 0 .0 Pass 0.0002 103 0 .0 Pass 0.0002 99 0 .0 Pass 0.0002 88 0 .0 Pass . 0.0002 86 0 .0 Pass 0.0002 80 0 .0 Pass 0.0002 80 0 .0 Pass 0.0002 75 0 .0 Pass 0.0002 72 0 .0 Pass 0.0002 69 0 .0 Pass 0.0002 67 0 .0 Pass 0.0002 63 0 .0 Pass r--) ' '' n IV/ - - \ 0.0002 59 0 .0 Pass 0.0002 56 0 .0 Pass �_ �1 0.0002 52 0 .0 Pass 0.0002 49 0 .0 Pass SEP 2 0 2006 0.0002 47 0 .0 Pass 0.0003 45 0 .0 Pass 0.0003 44 0 .0 Pass <,nr LNT 0.0003 38 0 .0 Pass __...______ 0.0003 36 0 .0 Pass WWHM2 Report, Aquaculture Systems, Holland Drive - Page 7 of 9 ! • 0.0003 34 0 .0 Pass 0.0003 32 0 .0 Pass 0.0003 31 0 .0 Pass 0.0003 29 0 .0 Pass 0.0003 26 0 .0 Pass 0.0003 22 0 .0 Pass 0.0003 21 0 .0 Pass 0.0003 20 0 .0 Pass 0.0003 18 0 .0 Pass 0.0003 13 0 .0 Pass 0.0003 11 0 .0 Pass 0.0003 9 0 .0 Pass 0.0003 9 0 .0 Pass 0.0003 9 0 .0 Pass 0.0003 8 0 .0 Pass 0.0003 8 0 .0 Pass 0.0003 5 0 .0 Pass 0.0003 4 0 .0 Pass 0.0003 3 0 .0 Pass 0.0003 3 0 .0 Pass 0.0003 2 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0003 0 0 .0 Pass 0.0004 0 0 .0 Pass 0.0004 0 0 .0 Pass 0.0004 0 0 .0 Pass ,, I V <<:kl. Water Quality BMP Flow and Volume ` S E P 2 0 2006 , On-line facility volume: 0 acre-feet 4 J On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. t>> ;_OPP�ENT Off-line facility target flow: 0 cfs. - - Adjusted for 15 min: 0 cfs. Program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of Ecology has been advised of the possibility of such damages. WWHM2 Report, Aquaculture Systems, Holland Drive - Page 8 of 9 ! r ,IFIrt ►� Wit ROw IeM P 1 1 125 .0003 100 .1N! 50 .131s •10 0003 25 .1201 .5 0003 r • 1 • o i 1 .'10s0 ` it ` �, 5 Itir I Ili 2 1 i ,i i i 3i I TI xi �I '� - ! t C.; rI_/a 'x E Sle rt gaa p • Ct, $ s rM` :56 f. E i ( t xS� fi Ilt ( 4 3 h 4 F' f Y;:1 Y F 'FAAF ''( t sK ut . Rit-Stt V1 fY� f*kr*:.' t I Yearly Peaks for Predeveloped Yearly Peaks for Developed w/o Ponds YEM Raw tek, 100 .0273 I 1u .50 Am 25 A233 ,.. 1 to 0 A204 5 0101 gO Redeveloped z 1�t x DevelopedMitigated 2 �� ' U a 1 N c r : + , j t,.,c fie" i rr c, .fe Yearly Peaks for Developed w/ Ponds Flow Frequencies 0.00 o Predeveloped x Developed with Facility OM °�' i 000 , *la\ • Percent Exceeding • Durations I� -} GTE , (�j� j.,\` i , I S E P 2 0 2006 , I ,:'' ^''M ENT WWHM2 Report, Aquaculture Systems, Holland Drive - Page 9 of 9 • i3ro� rLTRATroiv SSAL 16CSIG J Qv c-oL A A TVRE o La_A 'OR , WATER c A L\T`? D E S I G A) c LO RPn-E a c\c,,\y S S Use— {' �r�'t\�G.'C�CX \o...) C'��� c-on V2(`S�0 y ti C\ vo\vrS , C.)c,c -} L1 , Tc \ L\ .1 ,L; c\_\._;0 G?v.)q = Qa x 0•a�a.-38 = (0, 3s)(0.o3yra.' c?„, - O, O\CS c_cs - a Low \T LOPES = ' itoo = ISi ' E fl —\E( K DAK\S P-3 V vo\omcz- S , Tob\Q- `U`1: 1 S - '510 O +'0.\\ ofp 1Y/12cAo,-) -V"(Ls_c>� 10 S O�S C�'2/ c-cA O(1 i G.\ N6.2_1\'N-C��o. S S - 1 o Y. 2c '�-op J -� 1 /6 S-7 Ps AT rc) /3 .v 01-ES D-\ USE. Li " /4\ AY. T P,E AT t{\E.n)T 6Z_PT\-\ 1',1 A,v-1- ATE-0 -a c) ,a -\ IAAA)/vrA)G `s A) D -3 T o\OAL... SALE PRof1�_-E y - H " _ ' ' 3 = O. \O = 3 c,s,Q) ( s 0.5) - -1 y = � SEE SPv.Z AOSHEET Po_c-v L , \t) S SEP 2 0 2006 cVL LOPP.-1ENT • 0 -Co \/ = f/A = O, .4/ o�ay� s D=- L Vt (GO 5/f-,;n) Q,.A.e_c'e_.. t = t-1`-1 4v);n L = Co Co -\- D - : AvoT APPS..\LP\ L dgeD Q,00 = Co . 1 (-MS 5a- c-C s) (\ ,Cod = 0 . a-d }0 (Ss L-a. A\R c-oJEAcE ® a " -4 Lo.,J RETA�SA AJC-E. ( ow fiv\x \mot JEt_oc_\-r = 3 c--is d = 0. c S efts U K = d ,`2�a axs sc---co R = 0. a-i-33 c-r GODv R - '''.<,('' W'''' s Q's = c, . - -S-9- c-1-- gap \lR = O , S-D tears = O . 8a 25-3- . s t 5 % olft v _ vRA = - , yq c+/s (sc--\0 A = Q// - 0 . 0°\3 s -r dliti AS DES\GA)Eb A- = 0.00-4- scx VA- 7- A = 0 •O`'t sq V-i- -- ..) Al- a?, ( 1/4i AL.\T ' DC S\CA) 15 ALc_EPT ABLE 6C - \a PI = b I A- - a. -� y - C� r 7 P V ' i MOyT = %3 c-- + . VA- f c��bo a.�A -� T = \u ;r\. 0 2006 0 SE \ T- _ \ f t. y ti. L._ . A1/Ei.OFMEN dab1K - btr t 4.1--?' 0.5 -_ . ® A = b yT + - y-r-)' = y C , Q = = S ,._.D.LA c...cs << Q ,00 m -- c-NET DAmS ro V ST i3rc \ A)STATUES -a 1 iJ STALL PC$ TA '- - (1,'-k , )oTE-S 4' � r _� 1 1 SEP 2 0 2006 1 • s„Eya.opmENY BIcLTRATION SWALE CALCU TIONS Aquaculture Systems, Inc. - 240, 242, and 244 Holland Drive Q,,,,q = 0.0166 cfs s= 0.1000 slope y= 0.3333 ft n= 0.2400 manning's n R= 0.3333 hydraulic radius z= 3.0000 side slopes A= F E, sq.ft. V= U 0 ft/s t= 44.0000 min. b= -0.8677 ft = -10.41 in Use b= 1.0000 ft T= 3.0000 ft A= 0.6667 sq. ft. V= 0.0249 ft/s L= 65.69 ft Qtoo = 0.2270 cfs Vmax = 3.0000 fps nap/mu = 0.065 manning's n VR= 0.8200 ft2/s R= 0.273333 ft VRi = 0.8287 ft`/s 0.7872 .-+ 0.8701 VR fits within this range. Vact„a1 = 2.4860 fps A,,,yuired = 0.0913 sq. ft. This is<<than A as designed above. y ? a,+ . ft A= ; ° sq. ft. hew= 0.8333 ft = 10.00 in )(tow = 1.0000 ft Use y toar = 1 foot. R= 0.5461 ft A �„a = 4.0000 sq. ft. Qcapab y = 5.2361 cfs Q capability >> Q too• 1 =cells that reference other cells =cells containing calculations ' �� ._. =cells in which a spreadsheet function was used , ,. l S EP 2 0 2006 Page 1 of 1 L_ :rYt_LO MENT