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HomeMy WebLinkAboutStormwater and Erosion Control Site Plan - COM Engineering / Geo-Tech Reports - 8/27/2003 RECEIVED 6+0r-M U-)CJzb �bmLf ecL AUG 0 3 2011 F�Q, b M 2-611 • oW 51 426 W. CEDAR ST. PLANNING STORMWATER AND EROSION/SEDIMENT CONTROL SITE PLAN for COOPER'S FUEL Log Yard Road NE Belfair, Washington Located in Section 21, T.23N., RAW.,W.M., Mason County, WA LOT 5 of OVERTON LARGE LOT SUBDIVISION Prepared for Owner: DAVE COOPER 3236 Wheaton Way Bremerton, WA 98310 (360) 377-4100 Prepared by: MARLEY L.YOUNG,CONSULTING ENGINEER P.O.Bog 1343 Shelton WA 98584 (360) 426-7475 Project No.2003-20 August 27,2003 Cooper's Fuel MARLEY L. YOUNG, CONSULTING ENGINEER Civil Engineering P.O. BOX 1343, SHELTON, WA 98584-0959 scorm+ueter site Flans (360) 426-7475 FAX (360) 426-5789 Sewer Extensions Marley L. Young, P.E., P.L.S. o Civil Engineer& Land Surveyor o I III PROJECT ENGINEER'S CERTIFICATION I hereby certify that this Stormwater and Erosion/Sediment Control Site Plan prepared for Dave Cooper has been prepared by me or under my supervision and meets minimum standards of Mason County and normal standards of engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. Marley L. Young, P.E., P.L.S. !..� �PoF WA �) � 1 j p 14144 �W i �► ��a� �y. ;v Marley L-Young,Consulting Engineer Project No.2003-20 1 Cooper's Fuel TABLE OF CONTENTS Page Engineer's Certification Table of Contents Best Management Practices(BMPs) .................................................................... 1 Large Parcel Stormwater Site Plan I. Project Overview .................................................................... 2 Minimum Requirements#1411 .................................................................... 3 II. Plot Plan .................................................................... 5 III. Preliminary Conditions Summary .................................................................... 5 IV. Offsite Analysis .................................................................... 5 V. Permanent Stormwater Quality Control Plan .............................................................. 5 Storm Event Design Assumptions .................................................................... 6 VI. Special Reports and Studies(Not Applicable to this Plan) ........................................... 7 VII. Basin and Community Planning (N/A) .................................................................... 7 VIII. Permits .................................................................... 7 IX. Erosion and Sediment Control Plan .................................................................... 8 Minimum Requirements#1415 .................................................................... 9 X. Bond Quantity Worksheets(N/A),Detention Facility Summary Sheet and Sketch(N/A), Declaration of Covenant .................................................................... 11 )a.Operation and Maintenance Manual .................................................................... 11 Changed Conditions .................................................................... 12 ATTACHMENTS SUPPORTING CALCULATIONS Marley L.Young,Consulting Engineering Project No.2003 20 STORMWATER AND EROSION/SEDIMENT CONTROL SITE PLAN for Cooper's Fuel The Puget Sound Water Quality Management Plan(PSWQMP),which is administered by the State of Washington Department of Ecology,mandates that all counties and cities within the Puget Sound drainage basin adopt ordinances to control runoff from new development and redevelopments. The PSWQMP also directs local governments to adopt stormwater programs that must include minimum requirements that are consistent with the PS WQMP, and which are substantially equivalent to the DOE's Stormwater Management Manual for the Puget Sound Basin,(DOS's Technical Manual). The goal of the Puget Sound Water Quality Management Plan is to: ■ Protect and restore beneficial uses of aquatic resources, including shellfish beds, fish habitat,and other resources; ■ Prevent contamination of sediments from urban runoff; ■ Meet standards for water and sediment quality by reducing pollutant discharges from stormwater throughout Puget Sound. BEST MANAGEMENT PRACTICES(BMPs) Best management practices(BMPs)are defined as physical,structural,or management practices that, when used singly or in combination,prevent or reduce pollution of water. Specific BMPs have been developed by Ecology to control stormwater runoff(quality and quantity)for protection of receiving waters. There are three main reasons for applying BMPs before considering advanced treatment. First,it has been shown through research and experience that BMPs can significantly reduce pollutants in stormwater.Using BMPs to control localized discharges is cost effective in comparison to treating large volumes of water. Second, our lakes and streams depend on stormwater to provide adequate flow for fish habitat and water quality.Our groundwater resources also depend on stormwater for recharge. BMP implementation offers a way to discharge water back into the natural system. Third,and perhaps most important,stormwater management programs demand the conscientious use of best management practices to protect water quality. Specific BMPs that cover stormwater runoff quality and quantity have been included in Ecology's Technical Manual. Those BMPs can be divided into three basic categories, including Source Control BMPs,Runoff Treatment BMPs and Streambank Erosion Control BMPs. Source Control BMPs are designed to prevent pollutants from entering stormwater by eliminating the source of pollution or by preventing contact of pollutants with rainfall and runoff. Source controls are usually the most cost-effective because they reduce or eliminate the need for treatment BMPS. Implementing source control BMPs generally involves relatively simple and straightforward actions. Examples of source control BMPs include erosion control (e.g.,covering disturbed soil),covering material storage areas,and eliminating illicit discharges. Marley L.Young,Consulting Engineer Project No.2003-20 Cooper's Fuel Runoff Treatment BMPs are designed to remove pollutants contained in stormwater runoff. These types of BMPs are the second line of defense in protecting stormwater quality. Examples of runoff treatment BMPs include infiltration basins,bioswales and sediment ponds. Streambank Erosion Control BMPs are designed to protect stream ecosystems from erosion and sedimentation. Types of streambank erosion control BMPs include flow attenuation BMPs for reducing peak flows from a development(e.g.,detention ponds,infiltration trenches),and streamside stabilization BMPs used to stabilize eroding streambanks. I. PROJECT OVERVIEW PROPOSED PROJECT DESCRIPTION: Dave Cooper provides a home heating oil delivery service and is proposing development of a transfer site. The operation consists of receiving product by tanker truck and transferring that product directly to the Cooper's Fuel delivery trucks. When the tanker truck is empty it leaves the site. The site would not have any permanent storage for heating oil above or below ground. The public would not be served at this site. A camp trailer will serve as a small office for the drivers to complete paperwork. There are no sanitary sewers or storm sewers in the area. A portable toilet will be provided for sanitation facilities. The Cooper fuel business is grouped in the Department of Ecology Manual as RETAIL/WHOLESALE CHEMICALS AND PETROLEUM(SIC: 560, 5170). This group includes bulk storage and sales of petroleum products such as diesel oil. Therefore, liquid transfer is the major activity. The general area of concern here is potential spillage during loading and unloading. This site will not be open to the public. Source control,such as good housekeeping and careful transfer of product, should always be used to control stormwater pollution. Stormwater from outside loadinglunloading areas shall be treated using infiltration and/or detention as detailed in DOE Manual Vol. III. Stormwater that comes in contact with oil products shall also use a combination of other appropriate pre-treatment and treatment BMP's such as biofiltration,pre-settling basins or oil/water separators Cooper Fuel already has their operation,across Log Yard Road from Lot 5,on leased ground. There is a potential for spillage to occur during transfer of product from the tanker to the delivery truck. The existing operation is already equipped to handle this type of spill. Drip pans are placed at locations where spillage may occur,such as hose connections,hose reels and filler nozzles. Drip pans are used when making and breaking connections. Other oil-absorbing materials are immediately available on site. The transfer area shall be a Portland cement concrete pad. The concrete transfer area shall be 80' long by 40'wide. The tanker truck will park on the concrete pad. A Cooper fuel delivery truck will also park on the concrete pad,next to the tanker truck,and start the product transfer. The pad is designed as a spill containment pad capable of containing 10,000 gallons,which could be a combination of rain and spilled product. The design is intended to retain minor spills experienced during transfer,and a major spill from the largest tanker truck fuel cell(3,500 gallons). 2 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel The pad is also designed to prevent the runoff of spilled fuel and the run-on of stormwater from the surrounding area. The surrounding area will sheet flow around the pad to the grassway swale and then to a retention pond. The concrete pad will have a shallow curb around its exterior(like a speed bump)to prevent run-on of stormwater from adjacent areas. The pad will be sloped to its middle so that runoff of any spilled liquid s will discharge directly into a Type 1 catch basin,plumbed as a spill control separator. The drainage from this Type 1 catch basin will flow through an isolation diversion structure(splitter)that will direct flows up to the equivalent of a 6-month storm volume through an oil/water separator and then to the grassway swale. The splitter will also direct flows greater than a 6-month storm volume directly to the grassway Swale eliminating the possibility of overtaxing the oil/water separator with stormwater. The oil/water separator selected for this design has a 450-gallon capacity and is rated at 15-minute retention time at 30 gallons per minute. The 6-month storm event is 13.5 gallons per minute indicating that the oil/water separator has a safety factor of three. Ball shut-off valves will be installed at the exit of the oil/water separator and the bypass pipe to insure that spilled product can be contained on the pad. EXISTING CONDITIONS: The site to be developed is zoned Industrial,Type I and is within the Urban Growth Area boundary of Belfair,Mason County Lot 5 contains five acres. The entire lot will be recontoured,and approximately four acres will be contoured so that stormwater will flow to the retention pond. The remaining one acre will be allowed to sheet flow toward the private road. The transfer site to be developed contains approximately 1.55 acres. The property generally slopes upward from the private road from elevation 324 to elevation 346. The site has been logged in the past and is now in young second growth timber. The majority of the five acres will be cleared. There are no existing accesses to the site. A gravel access and driveway will be constructed. GENERAL LOCATION: The site is located on Log Yard Road NE, Belfair, Washington, which is aecessed from SR 3. Legal Description: Lot 5 of Overton Large Lot Subdivision. Survey recorded under Auditor's File 1773853 Records of Mason County Washington and being a portion of the NE Y44 of the SE Y4 of Section 21, Township 23 North, Range I West, W.M., Mason County, Washington;Assessor's Parcel No. 12321 75 00050. STORMWATER AND EROSION/SEDIMENT CONTROL PLAN REQUIREMENT DETERAUNATION: Projects that add 5,000 square feet or more of new impervious surface must comply with all the Large Parcel Minimum Requirements. 3 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel A Large Parcel Erosion and Sediment Control Plan is discussed,and the necessary BMPs are included in this report. The report will review the components of the Large Parcel Stormwater Site Plan,which include the temporary erosion and sediment control necessary during construction,permanent stormwater quantity control,civil drawings and specifications,and operation and maintenance recommendations for the needed stormwater facilities. This project will comply with the following Large Parcel Minimum Requirements# I through#I 1 found in Section I-2.5 of the Department of Ecology's Stormwater management Manual for the Puget Sound Basin(the Technical Manual). Minimum Requirement#1: EROSION AND SEDIMENT CONTROL See Section IX, Erosion and Sediment Control Plan (Requirements#1415). Minimum Requirement#2: PRESERVATION OF NATURAL DRAINAGE SYSTEMS Natural drainage patterns shall be maintained,and discharges from the site shall occur at the natural location,to the maximum extent practicable. No surface water drainage flows through this project Minimum Requirement#3: SOURCE CONTROL OF POLLUTION Where necessary to prevent the migration of silt during construction, the owner/contractor shall construct channels to keep overland flows away from the area under construction. If dust becomes a problem, the owner/contractor shall employ dust control methods using water. If necessary to reduce tracking of mud and debris onto paved roads, the owner/contractor shall utilize a construction entrance /) rock pad. The owner/contractor, if required, shall cover migration-sensitive soils with straw mulch or black plastic to prevent off-site migration of soil. Minimum Requirement#4: RUNOFF TREATMENT BMPS Approximately four acres of this five-acre site will be directed to a retention pond and total infiltration will occur on site. The remaining one acre may sheet flow to the private road. The runoff from the one acre is far below the calculated quantity of runoff from the undeveloped jive acres. Minimum Requirement#5: STREAMBANK EROSION CONTROL NA—See Minimum Requirement 94. Minimum Requirement#6: WETLANDS NA - The site does not include wetlands. Minimum Requirement#7: WATER QUALITY SENSITIVE AREAS NA Minimum Requirement#8: OFF-SITE ANALYSIS AND MITIGATION NA -Calculated post runoff from property is one-half the undeveloped pre-runoff volumes; therefore, offsite analysis not required. 4 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel Minimum Requirement#9: BASIN PLANNING An adopted and implemented basin plan may be used to develop requirements for water quality sensitive areas that are tailored to a specific basin. NA -No basin plan has been established at this location. Minimum Requirement#10: OPERATION AND MAINTENANCE An operation and maintenance schedule shall be required for all proposed stormwater facilities and BMPs,and the party(or parties)responsible for maintenance and operation shall be identified. The owner is responsible for operation and maintenance of the stormwater facilities. A "DECLARATION OF COVENANTS ASSOCL4TED WITH PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES", which must be recorded and submitted to Mason County as part of the approval process, has been prepared for the project. A copy of the unsigned document is included in the Attachments. Minimum Requirement#11: FINANCIAL LIABILITY Performance bonding or other appropriate financial instruments shall be required for all projects to ensure compliance with these standards. NA-Mason County has not indicated that a financial instrument will be required. H. PLOT PLAN Engineer's Civil Drawings have been developed for the project showing the location of the improvements and the layout of the proposed Permanent Stormwater Control BWs, and an Erosion/Sediment Control Plan to be used during construction. By reference these drawings are made a part of this report. M. PRELIMINARY CONDITIONS SUMMARY See Section I, Project Overview. IV. OFF-SITE ANALYSIS (No off-site analysis is required See Min. Req. #8 above) Wetlands or Water of the State This site does not contain wetlands and is not within 200 feet of any waters of the State Analysis of the 100-year Flood This site does not contain or abut a Federal Emergency Management Administration(FEMA)identified stream and is,therefore,outside any 100-year flood plain. The Union River is located 5,200 feet to the northwest, and Lider Lake in Kilsap County is located 2,500 feet to the northeast. V. PERMANENT STORMWATER QUALITY CONTROL PLAN All storm events are collected and directed to the retention pond through a grassway swale. Emergency spill containment and control has been explained above. 5 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel STORM EVENT DESIGN ASSUMPTIONS Based on DOE's Stormwater Management Manual: STO"EVENT The stormwater program Water Works(software for hydrology by Engenious Systems,Inc.)was used to model the storm flows,retention, infiltration and releases. Rain Precipitation(in.) Six-month,24-hour Storm Event 2.24 (6-mo. @64%of 2-yr.) Two-year,24-hour Storm Event 3.50 Ten-year,24-hour Storm Event 4.75 Hundred-year,24-hour Storm Event 6.75 Rainfall choice IA Hydrograph SBUH** ** Santa Barbara Urban Hydrograph method DRAINAGE BASIN Alderwood gravelly sandy loam(Ab), 5-15 percent slopes Hydrologic Soil Group C Infiltration Rate for Pond 6.00 min./7 inches CN#for Impervious-Gravel,Roads 89 CN#for Pervious-Young Second Growth 81 \ NOTE: Given the Storm Event, Soil Type and Land Use,the Runoff Curve Number(CN#) is an indicator of the total surface and subsurface runoff. COMPARISON OF PRE AND POST DEVELOPMENT STORMWATER RUNOFF for ENTIRE FIVE-ACRE SITE Storm Event 6-month Two-year Ten-year 100-year Pre Flow cfs 0.35 0.99 1.77 3.11 For entire site 4.02 acres directed towards the retention Pond Post Flow cfs 1.01 2.03 3.08 4.76 Post Volume ac-ft 0.42 0.81 1.21 1.87 INFILTRATION-RETENTION POND Floor Length ft 100 Floor Width: ft 36 Side Slopes: 3Hto IV Infiltration Rate min./inch 6 Discharge from Infiltration Retention Pond-None: Storm Event 6-month Two-year Ten-year 100-year Post Flow cfs 0.00 0.00 0.00 0.00 Post Volume ac-ft 0.00 0.00 0.00 0.00 Water Depth ft 0.08 0.70 1.56 3.00 Pond Volume cu-ft 295 2741 6673 14,766 6 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel Free flow Discharee of 1.00 Acre Not Directed Toward Pond Storm Event 6-month Two-vear Ten-year 100-year Post Flow cfs 0.26 0.53 0.80 1.23 Pre Flow(5acl cfs 0.35 0.99 1.77 3.11 Credit 0.09 0.46 0.97 1.88 Post flow is less than pre flow. BIOSWALE for the Transfer Station,Assuming 1.55 Acres Floor Length: ft 250 Floor Width: ft 4 Maximum Bioswale Slope 2% Side Slopes: 3H to IV Cubic Feet Per Second: 6 mo.=0.37 cfs; 100 yr.= 1.77 cfs Manning's Roughness Coefficient(n)6-mo. (n)=0.24; 100 yr.(n)=0.09 Velocity in Bioswale: 6 mo.=0.33 fps; 100 yr.= 1.10 fps Min.Water Depth: 6 mo.=0.24 ft; 100 yr.=0.33 ft. Min.Bioswale Depth: 0.66 ft.(double the 100 yr.water depth) Refer to Supporting Calculations for further details. VI. SPECIAL REPORTS AND STUDIE S Geotechnical analysis of infiltration. VII. BASIN AND COMMUNITY PLANNING NA VUL PERMITS Agency Permit/Approval Mason County Grading Permit M EROSION and SEDIMENT CONTROL PLAN Temporary Erosion Control This project includes temporary erosion control. See Civil Drawings. The disturbance to the property is minimal. The types of soils are sandy, gravely,and do not lend themselves to migration. Erosion control will be used only when necessary by the use of silt fences,temporary sediment pond,and the stabilization of the construction entrance. Project Description/Existing Site Conditions Refer to Section I, Project Overview. 7 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel Adjacent Areas Impacts NA-No impact anticipated SCS Soils Description The Soil Conservation Service-Soil survey of Mason County Series 1951,No. 9,Issued September g type 1960,shows this property Navin soils e Alderwood gravelly sandy loam(Ab), 5-15 percent slopes. The following description of Alderwood series soils was taken from the SCS Soil Survey of Mason County. Soils conditions found on the property may not match exactly the soils described by SCS. Alderwood Series The Alderwood gravelly sandy loam(Ab), 5-15 percent slopes, is rolling and moderately well drained, with most slopes averaging about 8 percent. It formed in glacial till on broad uplands. Vegetation is hardwoods and conifers. Elevation ranges from 200 to 800 feet.The mean annual precipitation is about 35 inches. A typical soil profile includes a mat of undecomposed needles and wood fragments resting upon a 11h-inch-thick very dark grayish brown gravelly sandy loam surface layer. The subsoil and upper part of the substratum,to a depth of 38",are dark yellowish brown,brown,and dark grayish brown gravelly sandy loam. The lower part of the substratum,to a depth of more than 60",is weakly cemented compact glacial till. The water table is perched above the very slowly permeable,weakly cemented and compact part of the substratum during periods of heavy rainfall. However,the perched water table is of short duration because water flows laterally above this layer to seeps at the bottom of slopes. The available water capacity is low. Surface runoff is medium and the erosion hazard is moderate. Although much of the acreage is cultivated or wooded,urban development,particularly residential subdivision, is rapidly replacing these uses in the urban-rural fringe areas. The soil is in capability subclass IVe. Critical Areas No critical areas have been identified on this site. Erosion and Sediment Control Measures Minimum Requirements Mason County has adopted the Department of Ecology"Stormwater Management Manual for the Puget Sound Basin". All projects that disturb more than one acre must develop a Permanent Stormwater Quality Control Plan. (Mason County Ordinance 141-97). EROSION AND SEDIMENT CONTROL REQUIREMENTS The existing soils on the site have been classified by the SCS Alderwood gravelly sandy loam(Ab), 5-15 percent slopes. This gravelly material does not easily erode nor is sediment migration considered a potential problem. Because of the gravelly loam characteristics of this soil,migration during storm events is not expected to become a problem at this site. Therefore,we feel that the erosion and sediment control system hereinafter proposed will adequately provide the necessary erosion and sediment protection. $ Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel The fifteen large parcel minimum requirements specified by DOE are: #1: Stabilization and Sediment Trapping All exposed and unworked soils shall be stabilized by suitable application of BMPs. From October I to April 30,no exposed and unworked soils shall remain unstabilized for more than 2 days. From May I to September 30,no exposed and unworked soils shall remain unstabilized for more than 7 days. Prior to leaving the site,stormwater runoff shall pass through a sediment pond or sediment trap,or other appropriate BMPs. #2: Delineate Clearing and Easement Limits The clearing limits shall be defined by the owner. #3: Protection of Adjacent Properties The gravelly underlying soils have very little potential for migration. Protecting adjacent property from damage from sediment deposition does not appear to be a problem. #4: Timing and Stabilization of Sediment Trapping Measures The gravelly characteristics of the soils do not encourage migration. Filter fabric will be placed as shown on the Civil Drawings. #5: Cut and Fill Slopes The infiltration pond shall have side slopes no steeper than 3 feet horizontal to I foot vertical(3:1). #6: Controlling Off-site Erosion Off site erosion is not anticipated to become an issue. #7: Stabilization of Temporary Conveyance Channels and Outlets It is anticipated that the water velocity for ground surface flows will not reach erosion velocity #8: Storm Drain Inlet Protection See Civil Drawings for storm drain inlet protection. #9: Underground Utility Construction NA #10: Construction Access Routes Construction vehicle access shall be,whenever possible, limited to one route. Access points shall be stabilized to minimize the tracking of sediment onto public roads. There shall be only one access to the site for construction purposes. -See Civil Drawings for location and detail #11: Removal of Temporary BMPs All temporary erosion and sediment control Best Management Practices(BMPs)will be removed when final site stabilization is achieved. 9 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel #12: Dewatering Construction Sites Dewatering is not necessary. The soil characteristic is highly porous. #13: Control of Pollutants Other Than Sediment on Construction Sites All pollutants other than sediments that occur onsite during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. #14: Maintenance All temporary and permanent erosion and sediment control BWs shall be maintained and repaired as needed to assure continued performance of their intended function. #15: Financial Liability Not Applicable to this project Permanent Stabflization At the conclusion of site construction improvements,within seven days permanent site stabilization shall be completed by spreading seed and mulch on all exposed soils to establish a ground cover. Use the following recommended seed mixture for erosion control or.a.County-approved alternate seed mixture. Proportions Percent Percent Name by Wei t hwity Germination Redtop(Agra tis alba) 10 percent 92 90 Annual rye(Lolium multiflorum) 40 percent 98 90 Chewing fescue 40 percent 97 80 (Festuca rubm commutate)(Jamestown, Banner,Shodow,or Koket White dutch clover(Trifolium repens) 10 percent 96 90 The following-is a_guide for use of recommended mulch materials: Application Rates Depth Mulch Quality Per 1000 Per of Material Standards SS .Feet Acre Application Remarks Gravel,Crushed Washed 3/4 to 9 CY 3 inches Good for short slope and Stone 1-1/2-inch around woody plants and ornaments. Use where subject to foot traffic. Hay or straw Air dry. Free from 75-100 lbs. 1.5 to Min.2 inches Use where needed for more weed seed and pounds 2.5 tons than 3 mos. Subject to coarse material. (Approx. blowing—keep moist or 2 in.thick) 90-120 Bales tied down. Wood Fiber No growth organism 25 to 30 1000 to 1500 When used on critical areas, Cellulose(Partly inhibiting factors pounds pounds double application rate. digested wood factors Apply with hydromulcher. fibers) No tie-down required. Stormwater Management Considerations Please see Section V, "Permanent Stormwater Quality Control Plan"for a complete description of the stormwater management plan. 10 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel Maintenance The responsibility for maintaining the facilities will lie with the owners of the property or their assigns. For maintenance recommendations please see Section M,, "Operation and Maintenance Manual"below. Calculations Calculations are briefly described in Section Y, "Permanent Stormwater Quality Control Plan"above, and included in the attached Calculations. X. Bond Ouantities Worksheet,Retention/Detention Facility Summary Sheet and Sketch,and Declaration of Covenant Bond Quantities Worksheet-NA Retention/Detention Facility Summary Sheet-NA Declaration of Covenant-Mason County requires that a"DECLARATION OF COVENANTS ASSOCIATED WITH PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES"be executed and filed with Mason County as part of the approval process. A copy of the unsigned document is included in the Attachments. XI. OPERATION&MAINTENANCE MANUAL MAINTENANCE PLAN The responsibility for maintaining the facilities will lie with the owners of the property or their assigns (e.g.,Contractor). The facilities are designed to minimize the need for extensive maintenance. MAINTENANCE OF TEMPORARY EROSION BMPs DURING CONSTRUCTION During construction the major maintenance activity is to inspect the silt fences and sediment pond. If the drainage carries mud or debris,additional silt fences should be placed in the path of the drainage to eliminate any siltation from exiting the project site. All erosion and sediment control BMPs installed shall be inspected regularly,especially after any large storm. Maintenance,including removal and proper disposal of sediment should be done as necessary. (Generally sediment that restricts the sheet flow must be removed.) MAINTENANCE OF PERMANENT STORMWATER CONTROL FACILITIES The concrete pad should be maintained to assure that no stormwater runs onto to concrete pad and no stormwater runs off the concrete pad except through the Type I catch basin. The Type I catch basin shall be inspected monthly for the accumulation of oil and sediment_ The catch basin should be cleaned with oil-absorbing materials every six months,spring and fall. The isolation diversion structure should be inspected to insure that there is no debris or sediment that is interfering with its function. The shut-off valves should be turned on and off to assure that they function. The 450-gallon oil/water separator should be inspected for the accumulation of oils and debris and cleaned as necessary. I 1 Marley L.Young,Consulting Engineering Project No.2003-20 Cooper's Fuel In the fall inspect the grass lined biofiltration swale to assure that the grass will stand 4-5 inches through winter. Inspect the bioswale to assure that it is clear of debris that would block flow and that the flow is spread throughout the width of the swale. In the spring the bioswale shall be inspected for black or dark brown discoloration or staining caused by fluids. The stained soil and sod should be replaced and the old material disposed of in the appropriate manner. If the infiltration retention pond has an accumulation of silt that would restrict the infiltration rate,the silt must be removed. The infiltration pond shall also be kept clean of all settleable solids and floating debris. Ideal condition is that stormwater in the pond would disappear(infiltrate)within 24 hours of a 2-year storm event. CHANGED CONDITIONS: The conclusions and recommendations in this report are based on my interpretation of site conditions, and the expectation that my onsite exploratory efforts adequately define the surface and sub-surface conditions throughout the site. In the event that the scope of the project or location of the improvements or surface/subsurface conditions differ from those I relied on in this report,I should be advised. At that time,a review of the changed conditions will be made and alternative or l remedial recommendations given as requested. _J This Stormwater Site Plan has been prepared by: Marley L.Youn , R,P. S. te: 12 Marley L.Young,Consulting Engineering 1 Project No.2003-20 Coopeespo 1 ATTACHMENTS Marley L Young,Consulting Engineering Jl Project No.2003-20 Cooper's Fuel DECLARATION OF COVENANTS ASSOCIATED WITH PRIVATELY MAINTAINED STORM DRAINAGE FACILITIES (Copy of unsigned document) Marley L.Young,Consulting Engineering Jl Project No.2003-20 Cooper's Fuel SUPPORTING CALCULATIONS Marley L.Young,Consulting Engineering Project No.2003-20 i N89.35'34"E 2646.37' CALC 2646.87' THORNTON FOUND BRASSIE IN CONC. )N 657.01' 289.15' NE COR SEC 21 CALC N 1/4 COR �~ 1700.21' 1 1'N 7/26/00 SEC 21 FROM LOT 9 WETLAND-C ROS 291977 BY 217LO SQ.FT. cn 2,348 sq.ft. MCGINNIS. a WETLAND-B o 0.05 ACRES E. LINE OF THE 29,558 sq.ft. 5.0 ACRES '. 23- N., WEST 1700' OF 0.68 ACRES W N PARCEL N0. 222301200610 o iQ THE NE 1/4 w OVERTON AND ASSOCIATES -IINGTON. q ` ray "� SEC 21. 60' ACCESS & o m o 'N —•- — UTILITY EASEMENT ?. S8in 9.35'34"W 662.99' LOT 8 c 217,817 SQ.FT. rn FOUND 3/4" I.P. `O 5.0 ACRES W/CAP - LS 9398 I 686.18'. S89'35'34"W c 0.9' WEST & 1.2' 20' s SOUTH OF SET REBAR 1 --� & CAP (CALCULATED CENTER OF SEC. 21.) m LOT 7 rn w N 11/8/00 �- M 217,801 SQ.FT. f" b ( I 5.0 ACRES IL rq W ....— _ls. - -- - _. SCRIPT ION I —• —� , 90'� — -1 266.69' + N 0 _ , ———-=— r — 89'35 4 — — J 489.61' � � 3I T BOUNDARY LINE ADJUSTMENT a N I VOLUME 26 OF SURVEYS AT > �, .I 60' RAILROAD o 1 Z �,2 CORDING NUMBER 1729721, t`4 ( EASEMENT � o LOT 6 COUNTY, WASHINGTON. (,� z � i N 218,897 SQ.FT. N ..rl LOT'5 I► ° w 5.0 ACRES o w ( ��• 219,596 SQ.FT. m I 5.0 ACRES Si 60' ACCESS & in 14 o UTILITY EASEMENT )1070 a COMPANY, INC. S89 65'34"W ,,�• M l Ik do �. 6�y°6 w LOT 4 ��,,'�� 56 274,977 SQ.FT. _ N8912'26"W 152.S89'35'34'W 6.3 ACRES ��Sr• 000 / 6' 70 581.59' � 00p \ 4 in to LOT 2 % `° 231,794 SQ.FT. lk JI \. INFILTRATION RATE File# 03407-6 Project: Dave Cooper Date: 6-26-03 Client: Marley Young Source: Sample ID: Location: Belfair Technician: Dale &Travis Hole#1 Time/Min. Depth/In. 6 7" 10 20 30 40 50 60 Pere rate: In sandy soils in which the first 6 inches of water added after soaking period seeps away in less than 30 minutes, the water level measurements are made at 10 minute intervals for a one-hour period. The last water level drop is used to calculate the percolation rate. 1001 l Blomberg Street SW,Olympia,WA 98512 Phone#:(360)754-4612 Fax#:(360)754-4848 00r. 0) lDr0) M (D Or7' (D000c-rl� Nco (Dln v MNMrNf` rrl� OtnM000r- O00 OOOOr •' 0 � Nr, OD � O rN (DITvNOOOOODrtn tON (DOtD M V 0173)7 ,Qil� OOgfOUDOMtoN) I) d �^ CV (VOM (h (v0w NNMsrtricdr acDi ui (otril- a rMLO 0 > >(p �i• CD (DOOM V' NNr- I-- N rO � ON rttrMO Or `7 4. 0o O fl 'F C' tncoN (DONOr CAOO 0 N �} (D � O OOtD00NM ODM0) C U r rrNNNCY) -: rttt(� CnM (DOO V Nsi 00 r- t() CA = V > La Cl) j 0000 C10000 OOre= r e- NNN M �F M �t (O � N (� L r r 0. -0 O L � (Df. rinNll� Ml� e- MIArtD (DI� 'otDCVQ rlJ7r NM M V In O y� OOOr0N00r a �T0r (DN00 Or000 000 C U V- N 0 � 0 0 O O 0 0 O r 0 O (g �, ; o 0 000 00 0 ooco 0 000 ooci (� Z 4: 0 "O II j C,1 N 00 O o OO OOO O ON ` ODODO �- O V Co 0 �J O y 0) 000 � e} � � erd eft aeP Op Op Op000pOpOp0p00 CM C4N Go Co _ =O +L L �= t Ocoo) - � O.D � NtIn0m � 00�0 � (OOM (�DN � (NOMD O F- a' YU o 3 3 3 tntnrCAtnO � NN toNr- toco0Mrr d Mrnr- I� vr. r- W l!J U (0 (Z. _ � CD 0 LO 0D to r to 0 7 C ( cr (D, Q � N O In C �- I` to > 7 NQ` W Um U (`S 'U II NNCVNNMNttt tl) tl� (V (VMMMI} t1) CJr rM V V co tliCO � w C O > > r (0 0. -tM 711D, coN N (D (D (DNOCMMrOO f� N �tODrtpO (D (O r � tDrr- v' (Dao c W Jr � st M- COo0CDN 'V' r. Or vItcr) vt- �' O r- ra- V N 00 QQ .J ` < M n 11 N � - 0 II V OOrrrr �- NN MVtDtID (Or 00N (D (AO) r0 0) 04U -1 (1) Na c Ip r NM OO000000 7 00 6ciOO � r ci NOM NC» < s J a N O 0 r r M (na' � Q (,j fl W> F- C � NM V Lf) • d tDtnrtANM to rlC) ODrN tt7rN0 C 10 < 7 a' yI I O O r 0 0 0 0 0 0 O (0 0 0 r 0 a 0 0 0 0 0 0 000 W co z Q D y O O O 0 0 0 0 0 0 O p O p 0 0 0 0 O O O O O O O O O U z N a -2 � O 00 z = � aa = N z cQ0 (na a 0. .00 1.0 w M N C] M M r) r) CO M CO) M M (O (O (O (D w (D m (D (O O O O O O OD O O a (n y J 00002 0 R N m CL m 11 wQ v � y Da G W a � a LL 0 p t�j (tpp W O rNM �TU1 (er• Go0) 0a- NM Go0) 0e- NMd' tt) (OhW0 V of ref Ott V� � � � U � NM �lN (Of� E00) � � �. i- - .r- � NNNNNNNNNNM (� O� MMM (7MMM W 117 8/27/03 10 :3 : 23 am Marley Young Engineer page 1 DAVE COOPER' s Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 ------------------------- BASIN SUMMARY BASIN ID: AAA NAME: 1/2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. _ _ . : 2 .24 inches AREA. . : 0 . 00 Acres 5 . 00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 81 . 00 TC. . . . . 0 . 00 min 55 .63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns : 0 .1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns: 0 .4000 p2yr: 3 . 50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s : 0 .1000 PEAK RATE: 0 .35 cfs VOL: 0 .31 Ac-ft TIME: 540 min BASIN ID: BBB NAME: 2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 .50 inches AREA. . : 0 . 00 Acres 5 . 00 Acres TIME INTERVAL_ . . . : 5 . 00 min CN. . . . : 0. 00 81. 00 TC- - - - : 0 . 00 min 55 .63 min ABSTRACTION COEFF: 0 . 20 l TcReach - Sheet L: 250 . 00 ns: 0 . 1300 p2yr: 3 .50 s : 0 . 0200 J TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 .1000 impTcReach - Sheet L: 250 . 00 ns: 0 .4000 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 .50 s: 0 .1000 PEAK RATE: 0 . 99 cfs VOL: 0 .70 Ac-ft TIME: 485 min BASIN ID: CCC NAME: 10 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. _ . _ : 4 .75 inches AREA- . : 0 . 00 Acres 5 . 00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 .00 81. 00 TC. . . . : 0 . 00 min 55 .63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 .1000 impTcReach - Sheet L: 250 .00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 .1000 PEAK RATE: 1 .77 cfs VOL: 1 . 14 Ac-ft TIME: 485 min 8/27/03 10 :3 :23 am Marley Young Engineer page 2 DAVE COOPER' s Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 -------------------------------------------------------- BASIN SUMMARY BASIN ID: DDD NAME: 100 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 5 . 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 6 . 75 inches AREA. . : 0 . 00 Acres 5 . 00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 81. 00 TC. . . . : 0 . 00 min 55 .63 min ABSTRACTION COEFF: 0 .20 TCReach - Sheet L: 250 . 00 ns: 0.1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 06 ns : 0 .4000 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 . 50 s : 0 . 1000 PEAK RATE: 3 .11 cfs VOL: 1. 89 Ac-ft TIME: 485 min BASIN ID: aaa NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 .24 inches AREA. . : 1. 00 Acres 0 . 00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 89. 00 0 . 00 TC. . . . : 10 . 00 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s : 0 . 0200 TCReach - Shallow L: 125 . 00 ks :3 . 00 s : 0 . 1000 impTcReach - Sheet L: 250 . 00 ns: 0 . 0110 p2yr: 3 .50 s: 0. 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 .50 s: 0 . 1000 PEAK RATE: 0 .26 cfs VOL: 0 .10 Ac-ft TIME: 480 min BASIN ID: bbb NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 00 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .50 inches AREA. . : 1.00 Acres 0 .00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . : 10 . 00 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s:0 . 1000 impTcReach - Sheet L: 250 . 00 ns: 0 . 0110 p2yr: 3 .50 s:0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 .1000 PEAK RATE: 0 .53 cfs VOL: 0 .20 Ac-ft TIME: 480 min 8/27/03 10 :3 :23 am Marley Young Engineer page 3 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 -------------------------- BASIN SUMMARY BASIN ID: ccc NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1. 00 Acres BASEFLOWS: Q . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4 . 75 inches AREA. . : 1. 00 Acres 0 . 00 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . : 10 . 00 min 0 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 .00 ns : 0 .1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns : 0 . 0110 p2yr: 3 .50 s :0 . 0200 impTcReach - Sheet L: 125 . 00 ns :0 .4000 p2yr: 3 . 50 s: 0 .1000 PEAK RATE: 0 . 80 cfs VOL: 0 .29 Ac-ft TIME: 480 min BASIN ID: ddd NAME: 2 YR DEVELOPED TO RD BUFFER SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 00 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 6 .75 inches AREA. . : 1. 00 Acres 0 . 00 Acres TIME INTERVAL. . . . : 5 .00 min CN. . . . : 89 . 00 0 . 00 TC. . . . : 10 . 00 min 0 . 00 min 1 ABSTRACTION COEFF: 0 .20 J TcReach - Sheet L: 250 . 00 ns : 0 .1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 .1000 impTcReach - Sheet L: 250 .00 ns: 0 . 0110 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 .00 ns: 0 .4000 p2yr: 3 .50 s:0 .1000 PEAK RATE: 1.23 cfs VOL: 0 .45 Ac-ft TIME: 480 min J 8/27/03 10 : 6 :43 am Marley Young Engineer page 1 DAVE COOPER' S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 ----------------------- BASIN SUMMARY BASIN ID: AA NAME: 1/2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 02 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 .24 inches AREA. . : 0 . 00 Acres 4 . 02 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 81 . 00 TC. . . . . 0 . 00 min 55 . 63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s : 0 . 1000 impTcReach - Sheet L: 250 . 00 ns : 0 .4000 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 1000 PEAK RATE: 0 .28 cfs VOL: 0 . 25 Ac-ft TIME: 540 min BASIN ID: BB NAME: 2 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 02 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .50 inches AREA. . : 0 . 00 Acres 4 . 02 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 81 . 00 TC. . . . : 0 . 00 min 55 .63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns : 0 . 1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s: 0 .1000 impTcReach - Sheet L: 250 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 S: 0 . 1000 PEAK RATE: 0 . 80 cfs VOL: 0.57 Ac-ft TIME: 485 min BASIN ID: CC NAME: 10 YR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 02 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4 .75 inches AREA. . : 0 . 00 Acres 4 . 02 Acres TIME INTERVAL. . . . : 5 . 00 min CN- - - - : 0. 00 81 . 00 TC. . . . : 0 . 00 min 55 . 63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 S :0 . 1000 impTcReach - Sheet L: 250 .00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 S: 0 . 1000 PEAK RATE: 1 .42 cfs VOL: 0 . 92 Ac-ft TIME: 485 min 8/27/03 10 : 6 :43 am Marley Young Engineer page 2 DAVE COOPER' s Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 ------------------- BASIN SUMMARY BASIN ID: DD NAME: 100 YR UNDEVELOPE D SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 02 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 6 . 75 inches AREA. . : 0 . 00 Acres 4 . 02 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 81 . 00 TC. . . . : 0. 00 min 55 .63 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 .00 ns : 0 .1300 p2yr: 3 .50 s: 0 .0200 TcReach - Shallow L: 125 .00 ks:3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns : 0 . 4000 p2yr: 3 . 50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 1000 PEAK RATE: 2 .50 cfs VOL: 1.52 Ac-ft TIME: 485 min BASIN ID: as NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 09 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 2 .24 inches AREA. . : 4. 02 Acres 0 . 07 Acres TIME INTERVAL. . . . : 5. 00 min CN. . . . : 89. 00 98 . 00 TC. . . . : 15.31 min 15 .31 min 1 ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 . 1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s : 0 .1000 impTcReach - Sheet L: 250 . 00 ns: 0. 0110 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns:0.4000 p2yr: 3 .50 s: 0 .1000 PEAK RATE: 1 . 01 cfs VOL: 0 .42 Ac-ft TIME: 480 min BASIN ID: bb NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 09 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 3 .50 inches AREA. . : 4. 02 Acres 0 .07 Acres TIME INTERVAL. . . . : 5. 00 min CN. . . . : 89. 00 98 . 00 TC. . . . : 15 . 31 min 15 .31 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 . 50 s: 0 . 0200 TcReach - Shallow L: 125 .00 ks:3 . 00 s :0 .1000 impTcReach - Sheet L: 250.00 ns:0 . 0110 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns:0 .4000 p2yr: 3 .50 s: 0 .1000 PEAK RATE: 2 . 03 cfs VOL: 0 . 81 Ac-ft TIME: 480 min I 8/27/03 10 :6 :43 am Marley Young Engineer page 3 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: cc NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4. 09 Acres BASEFLOWS: 0. 00 cfs RAINFALL TYPE. . . . : TYPEIA PERV IMP PRECIPITATION. . . . : 4 . 75 inches AREA. . : 4 . 02 Acres 0 . 07 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 89 . 00 98 . 00 TC. . . . : 15 . 31 min 15 .31 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns : 0 .1300 p2yr: 3 .50 s:0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns: 0 . 0110 p2yr: 3 . 50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 . 50 s : 0 .1000 PEAK RATE: 3 . 08 cfs VOL: 1.21 Ac-ft TIME: 480 min BASIN ID: dd NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 4 . 09 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 6.75 inches AREA. . : 4 . 02 Acres 0 . 07 Acres TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 89. 00 98 .00 TC. . . . : 15 .31 min 15 .31 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 250 . 00 ns : 0 .1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns: 0 .0110 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125. 00 ns: 0 .4000 p2yr: 3 . 50 s: 0 .1000 PEAK RATE: 4 .76 cfs VOL: 1.87 AC-ft TIME: 480 min 8/27/03 10:6:43 am Marley Young Engineer page 4 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I } Infiltration/Retention Pond Proj 2003-20 STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. TT Description: tpond Length: 100. 00 ft. Width: 36.00 ft. Side Slope 1: 3 Side Slope 3 : 3 Side Slope 2 : 3 Side Slope 4 : 3 Infiltration Rate: 6 . 00 min/inch STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- 100.00 0.0000 0.0000 101.05 4244 0.0974 102.10 9470 0.2174 103.15 15763 0.3619 100.05 181.02 0.0042 101.10 4470 0.1026 102.15 9745 0.2237 103.20 16091 0.3694 100.10 364.09 0.0084 101.15 4698 0.1078 102.20 10022 0.2301 103.25 16421 0.3770 100.15 549.22 0.0126 101.20 4928 0.1131 102.25 10302 0.2365 103.30 16754 0.3846 100.20 736.42 0.0169 101.25 5161 0.1185 102.30 10584 0.2430 103.35 17090 0.3923 100.25 925.69 0.0213 101.30 5396 0.1239 102.35 10869 0.2495 103.40 17428 0.4001 100.30 1117 0.0256 101.35 5633 0.1293 102.40 11156 0.2561 103.45 17769 0.4079 100.35 1310 0.0301 101.40 5873 0.1348 102.45 11445 0.2628 103.50 18113 0.4158 100.40 1506 0.0346 101.45 6114 0.1404 102.50 11738 0.2695 103.55 18459 0.4238 100.45 1704 0.0391 101.50 6359 0.1460 102.55 12032 0.2762 103.60 18808 0.4318 100.50 1904 0.0437 101.55 6605 0.1516 102.60 12329 0.2830 103.65 19159 0.4398 100.55 2105 0.0483 101.60 6854 0.1573 102.65 12628 0.2899 103.70 19513 0.4480 100.60 2309 0.0530 101.65 7105 0.1631 102.70 12931 0.2968 103.75 19870 0.4562 100.65 2516 0.0578 101.70 7358 0.1689 102.75 13235 0.3038 103.80 20230 0.4644 100.70 2724 0.0625 101.75 7614 0.1748 102.80 13542 0.3109 103.85 20592 0.4727 100.75 2935 0.0674 101.80 7872 0.1807 102.85 13852 0.3180 103.90 209SS 0.4812 100.80 3147 0.0723 101.85 8132 0.1867 102.90 14164 0.3252 103.95 21325 0.4896 100.85 3362 0.0772 101.90 8395 0.1927 102.95 14479 0.3324 104.00 21696 0.4981 100.90 3579 0.0822 101.95 8660 0.1988 103.00 14796 0.3397 100.95 3799 0.0872 102.00 8928 0.2050 103.05 15116 0.3470 101.00 4020 0.0923 102.05 9198 0.2112 103.10 15438 0.3544 i OS£S'T Oi'£OT 48LZ'T SO'ZOT ZT$O'T 00'TOT EZZS'T SO'EOT L99Z'T 00'ZOI ia0EO'T S6'001 L60S'i 00'EOT OSSZ'T S6'TOT 96101T 06'OOT EOLL'T 00'fi0T TL63'T S6'ZOI £E3Z'T 061TOT 6800'T S8'00T 69SL'T S6'£OT 91,83'T 06'ZOT LIEZ'T S8'TOT Z86610 08'001 SE3L'T 06'EOT TZL3'I S8'ZOT ZOZZ'T 08'TOT 9L86'0 SL'OOT TOEL'T 58'EOT L6Si'T 08'ZOT L80Z'T SL'TOT OLL6'O OL'OOT 89TL'T 08'EOT EL66'T SL'ZOI ZL6T'I OL'TOT 9996'0 59'001 SEOL'T SL'£OT OS Ell'T OL'ZOT SSST'T 99'IOT 09S6'0 09'OOT £069'T OL'£OT LZZ3'T S9'ZOT IVLT'T 09'TOT SSW O SS'OOT TLL9'T S9'£OT 60Tb'T O9'ZOT TE91'T SS'TOT TSE6'O OS'OOT 0699'T 09'EOT Z86£'T SS'ZOT 8TST'T OS'TOT L3Z6'0 S3'001 6OS9'T SS'£OI 098E'T OS'ZOT S03T'T S6'TOT 61116'0 06'OOT 8LE9'T OS'EOT 6ELE'T SV ZOT E6ZT'T OV TOT T606'O SE'OOT 81,Z9'T SU'COT BT9E'T Ot'ZOT TSTT'T SE'TOT 6£68'0 0£'OOT 8TT9'T Of"COT L63£'T S£'ZOT OLOT'T O£'TOT L£88'O SZ'OOT 686S'T S£'£OT LLEE'I OE'ZOT 6960'1 SZ'TOT SEL8'O OZ'OOT 098S'T OE'£OT SSZE'T SZ'ZOI 6680'T OZ'TOT 3£98'O ST'OOT Z£LS'T SZ'EOT 6£TE'T OZ'ZOT 6£LO'T ST'TOT £ES8'0 OT'OOT 6095'T OZ'EOT OZOE'T ST'ZOT OE90'T OT'TOT E£68'O SO'OOT LL6S'T ST'EOT Z06Z'T OT'ZOT TZSO'T SO'TOT £££8'O 00'OOT ------- --BID--- (13) ------- --BID--- ------- --BID--- (.43) ------- --BID--- (�3) <-xoTs zTsru-> s�ess <-xortV"ZTluu-> s ras <-xoiXVRVildKI-> sows <-510ixvax i&u-> s ras &L gc)na-qS abp.zogS ao_T aazno bu-rgE-a U0T'TexlTi-Tul ariE[vz aJvuo.LS af)vLs OZ-EOOZ �02d puod uoijuaga-d/uozge=gTT3uI I adf,.L T-e.:xgsnpui `A Azob-F-XEo quamdoTaAao S qo i s,wad000 aAXQ S ab-ed -7aautbua buno7, AaT-TEw tale EV:9: OT EO/LZ/8 8/27/03 10:6:43 am Marley Young Engineer page 6 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. W Description: cd: 3 .2100 Weir length: 4.0000 ft. El: 104 .00 ft. Weir Increm: 0 .05 STAGS <--DISCHARGE---> STAGE <--DISCHARGE---> STAGS <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) cfs-- (ft) ---cfa-- ------- (ft) ---cfa-- (ft) ---cfa-- ------- 104.30 = 2 1098= = 104.60 5.9675 104.90 10.963 104.00 0.0000 104.05 0.1436 104.35 2.6587 104.65 6.7288 104.95 11.889 104.10 0.4060 104.40 3.2483 104.70 7.5199 105.00 12.840 104.15 0.7459 104.45 3.8760 104.75 8.3398 104.20 1.1484 104.50 4.5396 104.80 9.1876 104.25 1.6050 104.55 5.2373 104.85 10.062 8/27/03 10 :6 :43 am Marley Young Engineer page 7 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I l Infiltration/Retention Pond Proj 2003-20 ----_--_-_ HISTORY OF HYDROGRAPH ACTIVITY Date of Session: 9/27/03 10:5:40 am CLEARHIS MOVE AA to 1 0.2803 cfa 0.2514 ac-ft 9.00 hrs MOVE BB to 2 0.7990 cfs 0.5652 ac-ft 8.08 hrs MOVE CC to 3 1.4191 cfs 0.9159 ac-ft 8.08 hrs MOVE DD to 4 2.4972 cfs 1.5161 ac-ft 8.09 hrs MOVE as to 5 1.0074 cfs 0.4233 ac-ft 8.00 hrs MOVE hb to 6 2.0286 cfs 0.8079 ac-ft 8.00 hrs MOVE cc to 7 3.0784 cfs 1.2087 ac-ft S.o0 hro MOVE dd to 8 4.7647 cfs 1.8668 ac-ft 8.00 hrs LPOOL 1 -1/2" 1 5 TT W 9 Description MatchQ PeakQ Sto Dig PkStg outQ hyd Volume 1/2 0.28 1.01 TT W 100.08 0.85 9 294.90 of LPOOL 2 "2^ 2 6 TT W 10 Description MatchQ PeakQ Sto Dig PkStg outQ hyd Volume 2 0.80 2.03 TT W 100.70 0.98 10 2740.78 cf LPOOL 3 "10^ 3 7 TT W 11 Description MatchQ PeakQ Sto Die PkStg putQ hyd Volume 10 1.42 3.08 TT W 101.56 1.17 11 6673.18 of LPOOL 4 -100" 4 8 TT W 12 Description MatchQ PeakQ Sto Dig PkStg OutQ hyd Volume 100 2.50 4.76 TT W 103.00 1.51 12 14765.98 of SPLIT W 1 13 17 0.0000 cfa 0.0000 ac-ft 0.00 hrs 0.8495 cfs 0.4233 ac-ft 8.25 hrs SPLIT W 2 14 18 8/27/03 10 :6:43 am Marley Young Engineer page 8 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 HISTORY OF HYDROGRAPH ACTIVITY 0.0000 cfs 0.0000 ac-ft 0.00 hrs 0.9779 cfs 0.8078 ac-ft 9.00 hrs SPLIT W 3 15 19 0.0000 cfs 0.0000 ac-ft 0.00 hrs 1.1662 cfs 1.2087 ac-ft 9.33 hrs SPLIT W 4 16 20 0.0000 cfs 0.0000 ac-ft 0.00 hrs 1.5085 cfs 1.8667 ac-ft 9.67 hrs End program file E:\SGSNIOUS\2003-20A.pgm 8/5/03 7 :38 .37 am Marley Young Engineer page 1 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Project 2003-20f/�t BASIN SUMMARY BASIN ID: aconcete NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 07 Acres BASEFLOWS: PERV0 . 00 cfs IMP RAINFALL TYPE. . . . : TYPEIA 0 Acres 0 . 07 Acres AREA. 0 . 0 PRECIPITATION. . . . : 2 .24 inches • - p . 00 98 . 00 TIME INTERVAL. . . . . 5 .00 min CN. . . . TC. . . . . 0 . 00 min 5 . 00 min ABSTRACTION COE FF: 0.20 TcReach - Sheet L: 250 . 00 ns: 0 .1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s : 0 .1000 impTCReach - Sheet L: 250 . 00 ns : 0 . 0110 p2yr: 3 . 50 s : 0 . 0200 impTCReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s : 0 . 1000 PEAK RATE: 0 . 03 cfs VOL: 0 . 01 Ac-ft TIME: 480 min BASIN ID: bconcete NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 07 Acres BASEFLOWS: PERV0 . 00 cfs IMP RAINFALL TYPE. . . . : TYPEIA 0 . 00 Acres 0 . 07 Acres PRECIPITATION. . . . : 3 . 50 inches AREA. . . 0 . 00 98 . 00 TIME INTERVAL. . . . : 5 . 00 min TC. . . . 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 250 . 00 ns: 0 . 1300 p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 . 00 ks:3 . 00 s : 0 .1000 impTCReach - Sheet L: 250 . 00 ns : 0 . 0110 p2yr: 3 .50 s: 0 . 0200 impTCReach - Sheet L: 125 . 00 ns: 0 .4000 p2yr: 3 .50 s: 0 . 1000 PEAK RATE: 0 .05 cfs VOL: 0 . 02 Ac-ft TIME: 480 min BASIN ID: cconcete NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AR.EA. . . . . . . : 0 . 07 Acres BASEFLOWS: PERV0 . 00 cfs IMP RAINFALL TYPE. . . . : TYPEIA 0 . 00 Acres 0 . 07 Acres PRECIPITATION. . . . : 4 .75 inches AREA. . : 000 98 . 00 . TIME INTERVAL. . . . . 5 .00 min CN. . . . : 5 . 00 min TC. . . . . 0 . 00 min .ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: o .l30o p2yr: 3 .50 s : 0 . 0200 TcReach - Shallow L: 125 .00 ks :3 . 00 s: 0 . 1000 impTCReach - Sheet L: 250 . 00 ns: 0 . 0110 p2yr: 3 .50 s: 0 . 0200 impTCReach - Sheet L: 125 . 000n030 .4000 AC-ft p2yr TIME-3 504800min00 PEAK RATE: 0 . 07 cfs VOL: 8/5/03 7 :38 :37 am Marley Young Engineer page 2 DAVE COOPER' S Lot 5 Development Catigory V, Industrial Type I Project 2003-20 BASIN SUMMARY BASIN ID: dco ncete NAME: 100 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 07 Acres BASEFLOWS: PERV0 . 00 cfs IMP RAINFALL TYPE. . . . : TYPEIA PRECIPITATION. . . . : 6 . 75 inches AREA. . : 0 . 00 Acres 98 . 0. 00 Acres 0 TIME INTERVAL. . . . : 5 . 00 min CN. . . . : 0 . 00 min 5 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 250 . 00 ns:0 .1300 p2yr: 3 .50 s: 0 . 0200 TcReach - Shallow L: 125 . 00 kS:3 . 00 s: 0 .1000 impTcReach - Sheet L: 250 . 00 ns: 0 . 0110 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 . 50 s: 0 .1000 PEAK RATE: 0 .11 cfs VOL: 0 . 04 Ac-ft TIME: 480 min J 8/5/03 7 :38 :37 am Marley Young Engineer page 3 DAVE COOPER'S Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE STORAGE TABLE RECTANGULAR VAULT ID No. CB Description: Isolation Diversion Struct2 .1reft. voids- 1.000 Length: 1.83 ft. - STAGE <----STORAGE----> STAGS <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- -- AC-Ft- (ft) ---cf--- --AC-Ft- (ft) ---cf--- --Ac-Ft- 335 92 ==0.0000 0.0000 336.85= 3.6931 0.0001 337.80 7.4657 0.0002 338.75 11.238 0.0003 335.95 0.1191 0.0000 336.90 3.8917 0.0001 337.85 7.6642 0.0002 338.80 11.437 0.0003 336.00 0.3177 0.0000 336.95 4.0902 0.0001 337.90 7.8628 0.0002 338.85 11.635 0.0003 336.05 0.5162 0.0000 337.00 4.2888 0.0001 337.95 8.0613 0.0002 338.90 11.834 0.0003 336.10 0.7148 0.0000 337.05 4.4873 0.0001 338.00 8.2599 0.0002 338.95 12.032 0.0003 336.15 0.9134 0.0000 337.10 4.6859 0.0001 338.05 8.4584 0.0002 339.00 12.231 0.O003 336.20 1.1119 0.0000 337.15 4.8845 0.0001 338.10 8.6570 0.0002 339.05 12.430 0.0003 336.25 1.3105 0.0000 337.20 5.0830 0.0001 338.15 8.8556 0.0002 339.10 12.628 0.0003 336.30 1.5090 0.0000 337.25 5.2816 0.0001 338.20 9.0541 0.0002 339.15 12.827 0.0003 336.35 1.7076 0.0000 337.30 5.4801 0.0001 338.25 9.2527 0.0002 339.20 13.025 0.0003 336.40 1.9061 0.0000 337.35 5.6787 0.0001 338.30 9.4512 0.0002 339.25 13.224 0.0003 336.45 2.1047 0.0000 337.40 5.8772 0.0001 338.35 9.6498 0.0002 339.30 13.422 0.0003 336.50 2.3032 0.0001 337.45 6.0758 0.0001 338.40 9.8483 0.0002 339.35 13.621 0.0003 336.55 2.5019 0.0001 337.SO 6.2743 0.0001 338.45 10.047 0.0002 339.40 13.019 0.0003 0 2.7003 0.0001 337.55 6.4729 0.0001 338.50 10.245 0.0002 339.45 14.018 0.0003 336.6 6 2.7003 0.0001 337.55 6.6714 0.0002 338.55 10.444 0.0002 339.50 14.217 0.0003 336.65 .8989 0.0001 337.60 6.8700 0.0002 338.60 10.643 0.0002 339.50 14.217 0.0003 336. 3 336.75 3.2960 0.0001 337.70 7.0686 O.OD02 338.65 10.841 0.0002 336.80 3.4946 0.0001 337.75 7.2671 0.0002 338.70 11.040 0.0003 8/5/03 7 .38 .37 am Marley Young Engineer Page 4 DAVE COOPER' s Lot 5 Development Catigory V, Industrial Type I Project 2003-20 ^STAGE DISCHARGE TABLE COMBINATION DISCHARGE ID No. COMB Description: Combination of Structures Structure: PVCCAP Structure: Str ucture: DW Structure: Structure: STAGE <--DISCHARGE---> STAGS <--DISCHARGE---> STAGE <--DISCHARM---> STAG <--DISCHARGB---> (ft) ---cfe-- (ft) ---cfs-- ------- (ft) ---cfs-- -- (ft) ---cfs-- ------- s 337.60 0.0307 a s 337.80 0.5061 338.00 1.4513 337.44 0.0000 337.45 0.0006 337.65 0.0697 337.85 0.7103 337.50 0.0037 337.70 0.1790 337.90 0.9373 337.55 0.0189 337.75 0.3274 337.95 1.1848 8/5/03 7 :38 . 38 am Marley Young Engineer page 5 DAVE COOPER' s Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE DISCHARGE TABLE BROAD CRESTED WEIR ID No. DW Description: isolation Weirelengthrion eir 1.8300 ft. cd: 3 .2100 El: 337 . 62 ft . Weir Increm: 0 .05 STAGS <--DISCHARGE---> STAGE —DISCHARGE---> STAGS <--DISCHARGE---> STAGS <--DISCHARGE---> (ft) ---cfa-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- __________________________________________ ---------------- 337.62 0.0000 337.75 0.2753 337.90 0.8703 338.00 1.3760 337.65 0.0305 337.80 0.4486 337.95 1.1136 337.70 0.1329 337.85 0.6480 338.00 1.3760 8/5/03 7 :3$ : 38 am Marley Young Engineer page 6 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Project 2003-20 STAGE DISCHARGE -TABLE ===--____--- -- ---- INLET CONTROL CULVERT ID No. PVCCAP Description: Hole in cap to O/W Separator Diameter (ft) : 0 .16 0 EnVranceert type : 337 .44 Length (f t) Slope (ft/ft) : 0 . 0002 No. of Clvrts : 1 Mannings n : 0 . 0120 Max Ponding el:338 . 00 Stg-Dis Increment : 0 .05 > STAGE <_DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCNARGB--- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- (ft) ---cfs-- ------- _ _ I 337 80===0 0575--- 338.00 0.0752 337.44 0.0000 337.60 0.0307 337.45 0.0006 337.65 0.0392 337.85 0.0624 337.50 0.0037 337.70 0.0461 337.90 0.0669 337.75 0.0521 337.95 0.0712 337.55 0.0189 8/5/03 7 :38 :39 am Marley Young Engineer page 8 DAVE COOPER's Lot 5 Development Catigory v, Industrial Type I 1 Project 2003 -- ---_--- -20 HISTORY OF HYDROGRAPH ACTIVTI'Y 5 Date of Session: 8/ /03 7:37:26 am C7 EARHIS MOVE aconcete to 1 0.0338 cfa 0.0124 ac-ft 8.0o hra MOVE bccncete to 2 0.0539 cfs 0.0201 ac-ft 8.00 hrs MOVE ccancete to 3 0.0737 cfs 0.0278 ac-ft 8.o0 hra MOVE dconcete to 4 0.1051 cfa 0.0401 ac-ft 8.00 bra LPOOL 1 ^1/2^ 1 1 CB COMB 9 oatQ hYd Volume Description MatcbiQ PeakQ Sto Dia PkStg 1/2 0.03 0.03 CB COMB 337.60 0.03 9 6.69 c£ LPOOL 2 ^2^ 2 2 CB COMB 10 Out4 bYd Volume Description MatcbQ PeakQ Sto Dis PkStg 2 0.05 0.05 CB COMB 337.63 0.05 10 6.79 cf LPOOL 3 ^10° 3 3 CB COMB 11 PkStg OutQ byd Volume MatcbO peakQ Sto Die Description 6.93 Cf 10 0.07 0.07 CB COMB 337.66 0.07 11 LPOOL 4 °100* 4 4 CB COMB 12 oatQ hYd Volume MatchQ PeakQ Sto Dia PkStg Description COME 337.68 0.11 12 6.97 cf 100 0.11 0.11 C8 SPLIT pVCCAp 1 13 17 0.0314 cfs 0.0122 ac-ft 8•00 bra 0.0024 cfs 0.00o1 ac-ft 9.00 hra SPLIT pVCCAp 2 14 18 0.0357 cfs 0.0193 RC-ft 8.06 bra 0.0181 cfs o.0007 ac-ft 9.08 bra SPLIT pVCCAP 3 15 19 0.0412 cfs 0.0259 ac-ft 8.08 hrs 0.0340 cfa 0.0017 ac-ft 9.00 bra SPLIT p7CCAp 4 16 20 0.0426 cfs o.0357 ac-ft 8.o8 bra 0.0631 cfs 0.0043 ac-ft 9.00 bra End program file 8:\PIOUS\2003-20W•pgm 8/5/03 7 :38:39 am Marley Young Engineer page 7 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I ------ Project 2003-20 LEVEL POOL TABLE SUMMARY MATCH 33gpWW -STO- -DIs- <-PEAK-> OUTFWW STORAGE (cfs) (cfs) --id- --id- �- �> id (cfs) VOL (cf) ---------DESCRIPTION----- > �� 337.60 9 0.03 6.69 cf 1/2 ....••.. 0.03 0.03 337.63 10 0.05 6.79 cf 2 ............................ 0.05 0.05 CB COMB337.66 11 0.07 6.93 cf 10 0.07 0. CB COME337.68 12 0.11 6.97 cf 100 ....................... 0.11 O.11 11 CB CCU I BIO SWALE CALCULATIONS Quattro Pro-Bioswale.Wb1-File AF BIO SWALE CALCULATIONS Quattro Pro-Bloswale.Wb1-File P AG:A1..H46 Page 1 2001-16 R:K1..R46 Page 2 Owner DAVE COOPER-COOPER HOME HEATING OIL TRANSFER STATION Owner DAVE COOPER-COOPER HOME HEATING OIL TRANSFER S Project# 2003-20 Project# 2003-20 Remarks BIO SWALE Remarks BIO SWALE Design for Swale Capacity Design for Swale Capacity Date 8�3 Date 0 0 0 Q for the max.year storm event to use the Swale Q for the max.year storm event to use the Swale Q= 0.3655 cfs cubic feet per second 1/2 year Q= 1.77 cfs cubic feet per second 100 YEAR y= 0.235 Max. Bio Swale water depth in feet b= 3.961537 y= 0.325 Max.Bio Swale water depth in feet Blowidth 3,960969 s= 0.02 Slope of Bio Swale in feet per foot Minutes 12.50155 s= 0.02 Slope of Bio Swale in feet per foot v2yrwow," 3.961537 Z= 3 Swale side slope 3:1 V 0.333292 Z= 3 Swale side slope 3:1 V 1,103361 Note: The free board above the storm event is double the 100-year event depth Note: The free board above the storm event is double the 100-year event depth (See Manual-III-6-19:SC-14.) Bio Swale Depth 0.65 ft.min. (See Manual-III-6-19:SC-14.) Bio Swale Depth 0.65 ft.min. Use DOE Manual,page III-6-13 Formula(6-9) Use DOE Manual,page III-&13 Formula(69) b=[Qn/(1.486)*(y^1.667)*(s^0.5)]-Zy b=[Qn/(1.486)*(y^i.667)*(s^0.5)j-Zy Note-Assume Q is directed to both ends and CD is in middle. Note-Assume Q is directed to both ends and CD is in middle. Q = 0.3655 Q = 1.77 n = 0.24 n = 0.09 Qn = 0.08772 Qn = 0.1593 (y^1.667) = 0.089448 (yM.667) = 0.153571 (s^0.5) = 0.141421 (s^0.5) = 0.141421 (-Zy) _ -0.705 (-Zy) _ -0.975 b = 3.961537 b = 3.960969 Swale has a minimum length of 250 ft. Swale has a minimum length of 250 ft Flow Velocity Check Flow Velocity Check v=Q/A v=Q/A A=Cross Sectional Area= by+Z*(y^2) A=Cross Sectional Area= by+Z*(y^2) A= 1.096636 A= 1.60419 Therefore Therefore v= 0.333292 fps < 0.90 fps v= 1.103361 fps < 1.50 fps =O.K. Contact time in seconds 750.0931 Contact time in seconds 226.5805 Contact time in minutes 12.50155 Contact time in minutes 3.776341 i 8/27/03 5 :52 :27 pm Marley Young Engineer Page 1 DAVE COOPER' S Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention-Pond-Proj-2003-20-_- BASIN SUMMARY BASIN ID: a NAME: 1/2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 .55 Acres BASEFLOWS= PERV00 cfs IMP RAINFALL TYPE. . . . : TYPE1A 0 . 00 Acres 1 .55 Acres PRECIPITATION. . . . : 2 .24 inches 0 00 89 . 00 TIME INTERVAL. . . . : 5 . 00 min CN: : : : : 0 . 00 min 16 .50 min TC ABSTRACTION COEFF: 0 .20 3 . 50 S:0 .0200 TcReach - Sheet L: 250 .00 ns:fl .1300 p2yr: TcReach - Shallow L: 125 . 00 ks:3 . 00 s: 0 . 1000 impTcReach - Sheet L: 250 . 00 ns : 0 . 0110 p2yr: 3 . 50 s: 0 . 0200 impTcReach - Sheet L: 125 .00 ns : 0 .4000 p2yr: 3 . 5fl4800min00 PEAK RATE: 0 .37 cfs VOL: 0.16 Ac-ft TIME: BASIN ID: b NAME: 2 YR DEVELOPED SBUH METHODOLOGY BASEFLOWS: 0 . 00 cfs TOTAL AREA. . . . . . . : 1 .55 Acres PERV IMP RAINFALL TYPE. . . . : TYPEIA 0 . 00 Acres 1 .55 Acres PRECIPITATION. . . . : 3 .55 inches CN. . . . = 0 - 00 89 . 00 TIME INTERVAL. . . . : 5 . 00 min TC. . . . : 0 _ 00 min 16 .50 min ABSTRACTION COEFF: 0 .20 r: 3 .50 s: 0 . 0200 TcReach - Sheet L: 250 . 00 ns: 0 .1300 ply TcReach - Shallow L: 125 . 00 ks :3 . 00 s : 0 .1000 impTcReach - Sheet L: 250. 00 ns: 0. 0110 p2yr: 3 .50 s: 0 . 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 .504800m1000 PEAK. RATE: 0 .75 cfs VOL: 0.30 Ac-ft TIME: BASIN ID: C NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA• - - • • - : 1.55 Acres BASEFLOWS: PE0RV00 cfs IMP in RAINFALL TYPE . . . . : TYPE 0 . 00 Acres 1.55 Acres PRECIPITATION. . . . : 4 .75 inches � . . . . : D - 00 89. 00 TIME INTERVAL. . . . : 5 .00 min TCC. . . . : 0 . 00 min 16 .50 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 250 . 00 ns: 0 . 1300 p2yr: 3 .50 S: 0 . 0200 TcReach - Shallow L: 125 . 00 ks :3 . 00 S :0 . 1000 impTcReach - Sheet L: 250 . 00 ns :0 .0110 p2yr: 3 .50 s : 0 . 0200 impTcReach - Sheet L: 125 . 00 ns : 0 .4000 p2yr: 3 . 50 s: 0 .1000 PEAK RATE : 1 .14 cfs VOL: 0 .46 Ac-ft TIME- 480 min i 8/27/03 5 :52 :27 pm Marley Young Engineer Page 2 DAVE COOPER's Lot 5 Development Catigory V, Industrial Type I Infiltration/Retention Pond Proj 2003-20 BASIN SUMMARY BASIN ID: d NAME: 2 YR DEVELOPED SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1.55 Acres BASEFI,flWS: RV cfs IMP RAINFALL TYPE. . . . : TYPElA PERV PRECIPITATION. . . . : 6 .75 inches AREA. . : 0 .00 0. 00 Acres 89..00 Acres TIME INTERVAL. . . . . 5 .00 min TTC. . . . : 0 .00 min 16.50 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 250 .00 ns:0 .1300 p2yr: 3 .50 s:0 .0200 TcReach - Shallow L: 125.00 ks:3 . 00 s: 0.1000 impTcReach - Sheet L: 250. 00 ns:0 .0110 p2yr: 3 .50 s: 0. 0200 impTcReach - Sheet L: 125.00 ns:0 .4000 p2yr: 3 .50 s:0.1000 PEAK RATE: 1.77 cfs VOL: 0.70 AC-ft TIME: 480 min } T f Mason County Review Checklist For a Stormwater Plan Instructions: This checklist is intended to assist Staff in the review of a Stormwater Plan. The Stormwater Plan is reviewed for completeness with respect to the 1992 Department of Ecology Manual. If an item is found to be not applicable, the Plan should explain the basis for the conclusion. The Plan is also reviewed for clarity and consistency. If the drawings, discussion, or recommendations are not understandable, they should be clarified. If they do not appear internally consistent or consistent with the application or observations on site, this needs to be corrected or explained. If resolution is not achieved with the author, staff should refer the case to the Planning Manager or Director. Applicant's Name: bmy CCw2 / rS Permit# /VkLc ` OQ d S3arcel# t OC65 Date(s) of the Document(s) reviewed: AV6" � Y/ l (1) Erosion and Sediment Control: All new development and redevelopment that includes land disturbing activities of one acre or greater shall comply with erosion and sediment control requirements 1-14, below. Compliance with the Erosion and Sediment Control Requirements shall be demonstrated through implementation of a large parcel erosion and sediment control plan. All new development and redevelopment that includes land disturbing activities of less than one acre shall comply with the small parcel minimum requirements found in Section 14.48.130, Compliance with the small parcel requirements shall be demonstrated through implementation of a small parcel erosion and sediment control plan. (a) Eros n and Sediment Control Requirement 1: Stabilization and Sediment Trapping. OK?Comment: (b) Ero i n and Sediment Control Requirement#2: Delineate Clearing and Easement Limits. OK? Comment: (c) Erosi n and Sediment Control Requirement#3: Protection of Adjacent Properties. OK? Comment: (d) Erosion and Sediment Control Requirement#4: Timing and Stabilization of Sediment Tr mg Measures. OK? Comment: (e) Er s n and Sediment Control Requirement#5: Cut and Fill Slopes. OK? Comment: (f) Ergsjnn and Sediment Control Requirement#6: Controlling Off-Site Erosion. OK? l/( Comment: (g) Erosion and Sediment Control Requirement#7: Stabilization of Temporary Conveyance Ch Is and Outlets. OK? Comment: (h) Erosion and Sediment Control Requirement#8: Storm Drain Inlet Protection. OK?�_Comment: (i) Erosipn and Sediment Control Requirement#9: Underground Utility Construction. OK?�—Comment: (j) Eros" n and Sediment Control Requirement#10: Construction Access Routes. OK? v Comment: (k) Ero ion and Sediment Control Requirement#11: Removal of Temporary BMPs. OK? Comment: (1) Er�and Sediment Control Requirement#12: Dewatering Construction Sites. Page 1 of 3 Form Effective May 2009 OKN Comment: (m) Erosion and Sediment Control Requirement#13: Control of Pollutants Other than Sediment on Vstruction Sites. OK?____1 Comment: (n) E,rpsion and Sediment Control Requirement#14: Maintenance. OK?V Comment: (o) Aosion and Sediment Control Requirement#15: Financial Liability. OK? Comment: (2) Preservation of Natural Drainage Systems. Natural drainage patterns shall be maintained, and discharg s from the site sh�cc�t the natural location t�aximum extent practicable. OK? Comment: (3) Source Control of Pollution. Source control BMPs shall be applied to all projects to the maximum extent practicable. Source control BMPs shall be selected, designed, and maintained accorqiny to an approved manual. OK?_(_Comment: (4) Runoff Treatment BMPs. All projects shall provide treatment of stormwater. Treatment BMPs shall be sized to capture and treat the water quality storm, defined as the six-month, twenty-four hour storm. The first priority for treatment of stormwater shall be to infiltrate as much as possible of the water quality design storm into the ground. Pretreatment of stormwater prior to infiltration into the_grgund may be requir d. OK?—�Comment: 6 (5) Streambank Erosion Control: The requirement below applies only to situations where stormwater runoff is discharged directly or indirectly to a stream, and must be met in addition to meeting t requirements in minimum requirement#4, Runoff Treatment BMPs. OK? Comment: (6) Wetlands: Stormwater discharges to wetlands shall maintain the wetland's natural hydroperiod and flows to the extent needed to preserve or enhance its existing functions and values. Prior to proposing discharge of higher volumes of stormwater to a wetland, alternative discharge, detention, and infiltration practices located in areas outside the wetland shall be evaluated and employed by the project engineer where feasible and practicable. OK? 1 Comment: (7) Water Quality Sensitive Areas. Where the Mason County commissioners or their designee determine that the minimum requirements do not provide adequate protection of water quality sensitive areas, either on-site or within the basin, more stringent controls shall be required to protect water quality. An adopted and implemented basin plan (minimum requirement#9) may be used to 4evelop requirements for water quality sensitive areas that are tailored to a specific basin. OK? Comment: (8) Off-Site Analysis and Mitigation. Downstream analysis may trigger additional requirements. The project engineer shall provide a detailed qualitative analysis of the flow path of the discharge from the project site to the receiving water. This requirement shall apply to all projects where a drainage and erosion control plan is prepared, including those proposing retention facilities. This analysis shall include flow routing, and provide existing pipe and channel sizes and estimated capacities. In addition, the project engineer shall discuss any known or expected downstream erosion, flooding, or water quality problems, including those that may be caused by interflow from the proposed retention facility. The director or designee shall have the discretion to specify the distance and level of detail to be provided by the project engineer. In making this determination, the director or designee shall consider such factors as the relative size of the new development, availability of other hydrologic work for the drainage area, and the extent of which stormwater gener t d on the project site is to b infiltrated. OK?Comment: �� Page 2 of 3 Form Effective May 2009 i (9) Basin Plan iin . Basin plan supersedes Manual. OK? Comment: (10) Operation and Maintenance. An operation and maintenance schedule shall be provided for all proposed stormwater facilities and BMPs, and the party (or parties) responsible for maintenance and operation shall be identified. An operation and maintenance (O&M) covenant will be required to cover all privately owned and maintained stormwater facilities approved by the director. O&M Covenant forms are available at the Mason County Public Works Office. A copy of the completed instrument shall be recorded with the Mason County Auditor's Office by the proponent and a copy of the recorded instrument is required to be submitted to the Public Works Department prior to final appro 1 of the completed permanent stormwater facilities. OK? Comment: (11) Financial Liability. Performance bonding or other appropriate instruments shall be required for all projects to ensure compliance with these standards. OK? Comment: Are the Documents signed and stamped? Type and #of License: [4(4 T 1"e If not approved, what is the next action/recommendation�forr further acti ? P_tc4k "l tZA '14Q Reviewed by on Time spent in review: SECOND REVIEW/ UPDATE: Reviewed by on Time spent in second review: THIRD REVIEW/ UPDATE: Reviewed by on Time spent in third review: Disclaimer: Mason County does not certify the quality of the work done in this Stormwater Plan. Page 3 of 3 Form-Effective May 2009 i Mason County Stormwater Checklist County Project # COM 7-0 Cl ` Voc S—( Project Name Twnsp,Sec,Range 5i c -Z t , -t-z�►� .�2�W � - m�,s� �- C� �` L.b`r S d 4! �S E Tyr 1_ASZ E .o'T 'Z�A�Vt?Z> Minimum Requirements of 1992 Stormwater Manual The stormwater checklist identifies the minimum requirements of the 1992 Stormwater Manual. The checklist is intended to identify the loctions within the plan That addresses the minimum requirements. Mason County will not perform a technical Evaluation of the submittal. Rather, the checklist provides a guide to allow Mason County to review the submittal and determine if the applicant has addressed the Minimum features that make up a stormwater plan. It is incumbent upon the applicant and his/her engineer to fulfill all the applicable requirements of the 1992 Stormwater Plan as it relates to the proposed project. Review by Mason County is intended to determine if the plan has addressed the minimum requirements. Applicant's engineer shall be responsible for the technical accuracy of the submitted Stormwater plan. During construction of the project, the stormwater plan engineer of record or his/her authorized representative shall inspect the site to ensure the stormwater plan is being implemented as designed. Upon completion of the project, the engineer or his authorized representative shall be required to certify that the stormwater plan has been implemented as designed. #1: Erosion and sediment Control. All new development and redevelopment that includes land disturbing activities of one acre or greater shall comply with erosion and sediment control requirements 1 through 14, below. Compliance with the Erosion and Sediment Control Requirements shall be demonstrated through implementation of a large parcel erosion and sediment control plan. All new development and redevelopment that includes land disturbing activities of less than one acre shall comply with the small parcel minium requirements found in Section 14.48.140. Compliance with the small parcel requirements shall be demonstrated through implementation of a small parcel erosion and sediment control plan. Erosion and Sediment Control Requirement#1: Stabilization and Sediment Trapping. See page/paragraph y a .Sfc�2M&J'at-A r'r0 + +rot Sty P� .4 � SwX C t C- P) Erosion and Sediment Control Requirement#2: Delineate Clearing and Easement Limits. See page/paragraph 2 Y09 g 5 W �(z f5 G 5 P 1-1 Stormwater Checklist DOE 1992 Manual.doc 1 Updated May 20, 2009 Erosion and Sediment Control Requirement#3: Protection of Adjacent Properties. , See page/paragraph 3 �� �/ 5 Lam) t=R f S Erosion and Sediment Control Requirement#4: Timing and Stabilization of Sediment Trapping Mea ures.. See page/paragraph � ci 9 SCE _2 ISC S P Erosion and Sediment Control Requirement#5: Cut and Fill Slopes. See page/paragrapher f2 '�-C2l Erosion and Sediment Control Requirement#6: Controlling Off-Site Erosion. See page/paragraph Erosion and Sediment Control Requirement#7: Stabilization of Temporary Conveyance Channels and Outlets. See page/paragraph Ll 7 Pq '3) Erosion and Sediment Control Requirement#8: Storm Drain Inlet Protection. See page/paragraph 2�2z g 4?g 9 Erosion and Sediment Control Requirement#9: Underground Utility Construction. See page/paragraph —4f" �> �� 1, Erosion and Sediment Control Requirement#10: Construction Access Routes. See page/paragraph -�t/0 `) Erosion and Sediment Control Requirement#11: Removal of Temporary BMPs. See page/paragraph s Pq `) Erosion and Sediment Control Requirements#12: Dewatering Construction Sites. See page/paragraph Z -Po /L) Erosion and Sediment Control Requirements#13: Control of Pollutants Other than Sediment on Construction Sites. See page/paragraph f/-3 /y /0 Erosion and Sediment Control Requirements#14: Maintenance. See page/paragraph Erosion and Sediment Control Requirements#15: Financial Liability. See page/paragraph JY15 1q /D #2: Preservation of Natural Drainage Systems. Natural drainage patterns shall be maintained, and discharges from the site shall occur at the natural location to the maximum extent practicable. See page/paragraph ^©y E Stormwater Checklist DOE 1992 Manual.doc 2 Updated May 20, 2009 #3: Source Control of Pollution. Source control BMPs shall be applied to all projects to the maximum extent practicable. Source control BMPs shall be selected, designed, and maintained accordin to an approved manual. See page/paragraph #4: Runoff Treatment BMPs. All projects shall provide treatment of stormwater. Treatment BMPs shall be sized to capture and treat the water quality storm, defined as the six-month, twenty-four hour storm. The first priority for treatment of stormwater shall be to infiltrate as much as possible of the water quality design storm into the ground. Pretreatment of stormwater prior to infiltration into the ground may be required. See page/paragraph pg #5: Streambank Erosion Control. The requirement below applies only to situations where stormwater runoff is discharged directly or indirectly to a stream, and must be met in addition to meeting the requirements in minimum requirement#4, Runoff Treatment BMPs. See page/paragraph 7 02 / 4 #6: Wetlands. Stormwater discharges to wetlands shall maintain the wetland's natural hydroperiod and flows to the extend needed to preserve or enhance its existing functions and values. Prior to proposing discharge of higher volumes of stormwater to a wetland, alternative discharge, detention, and infiltration practices located in areas outside the wetland shall be evaluated and employed by the project engineer where feasible and practicable. See page/paragraph #7: Water Quality Sensitive Areas. Where the Mason County commissioners or their designee determine that the minimum requirements do not provide adequate protection of water quality sensitive areas, either on-site or within the basin, more stringent controls shall be required to protect water quality. Ad adopted and implemented basin plan (minimum requirement#9) may be used to develop requirements for water quality sensitive areas that are tailored to a specific basin. See page/paragraph 42a !� #8: Off-site Analysis and Mitigation. Downstream Analysis May Trigger Additional Requirements. The project engineer shall provide a detailed qualitative analysis of the flow path of the discharge from the project site to the receiving water. This requirement shall apply to all projects where a drainage and erosion control plan is prepared, including those proposing retention facilities. This analysis shall include flow routing, and provide existing pipe and channel sizes and estimated capacities. In addition, the project engineer shall discuss any known or expected downstream erosion, flooding, or water quality problems, including those that may be caused by interflow from the proposed retention facility. The Director of Public Works or designee shall have the discretion to specify the distance and level of detail to be provided by the project engineer. In making this determination, the Director of Public Works or designee shall consider such factors as the relative size of the new development, availability of other hydrologic work for the drainage area, and the extent to which stormwater generated on he project site is to be infiltrated. See page/paragraph /b Stormwater Checklist DOE 1992 Manual.doc 3 Updated May 20, 2009 #9. Basin Planning. Basin plan supercedes Manual. See page/paragraph '0Cra� IJ #10. Operation and Maintenance. An operation and maintenance schedule shall be provided for all proposed stormwater facilities and BMPs,and the party (or parties) responsible for maintenance and operation shall be identified. An operation and maintenance (O&M) Declaration of Covenant will be required to cover all privately owned and maintained stormwater facilities. O&M Declaration of Covenant forms are available at the Mason County Permit Assistance Center, 426 W. Cedar Street, Shelton, WA 98584. The proponent shall record a copy of the completed Declaration with the Mason County Auditors' office. A copy of the recorded document must be submitted to the Permit Assistance Center together with this completed Checklist. See page/paragraph Z I certify that the stormwater plan submitted for this project fulfills the applicable II Provisions of the 1992 Stormwater Manual. qf7cl Z 7, Z do Engineer Date �,Qa f�f bO - z z{�C{h Applicant Date Place signed Stamp Here J, BEY O 14144 ka �� a•� AL Stormwater Checklist DOE 1992 Manual.doc 4 Updated May 20, 2009