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HomeMy WebLinkAboutBLD2006-00050 - CANCELLED likUILDING PERMIT APPLICA N MLAA0600047 Review ype: I Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT #: BLD06-00050 Received Date: 2/8/2006 SITE ADDRESS: 244 HOLLAND DR PORT TOWNSEND, 98368 OWNER: AQUACULTURE SYSTEMS INC PHONE: 360-385-3895 PO BOX 417 SEQUIM WA 983820417 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 35 PARCEL NUMBER: 947400035 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOP NSFR W/ ATT GARAGE &A!G 120 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,602 VALUATION 120,889.00 ADD'L: HEAT TYPE: PRO CODE EDITION: 2003 HEAT BASE: HEAT TYPE: OCCUPANCY: R-3 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARAGE: 552 CONST TYPE: SETBACK: DECK: 140 BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: PUD BEDROOMS: BATHROOMS: Exist: 0 Exist: 0 Prop: 2 Prop: 2 Total: 2 Total: 2 Routing Dater/1 /6G Type ! Amount Paid By: Date: Receipt: Approved/Date Permit $1,111.35 LYK 02/07/06 78989 A PPROVED Plan Check $722.38 LYK 02/07/06 78989 State Building Code $4.50 LYK 02/07/06 78989 NOV as 2007 Potable Water Application $55.00 LYK 02/07/06 78989 Jefferson County Manning Total: $1,893.23 &Building Department ON C, 4� od JEFFERSIA COUNTY 4,4 DEPARTMENT OF COMMUNITY DEVELOPMENT '1 621 Sheridan Street • Port Townsend •Washington 98368 360/379-4450 • 360/379-4451 Fax www.co.jefferson.wa.us/commdevelopment Cx Master Permit Application MLA: t-It? - Project Description (include separate sheets as necessary): AF 41/// 'nsfc/P Property 0 Tax Parcel Number. £Lt 7 -C OQ - - [7 5 size:App ? Q(,.'t2 `t"/ (acres/square f Site Address and/or Directions to Property: 2 Y f ////le-,4 -ToWiti5-ektd Property Owner(s)of Record: lam . ,, r' c.fs��` lr S' L -II _At Telephone:,3 ". ':. . 5' SZ` Fax: .3 6 ? 5'-b email: / 4 6Ed2.J L F a f7/yPP Mailing Address: p C7 13 O X' L// 7 _S---e/a/ aix4 9 ???2 'C° Applicant/Agent(if different from owner): 7 Telephone: Fax: email: Mailing Address: What kind of Permit?(Check each box that applies) Building 0 Variance (Minor, Major or Reasonable Economic Use) O Demolition Permit 0 Conditional Use[C(a),C(d),or C)" $ Single Family 0 Discretionary'D"or Unnamed Use Classification .t3-Garage Attached/Detached 0 Special Use(Essential Public Facilities)** O Manufactured Home 0 Boundary Line Adjustment O Modular 0 Short Plat" O Commercial* 0 Binding Site Plan " O Change of Use 0 Long Plat" 0 Address o Road Approach 0 Planned Rural Residential Development(PRRD)/Amendmentt Propane 0 Plat Vacation/Afteration" 0 Allowed"Yes"Use Consistency Analysis 0 Shoreline Master Program Exemption/Permit Revisions" O Stormwater Management D Shoreline Management Substantial Development" O Site Plan Approval Advance Determination (SPAAD)* 0 Shoreline Management Variance O Temporary Use 0 Comprehensive Plan/UDC/Land Use District Map Amendmer 0 Wireless Telecommunication" 0 Jefferson County Shoreline Master Program Amendment O 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 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 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 applicati review and any required later inspections.Access and right of entry to this property shall be requested and shall occur only during regular business hours. /r �1- �// Signature: ./�%Lr- .Q! 70RfIGf�L(ri Ube rJJC�i J d Date: / �'pG 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 pr 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 attic 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 responsibility for a enng to and complying with the USA. The AR¢Iicant has read this disclaimer and signs and dates it below. Signature: i4 {,/L_.- rCC; - / 200T Datl: rELOPMENT G:\PerrnitCenter\FORMS\DRD FOAMS\Master Permit Application 12-30-05.doc �` • 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 General Contractor for the roposed project. Signature: u4-. 1L -J_ (F1+9C4 Lt.:,4-23-x4•47.<-Date: /- 3/ GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: ( ) ( ) MAILING ADDRESS: EMAIL: CONTRACTOR'S LICENSE WAINS NUMBER: NUMBER ARCHITECT/ENGINEER: PHONE ( ) FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: `New .g Wood Existing: ❑ Sewer ❑ Addition ❑ Steel Proposed: 2 Bank Height: ci Community System ❑ Atteration/Remodel ❑ Concrete Total: Z Individual System 0021 ❑ Repair El Masonry 44— SEP Permit# ,5e/05-0 Demolition ❑ Other: Bedrooms: Water Supply: Existing: Setback: ❑ Private well ❑ Two Pa T fpe q(Heat Proposed: Z *Public jo4 yce foPteeJ pyR Total: 2– /V2A- Name of,Syrstem: 0ISaWe AN' 1/i riA-e tit}11 If this is a Commercial Project 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 K Above ground Tank Size of Propane Tank: /Z �i9 / ❑ Heat Stove y�`Cook Stove LI Woodstove ❑ Fireplace Insert > Hot Water Tank ❑ Pellet Stove ❑ Other Is this appliance being installed in a Manufactured/Mobile Home? Yes /6 When applying for a permit to install a propane tank you must also submit a site plan showing all of the buildings,all proper lines, tank location and size, distances from the propane tank to all property lines, buildings and septic system components includin• the reserve area. . Kw: f ' 1 ' " $A 1 d Square Footage Current Propoaed -t tr 1,- ..__w sx ,.tr x.fit `6 1 _. Main Floor Heated //:2622 1 t5 o +5(p EH Bld App Review: (I Q 5 2"O Floor Heated Consistency Review: 1 5 Other Heated Base fee: ii )1 1 • 35 Mezzanine Additional Section: Heated Basement Plan Check fee: 1 3i( Unheated Basement State Surcharge fee: 0 Other Unheated Pot Water Review fee: I6 ---• Garage/Carport ,S2– `30`0.( SUBTOTAL -01—, 1:A‘,.93 Decks Ca4 KaCk MO 3 a0AP 911/Rd Approach fee: G>i�4,h Other --- t --TOTAL: $ 110 Sri `18185 Receipt Number: sh/Check Number. Q 33 1 ESTIMATED COST(REQUIRED) Date: os-c�.�� -1 .Fair arket value of all labor and materials foundation to finish _ t I(U0 / o! ( cx-) Initials: ?` ��� G:\PecmitCenter\FORMS\DRD FORMS\Malec Permit Application 12-30.05.doc • ! STO' O7TTI 6 L_ V'E LOP MENT STORMWATER POLLUTION PREVENTION PLN storr;; <, rte For RecoVe` �`_'♦ Aqua Culture Systems, Inc. Sequim, Washington APPROVED STORMWATER PLAN Prepared for: Aqua Culture Systems, Inc. P.O. Box 417 IEFFERS(& CO WA 98382 TY Sequim, p� OP. F.NT DEPT,DF •' •'I� Prepared by: Zenovic & Associates, Inc. 301 East 6th Street, Suite 1 Port Angeles, WA 98362 (360) 417-0501 Fax: (360) 417-0514 Job Number 06210 1, op. '. , September 2006 = CNAL IPP '•''1fi 0 1-41.7.3 givvos- • • 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. yd. (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 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 topsoil (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 acre 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 Stormwater Site Plan and Construction Stormwater Site Plan are attached. The Stormwater Site Plan is to be considered a part of this report. 1 i SEP 2 0 2006 O MENT SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 2 of 11 r:.:_ p_./.:,_ h,_______. ..,.27_j olsr4 P.,11 /7 ' (:"/".- sAiol,./..t.L, j 8 Jr Amy uoouiaoa ♦ar.amra*`\�w`r'(+oe�mr` r ��0w03 � � ammo.li rotiT, ;.,� \ w7 ! till y 7,°00.7 °a0'14;N. i 1 l�.E ,;mom 1, Ft t Illow.cL-4- 1111". re, ., s* It" 93142010 la ' ,w,aw,a� � a y . �.„ f/ 742-:,..„4-.!../.° , ' ).1 j ! mama ` /( .007 IIoAAor,J / Ef 7/,, -& J Y 947430010, w.0000r,,,,,.„,, 'gg.—i '4," • SITE LOCATION � pmt � � mss '93tumuli 4100: //�/ , J.--, .. 4 1 � nm,2 --MT.?? C ar0aomr ti i \I 9,7400067 9,rWmu'j 'if anmoer j� /I 7y� EVAN N '! VWt wr�mo3 .,, �% / " soma 7.0002➢ _ -. •• 96110009, �N /U/i 440030 T r.m0w ,. . 9174100,: Y - }c005 /71 op ,. .:. 1 l M4"t172 1'1!a'ranYfAiv O9 9tfi2(\ \mwo60j !61999,X ,O01 f *".- . . FIGURE ONE: Vicinity Map SEP20 2006 Preliminary Conditions Summary L_ oEVELOPMENT 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. Off-Site Analysis Residential land use typically increases the amount of TSS, nutrients, and pesticides/herbicides in stormwater runoff. Treatment for these pollutants will be accomplished by several biofiltration swales to prevent any detrimental affects to Discovery Bay, the ultimate receiving water. The biofiltration swales were sized to treat a minimum of 91% of the runoff volume (as estimated by the methods outlined in the Stormwater Management Manual for Western Washington (D.O.E., August 2001)). They were further sized to transport the flow rate generated by the 100-year storm. SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 3 of 11 • • Stormwater detention will also be required to prevent coastline erosion of Discovery Bay and undue erosion of roadside ditching. Infiltration ponds were designed and will be installed to attenuate the flow rates of stormwater leaving the site. All stormwater from pollution-generating surfaces will be treated by the aforementioned biofiltration swales before it enters the infiltration ponds. To reduce the required size of the infiltration ponds, infiltration trenches will be installed for the runoff from the roofs of the three proposed residences. Groundwater contamination is not a concern in this area; hardpan soils effectively protect groundwater. The groundwater depth in this area is greater than 100 feet, as shown by groundwater well logs from the area. Additionally, all stormwater runoff from pollution-generating surfaces will be treated by biofiltration swales prior to infiltration. There are no violations of water quality standards in Discovery Bay, the ultimate outfall for this project. There is one area of Discovery Bay that is listed as "Waters of Concern" in Washington State's Water Quality Assessment 303(d) list. That area is near the center of Discovery Bay, and the parameter of concern is dissolved oxygen. Levels of dissolved oxygen can increase with excessive levels of nutrients. This project will not impact the dissolved oxygen concern in Discovery Bay because all contaminated runoff will be treated by biofiltration swales prior to infiltration. Risks of spills or discharges of priority pollutants are minimal. Residential sites pose little risk of priority pollutant release, and the biofiltration swales will prevent contaminated runoff from leaving the site. Analysis and Design Using the runoff treatment selection process set forth in the Stormwater Management Manual for Western Washington (D.O.E., August 2001), it was determined that only basic treatment is required for this site. Biofiltration swales were chosen to achieve this treatment for their ability to remove the target pollutants (TSS, nutrients, and pesticides/herbicides) and their ease of maintenance for the future homeowners. The biofiltration swales were designed and sized according to the methods set forth in the manual to treat a minimum of 91% of the runoff volume, and to transport the flow rate produced by the 100-year storm. It was further determined that flow control measures are required according to the Stormwater Management Manual for Western Washington (D.O.E., August 2001). To meet these requirements, On-site Stormwater Management BMPs and Roof Downspout Controls will be employed. Additionally, flow control facilities in the form of infiltration ponds will be installed. These facilities were sized using the Western Washington Hydrology Model(v2.5f created by AQUATERRA Consultants) to infiltrate the 100-year storm. iJ SEP 2 0 2006 _� SWPPP, Aqua Culture Systems, Inc., Holland Drive „.V-i.wn1Errr Page 4 of 11 41/ • ) . ,l U l - _ ,l Basic Runoff Treatment Facilities SEP 2 0 2006 j heri I : Residential developments do not require oil control facilities or treatment Tor removal of phos$hRri.J f Infiltration is not a feasible form of treatment on this site because the soils'are extremelysa , infiltrate too quickly to effect treatment of stormwater runoff. The only pollutant of concern for the receiving waters is nutrients. For these reasons, only basic treatment is required, and the biofiltration swales were designed to this end. As outlined in the Stormwater Management Manual for Western Washington (D.O.E., August 2001), the swales were sized to treat a minimum of 91% of the runoff volume and to transport the flow rate produced by the 100-year storm. A trapezoidal cross-section was chosen with 3:1 side slopes. The bottom width will be 1 foot and the overall depth will be 1 foot with a 4" design depth. The top width of the swale will be 7 feet. Lengths vary among the four swales, but none is less than 100 feet of total travel length. Swale slopes may be more than 10% in places, so rip-rap check dams were designed for sections of swale that exceed 2.5% slopes. The check dams are to be placed such that the toe of the uphill dam is at the same elevation as the top of the downhill dam. Below 4" of swale depth, the biofiltration swales will be seeded with mix #1 as prescribed in the Stormwater Management Manual for Western Washington (D.O.E., August 2001), volume 5, chapter 9, table 9.4: 75-80% tall or meadow fescue, 10-15% seaside/colonial bentgrass, and 5-10% redtop. Above 4" of swale depth, a straw mulch or sod will be installed (this is above the design depth for treatment flow). For further details, refer to the Stormwater Site Plan. Detailed calculations for the biofiltration swales are attached for reference. Flow Control BMPs As directed by the Stormwater Management Manual for Western Washington (D.O.E., August 2001), the On-site Stormwater Management BMPs were examined and selected, and Roof Downspout Controls were designed. The On-site Stormwater Management BMPs that will be employed on this site are: • BMP T5.13, Post-Construction Soil Quality and Depth The purpose of this BMP is to preserve the stormwater treatment and flow attenuation functions of the naturally occurring soils. The BMP calls for soil retention (retaining the duff layer and native topsoil) and soil quality (minimally maintaining the infiltration rate and moisture capacity of soils, and topsoil layers with a minimum 10% dry weight organic matter, 6.0-8.0 pH [or matching original soils], and minimum 8" depth). Development of this site will retain all native soils onsite; the grading required is balanced, requiring only the movement of onsite soils. This will lead to equal infiltration rates and moisture capacities as compared to the predeveloped condition. Additionally, good quality topsoil will be provided for all disturbed areas where the native topsoil does not meet the aforementioned criteria. • BMP T5.21, Better Site Design This BMP aims to use the natural topography and features of the site in development whenever possible rather than altering them. The guidelines call for defining the development envelope and protected areas, minimizing directly connected impervious areas, maximizing permeability, building narrower streets, maximizing choices for mobility, and using drainage as a design element. On this site, undisturbed areas will be clearly marked by work area barriers prior to construction to ensure their protection. The only impervious areas on the site are the roof areas and gravel driveways; the driveways have been arranged to minimize the directly- connected effect. Permeability has been maximized as much as is feasible by designing only SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 5 of 11 • • gravel driveways (permeable pavement is not feasible in this development due to cost and maintenance requirements). There are no streets being installed, but the shared driveway is limited to 15 feet wide, rather than the typical 18-20 feet. Drainage was considered from the earliest stages of site layout, allowing for the use of natural topography in collecting and routing stormwater runoff. Mobility choices do not apply in this particular development, as it consists of only three residences. The Roof Downspout Control employed in this development is Downspout Infiltration Trenches. The trenches were sized according to the Stormwater Management Manual for Western Washington (D.O.E., August 2001), volume 3, chapter 3. The dimensions were adjusted from those dictated in the manual to better fit the space limitations of the site. The runoff from the 1,792 square foot roof area on lot 33 will be infiltrated by a 3 foot wide, 3 foot deep, 60 foot long infiltration trench. A 4 foot wide, 3 foot deep, 66 foot long infiltration trench will be installed on lot 34 to infiltrate the runoff from 2,635 square feet of roof area. Lot 35 will employ a 3 foot wide, 3 foot deep, 72 foot long infiltration trench to control the runoff from the 2,154 square foot roof area on that lot. For further details on the infiltration trenches, refer to the Stormwater Site Plan. Detailed calculations for the infiltration trenches are attached for reference. Flow Control Facilities Infiltration ponds were designed only for flow control function by following the guidelines in volume 3, chapter 2 of the Stormwater Management Manual for Western Washington (D.O.E., August 2001). Because the soils are not suitable for infiltration as a method of stormwater treatment, upstream biofiltration swales will perform this function prior to emptying into the infiltration ponds. The Western Washington Hydrology Model (v2.5f created by AQUATERRA Consultants) was used to evaluate the hydrology of the predeveloped and developed sites, and to size the infiltration ponds. Two infiltration ponds were designed, one placed near the upper portion of the site (pond #1), and another placed near the roadway (pond #2). Pond #1 is 13 feet long and 3 feet deep, with a 2 foot tall overflow riser (2 feet of working storage volume). Pond #2 is 52 feet long and 2.5 feet deep, with a 1.5 foot tall overflow riser (1 .5 feet of working storage volume). Both ponds are to be seeded with the following seed mix: 40% dwarf tall fescue, 30% dwarf perennial rye `Barclay", 25% red fescue, and 5% colonial bentgrass. For further details on the infiltration ponds, refer to the Stormwater Site Plan. The hydrology of the developed site is almost identical to that of the predeveloped site. Detailed calculations related to predeveloped and developed site hydrology and to the infiltration ponds are attached for reference. E- _�1 -' G \rj ! _. _ _ SEP 2 0 2006„1:...-, ; VE1OPMENJ SWPPP, Aqua Culture Systems, Inc., Holland olive Page 6of11 • • Minimum Requirements Because this project is classified as a 'Large Project" according to the Stormwater Management Manual for Western Washington (D.O.E., August 2001), all ten of the manual's minimum requirements must be met. • Minimum Requirement#1: Preparation of Stormwater Site Plans This report, along with the Stormwater Site Plan, the Construction Stormwater Pollution Prevention Plan, and the Construction Stormwater Site Plan were prepared to meet this requirement. • Minimum Requirement#2: Construction Stormwater Pollution Prevention Plan A Construction Stormwater Pollution Prevention Plan has been prepared and is included as Attachment A. • Minimum Requirement #3: Source Control of Pollution Because this project consists of three residential parcels, there are no applicable source control BMPs. • Minimum Requirement#4: Preservation of Natural Drainage Systems and Outfalls The natural drainage systems and outfalls were previously disturbed and are unknown. However, the existing drainage systems and outfalls were preserved to the maximum extent practicable. The areas that previously drained to the northwest continue to do so, and the areas that previously drained to the southeast were also preserved. • Minimum Requirement#5: On-site Stormwater Management On-site Stormwater Management BMPs, including Roof Downspout Control BMPs, are employed in this project as discussed in the Analysis and Design section of this report. • Minimum Requirement#6: Runoff Treatment Basic treatment is required for this project. Biofiltration swales have been designed to meet this minimum requirement as described in the Analysis and Design section of this report. • Minimum Requirement#7: Flow Control Flow control is achieved by the two infiltration ponds designed using Western Washington Hydrology Model (v2.5f created by AQUATERRA Consultants). These ponds were described previously in the Analysis and Design section of this report. • Minimum Requirement#8: Wetlands Protection The project does not contain wetlands, nor does it discharge into any wetlands, either directly or indirectly; this minimum requirement is not applicable. • Minimum Requirement#9: Basin/Watershed Planning There is no applicable basin or watershed plan. '1 Lr4 1 SEP 2 0 2006 I __ JEw.lOPz,1ENT SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 7 of 11 • • • Minimum Requirement#10: Operation and Maintenance An Operations and Maintenance Manual has been prepared and is included as Attachment B. Special Reports and Studies No special reports or studies have been prepared for this site. However, prior to installation of infiltration trenches or infiltration ponds, additional soils testing is required. The results of these tests must be provided to the design engineer a minimum of two weeks prior to planned facility installation for review and verification of facility design. For further details regarding soils testing report contents, refer to the Stormwater Site Plan. Other Permits The septic permit has already been approved by Jefferson County authorities. The location of the septic facilities has a direct impact on the location of infiltration pond #2; the septic On-site Wastewater Plans have been reviewed by the design engineer, and according to these plans there is sufficient space for pond #2 to be located as designed. Construction Stormwater Pollution Prevention Plan A Construction Storm water Pollution Prevention Plan has been prepared and is included as Attachment A. Maintenance and Operations Manual An Operations and Maintenance Manual has been prepared and is included at Attachment B. S E P 2 0 2006 ( _ ur.1 N7 SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 8 of 11 • • Relevant Calculations --� r SEP 2 0 2006 L v.F.VELOEMENT SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 9 of 11 DETERMINATION OF FACILITIES REQUIREMENTS Aquaculture Systems, Inc. - 240, 242, and 244 Holland Drive Surface Effective Pollution-Generating Pollution-Generating Effective Converted Type Impervious Surfaces Pervious Surfaces Impervious Surfaces Pervious Surfaces sq.ft. 7664.77 11119.71 14654.80 25900.90 acres 0.1760 0.2553 0.3364 0.5946 ii '' V ,� ti 1 i SEP 2 0 2006 . _ ;EVE LOP MENT Page 1 of 1 • i \oc \LTRAT\o,v • ALA QESIGAJ • T �E H- L AAA) Q . QvAL\T•? PE-SIG. ) DLO% ) QATE _ Js pas- s use a yr J c ‘'t''2cAt2c F\o...) [�� c-odl /Q--(mss'0{� ; (1 v \vin-� S , c,��P z� -1 1 . 1 Q1 A = Qa o.a 8 q�-��o. 3,5�(0.0 $ ra) Q,)fa = O. O\(9 58'8 � 5 R - a Lowe\T J ) AL SLOPES = ' i,00 = )5 -� ,3c E D c-WE c D A f\s 4 V SE SESD \ X .4'1 JoIovev - " - g o % -k-c,.\\ or {v1 Q„_c.c c 10 - \ S ' ss2 as:04.1c-0\0.0 b \ g-At3Mss s - iois c-e_� op -4 \ S7ALLAT\on3 PER TA3LE Q ,y ,O0-1-Es -1 v SE y " n1 A X. D - T\ ( \ti) �r Ec )En1T G A \c_kPATEb u -a cc ,aL-k N\ A /o/wA)G 'S ,'j D -3 T P E .o\D Al.. s L3 A L.E. P Ro-►t_E R y = y " _ �3 3 o. \ 0 d.s Q(1 _ 1. � I� ( V �,� l ( s0.5) SEE SPFNEAUStiEET o� CALc._ jLATic &)S SEP 2 0 2006 D- S A = b ' = -1'r SID V = � = 0. oay°N • /s • L _ vt (GO 5/r-,;n) T\; n C - N oT A PPL\C_ AU-E. a:RIP Q,00 = (o . 1 L\\`6 S� c. s) 0 ,0 = c--s G� - a „ -a Lc TAP.0An)C - (0) xlAx1Mvm = 3 }.s c = o . Gs vR a = o. R 0 ,�� 0 Sa B� Ct.S 5 % V = vR/R = , L\ c+is sc_-No A = o . 0°N\3 ® AS flES1G/JEb Pr = scA ?.) A = c� ,oq Sq fi� -� \--) E.?, CJALA T `Z DCS`GAJ } S Ac-c_EPTA\LE = ca , o� � Av7 7 ; L SR 2;1q,, 2006 L_ • ® } `'os - o . StiC,1 yT A = b1T « Q co -� C—NEK DAMS rn UST '3E .t)STALLED 1 STALL. PER, TAl3'-E S,'-1 ,3OTES SEP 2 0 2006 I — , cVE OP ENT BIOF!TRATION SWALE CALCULAtONS 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 b= 1;1 °.ft T= ft A= ;: • sq. ft. V= `;,<A: 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 Q100= 0.2270 cfs Vma„ = 3.0000 fps napproz = 0.065 manning's n VR= 0.8200 ft2/s R= 0.273333 ft VRactua = 0.8287 ft`/s 0.7872 .-• 0.8701 VR fits within this range. Vaauai = 2.4860 fps Arequired = 0.0913 sq. ft. This is«than A as designed above. y= reA ft A= t. ., sq. ft. ['1 r,' i 4i 7,1 r T. e1 1. Ytotai = 0.8333 ft = 10.00 in Ytotai= 1.0000 ft ; , S E P 2 0 2006 Use 1 foot. ` Yroral = R = 0.5461 ft br.VEIOF4."ENT Aworst case = 4.0000 sq. ft. Qmpau y= 5.2361 cfs Q capability » Q roa =cells that reference other cells =cells containing calculations =cells in which a spreadsheet function was used Page 1 of 1 • • INFILTRATION TRENCH CALCULATIONS, Aquaculture Systems, Inc. - 240, 242, and 244 Holland Drive Required: 75 I.f. of infiltration trench per 1000 sq. ft. of roof area INFILTRATION TRENCH SIZING Roof Standard Standard Req'd Design Design Design Lot Area Depth Width Length Depth Width Length [sq.ft.] [ft] [ft] [ft] [ft] [ft] [ft] 33 1792 2 2 134 3 3 60 34 2635 2 2 198 3 4 66 35 2154 2 2 162 3 3 72 SEP 2 0 2006 . _1 DEVELOPMENT Page 1 of 1 • 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 re f! Basin : Basin 3 SEP 2 0 2006 Flows To : Point of Compliance I ' Groundwater: No Land Use Acres `__ _ --....-"- OPaAENT OUTWASH FOREST: 0.032978 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 �� 1 Land Use Acres ' SEP 2 0 2006 OUTWASH GRASS: 0.029112 IMPERVIOUS: 0.003866 I M ENT WWHM2 Report, Aquaculture Systems, Holland Drive - Page 2 of 9 • 411 . 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.Olft. 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(cfe) Infilt(efs) 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 SEP 2 0 2006 J L_ iEV;=tJPMENT WWHM2 Report, Aquaculture Systems, Holland Drive - Page 3 of 9 III • 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.Olft. 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(cfB) 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 �- V 177 1 de r q, Jr_____. 1' S E P 2 0 2006 j _rl,",°WENT 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 �°y o 1969 0.000 0.000 1 _ �1 1970 0.000 0.000 � � �. 1971 0.000 0.000 t 1972 0. 000 0.000 SEP 2 0 2006 - 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 . .OFtaENT 1976 0.000 0.000 I - 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 5 of 9 • i 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 11 . i ' r 36 0.0002 0.0000 ' 1 n-- .1 tt 37 0.0002 0.0000 It 38 0.0002 0.0000 SEP 2 0 2006 39 0.0001 0.0000 j 40 0.0001 0.0000 41 0.0001 0.0000 42 0.0001 0.0000 ( ,v LOPMENT 43 0.0001 0.0000 44 0.0001 0.0000 WWHM2 Report, Aquaculture Systems, Holland Drive - Page 6 of 9 i 411 . 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 I n\ ' q i 0.0002 63 0 .0 Pass 1 1 ) _ __ " j 0.0002 59 0 .0 Pass il • 1 l: 0.0002 56 0 .0 Pass f 0.0002 52 0 .0 Pass 1 SEP 2 0 2006 0.0002 49 0 .0 Pass 0.0002 47 0 .0 Pass ___i 0.0003 45 0 .0 Pass L. J VELOPMENT 0.0003 44 0 .0 Pass -- 0.0003 38 0 .0 Pass 0.0003 36 0 .0 Pass WWHM2 Report, Aquaculture Systems, Holland Drive - Page 7 of 9 . III • 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 ' it i; Water Quality BMP Flow and Volume ! SEP 20 2 On-line facility volume: 0 acre-feet J On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. EELO!'P 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 • • YEAR 110 FLOW rwrt FLOW w 25 • M00000010 100 .1411 1° 1111/1111 25 .1205 25 .1201 UliiiiiJi��lfuilfhI a� � ; ` :5 : l 2 li. . 1 1 2 A7M ' d t ir. P!l Yearly Peaks for Predeveloped Yearly Peaks for Developed w/o Ponds 1IENt FLOW 100 .0273 10.0 ,y 50 .0253 25 0233 10 ' L0.0204 5 01/1 o 2 10F 1 x Developed Mitigated 2 .0143 enned� Yearly Peaks for Developed w/ Ponds Flow Frequencies 0.00 --- o PredeweInped x Developed with Facility 0.00 ° 0.00 0.00 01 2 C7 Percent on Exceeding Durations SEP 2 0 2006 'EVE`OPMENY WWHM2 Report, Aquaculture Systems, Holland Drive - Page 9 of 9 • • Attachment A SEP 2 0 2006,. ic,vELOFPAEN7 SWPPP, Aqua Culture Systems, Inc., Holland Drive Page 10 of 11 oc ��T�AT\o�v S•At� c)ES \GN ACAoAc,oLToRE• Ho LL \AJ DR. [� ■,3ATER c AL\T`? DESIG.J cLo �A-TE = m cS ma pc\c \y s -1 use a yr n *� fi:��'«d? c-on V fit`S■ “'"\ io\v m Q S c���P t (A Tab\ L\ . 1 Q aca = Q . x 0. = (O.-D-38)(C),o LIY-A Q �a = O, O\(v S8$ c.g,s LoAJG1TJfl\n.LAl.. SLOPES = ' /too = 15 % -� C-G. c.< 16A XIS P-3 vSE SEED M1X 4'1 , �/p\oc!1sL S , , Tob112- Ck S - `b 0 \ p - s `ie-f\tgro•ss S - °-/. +op -� \ sT A tr\ A T\o , PEA TA DLE. ° t ,v oT ES D-\ vSE " 1\ A)(. DE.PT1i ( \/k-) EAT te\o,_,) \,3€ A/OT\c:\PPTED) -a ' -' N\ AA)N \A)C 'S 'J D -3 T� Q��ot�At_ SALE PRcFILE = L Vt (Cv0 (1) wlr.e-c t- n - : ti OT A P?L\C_ AQL..E ®► Qoo = (o . \ t-M c-Cs) (\ ,G) = o . a�-+o CJs dillb ■R c-oJE.RAGE ® a " ETA�flA A)C-E. (fly n'1 AX \mum = 3 }is dat‘ O, GS V = O .` dais -co R = o. X33 •/R _ o ,%-a cta's = o , ca $`a %s ± s % v - "R/R = L c}/5 ® A = 0.(9-4 7) A = o .o sq � QJAI..\ v '- DES\ \ s Ac-c__CP-' ABLE gift yT = %3 y _ SEP 2 0 2006 + y`a ��- �c���oa�� � T _ �0 ; ■. l 0SE yT = \ ��- _itVELJPME^' h , fiT o _ , . 5`i Col ct A yT '1' = L\ s� ��- _ yq A S o.s _ S .-a y Gds << Q r\ - c_NCc-K DAMS rnv \ . )STALLED -� 1 /� STALL PEA TAtA-E Q,1-k A)OTES 1r- - -1 SEP 20 2006 V2iOpMEN7 BI•LTRATION SWALE CALCUJIONS Aquaculture Systems, Inc. - 240, 242, and 244 Holland Drive Q,,,,y = 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 b ar ft T= rET,' aitt, `: ft sq. ft. V oO . 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 • Q100 = 0.2270 cfs V,,,,,, = 3.0000 fps nix = 0.065 manning's n VR= 0.8200 ft2/s R= 0.273333 ft VRsetusf = 0.8287 (Os 0.7872 .-. 0.8701 VR fits within this range. V,ct„a1 = 2.4860 fps A,ey„ = 0.0913 sq. ft. This is« than A as designed above. Y = . a ft A �' .� sq. ft. Yeot,i = 0.8333 ft 10.00 in = 1.0000 ft Use y t = 1 foot. R = 0.5461 ft A,,,,„t 0„e = 4.0000 sq. ft. Qcapat p ry = 5.2361 cfs Qcapebay >> Q ra0 =cells that reference other cells =cells containing calculations i '. iI MOW =cells in which a spreadsheet function was used 1 SEr 2 0 2006 Page 1 of 1 L tEVEI.OPMENT • BUILDING PERMIT 0 Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT #: BLD06-00050 Received Date: 2/8/2006 SITE ADDRESS: 244 HOLLAND DR Issue Date 11/28/2007 PORT TOWNSEND, 98368 Expiration Date 11/28/2008 OWNER: AQUACULTURE SYSTEMS INC PHONE: 360-385-3895 PO BOX 417 SEQUIM WA 983820417 DISCOVERY BAY VILLAGE SUBDIVISION: Block: Lot: 35 PARCEL NUMBER: 947400035 Section: 13 Township: 29 N Range: 02 W CONTRACTOR: OWNER/BUILDER PHONE: PROJECT DESCRIPTION: NSFR W/ATT GARAGE & A/G 120 GAL PROP TANK TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW VALUATION 120,889.00 MAIN: 1,602 CODE EDITION: 2003 ADD'L: HEAT TYPE: PRO OCCUPANCY: R_3 HEAT BASE: HEAT TYPE: OCCUPANCY: UNHEATED: #OF STORIES: CONST TYPE: 5N OTHER: GARAGE: 552 SHORELINE: CONST TYPE: SETBACK: DECK: 140 BANK HEIGHT: SEWAGE DISPOSAL: CON WATER SYSTEM: OTHER Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $1,111.35 LYK 02/07/06 78989 Exist: 0 Exist: 0 Plan Check $722.38 LYK 02/07/06 78989 Prop: 2 Prop: 2 State Building Code $4.50 LYK 02/07/06 78989 Total: 2 Total: 2 Potable Water Application PP $55.00 LYK 02/07/06 78989 Total: $1,893.23 Directions to Site: 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 CONDITIONS for Building Permit# :BLD06-00050 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 PollO 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 garage 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 244 Holland Driveert 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 (BLD06-0051) for a retaining wall w/surcharge was issued on November 28, 2007 A septic permit (SEP05-0276)was approved on November 19, 2007. A building permit (BLD04-0742) for a stand-alone stormwater permit was approved on November 28, 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 PIANENT CUT SLOPES NOT EXCEED 21 (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 GUIDELIN3R TEMPORARY CUTS LESS THAN 10. 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. LEGEND: - - EXISTING PROPERTY LINES EXISTING EASEMENTS - - - - - - - - - - - - - EXISTING EDGE OF PAVED ROAD EXISTING RETAINING WALLS - - - - - - - EXISTING EDGE OF GRAVEL DRIVE PROPOSED SEPTIC SYSTEMS PROPOSED RESIDENCES - - - _ - - - - - - PROPOSED EDGE OF GRAVEL APPROX. TOP /TOE OF SLOPES DIRECTION OF FINISHED SLOPE DRAINAGE BASIN BOUNDARIES _•__ _.__ ----- PROPOSED STORM DRAIN LINES \. DRAINAGE DITCHING \. BIOFILTRATION SWALES EXISTING PAVED ROADWAY EXISTING GRAVEL DRIVEWAY PROPOSED GRAVELLED AREAS APPROVED Storrrit r 's° STORMWATER PLAN �quir Q FNOV 2 7 2001 - w 1EFFERSO O y $... LDEPT. OF C' YULVEL P E T IOFILTRA'TION SWALE NOTES: DRAINAGE NOTES: NATURE: 1. USE SEED MIX #1 AS PRESCRIBED IN THE STORMWATER MANAGEMENT MANUAL 1. ALL CONSTRUCTION SHALL CONFORM WITH THESE PLANS AND THE WASHINGTON FOR WESTERN WASHINGTON (AUGUST 2001), VOLUME 5, CHAPTER 9, TABLE 9.4: STATE DEPARTMENT OF TRANSPORTATION STANDARD PLANS FOR ROAD, BRIDGE AND 75 -80% TALL OR MEADOW FESCUE, 10 -15% SEASIDE /COLONIAL BENTGRASS, AND MUNICIPAL CONSTRUCTION. 5 -10% REDTOP. 2. CONTRACTOR SHALL NOTIFY UTILITY LOCATOR SERVICE AND ARRANGE FOR FIELD LOCATION AND MARKING OF ALL UNDERGROUND UTILITIES IN AFFECTED AREAS PRIOR 2. BELOW 4" OF SWALE THE ABOVENPRESCR BED SOEEID MIX. ABOVE OF DEPTHEAU E A TO CONSTRUCTION. STRAW MULCH OR SOD. 3. ALL STORM DRAIN PIPING DESIGNATED AS PVC SHALL BE SDR35 PIPE CONFORMING 3. FERTILIZE STRICTLY AND CONSERVATIVELY PER SEEDING MANUFACTURER'S WITH ASTM SPECIFICATION D3034. INSTRUCTIONS. 4. FINAL ELEVATIONS, GRADES, AND ACTUAL PIPE LOCATIONS ARE TO BE DETERMINED BY OTHERS SUCH THAT THE FINAL ELEVATIONS AND DRAINAGE PATTERNS CONFORM 4. AVOID COMPACTION OF SOILS DURING CONSTRUCTION. IF COMPACTION OCCURS, TILL WITH THE PLAN AND DETAILS HEREON. ANY CHANGES MUST BE APPROVED BY THE SOILS BEFORE SEEDING. ENGINEER PRIOR TO CONSTRUCTI01:. 5. DIVERT RUNOFF NOT NEEDED FOR IRRIGATION DURING ESTABLISHMENT OF 5. THIS DRAINAGE SYSTEM MUST BE INSPECTED AND CERTIFIED TO THE COUNTY BY THE VEGETATION. ENGINEER. CONTACT ZENOVIC & ASSOCIATES, INC. AT LEAST 48 HOURS PRIOR TO THE TIME OF INSPECTION. INFILTRATION AND SOILS NOTES: 1. ADDITIONAL SOILS TESTING IS REQUIRED BEFORE INSTALLATION OF INFILTRATION TRENCHES AND PONDS. A MINIMUM OF TWO TEST PITS ARE REQUIRED AT THE APPROXIMATE PLANNED LOCATION FOR EACH INFILTRATION TRENCH AND POND. 2. EACH TEST PIT MUST BE A MINIMUM OF 15' DEEP FOR INFILTRATION TRENCHES AND 10' DEEP FOR INFILTRATION PONDS. AS A MINIMUM, ONE SOIL GRAIN -SIZE ANALYSIS PER SOIL STRATUM IN EACH TEST HOLE SHALL BE PERFORMED TO A MINIMUM DEPTH OF 11' FOR INFILTRATION TRENCHES AND 7' FOR INFILTRATION PONDS. 3. SOIL CHARACTERIZATION FOR EACH SOIL UNIT ENCOUNTED SHALL INCLUDE: GRAIN -SIZE DISTRIBUTION (ASTM D422 OR EQUIVALENT AASHTO SPECIFICATION), OF CLAY IF 7' MIN. z_ LEVEL BOTTOM ,,W% 3 MIN. DETAIL BIOFILTRATION SWALES 5' MIN. LEVEL BOTTOM "M2' 3 . DETAIL DRAINAGE DITCH NOT TO SCALE EXTEND DAM 18" MINIMUM BEYOND ABUTMENTS TO PREVENT FLOW AROUND DAMS, BOTH SIDES HAND PLACED OR MECHANICALLY PLACED QUARRY SPALL OR RIP -RAP; NO DUMPING TO PLACE ROCK 2 MIN. 8" NOM. DETAIL CHECK DAMS NOT TO SCALE TOP OF POND DIKE (POND 2 ONLY) BOTTOM OF POND OVERFLOW (POND 2 ONLY); TOP OF POND DIKE (POND 1 ONLY) 6" (POND 2 ONLY) `V FABRICATED N z J GRATE oz 0-o N 00 0 0 w o FABRICATED ADS N -12 REDUCING TEE; PART NO. 1261 AN; ADD EXTENSION AS NECESSARY TO REACH REQUIRED HEIGHT 6" DIA. OUTLET; FLOW -LINE OF PIPE TO BE BELOW LOWER ORIFICE a b CONCRETE BASE PAD FOR 4' MIN. •' OUTLET STRUCTURE; SET ADS TEE 2'f INTO WET CONCRETE 24" SQUARE x 4" THK. DETAIL INFILTRATION POND_ RISERS SPACING BETWEEN DAMS SUCH THAT POINTS 'A' AND 'B' ARE OF EQUAL ELEVATION TEXTURAL CLASS (USDA), PERCENT CLAY CONTENT (INCLUDE TYPE KNOWN), COLOR /MOTTLING, AND VARIATIONS AND NATURE OF STRATIFICATION. NOT TO SCALE 4_ SOILS TESTING RESULTS AS DESCRIBED HERE SHALL BE PROVIDED TO THE DESIGN POINT B .I i IA, CT AI I ATI(1AI (lr- NOT TO SCALE OVA Y Q cii � z O_ V >Q W 0 ENGINEER A MINIMUM OF I WU vvtEmJ BEFORE rLI-W411l -� Ilvry INFILTRATION FACILITIES FOR DESIGN REVIEW. DESIGN MODIFICATIONS MAY BE OF FLOW REQUIRED BASED ON RESULTS. 2 MIN. / \ \ In 5. AVOID COMPACTION OF INFILTRAT JN TRENCH AND INFILTRATION POND AREAS DURING �1 z ° CONSTRUCTION. IF COMPACTION SHOULD OCCUR, TILL SOILS PRIOR TO GRAVEL FILL / POINT B OR SEEDING, AS APPLICABLE. g 6. AFTER CONSTRUCTION, THE INFILTRATION PONDS MUST BE SEEDED WITH THE / FOLLOWING SEED MIX: 40% DWARF TALL FESCUE, 30% DWARF PERENNIAL RYE °BARCLAY ", 25% RED FESCUE, AND 5% COLONIAL BENTGRASS. DETAIL CHECK DAMS � 1310FILTRA11ON DRAINAGE 2:1 CUT TOP OF CUT SWALE INLET TCH INLET SLOPES 13' -0" PLAN INFILTRATION POND #1 NOT TO SCALE ALL CUT & FILL SLOPES TO BE 2:1 EXISTING GRADE LEVEL BOTTOM AT BASIN SECTION INFILTRATION POND #1 NOT TO SCALE ROCK LINED OVERFLOW; BASE WIDTH TO BE 3', MAINTAIN 2:1 SIDE SLOPES 2:1 FILL SLOPES 1 BIOFILTRATION 2:1 CUT TOP OF CUT SWALE INLET SLOPES 52' -0" PLAN INFILTRATION POND #2 NOT TO SCALE 2' ALL CUT & FILL SLOPES TO BE 2:1 BERM CONSTRUCTED OF COMPACTED NATIVE MATERIAL DEPRESS TOP OF BERM 6" NOM. AT OVERFLOW; LINE OVERFLOW BOTTOM, SIDES, AND FACE OF BERM AT OVERFLOW WITH 6" THICK LAYER OF QUARRY SPALLS ALL CUT & FILL F SLOPES TO BE 2:1 � EXISTING GRADE LEVEL BOTTOM AT BASIN SECTION INFILTRATION POND #2 NOT TO SCALE �— 3'– 0" MIN. 3 TOP OF DIKE �1 V 6•�I 4' MIN. 6" MIN. ROCK / NOT TO SCALE LINING / \ / TREES SECTION CHECK DAMS A UNDISTRUBED \ \ i o NOT TO SCALE EXTEND BIOSWALE ° TO NORTHWEST EDGE OF LAWN AREA � INSTALL APPROX. 120 L.F. I DRAINAGE BASIN BOUNDARY; EXISTING RETAINING WALL I w 0.46 ACRE; ALL RUNOFF WITHIN OF DRAINAGE DITCHING; INFILTRATION TRENCH #2;' BOUNDARY TO BE ROUTED SEE DETAIL, THIS SHEET INSTALL MIN. 66 L.F. OF TO UPPER INFILTRATION POND \ \ I Z 4' WIDE X 3' DEEP / I W cr INFILTRATION TRENCH; \\ 10' MIN. FROM APPROX. EXISTING APPROX. PROPOSED SEPTIC I ° �N V RFLOW SEE DETAIL, THIS SHEET FOUNDATION GRADE BREAK 4 "0 DOWNSPOUT TIGHTLINE; DRAINFIELDS &RESERVE AREAS I as SECTION FI LTR ATI ON POND 2 O E B / EXTEND A INFILTRATION I I NATIVE LAWN ^` TRENCH AT 2% MIN. SLOPE °Q FILTER FABRIC; EXTEND 12" MIN. PAST EDGE OF TRENCH io z i7 OT TO SCALE VEGETATION / � \ LAWN \, • . 10' MIN. FROM � � y / ' • \ FOUNDATION 3 • / TIGHTLINE• NOT SA PART PLAN 4 "� DOWNSPOUT Z / EXTEND TO INFILTRATION INFILTRATION TRENCH #3; w 3' -0" 60' LONG INFILTRATION / / TRENCH AT 2% MIN. SLOPE INSTALL MIN. 72 L.F. OF 1`1 1 TRENCH; TRENCH BOTTOM _ \ 3' WIDE X 3' DEEP • •/ / ' AND PIPE TO BE LEVEL / / \ \ • � INFILTRATION TRENCH; � SEE DETAIL, THIS SHEET , • / / �' TOPSOIL SLOPE GRAVELLED AND LANDSCAPED AREAS PROPOSED RESIDENCE • \• / PROPOSED 'LAWN / / / °� TOWARD BIOFILTRATION t AND GARAGE, LOT 34 \ • • RESIDENCE % SWALE AS SHOWN (2635 S.F.) & GARAGE, 50 APPROX. TOP OF SLOPE ' ` � � X 1' DEEP QUARRY DRAIN ROCK LOT 35 / o • INSTALL APPROX. 240 L.F. / (2154 S.F.) SPpLDISPERSE FLOW / / °z 4 "0 PERFORATED HDPE PIPE •% OF BIOFILTRATION SWALE; • • , / / V. SEE DETAIL, THIS SHEET \ / / AT BOTTOM OF TRENCH PROPOSED GRAVELLED \ • INFILTRATION POND DRIVEWAY LAWN \ \ �, ' / v SLOPE GRAVELLED AND N � / OVERFLOW; SEE cc�Tl �lnl I NI �I I TR A TI m TR FN CH 1 \ • . ' �/ �/ I '/ DETAIL, THIS SHEET �• " LANDSCAPED AREAS TOWARD' / AS SHOWN °z NOT TO CCALE FILTER FABRIC; EXTEND 12" MIN. PAST EDGE OF TRENCH z CTIO 4' -0" / \ \ b / BIOFILTRATION SWALE / / / �---� APPROX. TOE OF SLOPE • i / RISER & 6 "4 OUTLET N �\ 13' LONG X 3' DEEP •' PROPOSED GRAVELLED LAWN / LINE; EXTEND TO N NATIVE INFILTRATION POND #1, MIN. / `. DRI SWAY QUARRY SPALL PAD o / 10' MIN. FROM 66' LONG INFILTRATION VEGETATION 148 CU. FT. OF STORAGE; / / SEPTIC RESERVE / � AT 2% MIN. SLOPE; SEE cr �� SEE DETAILS, THIS SHEET /DETAIL, THIS SHEEN z TRENCH; TRENCH BOTTOM AND PIPE TO BE LEVEL / RISER & 6 "0 OUTLET / 30' MIN. FROM INSTALL RIP -RAP CHECK DAMS IN LINE; EXTEND TO QUARRY / IN, SEPTIC DRAINFIELD LAWN TOPSOIL / BIOSWALES WHERE SLOPES EXCEED \ SPALL PAD AT 2% MIN. 2.5 %; SEE DETAILS, THIS SHEET SLOPE; SEE DETAIL, / INSTALL APPROX. 30 L.F. / THIS SHEET OF DRAINAGE DITCHING; DRAIN ROCK N, � FX�ST�N � y� / SEE DETAIL, THIS SHEET 52' LONG X 2.5' DEEP � TREES - �- -•.._ -_��� INFILTRATION POND #2, N UNDISTRUBED ' _ •-_-• MIN. 253 CU. FT. OF STORAGE; SLOPE GRAVELLED AND \ C C /F� 0 \ /SEE DETAILS, THIS SHEET / SL �_4 "0 PERFORATED HDPE PIPE LANDSCAPED AREAS TOWARD RFW,gY / / w AT BOTTOM OF TRENCH / BIOFILTRATION SWALE AS SHOWN 4 "� DOWNSPOUT TIGHTLINE; \ - - - \ . '5'0 X 1' DEEP QUARRY / SCALE: I NI �I I TR A TI nN TR F NCH 2 I AWN \ - SPALL PAD TO DISPERSE FLOW EXTEND TO INFILTRATION r / NOT TO SCALE (FILTER FABRIC; EXTEND 12' MIN. PAST EDGE OF TRENCH z i� TRENCH AT 2% MIN. SLOPE PROPOSED GRAVEL AND EXISTING _ ' INSTALL 8 "0 / INSTALL 8 "0 APPROX. TOE ^ DRIVEWAY TO SERVE AS EMERGENCY / ,CULVERT / DATE: INFILTRATION TRENCH #1; OF SLOPE OVERFLOW PATH FOR POND #1 �- CULVERT / / DRAINAGE BASIN BOUNDARY; IN 0.80 ACRE* ALL RUNOFF WITHIN INSTALL MIN. 60 L.F. OF �, • INSTALL APPROX. 135 L.F. / EXISTING / BOUNDARY TO BE ROUTED 3' WIDE X 3' DEEP • .� INSTALL 8 "0 / / OF BIOFI AIL, THIS SWALE; CULVERT LOWER INFILTRATION POND INFILTRATION TRENCH; • • �- SEE DETAIL, THIS SHEET / / / / / / FILE: TO •` CULVERT / NATIVE , / SEE DETAIL, THIS SHEET � � VEGETATION • / / 06210 Aquacuitura Systems \ENGf � / / Civil \AquacultureSystamslnc.dwg / SLOPE GRAVELLED AS SHOWN / / / • /� TOWARD SWALE JOB N0: • • / / / // Q� �/ / 06210 RUN DITCHING ALONG �� PROPOSED RESIDENCE APPROX. EXISTING NORTHWEST EDGE GRADE BREAK AND GARAGE, LOT 33 LAWN OF LAWN AREA (1792 S.F.) ' • / / / EN M. ZEN NATIVE VEGETATION PROPOSED GRAVELLED )� �� / \ / OV / ___ � -" F,Q F WAS OL�� DRIVEWAY �� '�.i `F.0 / INSTALL APPROX. 145 L.F. / 3' -0" 72' LONG INFILTRATION � LAWN TRENCH; TRENCH BOTTOM / OF BIOFILTRATION SWALE; �% / INSTALL RIP -RAP CHECK DAMS IN AND PIPE TO BE LEVEL \ / / / SEE DETAIL, THIS SHEET / / / / a �- \ / BIOSWALE� WHERE SLOPES EXCEED INSTALL APPROX. 310 L.F. 2.5 %; SEE DETAILS, THIS SHEET / / , ��'`� AFC /STERF'� � TOPSOIL OF DRAINAGE DITCHING, SSA NG SEE DETAIL, THIS SHEET ONAL E \ 10' MIN. FROM / / DRAIN ROCK FOUNDATION / / EXISTING RETAINING WALL 4 EXISTING ROADSIDE DITCH / EXP ES: /8/0 4 "0 PERFORATED HDPE PIPE / AT BOTTOM OF TRENCH � � / / / / SHEET SITE PLAN ... z SECTION INFILTRATION TRENCH #3 / zz Q w d O F- N N LiJ N cD 00 0 z E' C 5 V) -,t O �- o N CD w0 Q W 5 Zoo zz Q N Lij �F-Z rnf0.. Q �n 0=.. L� w ^x w W Q � 0 W O 0_ O w � z Z Wn Q a u- Q Li.l U Imo•- I-- � a _...I X O O < U m = Z z w J U 1" = 20' AUGUST 2006 NOT TO SCALE Scale: 1 = 20 0 20' +0' 60' / OF 1 2 LEGEND: EXISTING PROPERTY LINES EXISTING EASEMENTS — — — — — — — — — — — — — EXISTING EDGE OF PAVED ROAD EXISTING RETAINING WALLS EXISTING EDGE OF GRAVEL DRIVE PROPOSED SEPTIC SYSTEMS PROPOSED RESIDENCES — — — — — — — — — — PROPOSED EDGE OF GRAVEL APPROX. TOP /TOE OF SLOPES DIRECTION OF FINISHED SLOPE • PROPOSED STORM DRAIN LINES �• DRAINAGE DITCHING WORK AREA BARRIER SILTATION FENCING z EXISTING PAVED ROADWAY EXISTING GRAVEL DRIVEWAY PROPOSED GRAVELLED AREAS EROSION CONTROL NOTES: 1. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (DOE, 2001). 2. FROM OCTOBER 1ST THROUGH APRIL 30TH, EXPOSED SOILS THAT REMAIN UNWORKED FOR MORE THAN 2 DAYS MUST EITHER BE SEEDED, MULCHED, NETTED /BLANKETED, COVERED WITH PLASTIC SHEETING, AND /OR SODDED AS APPROPRIATE. FROM MAY 1ST THROUGH SEPTEMBER 30TH, EXPOSED SOILS THAT REMAIN UNWORKED FOR MORE THAN 7 DAYS MUST BE SIMILARLY PROTECTED. 3. ALL EROSION CONTROL AND FLOW ATTENUATION MEASURES SHALL BE INSPECTED DAILY FROM OCTOBER 1ST THROUGH APRIL 30TH, WEEKLY FROM MAY 1ST THROUGH SEPTEMBER 30TH, AND IMMEDIATELY FOLLOWING ANY MAJOR STORM EVENTS. ANY DEFICIENCIES SHALL BE REPAIRED IMMEDIATELY. 4. ANY MUD THAT IS CARRIED OFFSITE BY VEHICLE WHEELS AND DEPOSITED ON PUBLIC ROADWAYS SHALL BE CLEANED UP IMMEDIATELY. 5. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES. 6. STABILIZED CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED PRIOR TO SITE GRADING AND /OR FOUNDATION EXCAVATION. 7. THE STRAW WATTLE AND SILTATION FENCING SHALL BE MAINTAINED UNTIL DISTURBED SOILS ARE STABILIZED WITH ESTABLISHED GRASS, SOD, OR LANDSCAPING. 8. IF CHANNEL EROSION PROVES TO BE A PROBLEM DURING CONSTRUCTION, THE RIP -RAP CHECK DAMS PRESCRIBED BY THE STORMWATER POLLUTION PREVENTION PLAN WILL BE INSTALLED IN ALL CONSTRUCTION -PHASE DRAINAGE DITCHES. CONCRETE HANDLING NOTES: 1. CONCRETE TRUCK CHUTES, PUMPS, AND INTERNALS SHALL BE WASHED OUT ONLY INTO FORMED AREAS AWAITING INSTALLATION OF CONCRETE OR ASPHALT. 2. UNUSED CONCRETE REMAINING IN THE TRUCK AND PUMP SHALL BE RETURNED TO THE ORIGINATING BATCH PLANT FOR RECYCLING. 3. 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. 4. 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. 5. 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. 6. CONTAINERS SHALL BE CHECKED FOR HOLES IN THE LINER DAILY DURING CONCRETE POURS AND MUST BE REPAIRED THE SAME DAY. 6' 1 � � 3 3 SEED SURFACE OR LINE WITH SOD TO CREATE GRASS -LINED CHANNEL SECTION DRAINAGE DITCH NOT TO SCALE BURY BOTTOM OF FILTER FABRIC IN 4" WIDE X 4" DEEP TRENCH; BACKFILL WITH NATIVE SOIL OR 0.75 " -1.50" WASHED GRAVEL INSTALL 2" X 2" X 48" WOOD STAKES AT 6' O.C. MAX. (8" MAX. WITH FILTER FENCING FABRIC WIRE BACKING) r(PERMA -TEX SILT FENCE /-OR EQUIVALENT) _ ELEVATION • L: ... sr Y V ORIGINAL GROUND SILTATION FENCING NOT TO SCALE 2" X 2" WOOD STAKE --___� I i w FILTER FABRIC Z N �z i NATIVE SOIL BACKFILL OR 0.75 " - 1.50" WASHED WRAP FILTER FABRIC ALONG GRAVEL BOTTOM AND BACK SIDE OF TRENCH AS SHOWN 4„ MIN. SECTION SILTATION FENCING NOT TO SCALE 6' -0 "f -H N 44 M X 1)�" X 6' LONG \� ORIGINAL WOOD LATHES GROUND ELEVATION WORK AREA BARRIER NOT TO SCALE PROVIDE 12" HDPE CULVERT FOR DITCH DRAINAGE / qS \Fn,,._ s \�N R = 15' MIN. J 12" MIN, 4" TO 8" QUARRY SPALLS PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA DETAIL CONSTRUCTION ENTRANCE NOT TO SCALE DIRECTION OF FLOW Al 8" NOM. 4 "J CROSS SECTION MAKE 12 "0 EROSION CONTROL WATTLE BY ROLLING "SEDIMENT STOP" FABRIC (BY NORTH AMERICAN GREEN) SECURE WITH 2" X 2" X 24" STAKES AT 2' O.C. MAX. --� LEAVE 18" TAIL ON DOWNSTREAM SIDE TO PREVENT EROSION FROM OVERFLOW; SECURE TO GROUND WITH STAKES, STAPLES OR ROCKS DITCH GRADE POINTS A SHOULD BE HIGHER THAN POINT B ELEVATION r \ DETAIL STRAW WATTLE \ / \ NOT TO SCALE \ \ I \ I I INSTALL APPROX. 400 L.F. I OF WORK AREA BARRIER; \ I SEE DETAIL, THIS SHEET TREES - \ UNDISTRUBED \ N A LAWN \ PROPOSED GRAVELLED \ DRIVEWAY ISTLL APPROX. 120 L.F. OF DRAINAGE DITCHING, EXISTING RETAINING WALL SEED OR LINE WITH SOD; SEE DETAIL, THIS SHEET I APPROX. EXISTING \ I GRADE BREAK \ DRA N� SEPTIC ELDS & RESERVE AREAS LAWN I NATIVE VEGETATION � INSTALL STRAW WATTLE IN DITCH OFFSITE (6 PLACES) APPROX. EVERY 20 L.F.; NOOT T A SEPTIC AREA A PART OF PLAN ' SEE DETAIL, THIS SHEET \ ' LAWN INSTALL APPRO 80 L.F. APPROX. TOP OF SLOPE OF WORK AREA BARRIER; \ / SEE DETAIL, T. S SHEET \ � LAWN / \ \ APPROX. TOE OF SLOPE INSTALL APPROX. 78 L.F. / \\ \ OF SILTATION FENCING TO PROPOSED CON TRUCT INFILTRATION \ NATIVE PROTECT INFILTRATION POND; /\ DRIVEWAY LAWN PO D #2 AS PER PERMANENT VEGETATION SEE DETAIL, THIS SHEET / \ DRIVEWAY CONTROL PLAN \ � � CONSTRUCT INFILTRATION / / INSTALL STRAW WATTLE IN DITCH \ POND #1 AS PER PERMANENT (5 PLACES) APPROX. EVERY 20 L.F.; STORMWATER CONTROL PLAN ' / � / \ LAWN SEE DETAIL, THIS SHEET \ / INSTALL APPROX. 95 L.F. INSTALL APPROX. 84 L.F. \ / OF DRAINAGE DITCHING; / OF SILTATION FENCING TO INSTALL OFDRAINAGEO DITCHING, NG, �X /ST�NC / SEE DETAIL, THIS SHEET / PROTECT INFILTRATION POND; TREES - _ SEE DETAIL, THIS SHEET / /UNDISTRUBED D SEE DETAIL, THIS SHEET C \ � j�F� �� \ � �f I _ — — \— ' � �� // / // / V CONSTRUCT A ST BILIZED CONSTRUCTION S UCTION ENTRANCE• , , SEE DETAIL THIS SHEET INSTALL AP OF WORK SEE DETA / APPROX. EXISTING GRADE BREAK INSTALL APPROX. 355 L.F. OF DRAINAGE DITCHING, SEED OR LINE WITH SOD; SEE DETAIL, THIS SHEET ROX. 310 L.F. LAWM REA BARRIER; THIS SHEET APPROX. TOE / \ INSTALL 8 "0 / OF SLOPE — �— OF 8"o / \ CULVERT -�� i CULVERT / \ / / INSTALL STRAW WATTLE // EXISTING \ / / IN DITCH (5 PLACES) / /CULVERT NATIVE \ / APPROX. EVERY 20 L.F.; VEGETATION y / SEE DETAIL, THIS SHEET 1 NATIVE LAWN ::3 / / / VEGETATION PROPOSED GRAVELLED v / / • DRIVEWAY LAWN s i INSTALL APPROX. 180 L.F_/ _ . • EXISTING RETAINING WALL OF SILTATION FENCING; / / / Vim', ii INSTALL STRAW WATTLE IN DITCH _� / SEE DETAIL, THIS SHEET (6 PLACES) APPROX. EVERY 20 L.F.; SEE DETAIL, THIS SHEET / EXISTING ROADSIDE DITCH S I TE P LAN Scale: 1" = 20' 0 20' 40' 60' Fw-- O z Y o' Q vi z O v� w w a o% o N N Lj N V' 00 z of V) <r�_ o fi 'n w J O r m < Lj o "o^ 0- w Q �0 N — z v _J of 0 x Q 0- a- 0 LL. W g � � rn w °z Q o LLJ a g w O CL 0) 0) 0 Of o � w�Z rt wa� m 2 W U Q � 0 cs O 0 Q. o Z z 0 N (n W N 00 N 00 W 'Lu o � k U O � m o � �Qy Z Q Ld w iJ z w F= U SCALE: 1 ° = 20' DATE: AUGUST 2006 FILE: 06210 Aquaculture Systems \ENGR\ Civil \AquacultureSystemslnc.dwg JOB NO: 06210 BEN M. 2F,y WAShj co 92 -o �p p FG 23594 D /STERN SS�ONAL ENG IR S: 9'78 0 � SHEET 2 OF 2 F[ooV DZ4;,, /"SC-1-e _/6021-- I;v%V) Ccirage 552c" 1 II