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Prelim Drainage and Erosion Control ReportBITTER SUBDIVISION Preliminary Drainage and Erosion Control Report Proponent: Scott Ritter 2365 48`" Ave SW Olympia, WA 98512 (360)791-1589 Prepazed By: Robert Tauscher, P.E. Jerome W. Momssette & Associates Inc., P.S. 1700 Cooper Point Road S W, #B2 Olympia, WA 98502-1110 Phone. (360) 352-9456 Fax. (360)352-9990 Submitted: December 2005 TABLE OF CONTENTS DRAINAGE REPORT Section 1 -Project Description 1 Section 2 -Existing Conditions 1 Section 3 -Infiltration Rate/Soils Report 1 Section 4 -Wells and Sewerage Systems 2 Section 5 -Fuel Tanks 2 Section 6 -Sub-basin Description 2 Section 7 - 100 Year Flood 2 Section 8 -Aesthetic Considerations 2 Section 9 -Facility Sizing and Downstream Analysis 2 Section ] 0 -Covenants, Dedicafions, and Easements 3 Section I 1 -Articles of Incorporation 4 II. EROSION CONTROL REPORT Section 1 -Sequence Section 2 -Trapping Sediment Section 3 -Permanent Erosion Control Section 4 - Geotechnical Report Section 5 -Inspection Section 6 - Control of Pollutants Other than Sediment III. APPENDIX A. Soils Report B. Calculations and Hydraulic Analysis C. Residential S[ormwater Facilities Maintenance Agreement D. Thurston Region Stormwater Facilities Summary Form E. Site Plan Ritter Subdivision Drainage and Erosion Control Report IWM&A # 05141 PROJECT ENGINEER'S CERTIFICATE "I HEREBY CERTIFY THAT THIS PROJECT, BITTER SUBDNISION, YELM, WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION AND MEETS MINIMUM STANDARDS OF THURSTON COUNTY AND NORMAL STANDARDS OF ENGINEERING PRACTICE. I UNDERSTAND THAT THE JURISDICTION DOES NOT AND WILL NOT ASSUME LIABILITY FOR THE SUFFICIENCY, SUITABII.ITY, OR PERFORMANCE OF DRAINAGE FACILITIES DESIGNED BY ME." 4?~--- Robert Tauscher, P.E. Jerome W. Morrissette & Associates Inc., P.S. Ritter Subdivision Drainage and Erosion Control Report SWM&A q 05141 BITTER SUBDIVISION YELM, WASHINGTON DRAINAGE AND EROSION CONTROL REPORT PART I. DRAINAGE REPORT This report has been prepared as part of the requirements for 21 lot subdivision for the subject site and in accordance with the "Thurston County Drainage Design and Erosion Control Manual, " 1994. Section 1 -Project Description: The Ritter Subdivision site consists of 3.72 Acres. The site lies on the east side of NW Cullens Street and the west side of NW Longmire Street in Yelm, Washington, in the Southwest quarter (SW '/<) of the Northwest quarter (NW '/.) of Section Nineteen (19), Township Seventeen (] 7) Notth, Range Two (2) East. The assessors pazcel numbers is 21724140400, 21724140300, and 21724141600. The site is relatively flat. The proposed accesses will be from both NW Cullens Street and NW Longmire Street. The site improvements include an internal 34-foot wide paved roadway. Stormwater will be conveyed via swales to the infiltration gallery. Secfion 2 -Existing Conditions: The location of the lots is fairly flat, with elevations range from 346 [0 348 feet. Secfion 3 -Infiltration Rates/Soils Report: Soils on the site are listed in the Soil Conservation Service's Soil Survey of Thurston County Washington as Spanaway Gravelly Sandy Loam. Typical soils are a black gravelly sandy loam near the surface with dark yellowish brown very gavelly loam occurring within 60 inches of surface. The soil mapping from this soil survey indicates that the predominant soil group at this site is `B". An evaluation of the surficial soils was conducted and a copy of the soils information is located in Appendix A. The i~ltration rate measured in a falling head test performed at 36 inches below the existing surface is > 58 inches per hour. The infiltration tests results are found in Attachment A. Field percolation tests performed yielded a percolation mte range between three holes of 23 in/hr to 152 in/hr. Incorporating a factor of safety greater than 2, the estimated percolation mte used for design is 10 inches per hour. Ritter Subdivision Drainage and Erosion Control Report J WM&A # 05141 Section 4 -Wells and Sewerage Systems: A search of Department of Ecology web site was performed to identify nearby wells. The search yielded no wells on the subject site or nearby properly. The proposal development will be connected to the City of Yelm sewer and water systems. Section 5 -Fuel Tanks: Based on information from the current property owner, numerous site inspections, and the expressed intentions of the owner, there are no known fuel tanks existing on the property. No fuel tanks will be brought onto the property during development. Section 6 -Sub-basin Description: Project site runoff from the 6-month 24-hour storm events will be routed to a wetpond for treatment and [hen to infiltration gallery for disposal. Section 7 - 100 Year Flood: The site is not within the 100-yeaz flood plain. Secton 8 -Aesthetic Considerafions: Al] disturbed areas will be vegetated or landscaped. The stomrwater facilities consist of catch basins and conveyance piping to collect runoff, convey [o swales for treatment and then to an infiltration gallery for disposal. Consequently, the overall aesthetic affect of the stormwater facilities on this site will be consistent with other facilities within the vicinity and should not detract from surrounding areas. SeMion 9 -Facility Sizing and Downstream Analysis: The impacts of the proposed development on stormwater runoff have been analyzed in accordance with the procedure described m the "S[ormwa[er Management Manual for the Puget Sound Basin," 1992. All storrnwater conveyance and detention systems were designed for the 100 Year /24 Hour Design Event as outlined in the above listed Manual. The hydraulic analysis for the on-site stormwater facilities can be found in Appendix B. The evaluation performed includes site runoff flow, gallery storage using HYDRA analyses (HYDRA Version 5.85, July 1994). Copies of the HYDRA Input and Ritter Subdivision Drainage and Erosion Connol Report JWM&A # 05141 Output files and table summarizing the site azea and gallery volume chazacteris[ics are included in Appendix B. POST DEVELOPMENT SITE CHARACTERISTICS Total Site Area 3.72 Acres Pass-Through Drainage Area 0.0 Acres Area Tributary to Facility Including Offsite (Acres): 3.72 Acres Total Onsite Area Tributary to Facility (Acres): 322 Acres Design Impervious Area Tributary to Facility (Acres): 2.20 Acres Design Landscaped Area Tributary to Facility (Acres): 1.52 Acres Basin Area (Acres): 3.72 Acres SCS Data Hydrologic Soil Group "B" Curve Numbers Impervious Areas 98 Pervious Areas 90 SYSTEM MINIMUM REQUIREMENTS Total Area Tributary to Facility (Acres): 3.72 Acres Required Volume per HYDRA 14,633CF Infiltration Rate with 4,256 sf Bottom 0.99 CFS System Performance Within the subject site, stormwater from roadway and sidewalks will be routed to swales and into infiltration gallery. Runoff from the new houses will be directed into individual drywells. Based on the HYDRA analyses perforated for the 24 hour - 100 Year Event, the peak flow into the stormwater gallery will be 3.39 CFS. The maximum storage volume needed in the gallery per HYDRA is 14,633 CF. The design infiltration rate is 0.99 CFS with the gallery bottom of 4,256 SF and 14,835 CF of storage volume provided m the gallery. Downstream Analysis There are no downstream impacts due to al] stormwater being detained and infiltrated on site. Secfion 10 -Covenants, Dedications, Easements: Operation and maintenance of the stonnwater system will be the responsibility of the property owners. The facilities will require routine maintenance and a draft Ritter Subdivision Drainage and Erasion Control Report JWM&A # 05141 ConunerciaVlndustrial Stormwater Facilities Maintenance Agreement prepazed for this project is located in Appendix D. Secfion Il -Articles of Incorporation: All residential subdivisions shall for a Homeowner's Association for the purposes of assigning responsibility and liability for the operation and maintenance of stormwater facilities jointly serving lots within the subdivision. Articles of Inwrporation shall be developed for the association and submitted to the governing body prior to final approval. Ritter Subdivision Drainage and Erosion Conhol Report SWM&.A # 0514] PART II. EROSION CONTROL REPORT Section 1 -Sequence: The following is the construction sequence for construction of the roadways and swales. 1. Install silt fences where shown on the improvement plans. 2. Rough grade roadway areas. 4. Install stormwater collection system and wetpond. 5. Finish grade, topsoil, fertilize, and seed disturbed areas. 6. Mulch landscaped areas if constmction is performed between October I S and April ] 5. 7. Once disturbed surfaces have developed suitable goandcover, remove perimeter silt fences. Section 2 -Trapping Sediment: The proposed grading of the site, as well as the constmcfion of the items listed below, will mitigate against any major diversion of stormwater runoff by maintaining natural drainage patterns. The sWCtural components of the erosion control plan will work in combination with temporary and permanent soil stabilization efforts to minimize the amount of sediment-laden runoff entering adjacent properties and the existing on-site wetlands. Measures Taken to Control Sediment: • Filter Fabric Silt Fences located down-slope of all earthwork that may pose a potential of releasing sediment-laden water to the off- site. Permanent sediment trapping will be accomplished with sediment traps if necessary, where vegetation and gallery configuration will cause soil particles to drop out of solution as the stormwater passes through the area. All entrances will be paved and connecting m paved city streets. If a substantial amount of soil is being deposited on adjacent streets due to truck traffic, the street will immediately be cleaned of al] debris and further preventative measures will be taken to ensure the problem ceases, such as establishing a tire wash down area. All of the above features of the Erosion and Sedimentation Control Plan, if installed and periodically maintained, aze expected to minimize the potential for sediment-laden runoff escaping the site and entering the downstream environment during and after the construction of the project. (triter Subdivision Drainage and Erosion Control Report JWM&A N 05141 Section 3 -Permanent Erosion Control: The following measures will be taken for soil stabilization to minimize the amount of sediment-laden runoff entering adjacent properties and the existing on- site wetlands. Stabilization of cut and fill areas with hydro seeding and, if necessary, chopped hay mulching (orjute matting). Permanent erosion control on this site will be accomplished through the development of landscaping or grass groundcover on al] unpaved disturbed areas. Section 4 - Geotechnical Report: There are no other incipiently unstable stormwater related conditions within the project site, hence; no other additional soil investigations or analyses are planned. Section 5 -Inspection: The owner or the owner's representative will monitor the construction of stormwater facilities on the subject site in accordance with the requirements of the Drainage Manual. The following is the recommended inspection sequence for the construction of stormwater facilities described above: 1. At completion of rough grading. 2. At completion of paving, fine grading, fertilizing, seeding, and mulching. 3. At completion of the gallery. Section 6 - Control of Pollutants Other Thau Sediments: As the subject site development will consist of residential use, it will most likely not involve [he storage or use ofnon-sediment pollutants on this site. Temporary pollutant sources, such as cement truck wash-down waste, fuel spillage during equipment refueling, and construction waste materials may develop for short periods during the construction of the pazking lots and stormwater facilities. Care will be taken [o minimize the adverse impacts of these conditions. Activities such as concrete track wash-down and equipment refueling will be carried out in the vicinity of construction, at least 25 feet from the stormwater facilities. Construction material stockpile areas should be limited to the immediate vicinity of the dwellings being constructed. Bulk petrochemical storage, in [he form of Ritter Subdivision Drainage and Erosion Control Report 7WM&A # 05141 gasoline, fuel, oil, lubricants, and other such hazardous fluids will not be permitted on this site. Hrtter Subtlrv~sion Drainage and Erosion Control Report JWM&A # 0514] APPENDIX A Soils Report County, Washington areas make up about 10 percent of the total rmeability is moderately rapid in the Spana soil. rble water capacity is moderate. Effective rooting is 20 to 40 inches. A seasonal high water table is epth of about 12 to 36 inches from November to Runoff is slow, and the hazard of water erosion is ost areas are used as hayland and pasture. This -'s suited [o hay and pasture. The main limitations he seasonal high water [able and the moderate "~ilable water capacity. Proper stocking rates, pasture ~~tion, and restricted grazing during we[ periods help -keep the pasture in good contlition and protect the 011 from erosion. Rotation grazing helps to maintain the uality of forage. Periodic mowing helps to maintain 'nitorm growth, discourages selective grazing, and ontrols weeds. In most years irrigation is needed for aximum production. Sprinkler irrigation is [he best ethod of applying water. The amount of water applied -"hould be sufficient [o wet the root zone but small p±„enough [o minimize the leaching of plant nutrients. E.,; A few areas are used as woodlantl. On the basis of a {=:100-year site curve, the estimated site index for -`-. Douglas-fir is 144. On the basis of a 50-year site curve, t is 110. The estimated growth rate of an unmanaged, :'even-aged stand of Douglas-fir is 150 cubic feet per -acre per year at 60 years of age. The main limitation affecting the harvesting of timber .` is the mudtliness caused by seasonal wetness. Use of ;wheeled and tracked equipment when the soil is wet " results in ruts and soil compaction. Unsurtacetl roads and skid trails are soft and can be impassable when wet. Logging roads require suitable surtacing material for year-round use. Rounded pebbles and cobbles for road construction are readily available on this unit. The seasonal high water table limits the use of equipment to dry periods. Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and tracked equipment. Seedling establishment is the main concern in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. If the stand includes seed trees, natural reforestation by red alder occurs periodically in cutover areas. The seasonal high water table inhibits root respiration and thus results in some seedling mortality. When openings are made in the canopy, invading brushy plants can prevent the establishment of planted Douglas-fir seetllings. Common forest understory plants are cascade Oregon-grape, salal, vine maple, western brackenfern, and Oregon white oak. 89 This map unit is in capability subclass Illw. 110-Spanaway gravelly santly loam, 0 [0 3 percent slopes. This very deep, somewhat excessively drained soil is on terraces. II formed in glacial outwash and volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 100 to a00 fee[. The average annual precipitation is 45 to 55 inches, the average annual air temperature is about 51 degrees F, and the average frost-free period is 150 to 200 days. Typically, the surface layer is black gravelly sandy loam about 15 inches thick. The subsoil is dark yellowish brown very gravelly loam about 5 inches thick. The substratum to a tlepth of 60 inches or mare is dark yellowish brown extremely gravelly sand. Included in [his unit are small areas of Alderwood soils on till plains; Everett, Indianola, and Nisqually soils on outwash terraces; antl Spana soils in depressions. Also included are small areas of Spanaway sails that have a stony sandy loam surface layer and small areas of Spanaway gravelly sandy loam that have slopes of 3 to 15 percent. Included areas make up about 20 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in [he substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly as hayland, pasture, or cropland, as a site for homes, or as a source of gravel. It is also used as woodland. The main limitation affecting hay and pasture is the low available water capacity. Proper grazing practices, weetl control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of forage. Periodic mowing helps to maintain uniform growth, discourages selective grazing, antl controls weeds. Animal manure can be applied periodically during the growing season. Areas that receive heavy applications should be harrowed at least once a year. In summer, irrigation is needed for maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to we[ the root zone but small enough to minimize [he leaching of plan[ nutrients. This unit is suited to crops. Wheal, oats, strawberries, raspberries, blackberries, and sweet corn are commonly grown. The main limitation is the low available water capacity. In summer, irrigation is needed for maximum production of most crops. 90 Sprinklers can be used, but a slow application rate is needed to minimize runoff. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching cf plant nutrients. The application rate should be adjusted to the available water capacity, the water intake rate, and the needs of [he crop. Animal manure can be applietl periodically during the growing season. Areas that receive heavy applications should be harrowed a[ least once a year. This unit is well suited to homesites. Pebbles and cobbles should be removed, particularly in areas used for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small-seeded plants. The main limitation affecting septic tank absorption fields is a poor filtering capacity. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. Cutbanks are not stable and are subject to sloughing. Douglas-fir is the main woodland species on this unit. Among the trees of limited extent are Oregon white oak, lodgepole pine, and red alder. Douglas-fir and Scotch pine are grown on Christmas tree plantations. On the basis of a 100-year site curve, the mean site index for Douglas-fir is 140. On the basis of a 50-year site curve, it is 108. The highest average growth rate of an unmanaged, even-aged stand of Douglas-fir is 145 cubic tee[ per acre per year at 65 years of age. This soil is suited to year-round logging. Unsudaced roads antl skid trails are slippery when wet. Logging roads require suitable surtacing material for year-round use. Rounded pebbles antl cobbles for road construction are readily available on this unit. Disturbance of the protective layer of duff can be minimized by the careful use Of wheeled and tracked equipment. Seedling establishment antl seedling mortality are the main concerns in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. If the stand includes seetl trees, natural reforestation by Douglas-fir, Oregon while oak, antl lodgepole pine occurs periodically in cutover areas. Droughtiness in the surface layer reduces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay the establishment of planted Douglas- fir seetllings. Common forest understory plants are cascade Oregon-grape, salal. western brackenfern, western swordfern, Indian plum, and Scotch-broom. Soil Survey This map unit is in capability subclass IVs. 111-Spanaway gravelly sandy loam, 3 to 15 percent slopes. This very tleep, somewhat excessively drained soil is on terraces. It formed in glacial ou[wash and volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 100 to 400 feet. The average annual precipitation is 45 to 55 inches, the average annual air temperature is about 51 degrees F, and [he average frost-free period is 150 to 200 days. Typically, the surface layer is black gravelly sandy loam about 15 inches [hick. The subsoil is dark yellowish brown very gravelly sandy loam about 5 inches thick. The substratum to a depth of 60 inches or more is dark yellowish brown extremely gravelly sand. Included in this unit are small areas of Alderwood soils on till plains and Everett, Indianola, and Nisqually soils on terraces. Also included are small areas of Spanaway sails that have a stony sandy loam surface layer and small areas of Spanaway gravelly santly loam that have slopes of 0 to 3 percent. Included areas make up about 20 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil antl very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and [he hazard of water erosion is slight. This unit is used mainly as hayland or pasture, as a site for homes, or as a source of gravel. It is also used as woodland. The main limitation affecting hay and pasture is the low available water capacity during [he growing season. Proper grazing practices, weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of forage. Periodic mowing helps to maintain uniform growth, discourages selective grazing, and controls weeds. Animal manure can be applied periodically during the growing season. Areas that receive heavy applications should be harrowed at least once a year. In summer, irrigation is needed far maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients. This unit is suited to homesites. The main limitation is the slope. Cutbanks are not stable and are subject to sloughing. A plant cover can be established and maintained through proper fertilizing, seeding, mulching, antl shaping of [he slopes. Pehbles and cobbles should be removed, particularly in areas used for lawns. In Thurston County, Washington summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, antl irrigation are needed to establish lawn grasses and other small-seeded plants. Topsoil can be stockpiled and usetl to reclaim areas disturbed during construction. The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsile sewage disposal systems. The slope hinders the installation of the absorption fields. Absorption lines should be installed on the contour. Douglas-fir is the main woodland species on this unit. Among the trees of lim itetl extent are Oregon white oak, lodgepole pine, and red alder. Douglas-fir and Scotch pine are grown on Christmas tree plantations. On the basis of a 100-year site curve, the mean site index for Douglas-fir is 140. On the basis of a 50-year site curve, it is 106. The highest average growth rate of an unmanaged, even-aged stand of Douglas-fir is 145 cubic feet per acre per year at 65 years of age. This soil is suited to year-round lagging. Unsurfaced roads antl skid trails are slippery when wet. Logging roads require suitable surfacing material for year-round use. Rounded pebbles and cobbles for roatl construction are readily available on this unit. Disturbance of the protective layer of tluff can be minimized by the careful use of wheeled antl tracked equipment. Seedling establishment and seedling mortality are the main concerns in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. Ii the stand includes seed trees, natural reforestation of cutover areas by Oregon white oak antl lodgepole pine occurs infrequently. Droughtiness in the surtace layer reduces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay the establishment of plantetl Douglas-fir seedlings. Common forest underslory plants are cascade Oregon-grape, salal, western brackenfern, western swortlferq Intlian plum, and Scotch-broom. This map unit is in capability subclass IVs. 112-Spanaway stony sandy loam, 0 to 3 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 200 to 400 feet. The average annual precipitation is 40 [0 50 inches, the average annual air temperature is about 51 degrees F, 91 and the average frost-free periotl is 150 to 200 tlays. Typically, the surtace layer is black stony sandy loam about 16 inches thick. The subsoil is very dark brown gravelly santly loam about 6 inches thick. The substratum to a depth of 60 inches or more is grayish brown extremely gravelly sand. Included in [his unit are small areas of Alderwood soils on till plains, Baldhill soils on terminal moraines, and Everett, Indianola, and Nisqually soils on terraces. Also included are small areas of Spanaway soils that have a gravelly sandy loam surtace layer and small areas of Spanaway stony sandy loam that Fiave slopes of 3 to 15 percent. Included areas make up about 15 percent of the total acreage. Permeability is motlerately rapid in the subsoil of [he Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slaw, and the hazard of water erosion is slight. This unit is used mainly for hayland, pasture, or homesites. The main limitations affecting hay and pasture are the low available water capacity and [he stones on the surface. Proper grazing practices, weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps [o maintain the quality of the forage. Because of the surtace stones, spreading animal manure, mowing, and seeding are difficult In summer, irrigation is needed for maximum protluction of most forage crops. Sprinkler irrigation is [he best method of applying water. The amount of water applied should be sufficient to we[ the root zone but small enough to minimize the leaching of plant nutrients. This unit is well suited to homesites. Pebbles, cobbles, and stones should be removed, particularly in areas used for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small- seedetl plants. Cutbanks are not stable and are subject to sloughing. The main limitation affecting septic tank absorption fieltls is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community sewage systems are needetl to prevent the contamination of water supplies caused by seepage from onsile sewage disposal systems. This map unit is in capability subclass IVs. 113-Spanaway stony sandy loam, 3 to 15 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and 92 volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 200 to 400 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about 51 degrees P, and the average frost-free period is 150 to 200 days. Typically, the surface layer is black stony sandy loam about 16 inches [hick. The subsoil is very dark brown gravelly sandy loam about 6 inches thick. The substratum to a depth of 60 inches or more is grayish brawn extremely gravelly sand. Included in this unit are small areas of Alderwood soils on till plains, Everett, Indianola, and Nisqually soils on terraces, and Baldhill soils on terminal moraines. Also included are small areas of Spanaway soils that have a gravelly sandy loam surface layer and small areas of Spanaway stony sandy loam that have slopes cf 0 to 3 percent. Included areas make up about 15 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly for hayland, pasture, or homesites. The main limitations affecting hay and pasture are the low available water capacity and the stones on the surface. Proper grazing practices, weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of the forage. Because of the surface stones, spreading animal manure, mowing, and seeding are difficult. In summer, irrigation is needed for maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients. This unit is well suited to homesites. The main limitation is the slope- Cuthanks are not stable and are subject to sloughing. A plant cover can be established and maintained through proper fertilizing, seeding, mulching, and shaping of the slopes. Pebbles, cobbles, and stones should be removed, particularly in areas used for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small-seeded plants. Topsoil can be stockpiled and used to reclaim areas disturbed during construction. The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community Soil Survey sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. The slope hinders the installation of the absorption fields. Absorption lines should be installed on the contour. This map unit is in capability subclass IVs. 114-Spanaway-Nisqually complex, 2 to 10 percent slopes. This map unit is on mounds and in areas between mounds. The mounds are circular or elliptical, and they are 3 to 5 feet high in the center (fig. 3). The native vegetation is mainly grasses and ferns. Elevation is 100 to 250 feet. The average annual precipitation is 45 to 55 inches, the average annual air temperature is about 51 degrees F, and the average frost-free period i; 150 to 200 days. This unit is 60 percent Spanaway gravelly sandy loam, which has a slope of 2 to 5 percent, and 30 percent Nisqually loamy fine sand, which has a slope of 2 to 10 percent. The components of this unit are so intricately intermingled that it was not practical to map them separately at the scale used. The Spanaway soil is very deep and somewhat excessively drained. I[ tormed in gravelly glacial outwash and volcanic ash. Typically, the surface layer is black gravelly sandy loam about 15 inches thick. The subsoil is dark yellowish brown very gravelly sandy loam about 5 inches thick, The substratum to a depth o1 60 inches or more is dark yellowish hrown extremely gravelly sand. Permeability is moderately rapid in [he subsoil of the Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 Inches or more. Runoff is slow, and the hazard of water erosion is slight. The Nisqually soil is deep and somewhat excessively drained. It formed in sandy glacial outwash. Typically, the upper part of the surface layer is black and very dark gray loamy fine sand about 18 inches thick, and the lower part is very dark grayish brown loamy fine sand about 13 inches thick. The substratum to a depth of 60 inches or more is light olive brown loamy Sand. Permeability is moderately rapid in the surface layer of the Nisqually soil and very rapid in the substratum. Available water capacity is moderate. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. Included in this unit are small areas of Everett and Indianola soils on terraces. Included areas make up about 10 percent of the total acreage. This unit is used far hayland, pasture, or homesites. In the areas used for hay and pasture, the main County, Washington structure: slightly hartl, very triable, slightly sticky and slightly plastic; weakly smeary; many tine roots; very porous: 10 percent concretions thin patchy clay films on faces of peds and in pores; medium acid; clear wavy boundary. ''.g[g-15 [0 18 inches; grayish brown (2.SY 5/2) silty clay loam, light gray (2.SY 7/2) dry; many medium faint dark yellowish brown (10YR 4/4) mottles; strong fine angular blocky structure; hartl, friable. ~~. sticky and plastic; common fine roots; common medium and fine tubular pores antl fine interstitial pores: thin continuous clay films on faces of peds and in pores; medium acitl; clear wavy boundary. _QCg1-18 to 28 inches; greenish gray (SGV 6/1) silty clay. pale yellow (5V 7/3) dry; common medium distinct strong brown (7.SYR 5/8) mottles; moderate fine prismatic structure parting to moderate thin platy: hard, firm, very sticky and very plastic; few fine roots: common fine tubular pores and many medium interstitial pores; medium continuous clay films on peds and in pores: medium acid; gradual wavy boundary. 2Cg2-28 to 60 inches: greenish gray (SGY 6/1) clay, light gray (5V 7/1) dry; common medium distinct strong brown (Z5VR 5/B) mottles; massive: thin platy laminations, hard, very firm, very sticky and very plastic: common medium interstltial pores; medium acid. The thickness of the solum ranges from 14 to 24 inches. The content of rock fragments in the control section ranges from 0 to 10 percent. The A horizon has hue of 7.SVR or 70VR, value of 2 or 3 when moist and 4 to 6 when dry, and chroma of 2 or 3 when moist and tlry. II is medium acid or slightly acid. The Bt horizon has hue of 10YR or 2.SV, value of 4 or 5 when moist and 6 or 7 when tlry, and chroma of 3 or 4 when moist or dry. It is silt loam or silty clay loam in which the content of clay ranges from 12 to 30 percent. It is medium acid or strongly acid. The 2C horizon has hue of 25V, SV, SG, or SGV, value of 4 to 6 when moist and 7 or 8 when dry, chroma of 1 to 3 when moist or dry. It is silty clay or clay in which the content of clay ranges from 40 to 60 percent. This horizon is slightly acid or medium acid. Spana Series The Spana series consists of very deep, somewhat poorly tlrained soils in drainageways on outwash plains These soils formed in glacial outwash. Slope is 0 to 3 percent. Elevation is 100 to 500 feet. The average 157 annual precipitation is 35 to 45 inches, the average annual air temperature is about 51 degrees F, and the average frost-free season is 15o to 200 days. These soils are loamy-skeletal, mixetl, mesic Pachic Xerumbrepts. Typical pedon of Spana gravelly loam, 4 miles southeast of Lacey; about 2,300 feet west antl 400 feet north of [he southeast corner of sec. 25, T. 18 N., R. 1 W A-0 to 22 inches; black (10YR 2I1) gravelly loam, very dark grayish brown (10YR 3/2j dry; moderate very fine and fine granular structure; soft, very friable, slightly sticky and slightly plastic; many very fine and fine roots; 20 percent pebbles; metlium acid; g ratlual wavy boundary. Bw1-22 to 26 inches; very dark grayish brawn (10YR 3/2) gravelly loam, grayish brown (10YR 5/2) dry; moderate fine and metlium subangular. blocky structure; soft, friable, slightly sticky and slightly plastic; common very fine and fine roots; 35 percent pebbles; medium acid; abrupt wavy boundary. Bw2-26 to 38 inches; brown (10YR 5/3) very gravelly loam, pale brown (10YR 6/3) dry; weak coarse subangular blocky structure; soft, very friable, slightly sticky antl slightly plastic; few fine roots; 45 percent pebbles; medium acitl; abrupt wavy boundary. 2C1-38 to 39 inches; dark yellowish brown (10YR 4/4) extremely gravelly sandy loam, very pale brown (10YR 7/4J dry; massive; hard, firm, nonsticky and nonelastic; 65 percent pebbles, medium acid; abrupt smooth boundary. 2C2-39 to 60 inches; dark brown (10VR 4/3) extremely gravelly sandy loam, pale brown (10VR G/3) dry; single grained; loose, 80 percent pebbles and 10 percent cobbles; strongly acid. The thickness of the solum ranges from 24 to 38 inches. The particle-size control section ranges from 35 to 50 percent coarse fragments and from 5 [o f 8 percent clay. The umbric epipetlon is 20 to 30 inches thick. The A horizon has value of 2 to 4 when dry and chroma of 1 or 2 when moist or dry. The Bw horizon has value of 3 to 5 when moist. It is 5 to 15 percent clay and 20 to 45 percent coarse fragments. It has faint or distinct, yellowish brown or strong brown mottles in some areas. The 2C horizon is extremely gravelly santly loam, extremely gravelly loamy sand, or very gravelly sandy loam, 158 Spanaway Series The Spanaway series consists of very deep. somewhat excessively drained soils on terraces. These soils formed in glacial outwash and volcanic ash. Slope is 0 to 15 percent. Elevation is 100 [0 400 feet. The average annual precipitation is 40 to 55 inches, the average annual air temperature is about 51 degrees F, and the average frost-free season is 150 to 200 days. These soils are sandy-skeletal, mixed, mesic Andic Xerumbrepts. Typical pedon of Spanaway gravelly sandy loam, 0 to 3 percent slopes. 4 miles southeast of Lacey; about 250 feet west and 400 feet South of the northeast Corner of sea 25. T. 36 N_ R. 1 W. A-0 to 15 inches, black (t OYR 2/1) gravelly sandy loam. very dark grayish brown (10YR 3l2) dry; weak fine granular structure: loose, very friable, nonsticky and nonplastic, many fine, medium, and coarse roots. 25 percent pebbles; strongly acid; clear smooth boundary. Bw-15 to 20 inches; dark yellowish brown (10VR 3/4) very gravelly sandy loam, light olive brown (2.SY 5/4) dry; weak fine subangular blocky structure; loose. very friable, nonsticky and nonelastic many fine. medium, and coarse roots; 55 percent pebbles; medium acid; clear smooth boundary. C-20 to 60 inches; dark yellowish brown (10VR 4/4) extremely gravelly sand, yellowish brown (10YR 5/4) dry; single grained; loose; tew fine roots; 80 percent pebbles, 10 percent cobbles; slightly acid. The thickness of the solum ranges from 15 to 25 inches. The content of coarse fragments in the control section ranges from 50 to 85 percent. The weighted average texture of this section is very gravelly sand or extremely gravelly sand. The umbric epipedon is t 0 to 20 inches thick. The A horizon has hue of 10YR or 7.SYR, value of 3 or 4 when dry, and chroma of 1 or 2 when moist or dry. It is medium acid or strongly acid. The Bw horizon has value of 4 or 5 when dry and 3 or 4 when moist. I[ is very gravelly santly loam, very gravelly loam, or extremely gravelly sandy loam. The C horizon has hue of 10VR or 2.5Y, value of 5 or 6 when dry and 4 or 5 when moist. and chroma of 3 or 4 when dry or moist. It is extremely gravelly sand or extremely gravelly loamy sand and is slightly acid or neutral. Sultan Series The Sultan series consists of very deep, moderately Soil Survey well drained soils on flood plains. These soils formed in alluvium. Slope is 0 to 3 percent. Elevation is 20 to 75 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about 50 degrees F, and the average frost-free season is 150 to 200 days. These soils are fine-silty, mixed, nonacid, mesic Aquic Xerofluvents. Typical pedon of Sultan silt loam, 7 miles east of Lacey; about 1,000 feet east antl 1,975 feet north of the southwest corner of sec. 16, T. 18 N., R. 1 E. Ap-0 to 7 inches; tlark yellowish brown (10VR 3/4) silt loam, brown (10VR 5/0) dry; moderate fine and medium granular structure; slightly hard, very friable, slightly sticky and slightly plastic; many fine, medium, and coarse roots; many very fine and fine tubular pores; slightly acid; abrupt smooth boundary. BA-7 [0 20 inches; dark yellowish brown (10YR 4/4) silt loam, brawn (10YR 5/8) dry; moderate fine and medium suhangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic; many very fine, fine, and medium roots; many very fine and fine tubular pores; slightly acid; clear wavy boundary. Bwt-20 to 25 inches; dark brown (10VR 3/B) silt loam, grayish brown (2.SY 5/2J dry; common fine prominent red (2.SVR 5l8) mottles; moderate fine and medium subangular blocky structure; slightly hard, very triable, slightly sticky and slightly plastic; common fine and medium roots; common very fine and fine tubular pores; slightly acid; gradual wavy boundary. Bw2-25 to 45 inches; dark brawn (10YR 4l8) silt loam, light brownish gray (tOVR 6/2) dry; common medium prominent red (2.5YR 5/8) mottles; moderate medium and coarse subangular blocky structure; slightly hard, very triable, slightly sticky and slightly plastic; few very fine and fine roots; few very fine antl fine tubular pores; slightly acid; gradual wavy boundary. C-45 to 60 inches; grayish brown (10YR Sl2) silt loam, light gray (1 OYR 7/2j dry; common medium prominent dark brown (7.SYR 4/4) mottles; massive; slightly hard, very friable, slightly sticky and slightly plastic; slightly acid. The soils are slightly acid or neutral in the control section and range from slightly acid to strongly acid below a depth of 40 inches. Mottles [hat have chroma of 3 or more are at a depth of more than 20 inches. 25 N i i ~~ Jerom_ W. MorrisseYS & Assotlatns Inc ., PS. Civil / Municipal / C-eotechnical emineetln3 and Planning tID3 Cooper Poird woad SW;.SB-2, Olym?q, WA 9650?-1t 10 j3o0)3a2-945'0 l FAX (3o'p)352-9933 ~~~~ Je: om_ WrMOrrissette & AsoaaN_s Inc. , Fa. Cinl / Mwicipal / Geoiechnica/cngl:wewlg antl Planning 9DD COOpar Point RCad SW;k62,ptymgia, WA 9@502-1ttD - (660)652-94x6 / FAX (goD)352-993D ~~~~~!' Jerome W. Mprrisaet4 fi Ac3oaafes Inc., PS'. t]DD Coop_r PDInl ROatl SW;L$2, Olympia; WA 98502_;110 (360)352-9656 I FqX (3x0)352-9990 Soil Beoring tog ProjecbNumber. q / a / -I Project Name: ;~/77IiL f CGT BoringNumber. 3 Date: / r ©5` Contractor. CG? Location ~Y ~~~tc.K,¢e gr ~ %4'cµ' e.~k_ Tota1.D@pfh oFHola: p n P.i9 ~YPe~ Jcf~ Civil / Mursicipal / G~otechnical En3ireedng antl Planning j5. 5~~.1E''S I' - -. _. -_~i7E~,'-12CSlEL~NI~/T _ l~,~o~: _.. "~?EJ~ TD ~-._12;3¢ ~rt~~2-. n_x ___-_ _. __<~uXs_-~R~__-. __. -~~a iaSEg rnHE- __ ~Z„ - 4:43 - - /L -.__ ___ - ..-__. -._ ----- __~~OZ-___ p~ _ ___ U.±41€.__-__ _ -~'---- --- -- '_s-~9---- - - ~„ _ - _ ---- -- __ _ - - 9,~ _ ,. _. _.... __-L----_.-_----- _ - - ,_ - - R: 2ln _ -- _ _ -_ ' ~ -f~,tp ~L ! Sb- - i --- - ~ - --- ----- { ~G `~o~~rt< r~ 7'CS.r Z. ~a PM SZa~ ~~ littLCG Ac,~KiCO _. G~CAPd_fl7_T/mom /Z ' S' Zs __. /z _ _ y,•So _ ~c¢rc acs r _ l e r}"d--+ OLE~FL LA Ti M t _ _.. _ I L ~'~ ~ C _. ~_~.. _ _ ~ ' / - y ^ _.__. ys_. ~rp_.. I J c APPENDIX B Calculations and Hydraulic Analysis y Z F Z 07 y U > Q p U m Z ~ ~ y N ~ W W ~ W KVQ QZ_ K 0 x 0 w a m `O N O N N M N ' ^ O S N O v~ V R V O a e m A~ F " ni m a e Z O F e m F w z N m Z O a z O F a H .~ w L u u u n u u o o n u N t~ N~~ W ~ V y y 3 a n b ~ n G 9 b~ ~ v o ~ `o ~ " q o ~ ° n °n_.. o n '~ O G 9 N y~ A u - y o v o K E p c Q- ~- - a F m o X p a ° o p °' '^ p E N m o .'. a > 'v o n s o > .. ~ ~ o a m "' ~ y F N w p Z ~ O O ~ e E o a m 0 `~ o a N W D N O~ O ~n V II s ~ o u °_ Q 6 P ~ M N e M a o 0 II o ~ 0 6 N E s o co F' /~ b z N m A O F 3 a F .] a a z F a II II ca 2 a N ~ O E m E o -o E > T O x t E o` y E a 3 V1 Z _0 f Q 0 N_ J 7 Q p U m Z 7 V1 N ~ W W p F W K Q Z R' O m 6 F n ~ ~ 3 O C O " x'' ~ L' o o 0 e o y : r o U e . + s a ~ ~ " e ` s N 2 ' a ° a E m '" ~Oi ~ ~ ` ~ ~ ~ ~ o _ , a V 'o ~ ~ n v ~ o e ~ N m Z - C >: 4 E ~ ' ~" ~ ~ O U T p"j R a s a o . pp `" "' ~ 3 ~szz L W a 9 ~ ° Z 2 ~' o a 3 ~ ~ a T i m F CQ % % ° d ~ m ~ c m ~ ~ m a a ~ W .a ~ 6 Q c O ~ ~ ~ E U V U ww A [x 1 [ il >UCl O ~ ~ Gv~~O^ m ~ a o v~~ ~ ~v ~ ~ ~~ ` e ¢a a ~a¢ ¢ ¢a a¢aa a rv v ~ rn h~ e ~- o ~ N v m o O O m O b O O m N O m nl ~O O O O O O O O O O O N II II II ~ II Z II II II II II II II II II II 0 E w w w "" w w w w w w w w w w w ~~~ ~ v,m mrn w in v. mrn~h N m~ a m ~ ~ ~ o ~~ o m ~. ~. tq r O. O O N ~~ N ~D N N N ~ P 0 u W 0 m e 0 4' 0 C7 ~ m y m V e ': 'o a X a ~ o 0 a m c W L] ~ E ~ ~ n 2 ,~ e F o a v ° c ~ ~a o. 0 ~v~.i arnP E ~ o' o ' °m v. . ~ m a ~ .~ ~ E ~ II II 'O ° w a by du n U .w , Asa °' Enr~=rv vw, °M E N e p . . d N 'e b~ II II a u H y C4 m °~ a u n g _ 3 m o n o _ d ~ ro 0 `i' .~ ~~ 0 ~ ~ i ~ N my W OC1 O e 0 v ~ o o p q a F d <a~o ^IN h n N N II n II ~ 0 N w ww,°~ ~ ~ ~ ~ o ~ O ~ v OJ W ~ 6 e ~ e E r O v Q ~ a O 9 d a ~ o y y o ~ O a h ~° [-o a° w e m a ~ °J o a ~y 0. )WMA Jerome W. Morrissette and Associates Inc., P.S. Location: 301 NW Longmire ! Date Start Time End Time: ~ Job No. Street i 10/28/05 12:44 P~14:05 PM X05141 Description Depth at Which ' Inches Elapsed Elapsed I Perk Rate in Test was Perked Time in I Time in ', Inches/Hour Conducted Minutes Seconds ~ ~ - _ ~~ 152.65 T Pre-Soakin i _36 _~9_ _ __ 12 _ _602 _362 119.34 Perk Test 36 i Perk Test I 36 6 _ ~ 5 19 319'_ 67.71 6 ~ 7 56~ . 476 45.38 Perk Test 36 -- 6 9 44 584 36.99 Perk Test 36 ~ -- _ _ _ 6~_ _ 11 261 _ 686 _ 31.49 Perk Test 36 ~ 6 15 04 904. 23.89 ranmg neaa rercoiation I est Kesults: Test Hole No. 2 Location: 301 NW Longmire~ate~tert Time: End Time: mob No. Street ~ 10/28/05 ' 2:10 PM 3:25 PM 05141 Description ~I Depth at Which Inches Elapsed Elapsed Perk Rate in Test was i Perked Time in Time in Inches/Hour Conducted Minutes Seconds Pre-Soaking j _ 36 12 5 5651 76.46 ,Pre-Soakm9 36 _ 1~ 9 50~ _ _ 590 73 22 Perk Test i 36 ~ 6 7 55~ _ . 476 45 38 _ _ Perk Test ~ - 36 ~ T 6 8 50 _ . 530 40 75 Perk Test 36 _ ~ 6 10 12 ~ . 612 35 29 Perk. Test ~ _ 36 ~ _ 6 ~ 11 31 i _ 631 _ 34.231 Scott Severs J.W. Morrissette & Civil and Muniapal Engineering and Planning (360)352-9456 JOB RITTER SOBDIVIS ION REM STORMWATER DESIGN REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING TOT 1.79 FIL C:\HYE\lA.INC REM FILE C:\HYDRA\CMD\RITT6.CMD NEW AREA DRAINAGE TO POND CRD 6, 0. 3, 0.03, 3, 2, 3, 1. 0, 0, 0, 0, 0 SCS 3.72, 0.591, 98, 90, 20, .Ol, 360 CHA 290, 361, 360, 358, 356 RED (0/0, 19065/0.685) RES 360, 356, 355, OVER END C:\HYDRA\CMD\ j.w.morrissette & associates C:\HYDRA\CMD\RITT 6.CMD HYDRA Version 5.85 Page 1 19:91 5-Dec-105 CFS BITTER SUBDIVISION *** AREA DRAINAGE TO POND Long Invert Surf FreHrd Width Link Slope Up/Dn Up/Dn Up/Dn Depth 1 290 358.00 356.21 2.8 3.28 0.0083 356.00 356.21 3.6 0.21 ______________________ Lateral length= 290 ______________________ Lateral length= 0 Channel Shape San Sto Flow Estimated L/C/R inf Mis Vel Cost 3.000 0.00 0.78 0.78 0 2.00 0.00 0.00 1.38 3.000 Fronde Number = 0.59 ________________________ Upstream length= 290 ________________________ Opst re am length= 0 *** AREA DRAINAGE TO POND Reservoir Cost Invert ----- Maximum Flow Values ---- ----- ---- ---- Link Exfil Up/Dn/Ovr San In £ Sto Mi s Design 3 0 360.00 Incoming 0.00 0. 00 0.78 0. 00 0.78 0 356.00 Discharge 0.00 0. 00 0.26 0. 00 0.26 355.00 Overflow 0.00 0. 00 0.00 0. 00 0.00 Stored _______________________ 0 _________ ___ 0 5383 0 5363 Lateral length= 240 Upst _ ream ____________ length= ____ 290 C:AHYDRAVCMDA j.w.morriss et to s associates C:\HYDRA\CMD\RITT6.CM0 NONE Status of DEFAULTS at start of run. Command file C:\HYDRA\CMD\RITT 6.CMD I Input units are read as OSA I Warnings are turned OFF Output sent to display Detailed Output sent to printer Off I output sent to file Detailed I Paper width in inches 8.000 String to reset printer 27 51 36 18 I String to set printer to compressed 17 15 I String to set printer to 8 lines/inch 8 27 51 27 Name of printer Epson, FX series I Print heading at top o£ page ON I Number of steps in hydrograph 166 Step length in minutes 60 I Significant flow in hydrograph 0.010 I Infiltration Diu rnalization Factor 0.980 Maximum plot value Selected by HYDRA I Type of hydrographic plot Compact I Sanitary flow by Diurnal Curve Delay to start of actual storm 0.00 I Rational Method computations OE'F SCS computatr ons Santa Barbara 19:41 5-Dec-105 Continuous simulation computations ON I Maximum d/D for pipe design/analysis 0.900 Match point position on pipe 0.00 or Eaves I Number of allowable diam drops 999 I Mimimum drop thru manhole 0.000 Mannin g's n Variable Routing technique Quick I Calculate sanitary flows ON Calculate infiltration flows ON I Calculate misc flows ON I Listing of acceptable diameters (Chan ged by the PCO command): 9 6 8 10 12 15 18 21 29 27 30 I 33 36 39 92 95 98 59 60 66 72 76 I 84 90 96 102 108 119 120 132 1: JOB BITTER SDBDI VISION 2: REM STORMWATER DESIGN 3: REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING 9: 5: SOT 1.79 HYDRA Version 5.85 Page 1 Total rainfall 1.79 Inches C:\HYDRA\CMD\ j .w.morrissette & associates C:\HYDRA\CMD\RITT6.CMD BITTER SUBDIVISION HYDRA Version 5.85 Page 2 19:91 5-Dec-105 6: FIL C: AHYE \1A.INC ------START OF SOB-FILE------ 1: 2: HYE 10 0.009 0.009 0.009 O.OO9 0.009 0.009 0.009 0.009 0.009 0.009 0. 005 + 3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0. 006 0.007 + 9: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0062 0.0082 0.0082 0.00 82 0.0082 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0139 0.0139 0.0139 0.0180 0.0180 0.034 0.059 + 6: 0.027 0.018 0.0139 0.0139 0.0139 0.0068 0.0088 0.0088 0.0068 0 .0086 O.OOBB 0.0066 + 7: 0.0088 0.0088 0.0088 0.0088 0.0088 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 + 8: 0.0072 0.0072 0.0072 0.0072 O.o072 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 + 9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050 o.ooso o.ooso o.ooso + 10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 + 11: 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0040 + 12: 0.0090 0.0090 0.0040 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 + 13: 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0090 0.0040 + 0.0090 Step time 10.00 Minutes Total in original hyetograph 0.17 Inches Adjusting hyetograph from 10.00 minutes [0 60.00 minutes Total volume rain in production hyetograph 1.79 Inches Maximum intensity 0.29 Inches/Hr 15: RET ------ END OF SOB-FILE ------ 7: REM FILE C: \HYDRA\CMD\RITT6.CM0 8: NEW AREA DRAINAGE TO POND 9: 10: CHD 6, 0. 3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0 11: SCS 3.72, 0.591, 9B, 90, 20, .Ol, 360 Computed concentration time 3.00 Minutes Total Time of Concentration 3.00 Minutes Total rainfall falling on impervious 19285.32 Cu Ft Impervious runo £f 12517.03 CuFt Portion off impervious 87.62 $ Peak CFS rainfall £a lling on impervious 0.65 Cu Ft/Sec Peak CFS runoff from impervious 0.58 Cu Ft/Sec Equivalant "C" off impervious 0.89 Total rain£al1 £a lling on pervious 9886.12 CuFt Pervious runoff 5075.99 Cu Ft Portion o£f pervious 51.39 $ C:AHYDRAVCMDA j.w.morrissette 6 associates C:\HYDRA\CMD\RITT 6. CMD BITTER SDBDIVISION Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equival ant "C" off pervious Total rainfall falling on segment Total segment run of£ Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment 12: CHA 290, 361, 360, 358, 356 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Length GrOp GrDn Inv Up InvDn . Link number Average Design Flow Storm flow (no SF) . Design flow including SF Combined SF CHD Maximum velocity CHD Minimum velocity CND Mannings "n" CHD Left side slope CHD Hottom width CHD Right side slope CHD Minimum freeboard CHD Exfiltration Channel Slope Design flow Depth of flow Velocity Travel time Width of surface 13: 19: RED (0/0, 19065/0.685) 15: RES 360, 356, 355, OVER HYDRA Version 5.85 Page 3 14:41 5-Dec-105 0.95 CuFt/Sec 0.20 Cu Ft/Sec 0.99 29171.99 CuFt 17593.02 CuFt 72.78 5 1.10 CuFt/Sec 0.78 CuFt/Sec 0.71 290.00 Feet 361.00 Feet 360.00 Feet 358.00 Feet 356.00 Feet 1 .00 CuFt/Sec .779 Cuft/Sec .779 Cuft/Sec .000 .0000 FPS .3000 FPS .0300 .0000 .00 Feet .0000 .0000 Feet .0000 IPH .00833 .78 Cuft/Sec .57 Inches 21 Feet .38 Ft/Sec .89 Minutes .28 Feet Number of points on Volume/Discharge curve 2 Maximum capacity of reservoir INFINITE Inlet elevation 360.00 Feet Outlet elevation 356.00 Feet Link number 2 @Adding Sto into Event C:\HYDRA\CMD\ j.w.morrissette & associates C:\HYDRA\CMD\RITT6.CMD AITTER SOBDIVISION @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) . Design flow including SF Combined SF HYDRA Version 5.85 Page 9 19:41 5-Dec-105 0.00 CuFt/Sec 0.779 Cu £t/Sec 0.779 Cu£t/Sec 1.000 i6: 17: END C:\HYDRA\CMD\ j.w.morrissette b associates C: AHYDRAVCMDARITT6.CMD RITTER SOBDIVISION ------ S U M MAR Y O F A N A L Y S I S Run number on command file Number of links Number of hydrographs Total sanitary population Total sanitary area Total storm area Number o£ pumps Number of reservoirs Number of diversion structures Number o£ inlets Length of new pipe Length of existing pipe Length of channel Length of gutter Length of transport units Length of pressure pipe HYDRA Version 5.85 Page 5 19:91 5-Dec-105 3 3 90 0 0.00 Acres 3.72 Acres 0 1 0 0 0.00 Feet 0.00 Feet 290.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet Closing DBF and NDX Files JOH RITTER SOBDIVISION REM STORMWATER DESIGN REM --- 2 YEAR STORM EVENT FOR RELEASE RATE SIZING TOT 2.80 FIL C:\HYE\lA.INC REM FILE C: \HYDRA\CMD\WESTW2.CMD NEW AREA DRAINAGE TO POND CHD 6, 0. 3, 0.03, 3, 2, 3, 1. 0, 0, 0, 0, 0 SCS 3.72, 0.591, 98, 90, 20, .01, 360 CHA 290, 361, 360, 358, 356 AED (0/0.99, 19835/0.99) AES 360, 356, 355, OVER END C:AHYDRAVCMDA j.w.mor ri ssette S associates C: AHYDRAVCMDARITT2.CMD RITTER SUBDIVISION San Inf 0.00 o.Do Froude length= length= *** AREA DRAINAGE TO POND Channel Long Invert Link Slope Up/Dn 1 290 358.00 0.0083 356.00 Lateral Lateral Surf FreBrd Width Shape Up/Dn Up/Dn Depth L/C/R 358.29 2.7 3.75 3.000 356.29 3.7 0.29 2.00 3.000 length= 290 Opstre art ____________________________ length= 0 Upstreas *** AAEA DRAINAGE TO POND Cost Invert -- Link Exfil Op/Dn/Ovr 3 0 360.00 Incoming 0 356.00 Discharge 355.00 Overflow Stored Lateral length= 290 HYDRA Version 5.85 Page 1 19:90 5 Dec-105 CFS Sto Flow Estimated Mis Vel Cost 1.37 1.37 0 0.00 1.69 Number = 0.61 ---290 _____O Reservoir Maximum Flow Values San Inf Sto Mis Design 0.00 0.00 1.37 0.00 1.37 0.00 0.00 0.99 0.00 0.99 0.00 0.00 0.00 0.00 0.00 0 0 1381 0 1301 ^pst ream length= 290 C:\HYDRA\CMD\ j.w.morrissette s associates C:AHYDRAVCMDARIT T2.CMD HYDRA Version 5.85 Page 1 19:90 5-Dec-105 NONE Stat us of DEFAULTS at start o£ run. ! Command file C:\HYDRA\CMD\RITT2.CMD I Input units are read as OSA Warnings are turned OFF I Output sent to display Detailed I Output sent to printer Off I Output sent to file Detailed Paper width in inches 8.000 I String to reset printer 27 51 36 16 I String to set printer to compressed 17 15 I String to set printer to 8 lines/inch 8 27 51 27 Name o£ printer Epson, FX series I Print heading at top of page ON I Number of steps in hydrograph 166 Step length in minutes 60 Significant flow in hydrograph 0.010 I Infiltration Diurnalization Factor 0.980 I Maximum plot value Selected by HYDRA I Type o£ hydrographic plot Compact Sanitary flow by Diurnal Curve I Delay to start of actual storm 0.00 I Rational Method computations OFF SCS computations Santa Barbara Continuous simulation computations ON I Maximum d/D for pipe design/analysis 0.900 I Match point position on pipe 0.00 or Invert Number o£ allowable di am drops 999 I Mimimum drop thru manhole 0.000 I Manning's n Variable I Routing technique Quick Calculate sanitary Flows ON I Calculate infiltration flows ON I Calculate misc flows ON Listing of acceptable diameters (Chang ed by the PCO command): I 9 6 8 10 12 15 18 21 29 27 30 I 33 36 39 92 95 96 59 60 66 72 78 89 90 96 102 108 119 120 132 1: JOB RITTER SUBDIVISION 2: REM STORMWATER DESIGN 3: REM --- 2 YEAR STORM EVENT FOR RELEAS E RATE SIZLNG 9: 5: TOT 2.80 Total ra infall 2.80 Inches C:AHYDRAVCMDA ].W.I(iO rrl ssEt t2 6 d550C1at E5 C:\HYDRA\CMD\RITT2.CMD RITTER SUBDIVISION HYDRA Version 5.85 Page 2 19:90 5-Dec-105 6: FIL C3\HYE\lA .INC ----- -START OF SUB- FILE------ 1: 2: HYE 10 0.009 0.009 0.009 0.009 0.009 0.004 0.009 0.009 0 .009 0.009 0. 005 + 3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0 .006 0.00 6 0. 006 0.007 + 9: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0062 0.008 2 0,0082 0.00 82 0.0062 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0139 0.0139 0.0139 0. 0180 0.0180 0 .039 0.059 + 6: 0.027 0.018 0.0139 0.0139 0.0139 0.0 088 0.0088 0. 0068 0.00 88 0 .0089 0.0 088 0.0088 + 7: 0.0088 0.0088 0.0088 0.0088 0.0088 0 .0072 0.0072 0.0072 0. 0072 o.oa7z a .o07z o.oo7z + e: o.oo7z o.oo7z o.oo7z o.oo7z o.oo7z o .oos7 o.oos7 o.oos7 o. oos7 0.0057 0 .0057 0.0057 + 9: 0.0057 0.0057 0.0057 0.0057 0.0057 0 .0050 0.0050 0.0050 0: 0050 0.0050 0 .0050 0.0050 + 10: 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0040 0.0090 0.0090 0. 0090 0.0090 0 .0090 0.0090 + 11: 0.0090 0.0090 0.0090 0.0040 0.0090 0 .0090 0.0090 O.OD90 0. 0090 0.0090 0 .0090 0.0040 + 12: 0.0090 0.0090 0.0090 0.0090 0.0090 0 .0090 0.0090 0.0090 0. 0090 0.0090 0 .0090 0.0090 + 13: 0.0090 0.0040 0.0090 0.0090 0.0090 0 .0090 0.0040 0.0090 0. 0090 o.oo9a o .004o a.oo9o +0.0090 Step time 10.00 Minutes Total in original hyetograph 0.17 Inches Adjusting hyetograph £rom 10.00 minutes to 60.00 min utes Tot al volume rain in production hyetograph 2.80 Inches Maximum intensity 0.96 Inches/H r 15: RET ----- - END OF SUH-F ILE ------ 7: REM FILE C:\H YDRA\CMD\WES TW2.CMD 8: NEW AREA DRAI NAGE TO POND 9: 10: CHD 6, 0. 3, 0 .03, 3, 2, 3, 1. 0, 0, 0, 0, 0 11: SCS 3.72, 0.5 91, 98, 90, 20, .01, 360 Computed concentration time 3.00 Minutes Total Time of Concentration 3.00 Minutes Total rainfall falling on impervious 22345.76 CuF[ Impervious runoff 20528.91 Cu Ft Portion off impervious 91.97 % Peak CFS rainfall falling on impervious 1.02 CuFt/Sec Peak CFS runoff from impervious 0.94 Cu Ft/Sec Equivalant "C" off impervious 0.92 Tota l rainfall £al ling on pervious 15969.32 Cu Ft Pervious runoff 9963.91 Cu Ft Portion off pervious 69.43 8 C: AHYDRAVCMDA HYDRA Version 5.85 j.w.morrissette & associates Page 3 Cx \HYDRA\CMD\RITT2.CMD 14:40 5-Dec-105 RITTER SOBDIVISION Peak CFS rainfall falling on pervious 0 .71 Cu Ft/Sec Peak CFS runoff from pervious 0 .99 Cu Ft/Sec Equivalant "C" off pervious 0 .62 Total rainfall falling on segment 37810 .08 CuFt Total segment runoff 30992 .72 Cu Ft Portion off segment 80 .65 @ Peak CFS rainfall falling on segment 1 .73 Cu Ft/Sec Peak CFS runo££ £rom segment 1 .37 Cu Ft/Sec Equivalant "C" off segment 0 .60 12: CHA 290, 361, 360, 358, 356 Len qth 290 .00 Feet GrOp 361 .00 Feet GrDn 360 .00 Feet InvOp 358 .00 Feet InvDn 356 .00 Feet Link number 1 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0. 00 Cu Ft/Sec Storm flow (no SF) 1. 373 Cu£t/Sec Design flow including SF 1. 373 Cuft/Sec Combined SF 1. 000 CHD Maximum velocity 6. 0000 FPS CND Minimum velocity 0. 3000 FPS CHD Mannings "n" 0. 0300 CHD Le £t side slope 3. 0000 CHD Bottom width 2. 00 Feet CND Right side slope 3. 0000 CHD Minimum freeboard 1. 0000 Feet CHD Exf ilt ration 0. 0000 IPH Channel Slope 0. 00033 Design £1 ow 1. 37 Cuft/Sec Depth o£ £1 ow 3. 50 Inches 0. 29 Feet Velocity 1. 69 Ft/Sec Travel time 2. 93 Minutes Width of surface 3. 75 Feet 13: 14: RED (0/0.99, 19835/0.99) 15: RES 360, 356, 355, OVER Number of points on Volume/Discharge curve 2 Maximum capacity of reservoir INFINITE Inlet elevation 360. 00 Feet Outlet elevation 356. 00 Feet Link number 2 @Adding Sto into Event C:AHYDAAVCMDA j.w.morrissette & associates C:\HYDRA\CMD\AITT2.CMD RITTER SUBDIVISION @Addinq Diurnal into Design, @Addinq Event into Design Average Design Flow Storm £1ow (no SF) . Design £low including SF Combined SF HYDRA Version 5.85 Page 9 19:90 5-Dec-105 0.00 CuFt/Sec 1.373 Cu£t/Sec 1.373 Cu £t/Sec 1.000 16: 17: END C:\HYDRA\CMD\ j.w.morxissette b associates C:\HYDRA\CMD\AITT2_CMD RITTER SOB DI VISION ------ S U M M A R Y O F A N A L Y S I S------ Run number on command file Number of links Number of hydrographs Total sanitary population Total sanitary area Total storm area Number o£ pumps Number of reservoirs Number of diversion structures Number of inlets Length of new pipe Length of existing pipe Length of channel Length o£ gutter Length of transport units Length of pressure pipe HYDRA Version 5.85 Page 5 19:40 5-Dec-105 1 3 90 0 0 .00 Acres 3. 72 Acres 0 1 0 0 0. 00 Feet 0. 00 Feet 290. 00 Feet 0. 00 Feet 0. 00 Fe e`_ 0. 00 Feet Closing D8F and NDX Files JOH RITTER SOHDIVISION REM STORMWATER DESIGN REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING TOT 6.15 FIL C:\HYE\lA.INC REM FILE C: \HYDRA\CMD\RITT100.CM0 NEW AREA DRAINAGE TO POND CHD 6, 0. 3, 0.03, 3, 2, 3, 1. 0, 0, 0, 0, 0 SCS 3.72, 0.591, 98, 90, 20, .01, 360 CHA 290, 361, 360, 358, 356 RED (0/0.99, 19835/0.99) AES 360, 356, 355, OVER END Cx \HYDRA\CMD\ HYDRA Version 5.85 j .w.morrissette & associates Page 1 C:\HYDRA\CMD\RITT100.CM.D 19:38 5-Dec-105 CFS RITTER SUBDIVISION *** AREA DRAINAGE TO POND Cha rnel Long Invert Surf FreBrd Width Shape San Sto Flow Estimated Link Slope Up/Dn Up/Da Up/Dn Depth L/C/R Inf Mis Vel Cost 1 290 358.00 358.97 2.5 9.81 3.000 0.00 3.39 3.39 0 O.OOB3 356.00 356.97 3.5 0.97 2.00 0.00 0.00 2.13 3.000 Froude Number = 0.65 Lateral length= 290 Upstream length= 290 ____________________________________________________ Lateral length= 0 Upstream length= 0 *** AREA DRAINAGE TO POND Cost Invert ---- Link Exfil Op/Dn/OVr 3 0 360.00 Incoming 0 356.00 Discharge 355.00 Overflow Stored ______________________ lateral length= 290 Reservoir Maximum Flow Values ---- ----- ---- ---- San Inf Sto Mi s Design 0.00 0.00 3.39 0. 00 3.39 0.00 0.00 0.99 0. 00 0.99 0.00 0.00 0.00 0. 00 0.00 0 ________ 0 19633 _______________ 0 19633 [lpst _ ream length= ____ 290 C:\HYDRA\GMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\RITT100.CMD 19:38 5-Dec-105 NONE Status o£ DEFAULTS at start of run Command £ile C:\HYDRA\CMD\RITT100.CMD I Input units are read as USA I Warnings are turned OFF I Output sent to display Detailed I Output sent to printer Off I Output sent to file Detailed I Paper width in inches 8.000 I String to reset printer 27 51 36 18 I String to set printer to compressed 17 15 String to set printer to 8 lines/inch 8 27 51 27 I Name of printer Epson, FX series I Print heading at top of page ON I Number of steps in hydrograph 166 I Step length in minutes 60 I Siqnif icant flow in hydrograph 0.010 I Infiltration Diurnali za tion Factor 0.980 I Maximum plot value Selected by HYDRA I Type of hydrographic plot Compact Sanitary flow by Diurnal Curve I Delay to start of actual storm 0.00 I Rational Method computations OFF I SCS computations Santa Earbara I Continuous simulation computations ON Maximum d/0 for pipe design/analysis 0.900 I Match point position on pipe 0.00 or Invert I Number of allowable diam drops 999 I Mimimum drop th ru manhole 0.000 I Manning's n Variable I Routing technique puick Calculate sanitary flows ON I Calculate infiltration Flows ON Calculate misc flows ON Listing of acceptable diameters (Changed by the PCO command): I 9 6 8 10 12 IS 18 21 29 27 30 33 36 39 92 95 98 59 60 66 72 76 I 89 90 96 102 108 114 120 132 1: JOB RITTER SDBDIVISION 2: REM STORMWATER DESIGN 3: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING 9: 5; TOT 6.15 Total rainfall 6.15 Inches Q \HYDRA\CMD\ j.w.morrissette E associates C:\HYDRA\CMD\RITT100.CMD RITTER SOBDI VISION HYDRA Version 5.85 Page 2 19:38 5-Dec-i05 6: FIL C: \HYE\1A .INC ----- -START OF SOB- FILE---- -- 1: 2: HYE 10 0.004 0.009 0. 009 0. 009 0.009 0.009 0.009 0 .004 0 .009 0. 0 04 0. 00 5 + 3: 0.005 0.005 0. 005 0. 005 0.005 0.006 0.006 0 .006 0 .006 0. 0 06 0. 00 6 0.007 + 9: 0.007 0.007 0. 007 0. 007 0.007 0.0082 0.006 2 0.008 2 0.0082 0.00 82 0.0082 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0 .0139 0 .0139 0.0139 0 .0180 0 .0180 0 .034 0.059 + 6: 0.027 0.018 0. 0139 0 .0139 0.0139 0.0 088 0. 0 086 0. 0088 0. 0 086 0 .0 088 0.0 088 0.0068 + 7: 0.0086 0.0088 0.0088 0.0088 0.0088 0 .0072 0 .0072 0.0072 0 .0072 0 .0072 O .OO72 0. 0072 + 8: 0.0072 0.0072 0.0072 0.0072 0.0072 0 .0057 0 .0057 0.0057 0 .0057 0 .0057 0 .0057 0. 0057 + 9: 0.0057 0.0057 0.0057 0.0057 0.0057 0 .0050 0 .0050 0.0050 0 .0050 0 .0050 o .ooso 0. 0050 + 10: 0.0050 0.0050 0.0050 0.0050 0.0050 0 .0090 0 .0090 O.OO40 0 .0090 0 .0040 0 .0090 0. 0040 + 11: 0.0040 0.0090 0.0090 0.0090 0.0090 0 .0090 0 .0090 0.0090 0. 0090 0 .0090 0 .0090 0. 0090 + 12: 0.0090 0.0090 0.0090 0.0040 0.0090 0 .0090 0 .0090 0.0090 0. 0090 0 .0040 0 .0090 0. 0040 + 13: 0.0090 O.OO90 0.0090 0.0090 0.0090 0 .0040 0 .0090 0.0090 0. 0090 0 .0090 0 .0090 0. 0090 + 0.0090 Step time 10.00 Minute s Total in ori ginal hyetograph 0.17 Inches Ad justing hyetogr aph fr om 10.00 minutes to 60 . 00 min vt es Total volume rain in produ ction hyetograph 6.15 Inches M aximum intensity 1.01 Inches /H r 15: RET --- - END OF SOB-FILE ------ 7: REM FILE C:\HYDRA\CMD\RITT100.CMD 8: NEW AREA DRAINAGE TO POND 9: 10: CHD 6, 0. 3, 0.03, 3, 2, 3, 1.0, 0, 0, 0, 0 11: SCS 3.72, 0.591, 98, 90, 20, .01, 360 Computed concentration time 3. 00 Minutes Total Time of Concentration 3. 00 Minutes To tal rainfall £allinq on impervious 99080. 86 CuFt Impervious runoff 97235. 10 Cu Ft Portion o£f impervious 96. 29 $ Peak CFS rainfall falling on impervious 2. 29 CuFt/Sec Peak CFS runoff from impervious 2. 11 CuFt/Sec Equivalant off impervious 0. 99 Total rainfall falling on pervious 33966. 28 Cu Ft Pervious runoff 27608. 02 Cu Ft Portion off pervious 81. 28 $ Cx \HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 3 C: \HYDRA\CMD\RI TT100.CMD 14:38 5-Dec-105 RITTER EDHDIVISION Peak CFS rainfall falling on pervious 1 .55 Cu Ft/Sec Peak CFS runoff from pervious 1 .28 CuFt/Sec Equivalant °C" off pervious 0 .62 Total rainfall falling on segment 83097 .19 Cu Ft Total segment runoff 79843 .12 CuFt Portion off segment 90 .12 8 Peak CFS rainfall falling on segment 3 .79 Cu Ft/Sec Peak CFS runoff from segment 3 .39 Cu Ft/Sec Equivalant "C' of£ segment 0 .89 12: CHA 290, 361, 360, 358, 356 Length 240 .00 Feet GrOp 361 .00 Feet GrOn 360 .00 Feet Inv Up 358 .00 Feet InVDn 356. 00 Feet Link number 1 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0 .00 CuFt/Sec Storm flow (no SF) 3 .388 Cuft/Sec Design flow including SF 3 .388 Cuft/Sec Combined SF 1. 000 CHD Maximum velocity 6. 0000 FPS CHD Minimum velocity 0. 3000 FPS CHD Manninqs "n" 0. 0300 CHD Left side slope 3. 0000 CHD Bottom width 2. 00 Feet CHD Right side slope 3. 0000 CND Minimum freeboard 1. 0000 Feet CHD Exfiltration 0. 0000 IPH Channel Slope 0. 00833 Design flow 3. 39 Cuft/Sec Depth of flow 5. 63 Inches 0. 97 Feet Velocity 2. 13 Ft/Sec Travel time 1. 88 Minutes Width of surface 9. 81 Feet 13: 19: RED (0/0.99, 14835/0.99) 15: RES 360, 356, 355, OVER Number of points on Volume/Discharge curve 2 Maximum capacity o£ reservoir INFINITE Inlet elevation 360.00 Feet outlet elevation 356.00 Feet Link number 2 @Adding Sto into Even C:AHYDRAVCMDA j.w.morrissette s associates C:\HYDRP.\CMD\RIT T100. CMD RITTER SOBDIVISION @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm £1 ow (no SF) . Design flow including SF Combined SF HYDRA Version 5.65 Page 9 14:38 5-Dec-105 0.00 Cu Ft/Sec 3.386 Cuft/Sec 3.388 Cu£t/Sec 1.000 lb: 17: END C: AHYDRAVCMDA j.w.morrissette 6 associates Cx \HYDRA\CMD\RITTl00.CMD RITTER SOBDIVISION ------ S U M M A R Y O F A N A L Y S I S Run number on command file Number o£ links Number o£ hydrographs Total sanitary population Total sanitary area Total storm area Number o£ pumps Number of reservoirs Number of diversion structures Number o£ inlets Length of new pipe Length o£ existing pipe Length of channel Length of gutter Length o£ transport units Length o£ pressure pipe HYDRA Version 5.85 Page 5 19:38 5-Dec-105 30 3 90 0 0 .00 Acres 3 .72 Acres 0 1 0 0 0. 00 Feet 0. 00 Feet 290. 00 Feet 0. 00 Feet 0. 00 Feet 0. 00 Feet Closing DHF and NDX Files APPENDIX C Commercial Stormwater Facilities Maintenance Agreement RESIDENTIAL AGREEMENT TO MAINTAIN STORMWATER FACILITIES AND TO IMPLEMENT A POLLUTION SOURCE CONTROL PLAN BY AND BETWEEN BITTER SUBDIVISION HOME OWNER's THEIR HEHIS, SUCCESSORS, OR ASSIGNS (fIEREINAFTER "ASSOCIATION') The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMPs) is essential to the protection of water resources. All property owners are expected to conduct business in a manner that promotes environmental protection. This Agreement contain specific provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs. LEGAL DESCRIPTION Ritter Subdivision -Tax Parcel Nos. 2172414040Q, 21724140300, and 21724141600. Whereas, the Home Owner's have constructed improvements including, but not limited to, buildings, pavement, and stormwater facilities on the property described above. In order to further the goals of the Jurisdiction and to ensure the protection and enhancement of water resources, the Jurisdiction and the Home Owner's hereby enter into this Agreement. The responsibilities of each party to this Agreement aze identi5ed below. THE HOME OWNER's SHALL: (I) Be awaze that the stormwater facilities have been designed [o serve the entire community, are located in the designated open space are for the stormwater treatmenUdetention facilities, and aze not to be altered in any way or a[ any time. (2) Seek the assistance of Jurisdiction Staff or a Licensed Professional Civil Engineer with facilities maintenance questions, and selection and positioning of landscaping adjacent to these facilities and within the easement areas. (3) Implement the systemwide stormwater facility maintenance program included herein as Attachment "A". (4) Implement the pollution source control program included herein as Attachment ~.B„ (5) Maintain a record (in the form of a log book) of steps taken to implement the programs referenced in (1) and (2) above. The log book shall be available for inspection by appointment. The log book shall catalog the action [akeq who took it, when it was done, how it was done, and any problems encountered or follow-up actions recommended. Maintenance items ("problems' listed in Attachment "A" shall be inspected as specified in the attached instructions or more often if ^ecessary. The Home Owner's are encouraged to photocopy the individual checklists in Attachment "A" and use them to complete their inspections. These completed checklists would then, in combination, comprise the log book. (6) Submit an annual report to the Jurisdiction regazding implementation of the programs referenced in (I) and (2) above. The report must be submitted on or before May 15 of each calendar yeaz and shall contain, at a minimum, the following: (a) Name, address, and telephone number of the businesses, the persons, or the firms responsible for plan implementation, and the person completing the report. (b) Time period covered by the report. (c) A chronological summary of activities conducted to implement the programs reference in (1) and (2) above. A photocopy of the applicable sections of the log book, with any additional explanation needed, shall noanally suffice. For any activities conducted by paid parties, include a copy of the invoice for services. (d) M outline of planned activities for the next year. THE JURISDICTION SHALL: (1) Maintain all stormwater system elements in the public right-of--way, such as catch basins and pipes. (2) Provide technical assistance to the Home Owner's in support of the facilities operation and maintenance activities conducted pursuant to the maintenance and source control programs. Said assistance shall be provided upon request and as Jurisdiction time and resources permit. (3) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with the Home Owner's. (4) Review this agreement with the Home Owner's and modify it as necessary at least once every three (3) years. REMEDIES: (1) If the Jurisdiction determines that maintenance or repair work is required to be done to the stormwater facilities located m the subdivision, the Jurisdiction shall give the Home Owner's Association notice of the specific maintenance and/or repair required. The Jurisdiction shall set a reasonable time in which such work is to be completed by the persons who were given notice. If the above required maintenance and/or repair is not completed within the time set by the Jurisdiction, written notice will be sent to the Home Owner's Association stating the Jurisdiction's intention [o perform such maintenance and bill the Home Owner's Association for all incurred expenses. (2) If at any time the Jurisdiction determines that the existing system creates any imminent threat to public health or welfaze, the Jurisdiction may take immediate measures to remedy said threat. No notice to the persons listed in Remedies (1), above, shall be required under such circumstances. All other Home Owner's Association responsibilities shall remain in effect. (3) The Home Owner grants unrestricted authority to the Jurisdiction for access to any and al] stormwater system features for the purpose of performing maintenance or repair as may become necessary under Remedies (1) and/or (2) (4) The Home Owner shall assume responsibility for the cost of maintenance and repairs to the stonnwater facility, except for those maintenance actions explicitly assumed by the Jurisdiction in the preceding section. Such responsibility shall include reimbursement to the Jurisdiction within 90 days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at [he current legal rate for liquidated judgments. If legal action ensues, any costs or fees incurred by the Jurisdiction will be borne by the parties responsible for said reimbursements. This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the Jurisdiction. It shall run with the land and be binding on all parties having or acquiring any right, title, or interest, or any part [hereof, of real property in the subdivision. The shall inure to the benefit of each present or future successor in interest of said property or any part thereof, or interest therein, and [o the benefit of all citizens of the Jurisdiction. Owner Owner STATE OF WASHINGTON (COU31'~f OF THURSTON) On this day and yeaz personally appeazed before me, , who'executed the foregoing instrument and aclrnowledge the said instrument to be the voluntary act and deed of said Municipal Corporation for the uses and purposes " ~ boned and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of , 20 Notary Public in and for the State of Washington, residing in My commission expires INSTRUCTIONS FOR PERSON MAINTAINING STORMWATER SYSTEM The following pages describe the maintenance needs of the stormwater conveyance, storage, and disposal components of the system designed for this site. This maintenance effort shall be the responsibi]iTy of the Ritter Subdivision Home Owner's or their assigned representative. Tn general, system components should be inspected in accordance with the Maintenance Checklists included as Attachment "A" at the reaz of this document. Use the suggested frequency indicated on the left side of the Checklist Forms: (1) Monthly (M) from November tlsough April. (2) Annually (A), once in late smnmer (preferably September). (3) After major stone events (S) > one (1) inch in 24 hours. Inspections findings should be recorded on photocopies of the Maintenance Checklist forms. Check of the problems you looked for each time an inspection was performed. Maintenance should be undertaken to correct deficiencies found and comments on problems found and actions taken entered on the forms. Completed Checklist Forms should be filed and incorporated in the annual report to be issued in May of each yeaz. If you have specific questions or require technical assistance, contact the Thurston County Stormwater Division. Please do not hesitate to call, especially if you aze unsure whether a situation you have discovered may be a problem. ATTACHMENT"A": MAINTENANCE PROGRAM COVER SHEET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: ATTACHMENT `B": POLLUTION SOURCE CONTROL PROGRAM EROSION AND SEDIMENT CONTROL BMP's WHAT ARE POLLUTION SOURCE CONTROLS, AND WHY ARE THEY NEEDED? Pollution source controls are actions taken by a person or business to reduce the amount of pollution reaching surface and ground waters. Controls, also called "best management practices" (BMPs), include: c~3 Altering the activity (e.g., substitute non-toxic products, recycle used oil, route floor drains to sanitary sewer from storm sewer) cn Enclosing or covering the activity (e.g., building a roof) cn Segregating the activiy (e.g., diverting runoff away from an area that is contaminated) csl Routing runoff from the activity to a treatment alternative (e.g., to a wastewater treatment facility, sanitary sewer, or stormwater treatment azea) Pollution source controls aze needed because of the contamination found in runoff from residential azeas and the effect of this contamination on aquatic life and human health. Research on urban runoff m the Puget Sound area and elsewhere has found oil and gease, nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at unacceptable levels. Effects of contaminated runoff include closure of shellfish harvesting areas and swimming areas, mortality of young fish and other aquatic organisms, tumors oa fish, and impairment of fish reproduction. MATERL4LS USED AND WASTES GENERATED Of particulaz concern are drives and parking areas. Because of heavy vehicle usage, the concentration of oil and grease in stoanwater may exceed [he Ecology guidelines of 10 mg/1. Although there are no local data to confirm this view, limited reseazch in the San Francisco Bay area found the mean concentration of oil and grease in stormwater to exceed 10 mgA. REQUIRED ACTIONS The following actions shall be taken to ensure that pollution generated on site shall be minimized: 1. blaming signs (e.g., "Dump No Waste--Drains to Stream") shall be painted or embossed on or adjacent to all storm drain inlets. They shall be repainted as needed. Materials needed to undertake this task can be purchased or may be available from the Public Involvement Coordinator for the Departrnent of Public Works. 2. Sediment removed from basins and swales shall be disposed of in a proper manner. Contact the local govemingjurisdiction for inspection prior to completing this task. 3. No activities shall be conducted on site that aze likely to result in short-term, highly concentrated dischazge of pollution to the stormwater system. Such activities may include, but are not limited [o, heary vehicle maintenance, and cleaning of equipment used in the periodic maintenance of buildings and paved surfaces. 4. Use of pesticides and fertilizers shall be minimized. 5. Do not dmnp paint, solvents, oils, or other such substances, including landscape waste, into storm drains. Catch Basins and Inlets These structures are typically located in the streets and public rightsof--way. Local jurisdictions aze responsible for routine maintenance of the pipes and catch basins in rights-of--way, while you aze responsible for keeping the grates cleaz of debris in all areas as well as pipes and catch basins th private areas. Part of Catch When to What to Check For What to Do Basin to Check it Check Catch basin During antl aRer Tresh or debris accumulating in from of the Remove blocking trash or debris opening major storms vetch basin opening antl not allowing water to wdh a rake and clean oR the flow in. rate. Catch basin Quarterly Sediment or tlebds in the basin shoultl be kept Clean out the catch basin of antler 50% of the tleplh from the boflom of the sediment antl debris. pipe to the bottom of the basin. Use a long stick or broom handle to poke into satlimen[ antl tletermine tle th. Inlet and outlet Quarterly Trash or debris in the pipes shoultl not be Clean out inlet antl outlet pipes pipes more than 1/5 of its height Also, there should of trash or debris. not be any tree toots or other vegetation rowin in [he i s. Inlet antl outlet pipe Annually There shook be no cracks witler than'h inch Repair crocks or replace the joints and longer than 1 foot at Me joint of any inlet joints. or outlet pipe. Aiso check for evkence of sediment entering the vetch basin through cracks. Grate Quarterly The grate shoultl not have tacks longerthan 2 Replace the grate. inGres. There sM1OUItl not be multiple sacks. Frame Quarterly Ensure that the frame is sRting flush on top of Repair or replace the frame so it [he wncrete structure (slab). A separation of is flush wkh the slab. more than'/. inch between the frame antl the slab shoultl be coneGetl. Catch basin Annually Inspect the walls of the basin for uacks witler Replace or repair the basin. than X inch and longer than 3 leer. Also check QOntac[ a professional engineer for any evkence of setliment entering the for evaluation. catch basin through cracks. Determine whether ar not the sW Gure is sountl. Catch basin Quarterly There shook be no chemicals such as natural Clean out catch basin. Contact gas, oil, and gasoline in the catch basin. your local judstlidion or Check for obnoxious color, otlor, or oily sludge. Thurston County Environmental Health R you tle[eG a coloq odor, or oily slutlge. OillWater separator Quarterly Water surface in catch basin has sgnifiwnt Remove the retch basin Ile and Stlown[umetl e bow or'T" in slutlge, oil, grease orswm layer covering all or mast of the water surface skim oR Oil layer. Pour oil into a catch basin) . disposable container, seal container, wrap securely in newspaper, ark place in rash. Water surface shoultl be Gear of oity layer. Pipe Elbow Quarfery Top or bottom of pipe appears to have broken Remove the with basin litl antl oR. Cherk for any a parent tlamage antl h c t rf d' P b ezamirre the pipe for damage. If c e c o see s p m . broken, hire a contractor to replace pipe in accoMance with approvetl ylane on file wRh your IowljuristliGion. Fencing, Shrubbery Screens, and Gates Fences and shrubbery screens aren't typically required for stormwater ponds. If the slopes of the sides aze too steep, usually some kind of barricade is constructed. Part of When ro What to Check For What ro Do Fencing, Check it Shrubbery, or Gate ro Check Fence or Guartery Inspectthe knce or screen to ensure [hatR Mentl [he fence, repair shrubbery blocks easy entry to the fadlity. Make sure erosion, or replace [he screen erosion hasn't created an opening untler fence. shmbs to form a solitl bamer. Shrubbery Quarterly Shrubbery shoultl not be growing out of central Trim antl weetl shmbbery to screen or infestetl with weeds provide appealing aesthetics. Do not use chemicals to central weetls. Wire Fences Annually Look along the length of the fence antl Straighten posts antl rails rf tletennine'd tl is out of algnment. necessary. Wire Fences Annually Missing or loose tension wire. Replace or repair tension s wire so i1 ho fabric. Wire Fences Annually Missing or loose barbetl wire. ep ace or repair a wire so that M1 dcesn [sag between posts. Wire Fences Annually Check for rust or styling. Paint or coat costing or scaling parts with a protective orating. Wire Fences Quarterly Ensure that there are no holes in the fabric or Repair holes so that Here fencing. are no openings in the fabric or fendng. Gate Guartery Ensure that the gale is not broken, jammed, or Repair or replace the gale to missing and that it opens easily. albw entry of people and maintenance egwpment. If a lock is used, make sure you have a key. Conveyance Pipea, Ditches, and Swales Part o/ When to What [o Check For What to Do System to Check it Check Pipes Annually A¢umulatetl setlimenl shoultl not exceetl 20Yo Clean aut pipes of all of the diameter of the pipe. Vegetation shoultl setlimenl antl tlebris. not retluce free movement of water through Remove all vegetation so pipes. Ensure that the Froleciive coating is not tl d tl tl h ltl that water flows Neely an amage mste . Dents s ou not through pipes. Repalr or signifcantly impetle flow. PipPee shoultl not replace pipe. have major cracks or tears allrwing water to leak out. Open tlitches Ouadetly There shoultl not be any yaN waste or litter in Remove trash antl tlebds the tlitch. antl tlispose of them properly. Open tltlches Annually Accumulatetl setlimenl shoultl not exceetl 20% Clean out tlitch of all of [he tlepth of the tlitch. sediment and tlebris. Open ditches 8 Annually Check kr v station (e g., weedy shrubs or Clear blocking vegetation so Swales saplings)ihat retluceslhe free movement of that water flows freely water through tlitches or Swales. through ddches. Grassy vegetation should be left alone. Open tlkches 8 Quartetly Check around inlets antl oulleh for signs of Eliminate rouses of erosion. Swales erosion. Check slopes for signs of sougghing Stabilae slopes by using or settling. Action is neetletl where erotletl appropriate erosion mnbol tlamage rs over 2 inches tleep arW where there measures (e.g., reinforce is potential for continuetl eroson' with rock, plant grzss, cpm ac[ soil.) Open tlhMes & Annualy Native soil beneath the rock splash pad, check Replace rocks to design Swales tlam, or lining should not be visible. stantlartl. Swales Quartetly Grass mver is sparse antl weetlg or areas are Aerate soils antl reseetl antl overgrown with woody vegetation. mulch bare areas. Keep grass less than a inches high. Remove wootly growth, regratle, antl reseetl as necessary. Swales Quartets Swale has been filletl in or blocketl by sheq If possible, speak wdh wootlpile, shrubbery, etc. homeowner and request that the Swale area be restoretl. Swales Annually Water stantls in Swale or flow velorAly is very A survey may be nestled to slow. Stagnation occurs. check gretles. Gratles neetl to be in 1-5% mnge'rf possible. If grade is less h 1% t an , untleNrains may need to be installed. Grounds and Landscaping Part of When to What to Cheek For What to Do Grounds to Check i[ Check Lantlscaped ~uartetly Weetls growing out of wntrol in lantlsrapetl Pull weetls by hang if Areas area. possible, to avoitl using chemical weed controls. Lantlsrapetl Quatledy Check for any presence of poison iry or other Remove poisonous Areas poisonous vegetation or insect nests. vegetation or inset nesLS that are present in lantlswpetl area. LantlscaPetl Quatledy There shoultl no[ be any yard waste or litter in Remove antl tlispose of liber Areas lantlswpetl areas. properly Lantlscapetl Quatledy Noticeable rills are seen in lantlscapetl areas. Itlentify the gases oterosion Areas antl take steps to slow town or tlisperse the water Fill in contour, antl seetl area. Trees antl Annually Limbs or parts of trees or shmbs Mat are spill Tdm trees and shrubs to shmbs or broken. restore shape. Replace severely tlamagetl trees antl shrubs. Trees antl Annually Trees or shrubs that have been blown town or Replant trees or shmbs, shrubs knocked over. inspecting for injury to stem or roots. Replace rf severely damaged. Trees antl Annually Trees or shrvbs Mat are not atlequately Place stakes and rubber- Shmbs supported or are leaning over, causing caatetl ties arountl young exposure of the roots. Veeslshmbs for suppod. Access Roads and Easements Area ro When ro What to Check For What to Do Check Check it General One Time Check [o tletennine rf there is enough access If there is not enough to your slonnwatet facilities for maintenance access, check with your vehicles. local jurisdiction [c Oetennine whether an easement exists. If so, a maintenance roatl may neetl to be censtmctetl there. A¢ess road Quarterly Debris that mould tlamage vehicle tlres(glass Clear all potentially or metal). tlamaging tlebds. Access road Annually Any absWIXions that reduce dearence above Clear along and aver and along the road [o less than 14 feel. roadway so there rs enough clearance. Road surface Annually Check kr potholes, tuts, mushyy spats, or Add grevel or remove wood wootly debris that limit access by maintenance as necessary. vehicles. Shoultlers and Annualy Check for erosion along the roadway. Repairerosion whh tlitches atltlitional soil or gravel. Drywells, French Drains, or Downspouts Part of System ro Check When ro Check it What ro Check For What to Do Downspout Annuelty Water overflows from the Downspout overthe Fimltry ckaninB OUt the grountl. ggutters antl tlownspouts. If this doesn't solve the problem you maayy neetl to nstalla bigger tlryvrell. Roof Annually Moss and algae are taking over [he shatlier Disconnect the flezible parts of [he shingles. part of the Downspout that leads to the drywall. Perform moss removal as Desired. Pressure wash or use fa(ry acitl solutions instead ofhighly totlc pesllGd2a or ChlOmna bleach. Install a zinc strip as a preventative. APPENDIX D Thurston Region Stormwater Facilities Summary THURSTON REGION FACILTTY SUMMARY FORM PROPONENT'S FACILITY IDENTIFIER: NAME OF ROAD TO ACCESS FACILITY: HEARINGS EXAMINER CASE NUMBER: DEVELOPMENT REVIEW PROJECT NO.: BUILDING SITE APPLICATION NO.: PARCEL NUMBER(S) Ritter Subdivision Cullens Street and Longmire Street 21724140300,21724140400, 21724141600, To be completed by Utility Staff: Utility Facility Number: Project Number: Parcel Number Status: Basin & Subbasin: Responsible Jurisdiction: PART I -Project Name & Proponent Project Name: Ritter Subdivision Project Owner: Scott Ritter Project Contact: Robert Tauscher, P.E. Address: 1700 Cooper Point Rd SW, Olympia, WA 98502 Telephone: (360) 352-9456 Project Proponent: Scott Ritter Address: 2365 48w Ave SW, Tumwater, WA 98512 Telephone: (360) 791-1589 Project Engineer: Robert Tauscher, P.E. Firm: J.W. Morrissette & Associates Inc., P.S. Telephone: (360) 352-9456 Fax: (360)352-9990 PART 2 -Project Location Section: 19 Township: 17N Range: 2E PART 3 -Type of Permit Application Type of Permit: Plat Other Pemilts: Grading O[her: Other Agencies that have had or will review this Drainage & Erosion Control Plan: None PART 4 -Proposed Project Description What stream basin is this project within: Nisqually River Zoning: R-6 Onsite: Number of Lots: 20 Avg. Lot Size: 5,000 Building PermiUCommercial Plat: New Buildings Footprint (Acres): N/A Existing Impervious (Acres): N/A Sidewalk, Pazking Lot, Fire Lane and Access Roads (Acres): N/A Disturbed Pervious Areas (Acres): N/A Lattice Block Paving (Acres): N/A Public Roads (Acres): 0.69 Disturbed Area Total (Acres): 3.72 PART 5 -Pre-Developed ProjeM Site Characteristics Stream Through Site N Steep Slopes (> ] 0%) N Erosion Hazard N 100-Yeaz Flood Plain N Wetlands N Seeps/Springs N High Groundwater Table N Aquifer Sensitive Area N Other: PART 6 -Zone 1 -Facility Description Area Tributary to Facility Including Offsite (Acres): 3.72 Acres Total Onsite Area Tributary to Facility (Acres): 3.22 Acres Design Impervious Area Tributary to Facility (Acres): 2.20 Acres Design Landscaped Area Tributary to Facility (Acres): 1.52 Acres Design Total Tributary Area to Facility (Acres): 3.72 Acres Enter a check mark and number, i.e., one (1), for the type of facility Wet Pond Detention Wet pond water surface area, acres Dry Pond Detention Undergound Detention: Infiltmtion Trench: Dry Well Infiltration: Other: Infiltration Gallery: Outlet Type (Enter a check mazk and number, i.e., one (1), for each type present): Filter: OiUWater Sepazator: Single Orifice: Multiple Orifices: Weir: Spillway: Pump(s): Other: PART 7- Zone 1 -Release [o Groundwater Desigt Percolation Rate [o Groundwater. 10 in/hr PART 8- Zone 1 -Release To Surface Water Al] stormwater from [his site is infiltrated on site with no release to any surface waters. 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