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Drainage Report
i 1 :i- i 1 •~ 'I'WIl~f S~'AR CDIT I~TI®l~T YELI~I ~1~l~CII 1 - Drainage and Erosion Control Report 1 ~ .. ,.. ' Proponent: Jeff Kennedy,"COO; Senior Vice President TwinStar Credit Union PO Box 718 ' ' Olympia, WA 98507-0718 (360) 357-9917, Ext. 4402 P E h Pre aced B P Y . . er, Robert E. Tausc Jerome W. Morrissette & Associates Inc., P.S. ' ~ 1700 Cooper Point Road SW, #BZ Olympia, WA 98502-1110 Phone. (360) 352-9456 Fax. (360) 352-9990 Submitted: January 2006 ~' Revised Jul 2007 y SEP 2 ~ 2007 i • - . •, 1 t 1 TABLE OF CONTENTS I. DRAINAGE REPORT Section 1 -Project Description Section 2 -Existing Conditions Section 3 -Infiltration Rate/Soils Report Section 4 -Wells and Sewerage Systems Section 5 -Fuel Tanks ' Section 6 -Sub-basin Description Section 7 - 100 Year Flood Section 8 -Aesthetic Considerations Section 9 -Facility Sizing and Downstream Analysis Section 10 -Covenants, Dedications, and Easements Section 11 -Articles of Incorporation 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: Commercial Stormwater Facilities Maintenance Agreement D. Thurston Region Stormwater Facilities Summary Form E. Basin Map F. Site Plan G. Engineer's Estimate H. Howard Godat Maintenance Plan TwinStar Credit Union Drainage and Erosion Control Report JWM&A # 05132 1 1 1 2 2 4 4 4 4 5 5 i 1 PROJECT EI~TGINEER'S CERTIFICATE "I HEREBY CERTIFY THAT THIS PROJECT, TWINSTAR CREDIT UNION, YELM, WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION AND MEETS MINIMUM STANDARDS OF THE CITY OF YELM AND NORMAL STANDARDS OF ENGINEERING PRACTICE. I UNDERSTAND THAT THE JURISDICTION DOES NOT AND WILL NOT ASSUME LIABILITY FOR THE SUFFICIENCY, SUITABILITY, OR PERFORMANCE OF DRAINAGE FACILITIES DESIGNED BY ME." • Robert E. Tauscher, P.E. Jerome W. Morrissette & Associates Inc., P.S. ~"K~~ ~~to%7 TwinStar Credit Union Drainage and Erosion Control Report JWIVI&A # 05132 11 TWINSTAR CREDIT I7NION YEL11Z, WAS~GTON DRAINAGE AND ER®SI®N CONTROL REPORT PART I. DRAINAGE REPORT This report has been prepared as part of the requirements for building and site improvements for the subject site-and in accordance with the "Stormwater Management Manual for the Puget Sound Basin, " 1992. ' Section 1-Project Description: The TwinStar Credit Union site consists of 2.19 Acres. The site lies on the southwest side of Yelm Avenue (SR 510) in Yelm, Washington, in the Northeast quarter (NE'/4) of the Northwest quarter (NW `/4) of Section Twenty Four (24), Township Seventeen (17) North, Range Two (1) East. The assessors parcel number is 21724120300. The site is relatively flat. The existing .and proposed main access will be from Yelm Avenue. The site improvements include a 2,500 square foot addition and new drive up tellers. Stormwater will be conveyed via catch basins and piping to the existing wet ponds and ultimately to the infiltration pond and gallery. Section 2 - Ezisting Conditions: The site is developed with a building, parking lot, and drive through teller windows. Section 3 - Inffiltration Rates/Soils Report: The soils on the site are listed in the Soil Conservation Service's Soil Survey of Thurston County Washington as Spanaway stony sandy loam. Field percolation tests, performed yielded a percolation. rate in excess of 20 in/hr. (See Appendix A Soils Report dated October 18, 1.996, by Pacific Rim Soil & Water for the original site development). The percolation rate used for design was 10 inches per hour. Section 4 -Wells and Sewerage Systems: There is an existing irrigation well on site, which is scheduled to be abandoned per DOE Standards. The proposal development will be connected to the City of Yelm sewer and water systems. Section 5 - Fuel 'Tanflts: TwinStar Credit Union Drainage and Erosion Control Report JWM&A # 05132 1 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 I)esca~aption: The improved portion of the site-has been divided into two basins tributary to wetponds and an infiltration gallery and pond. Project site runoff from the 6-month 24-hour storm events is routed through two wetponds for treatment and then to infiltration gallery or pond for disposal. Section 7 -100 Yeas- Flood: The subject parcel is not within the 100-year.flood zone. , Section 8 -Aesthetic Considerations: All disturbed areas will be vegetated or landscaped. The stormwater facilities consist of catch basins and conveyance piping to collect runoff, convey to a wetpond for treatment and then to an, infiltration gallery or pond 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. Section 9 -Facility Sizing anal I)o~wnstc~ea~n Analysis: The impacts of the proposed development on stormwater runoff have been analyzed in accordance with the procedure described in the "Stormwater Management Manual for the Puget Sound Basin," 1992. All stormwater 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, pond storage using HYDRA analyses (HYDRA Version 5.85, July 1994). Copies of the HYDRA~Input and Output files and table sumrriarizing the site area and pond volume characteristics are included in Appendix B. . P®ST DEVEL®I'1VIEI~T~ SITE CIIARAC'I'E1~IST'ICS . Total Site Area ~ 2.19 Acres Pass-Through Drainage Area 0.0 Acres Area Tributary to Facility Including Offsite (Acres): 2.19 Acres Total Onsite Area Tributary to Facility (Acres): 2.19 Acres TwinStar Credit Union 2 Drainage and Erosion Control Report JVVM&A # 05132 Design Impervious Area Tributary to Facility (Acres): Design Landscaped Area Tributary to Facility (Acres): Area not Tributary to the Facility (Acres): Basin Area, (Acres): SCS Data Hydrologic Soil Group "A" Curve Numbers Impervious Areas 98 Pervious Areas 80 Basin 1 Total Area Tributary to Facility (Acres): SYSTEM MINIlVYITIVI ItEQUIItEMENTS r 1.19 "Acres 1.00 Acres 0 Acres 2.19 Acres 0.39 Acres Based on the HYDRA analyses performed for the 24 hour - 100 Year Event, the peak flow into Basin 1 stormwater gallery will be 0.30 CFS. The maximum storage volume needed in the pond per HYDRA is 457 CF. The design infiltration rate is 0.17 CFS with the gallery bottom of 624 SF and 577 CF of storage volume provided in the gallery. Basin 2 Total Area Tributary to Facility (Acres): 1.80 Acres Based on the HYDRA analyses performed for the 24 hour - 100 Year Event, the peak flow into Basin 2 stormwater pond will be 3.31 CFS. The maximum storage volume needed in the pond per HYDRA is 5,828 CF. The design infiltration rate is 0.48 CFS with the pond bottom of 2,057 SF and 7,126 CF of storage volume provided in the pond. System Performance Within the subject site, stormwater from parking lots and sidewalks will be routed to a wetponds and into infiltration pond or gallery. Runoff from the building is and will continue to be conveyed directly into the infiltration pond. Downstream Analysis There are no downstream impacts due to all stormwater being detained and.infiltrated on site. Seetion 10 -Covenants, IDedications, E~sennents: Operation and maintenance of the stormwater ponds will be the responsibility of the property owner. Section 11-Articles of Incorporation: The pazcel is privately owned, Articles of Incorporation are not required for the proposal. TwinStar Credit Union Drainage and Erosion Control Report 7WM&A # 05132 3 PART It. EIS®Sl<®N C®N~'R®I. R)EP®ItT Section 1-Sequence: The following is the construction sequence for construction of the parking lots and ponds. 1. Install erosion control elements as.necessary 2. Rough grade improvement areas. 3. Finish grade and pave new parking lot areas; topsoil, fertilize, and seed disturbed landscape areas. 4. Mulch landscaped areas if construction is performed between October 15 and April 15. 5. Dnce disturbed surfaces have developed suitable groundcover, remove perimeter silt fences. Section 2 -Trapping Sedaanent: The proposed grading of the site, as well as the construction of the items listed below, will mitigate against any major diversion of stormwater runoff by maintaining natural drainage patterns. The structural 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 the existing on-site wetponds. Measures Taken to Control Sediment: ® Filter Fabric Silt Fences may be located down-slope of all earthwork that may pose a potential of releasing sediment-laden water to the off-site. All entrances are paved and connecting to paved city streets. If a substantial amount of soil is being deposited on adjacent roads due to truck traffic, the road will immediately be cleaned of all debris and further preventative measures will be taken to ensure the problem ceases, such as establishing a tine wash down area. All of the above features of the Erosion and Sedimentation Control Plan, if installed and periodically maintained, are 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. Section 3 - PerYnanent lErosion Control: The following measures will be taken for soil stabilization to minimize the amount of 1 sediment-laden runoff entering the stormwater system and adjacent properties. r TwinStar Credit Union 4, Drainage and Erosion Control Report JWM&A # 05132 ' .Stabilization of cut and fill areas with hydro seeding and, if necessary, chopped hay . mulching (or jute matting). • Install silt protection in.all catch basins. . Permanent erosion control on this site will be accomplished through the existing stormwater system and development of landscaping or grass groundcover on all 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. Section 6 - Control, of Pollutants ®tlaer Than Sediments: As the subject site development will consist of commercial use, it will most likely not involve the 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 parking lots and stormwater facilities. Care will be taken to minimise the adverse impacts of these conditions. Activities such as concrete truck 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 the form of gasoline, fuel, oil, lubricants, and other such hazardous fluids will not be permitted on this site. 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I, ., ~ ,• .W A$A tit w~• •'-.r^' 1 ri, 110 ~'... t / 70 /~ [PA F:,i. "rh "r 0 114 .~Yr_'" ~„ kr~.`,° 'i ~`'~~' 105 '~ ~~ -a ~ },~ F' ..yt~+' w rs~r• r, ' .a ~.:.. .~.. {D~,•e ~s ,§r r:~ Y ~ o. vs gs~~~~~.m•~s ' .;sr .tyrra~'_s ,{`~ ~, df~,: '°T~ F Ih' } "yT . l' • •'~"~~ TRH J ~ _~, { `.~ '~,"r ~~3. `~„? • ~~• 110 ~ r~gq >y .a. - 126 ;~{ ~~ -, .~.. I °~"F~ ~, ~ ' .. ' 110 e . F,m~yr ~ y:e ~~ :4f. {* „y • h ~ 'k'~r ~ -c art ''f s <' ' '111 Ez t ~t - }i• r~xzt. x ,~.;' ~'_,"` . - e_ o_ ~ 1445 000 FEET -.•4 p-p ~ ~y{'~~r • ~~ ~1 ~~.'~ ~ ~+., •~ ' s' - s - , _"/,i.+n'~~u~~*tUt li 1, ~ ' 2 Ml! ES i i i Thurston County, Washington Included areas make up about 10 percent of the total acreage. 1 .Permeability is moderately rapid in the Spana soil. Available water capacity is moderate. Effective rooting depth is 20 to 40 inches. A seasonal high water table is at a depth of about 12 to 36 inches from November to April. Runoff is slow, and the hazard of water erosion is slight. ~ Most areas are used as hayland and pasture. This .unit is suited to hay and pasture. The main limitations are the seasonal high water table and the moderate available water capacity. Proper stocking rates, pasture rotation, and restricted grazing during wet periods help to keep the pasture in good condition and protect the ~ soil from erosion. Rotation grazing helps to maintain the quality of forage. Periodic mowing helps to maintain uniform growth, discourages selective grazing, and controls weeds. Iri most years irrigation is needed for I maximum production. 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. A few areas are used as woodland. 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, ' it 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 muddiness caused by seasonal wetness. Use of wheeled and tracked equipment when the soil is wet results in ruts and soil compaction. Unsurfaced roads and skid trails are soft and can be impassable when ' wet. Logging roads require suitable surfacing 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 I 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 seedlings. 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 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 100 to 400 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 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 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; Everett, Indianola, and Nisqually soils on outwash terraces; and Spana soils in depressions. Alsd included are smalF areas of Spanaway soils 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 the substratum. Available water.capacityis 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, 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 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 suited to crops. Wheat, 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. t ,,. 2 ~; ~~; i i i i i i 0 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 of plant nutrients. The application rate should be adjusted to the available water capacity, the water intake rate, and the needs of the crop: Animal manure can be applied periodically during the growing season. Areas that receive heavy applications should be harrowed at 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 feet per acre per year at. 65 years of age. This soil is suited to year-round logging. Unsurfaced roads. and skid trails are slippery when wet. Logging roads require suitable surfacing material for year-round use. Rounded pebbles and 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 and seedling mortality. are the main concerns in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. If the stand includes seed trees, natural, reforestation by Douglas-fir, Oregon white oak, and lodgepole pine occurs periodically in cutover areas. 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 planted ~Douglas- fir seedlings. ' Common forest understory plants are cascade Oregon-grape, salal, western brackenfern, western swordfern, Indian plum, and Scotch-broom: So This map unit is in capability subclass IVs. 111-Spanaway gravelly sandy loam, 3 tc percent slopes. This very deep, somewhat e~ drained soil is on terraces. It formed in glacial and volcanic ash. The native vegetation is ma grasses, ferns, and a few conifers. Elevation i; 400 feet. The average annual precipitation is 1 inches, the average annual air temperature is degrees f, and the average frost-free period is 200 days. Typically, the surface layer is black gravelly loam about 15 inches thick. The subsoil is dart .yellowish brown very gravelly sandy loam aboi inches thick. The substratum to a depth of 60 i more is dark yellowish brown extremely gravel Included in this unit are small areas of Aldei soils on till plains and Everett, Indianola, and ~ soils on terraces. Also included are small area; Spanaway soils that have a stony sandy loam layer and small areas of Spanaway gravelly sa that have slopes of 0 to 3 percent. Included are up about 20 percent of the total acreage. Permeability is moderately rapid in the subsi Spanaway soil and very rapid in the substratun Available water capacity is low. Effective rootin is 60 inches or more. Runoff is slow, and the h water erosion is slight. This unit is used mainly as hayland or pastui site for homes, or as a source of gravel. It is al; as woodland. The main limitation affecting hay and pasturE low available water capacity during the growing Proper grazing practices, weed control, and feri needed to ensure maximum quality of forage. F grazing helps to maintain the quality of forage. mowing helps to maintain uniform growth, disco selective grazing, and controls weeds. Animal n can be applied periodically during the growing s Areas that receive heavy applications should be harrowed at least once a year. In summer, irrig~ needed for maximum production of most forage Sprinkler irrigation is the best method of applyin The amount of water applied should be sufficien the root zone but small enough to minimize the of plant nutrients. This unit is suited to homesites. The main lim is the slope. Cutbanks are not stable and are su sloughing. A plant cover can be established and maintained through proper fertilizing, seeding, m and shaping of the slopes. Pebbles and cobbles be removed, particularly in areas used for lawns 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 to 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 sec. 25, T, 3g N R. 1 W. ` A-0 to 15 inches; black (10YR 2/1) gravelly sandy loam, very dark grayish brown (10YR 3/2) dry; weak fine granular structure;' loose, very friable, nonsticky and nonelastic: many firie, medium, and coarse roots; 25 percent pebbles; strongly acid; clear smooth boundary. Bw-15 to 20 inches; dark yellowish brown (10YR 3/4) very gravelly sandy loam, light olive brown (2.5Y 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 (10YR 4/4) extremely gravelly sand, yellowish brown (10YR 5/4) dry; single grained; loose; few 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 10 to 20 inches thick. The A horizph has hue of 10YR or 7.5YR, value of 3 or 4 when di-y, and chroma of 1 or 2 when moist ar 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. It is very gravelly sahdy loam, very gravelly loam, or extremely gravelly sandy loam. The C horizon has hue of 10YR or 2.SY 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 Surve well drained soils on flood plains. These soils formed alluvium. Slope is 0 to 3 percent. Elevation is 20 to 7 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about'. degrees F, and the average frost-free season is 150 200 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 and 1,975 feet north of 1 southwest corner of sec. 16, T. 18 N., R. 1 E. Ap-O to 7 inches; dark yellowish brown (10YR 3/4) s loam, brown (10YR 5/3) dry;. moderate fine and medium granular structure; slightly hard, very friable, slightly sticky and slightly .plastic; many fin medium, and coarse roots; many very fine and fin tubular pores; slightly acid; abrupt smooth boundary.. BA-7 to 20 inches; dark yellowish brown (10YR 4/4) silt loam, brown (10YR 5/3) dry; moderate fine any medium subangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic; mar very fine, fine, and medium roots; many very fine and fine tubular pores; slightly acid; clear wavy boundary. Bw1-20 to 25 inches; dark brown (10YR 3/3) silt loar grayish brown (2.5Y 5/2) dry; common tine prominent red (2.5YR 5/8) mottles; moderate fine ahd medium subangular blocky structure; slightly hard, very friable, 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 brown (10YR 4/3) silt loan light brownish gray (10YR 6/2) dry; common medium prominent red (2.5YR 5/8) mottles; moderate medium and coarse subangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic; few very fine and fine roots; fey very fine and firie tubular pores; slightly acid; gradual wavy boundary. C-45 to 60 inches; grayish brown (10YR 5/2) silt loam light gray (10YR 7/2) dry; common medium prominent dark brown (7.5YR 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 that have chroma of 3 or more are at a depth of more than 20 inches. 1 Thurston County, Washington The Ap horizon has hue of 10YR, value of 3 or 4 when moist, and chroma of 3 or 4 when dry. The Bw horizon has hue of 10YR or 2.5Y, value of 3 or 4 when moist and 5 or 6 when dry, and chroma of 2 or 3 when moist or dry. It has thin strata of fine sandy loam to silty clay loam. The C horizon has hue of 10YR, value of 5 to 7 when moist, and chroma of 2 when moist. 'Tacoma Series The Tacoma series consists of deep, very poorly drained soils on flood plains and deltas. These soils formed in alluvium that has a high content of volcanic ash. Slope is 0 to 1 percent. Elevation is 0 to 20 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 160 to 200 days. These soils are coarse-silty,. mixed, acid, mesic Sulfic Fluvaquents. . Typical pedon of Tacoma silt loam, 6 miles northeast of Lacey; about 1 ,000 .feet north and 300 feet west of the southeast corner of sec. 31, T. 19 N., R. 1 E. Oe-3 inches to 0; mat of fine grass roots. A-0 to 7 inches; dark brown (10YR 3/3) silt loam, grayish brown (10YR 5/2) dry; many medium distinct dark brown (7.5YR 4/4) mottles; moderate fine angular blocky structure.; friable, nonsticky and slightly plastic; many medium and fine roots; extremely acid; abrupt smooth boundary. Cg1-7 to 23 inches; dark grayish brown (10YR 4/2) silt loam, light brownish gray (10YR 6/2) dry; many fine distinct dark yellowish brown (10YR 4/4) mottles; moderate medium prismatic structure; friable, slightly sticky and slightly plastic; many medium and fine roots; extremely acid; abrupt smooth boundary. Cg2-23 to 40 inches; dark grayish brown (10YR 4/2) silt loam, light brownish gray (10YR 6/2) dry; many fine distinct dark yellowish brown (10YR 4/4) mottles; weak medium prismatic structure; friable, nonsticky and slightly plastic; few fine roots; extremely acid; clear smooth boundary. Cg3-40 to 50 inches; grayish brown (10YR 5/2) silt loam, gray (10YR 6/1) dry; massive; friable, slightly sticky and slightly plastic; extremely acid; abrupt smooth boundary. 2Cg4-50 to 60 inches; dark greenish gray (5GY 4/1) clay; common medium distinct brown, (7.5YR 4/4) mottles; massive; friable'., very sticky and very plastic; few fine tubular pores; strongly acid. The soils are more than 60 inches deep, but the 159 rooting depth is limited by the water table unless the plant is hydrophytic. Some pedons have layers of muck 1 to 4 inches thick. These layers have a cumulative thickness of less than 16.inches. The content of weighted organic carbon is less than 12 percent in the control section. The A or Ap horizon has hue of 10YR or 5Y, value of 3. or 4 when moist, and chroma of 1 or 2 when moist. It has faint or distinct mottles. It is strongly acid to extremely acid. The Cg horizon has hue of 10YR, 2.5Y, or 5Y or is neutral in hue. It has value of 3 to 6 when moist and 4 to 8 when dry and chroma of 0 to 2 wheri moist or dry. It has faint to prominent mottles. It is very strongly acid or extremely acid. The 2Cg horizon is stratified clay to sand. It varies in texture within short distances. It is very strongly acid or extremely acid. The depth to this horizon is more than 60 inches in some areas. Tenino Series The Tenino series consists of moderately deep, well drained soils on terminal moraines. These soils formed in glacial till over glacial outwash. Slope is 3 to 65 percent. Elevation is 50 to 400 feet. The average annual precipitation is 45 to 60 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 coarse-loamy, mixed, mesic Dystric Entic Durochrepts. Typical pedon of Tenino' gravelly loam, 3 to 15 percent slopes, 2 miles northwest of Littlerock; about 800 feet east and 400 feet north of the southwest corner of sec. 27, T. 17 N., R'. 3 W. Al-0 to 5 inches; dark reddish brown (5YR 2/2) gravelly loam, dark grayish brown (10YR 4/2) dry; moderate fine granular structure; soft, very friable, nonsticky and nonelastic; 30~percent pebbles; many very fine, fine, medium, and coarse roots; many very fine tubular pores; strongly acid; clear smooth boundary. A2-5 to 11 inches; dark yellowish brown (10YR 3/4) gravelly loam, dark brown (10YR 4/3) dry; moderate fine granular structure; soft, very friable, nonsticky and nonelastic; 30 percent pebbles; many fine, medium, and coarse roots; many very fine tubular pores; medium acid; clear smooth boundary. Bwi-11 to 21 inches; dark brown (7.5YR 4/4) gravelly loam, light yellowish brown (10YR 6/4) dry; weak fine subangular blocky structure; soft, very friable, nonsticky and nonelastic; 30 percent pebbles; w ~ Curt Heinold Howard Godat and Associates ?708 Westmoor Court Olympia, Vv'A 981)? Lis~- P~L:~zzl 2U3 FOI: RTH AyEi,1L!t= E.-15T Sl'1TE ~ ~ l OLY~II'IA, WASHINGTQX 9SSU1 VOI('E: (3601 J?-~-U;-~fi October 18. 1996 Report File Number: G96-Ol? Report Subject: Soil assesstTtent for ston~t~vater facility desi<rn. Location: 5tudv site is located south of Yelm Avenue, near the intersection of the high4vav and NW 1~lountain View Road. in Yelm: within the NW 'ia of Section ?~, Township 17N, Range.l.E, in Thurston Counter. Soils were assessed September ?6, 1996 by Lisa Palazzi, (ARCPACS certified soil specialist). The intent of this work «~as to assess on-site soil conditions that would affect stormwater facility design. iVI UPPED 50IL SERIES DESC][~IPTIONS: 1 According. to the Thurston County Soil Survey, the following soil series is mapped on or near the site: the Spanaway ~-ravel]v sandy loam. (classified as a sandy-skeletal, ITti;ced, ITtesic Andic Xerurnbrept'); and the Spanaway stony sandy loam, (classified as a sandy-skeletal: mined, mesic Andic Xerumbrept'l. The Spana~yay gravelly sandy loam soils are mapped onsite and commonly mapped across the across the surrounding area. The Spana~~vay stony sandy loam soils are mapped off site to the west and t_h_e south. Please refer to the attached soil map for details on soil map unit boundaries. For your information- standard characteristics of the mapped soil series are described in ~ Sandt-.;kalcrd. mixed. m~si~ Andic `imruntbrent. ecneritli~ nt~aning the sail ha, mimnud huninn det•dnpnunt t.~pu. ha. ~ dark-. ilurc.t. b,.. hale saturuiun ,urtit~e hunzon ~ umhn. has dreek~pcd undar condiiinns al •.cinter prectoita[iun and ,ununer drought i.xeri. has chutnctcrisucs attrihuwd to volcanic dcpusit~ ~ andic i. ha, a mcs;c tcnieemtun reeime i,mwn annual tcmperatun.runges lrom ~" w I i ' C 1 a' - ~•t'' F i. has m~ specilic mineralugic source ~.mixed7. has I;__n~r, s:md by ucight and greater :har ?:"~~ mane latgtnenu hs volume Isarid~-ske!rt:dt stmdv-.skeletal. n»xcd. mesic Andic .'ienunhrcut. eeneralh' meaning the soil ha; minimal horizon development t.ept 1. ha; a .lark-colur~d. In~~ hu~c: xautruuun surface hori'run tumbr i. ha, dcvclvpcd tutdcr conditions o(u inter prccipilotion and ~untnter drought lxcr't. has characteristics attributed u~ volcanic deposits iandi,a. ha; a nustc tcmpcruture regunc t,ntcan cmmwl temperature. ranges from ~" h~ l ~"C l-I"- ~~t" ~ ~, has m. spccilic miner logic soitree i mi~ed'~, h:u ! ~-Sit"4. s:md h~ :~aight and greater than ??'•i. coarse liagmerts by volume ts:mdc-skeletal?. Page 1 ii APPENDiX II. Please note that the SCS soil series maps and descriptions characterize expected characteristics in only the top 60-100 inches of soil. Furthermore, the map units can have extensive inclusions of other soil types, and in some rare cases, can be entirely in error. Please refer to the individual pit descriptions in APPENDIX I and to the discussion in the text below for specifics on observed site soil conditions. SITE GEOIV'~ORPHOLOGY A1VD SOILS DESCRIPTION The approximately l.~ acre site is located next door to the Yelm Elks Club, south NW Yelm Avenue (Yelm Hi~?hwav); near the intersection of NW Mountain View Road and the himh~vav. The site is undeveloped at this time, but up until recently had a housz and gara~*e in the northeast portions. The site is mostly grassed, but also supports Scots broom, some planted fruit and nut trees in addition to hawthorn, noble fir, Douglas•iir, and pine. It is proposed to build a Twin County Credit Union facility on the site. The proposed stormwater system includes swales in the parking area that drain town infiltration pond at the southwest corner of the site. Site topography (provided by the client) is quite flat elevations ranging from 344 to 345 feet. According to USGS maps of the area the nearest natural tivater body is Thompson Creek, located about `/ mile west of the site. The elevation at the creek surface is shown as less than 330 Feet. One pit was excavated and described onsite in the vicinity of the proposed infiltration pond. The pit was Spanaway series, having about 2=1 inches of dark-colored, very gravelly surface soils overlying extremely gravelly subsoils. The rocks beloLV 77 inches were Mn stained. but otherwise there was no indication of any current water table within 10 feet of the soil surface. That agrees with data that. indicates Thompson Creek is 14 feet lower in elevation. The soils below 24 inches are expected to percolate at rates in excess of 20 inches per hour. I hope this,repori provides enough information to proceed with project planning. Please call if youu have any questions or require additional detail or clarification on any of these issues. an~v, o u ~~ ~~~') v Lisa Yalazzi ARCPACS certified soil specialist Certification 3313 Paae ? APPENDIX I Pit 1 Horic Dnth Col. CF Tit Struc Pcrc' Mott Roots OM %C A 0-?~l IOYR2/3 ti0 VGrSL WMG G-20"' U v(F G <lU B 34-~0 '' S/4 8U"~° XGrLS SG Z0+ 0 CF ~. <10 CI ~0-77 4/, 80-'"`° ~CGrLS SG 20+ 0 FC <a <J0 C2 77-87 ~(/3 80="`° XGrLS SG 30+ 0 - <3 <10 Spana~ca}~ soils. Rocks belo«~ 77 inches are: stn stained (old ''). ' 1'na ~up~~ncript number rcpresen[s the estimated sinpl~-digit percolation gate tur that p~uticul:u~ ~uil pit horiz~m. Page 3 ® ® ~ ® APPENDIX II ' SI' ~t~IAWA,Y SERIES The Spanaway gravelly sandy loams are very deep, somewhat excessively drained soil on terraces formed in glacial outwash -and volcanic ash. The top 20 inches are expected to be ven~ dark-colored gravely to very gravelly loams and sandy loams. Subsoils are expected to be extremely gravelly sands. In some areas, these soils can also be very stony (rocks lar~~er than 10 inches in diameter). ' ti n rate ~ ~ ected to be moderately ra id 2-6 inches er hour near the surface Soil percola o s are e, p p( p ) and verv_ rapid (greater than 20 inches per hour) in the extremely gravelly sand substratum. These soils are used mainly as hayland; pasture, or cropland, as homesites_ or as a gravel source. ' The primary limitation for an_v vegetation-related use is the very low «°ater holding capacity in the subsoils. ' The volcanic ash influence in these soils may be evidenced by fine-te:tured soils in interstices between coarse fragments. Furthermore, these soils may show an increased tendency to cement or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break ' down into amorphous clays -- a silica gel. 1 The main limitation for septic system (or stormwater pond) design is the gravelly subsoil's poor filtering capacity -- a result of rapid percolation rates and relatively low silt and clay content. Community sewer systems or alternative septic systems (usually -sand filter and/or pressure distribution) are encouraged to avoid contamination of groundwater or nearby wells. Grass-lined swales or sand lined ponds may be encouraged for pretreatment of storm~vater prior to infiltration 1 S>P~iv~,w~~ SE~s The Spanaway stony sandy loams are very deep, somewhat excessivel~• drained soil on terraces ' farmed in glacial outwash and volcanic ash. The top 16 inches are expected to be black stomp sandy loams underlain by 6 inches of very dark brown graven}'sandy Loam. Subsoils to 60 inches or greater are expected to be grayish brown extremely gravelly sands. ' Soil ercolation rates are ex ected to be moderately ra id (?-6 inches er hour) near the surface P P _ p P and ven~ rapid (greater than ?0 inches per hour) in the extremely grati•ellti• sand substratum. These sods are used ma-nl~~ as hayland, pasture, or cropland, but are greatly limited by the stony surfaces. They are well-suited to homesites, but landscaped areas will require surface stone removal. The primary limitation for an_y vegetation-related use is the very low «,~ater holding capacity in the subsoils. The volcanic ash influence in these soils may be evidenced by fine-textured soils in interstices ' Page 4 . . between coarse fragments. Furthermore, these soils may show an increased tendency to cement or compact firmly in surface horizons when disturbed. The volcanic ash particles tend to break dawn into amorphous clays -- a silica gel. The main limitation for=septic system or stonnwater pond design is the gravelly subsoil's poor filtering capacity -- a result of rapid percolation rates and relatively lo~v silt and clay content. Community sewer systems or alternative septic systems (usuall_y sand filter and/or pressure distributionl are encoura~>ed to avoid contamination of groundwater or nearby wells. Grass-.lined swales or sand lined ponds may be encouraned for pretreatment of stonmvater prior to infiltration. Page 5 n 0 u [] u 0 i n I1 APPE~IDI.'i Ill DEFINITlO~1S Column Headinss: Horiz =horizon: This \vord refers to the horizontal hnnds of soil that form at various depths from the surface as a result of either acctuntilation.of orgat>ic materials or kachirte ot'cla~-s and salts by later. "A" horizons ~en~rally have au accJamitlation of urgamc materials. "B" horizons gcnerall}' ha\ a an arcttmulation of cla~-s or salts. "C" horizons arc gcnerallc either undifferentiated paint material or arc belo\v the zone of major biological acti\•ih-. .~1 small letter follo\\-ine the capital letter provides additional inibrmation. "B1v" describes a "cambic" or barcl~• developed B horizon:.A "c\1'". "cs' or "ci" after a B or C describes a horizon \\•ith \ccak cementation. stron!~ cementation. and induration respccticcl}•. .fin "r" slier a B or C indicates that the horizon u dominated b\' saprol}'te. \\hichJis rotten rock -- i.c, rock that is so decomposed that it is almost soil..-1n "R" alter a C indicates that the C horizon is prcdominamlc hard. undecomposed bedrock..-~ "„' in front ol'a B or C horizon indicates that the subsoils have a diffcr:,nt parent matcrtal than the overlyin, soils. Dpth =depth: ~'*i\•cs the distance Isom lhr surface I~r the lob and bottom of each horvon. C_'ol =color: ~iecs a Nlunscll Book color chip code. The ~lunscll color codes tcxamnlr: li)1`R 3--l•J gi\•c inlormatton on the bur t It)1-R'~. +•alttc i3t. and chroma i~Ji ol'thc soil. Soil color can be used to infer parent matcriai. percent organic content. or soil dratna~~c characteristics. For examolc. soils \\-itii both lo\y chroma and \-aluc t ~xamole: I f11"R_ -_? are }-zn dark-colored and tend to ha ~ .~ Kish on?anic matter contents: soils ++-uh a ~lunsell chroma code of ~ or less ir~amplz: I UY'R 7~_' J may b~ poori} drained. The follo\\ing \-alueichrome color codes correspond to the follolcing soil color names for the n\'o most commonly used HL'E oa ~~s 101`R and ?.~~': IUYR HUE COLOR N.at~•lE `~~.~LUErCHROivI.~ ~.~Y' HUE- COLOR VA\~lE 1 .~LL`E,~CHRORI.-~ ~ \yh1LC Ri 1, i{i'_ 1\'hltc t\i~%. ~%-~ y lieht !=ra 7/t. ~ ? light fray V7~. 7;`''~ _ etas V G/ l . ~% l gra}~ 'J6/. ti ~r dark gray ~/1 dark gray 1VSi r-en' dark gray ~; I yen dark gra\_ ?+=: black 2/ 1 black ti`" een• pale bro\1m 3/=. 8 1. ',!-. 7;-4 pale 1~cllo\c Sh- 7.1 light bro\\nish ~~ray Gi ~ li~~ht brol\nish ;ray Fi%~ grayish brol\a~ ?i? erayish bro++'n ~!~ dark grayish bro\1n ~i? dark gracish bro\+n 1.3 \'cn dark. ~~rayish bro+\ n ~!~ yen- dark grayish bro++'n ~%_ czn- dark bro\\n 3!' li~~ht brollnish ~~ra_y G%~ ycllo\r ~/6- ~'tc. 7'(,- 7iX grayish bro++-n ~•? .pale brows (ii ~ dark grayish bro1+'n ~%~ I bro\\'n ~= \en dark grayish bro\\n .-~ ~ dark bro+\n ~/:- =-? pale yellow' ~;-*. % -) Ii~L•t \-ellc\\'ish bre++'n ji-~ li~~ht 1~zllo\cislt br\yn 6;-4 bro\\nish yello\c 6ih, till light olive bro\\n '%-I- `; (, •relJo\yish bro+ln ~;-{, g; ii. ~:B olil'c bro:~.n -): -l. dark yello\\'ISh bf0\\77 -l;~t;. ?: -4. ?;h -1/-) +'cllol+ ~;t,. ti'~~. ~ h. 7,5 . olil'e yellol+ r;ir,. G~ 3 Tzt =texture: describes the rclati\•c d~miinance. in size ofsoil particles smaller than ' mm diameter. Sand. silt. and clay arc the three sicc classes +cith s.'tnd being 1ar~~cst ;uid rla~' beine smallest. The textival names arc applied based on the 1+'ei~,ht percenta~~c of sand . l S i. silt (,Si). and clay' fCJ. The field estimate of-parent sand- silt and clay arc ~~iyrn \cith the textural name. CF = percent coarse fragments. Coarse fTagmrnu arc defined as any mineral fraemcnt in the soil ercatcr than 3mm diatnctcr. If needed. coarse tra~rtents arc also described in semis of \~ariaus size classes -- gra\'cl, cobble. stone. etc. Abbre\'iations associated \sith CF percentages \\'ill be: Co = cobbl\- (coarse fragments >= "diameter). Cn =concretions (small. round pebble-like trannents formed by soil minerals dissolyine and then rr-precipitatins). 11 no abbr~+-iation is included, assume that tJ~c pcrcait CF is dcscrtbim~ ;ravels (coarse fragments >?mm and <~" in diameter). Pa~ae 1 I IFcoarse fra!~rtcnt content is expressed as l ~-?~ pcrccnt. the line fraction (soil panicles Icss than ? mm diameter) tcxntral call is modilicd and defined as ~•avelly (i.e. gra~•clh~ loam or ~ara~•elli silh• cla~•):: ~-(i' pcrccnt is ! en sra~•elh~: greater than (i? pcrccnt is defined as extremel~• era~~elly, Stntc = swcture: describes the shape and size oCthc natural soil clods. Soif rcith strornz stntcturc is eeneralh~ considered to be stable and well de~'eloped. Soils that are periadicall}• disturbed gencralh• hate poor structure. Fine texntred soils kith creak stntcturc often ha~'c poor percolation capabilities. - 0~~.~[ = percem or~~anic matter. h~ mineral soils. organic matter decreases ~!~ith distance from the soil surface. Loy! percentages t ?"'~~ or less) at the surlacc can indicate; arosion problems. Increased percentages bclo~~ the surface can !ndicatc a buried surface bill on the sttrCacc). Orsanic matter impro~•es stntcturc and I'enilin~ Surface OIVi"~~ in mineral soils ranees Iron -! to 3U":~ 1Vhen Of~9" ~~ I is gficater than 3U° ~~. the soil ma}• be classified as an organic rather than mineral soil. This is generalh indicmi~e ol'saturated and/or cold conditions in the soil. ' Root =rooting dcoth: can be used to locate la~'ers in the soil that mac restrict ero~sth ,ir ~+'atcr !no~~cmcnt. \lou = nwtdcs: arc an indication that the soil goes through altcrnmin~ perigds ofcacad,:d saturation and dn•ing. ' Pere =percolation rate. The percolation rate is an estimate of inches per hour eater percolation through the soil. The rari~~e in percolation rates as deciscd b}• the SCS arc as Collons: Class Estimated incheslhout' Van' slo!~ less than U.Ut, Slo~c 0.06-q Vfoderatch~ slo~c 0.?-U.6 I ;tilodcrate vloderateh• rapid 0.6-3.0 . _.U-ti.U Rapid 6.0-3U Ven rapid more than 3U The field zstimate is made based on soil texture. percent coarse t~aements, and otitzr soil features- such as indication of cemcntin~ . and the presence of mottles. T~p~ =soil hpe: as dcGned in Articic IV. Rules and Regulations of the Thurston Counh Board of Health Gaceming Disposal of Sc~~~age (same as State definition). These. groupings ha~•e been rccenth• rep ie~ecd and rc~ ised at the State Ic~•el. but in general indicate soil texhtr and rclati~•e percent of coarse fraerrtents n•ith the Type I soils beine the most coarse-textured ~~ ith thrhighest coarse fra~~tnent percenta~c and the T}'pe G soils being the tines[ texutcd. I Similar to soil percolation raft estimates, the field hpine estimate is based on interprtation of efF'ects of Soif textttrc. pcrccnt coarse frasments- and other soil features- such as indication of cementing and the presence of mottles. In general- soil type I is too coarse tesutred to allo~~~ for a standard design. Some pre-trcatmcm desi~~n is used. then the native soils are used for disposal of the treatred efllu~nt.: Soil t~}ies -and -1 arc ~~eneralh prelcrrcd. although some t~pc ~'s may be limited to sgmc degree be sloe percolation: t}~pe ~ soils percolate ~~en~ slo~~~h and are L,eneralh less dcsircable due to ho!~ easily the are h~~draulicalh o~-crloadcd, but mound or pressure distribution systems can be used in some cases to compensate for these limitations: npe (i soils arc unsuited due to minimal percolation. ' 4..C =Percent clay content as estimated usin, hand-lecture tcctutiques in the field FIELD D.~T.~ A6BREl~'i.-~TIOtiS Texture codes Rools ~,4ottles Stntcturc L = LoamO First letter First letter SG = sin_~le ~raincd or loose. Si = Silty 1 i/t = slam ~l = ~[am• no structure S =Sandie) C =Common C =Common ~~IS = .~lasstsz. meaning no C = Clacte~~)x F = Fe~~~ ' F = Feu stntcutrc, but nut sin~~lc gamed F =Finc Second Ictmr Second letter First Icttcr represents the Gr = Gra~~cll~ F =Finc F =Finc strcngnh of the stntcturc \' _ ~'en~ ;~l = ~~Icdittm ~t = ~•fcdium ~ti' _ ~V:cak = Estrcmch I C =Coarse L = Large ~i = ~•[odcrate Ca = Cobbh Third Icttcr S = strong Pa~7e ? (~ C in front of F =Faint Second letter represents the LS or SL stands D =Distinct sire of the structural unit for Coarse) P =Prominent F = Finc Vl = iv[cdium C =Coarse Third letter e+•oup represents the shape of the structural unit ' S:1B = suban~ular block\ • ,~ B = aneular block\• U = t'ranular t P! = p(ah• ~ ~\ d i ~ Th i a bli h 1 i S ~ ~ ' Stream T\~pe = p erc : p stcm. ese n m~ ta c n cooperation atcr T\ s 1. 1b n~ \ .~C '„=lti-l:~_ stream t~•po: as defined in II bct\\een the Dcpt. ol•Vauu•ai Rzsotlrces. the Dept. ol•Fishcries. the Dcpt. of 1~~ildlitc. the Dept. ot• Ecolo~~~. anu in consultation \\ith at]ectcd Indian tribes. The results arc a\•ailablc across the counter at DNR :\iap and .°h~.a+o Sales. The current stream npc definitions arc as tollo~\•s Iparapitrascd from the 1k.~C code dcscnptionsr Steam T\~?c Typical charactcrisncs ! :all shortiiines of the state. as dctined under RCW `)O.~X. \cithin their ordinan~ hi~~h \\ater marl:. exceptine their associated «•et[ands. Generalh~. these include all ri\•ers. lakes ;l•eatcr than _'0 acres. and perennial streams do\\nstream of the point of greater than 'U cfs t7o~\. These arc ~~znera(h considcrod to bz fish-bearing \\atrrs. These arc not T\pe I \caters. but do ha\e high fish. i\i(dlilc. or hturitin use \a(ucs. Thc\ include sc~~mcnts ol•natural \eatcrs and their associated \\~edands \\~hich: ` (a i are di~•erted for domestic use be more than I0U residential or campin_~ units...: (bi arc \\ithin am~ camp~~round pith greater than .U camping units...: b~~ subst.•irltial numbers of anadromous or rtaidznt ~~amz fish for spa\\rirr~. rcarine or migration. tc) ,ire used . such as those ha\•ing a defined channel \\•idth of'U feet or _>i-catcr and a ~radiznt of less than -["i., or lakes. ponds or impoundments \\ith greater than 1 acre of surface area at seasonal lo\c \r~ater. . td) arc used b.• salmonid Far off-channel habitat. usuallc critical forju\•cnile sun•ir•al_ such as those aroas connected to a slmoriid bearing stream and accessible at somz tune of the e•ear and ha\~ing an access drainage area with less titan ?°'o gradient. _ Theses are .not T\pe l or 3 n•aters. but ha\•e moderate to s(ieht fish. Wildlife. or human use values. The.' include segments of natural \caters and their associated \i•etLands which: (a i are di\~erted for damesuc use b\~ more than l0 residential or carripin~~ writs...: t b 1 arc used b\' sieni[icant numbers of anadromous fish 1•or spa++ning, rearing or migration. such a_ dtose ha\•ing a dctined channel Width oC i feet or greater and a ~•adient of less than 1 ~i0.•b and not upstream of a falls of more than lU vertical feet. Icl arc used br sierlilicmit numbers ofresidcnt game fish. sut:h as those ha\ ing a defined channel \1'IdL(1 of Ili Feet or Vrcatcr. a summer Ion' tloW~ of greater than Ii.3CFS. and a gradiont of less than l?"'o. and ponds or impoundments With ~ eater than 0. ~ acre of sttrface area at seasonal lo\c W-atcr. (dl are hiettl\ si~~ ~ icant for orotcepon of downstream ,\•ater qualit\. such as tributaries that con[ribute more than 'U° ~, of the flo\r to a T\~e I or ' \cater... d Thrsz are not T\~pe (. ?. or . W~atcrs. bur arc considered important For protection of do\\nstream a at~r yualil~ . These arc not fish-bearing streams. but hare a dctined channel and arz either intermittent drainages. or arc perennial streams in Llnrcachabiz portions oFa drainage. These \caters continue upstream anti! the channel becomes Icss than Fcct \\ idc'. These arc not T\-pc 1. _'. ~. or -1 caters. but include streams \\ith or Without Well-defined channels. arias of perennial or intermittent scepaee. ponds. natural sinks and drainaecWa\ s ha\~in<, short periods of spring or storm nm otT. t pa~Te D J t i 1 1 1 1 1 1 1 i." ' ~ LT id_.i0 I iii is r v. ~: ~~ .~: ~: bR :ea~.5 . ~"~ . _ b~ ; . _- _~,___ _ " :° "1_° mgr ,; -;~ ..:.. ~!:~ ... .. rid`:. ~1~'. ~q ~ _!z::~: sr::i .. , ... ,. .., 4.: 'r :, .. ~ ., s'a.. '. cf.. r,L~.... ~ . ~ ~ ,. .. ....>~.~. y. .... .... ?~'i ~ .• i i .,,.~'. y y ~}~~,. /`~ { ___.. ~.... ..t. ...-.~-.~ .i: .ate s:i' 1 Twin County Credit Unior. Stonnwater Soils Report Site Location Map G96-01?~ file reference number yz r" . ~,.:..., Twin County Credit Union Stonnw•ater Soils Report Thurston Count~~ Soil Sun~e~~ ti~iap Soil ~lao Unit Soil Series 1 I0 Spanawa~~ ~irsl 11? Spana~va~~ stsl G96-Ol? ~ file refierence number i 1 1 1 1 1 1 1 1 1 1 1 1 .* SAILS INVESTIGATION FZEP®Rl° -f11VIiV ~®UNTI( CRE®1T UNI®N FACILI°fl' YELL BASHING-f®fV Bradley-tV®ble Ge®techn~~a9 Services A ®ivis~on ®f The ~radle~ Group, lnco 2401 Bristol Court SW - PO Box 10267 -Olympia WA 98502 - 360-357-7883 ,~, e. .,~~ ~r~dley N®ble Ge®technica•I Service ~ A Division of The Bradley Group, Inc. 2401. Bristol Court SW, PO Box 10267, Olympia WA 98502 Phone 360-357-7883 FAX 360-754-4240 SOILS INVESTIGATION REPORT FOR THE NEW TWIN COUNTY CREDIT UNION FACILITY, YELM, WASHINGTON 's re ort resents the results of our subsurface Thi p p .investigation for the new .Twin County~Credit Union facility to be constructed at 1105 Yelm Avenue,. State Highway 510 in Yelm, Washington. Our purposes in exploring the subsurface soil conditions were to evaluate bearing capacity of the site soils, to present recommendations for foundation design, and to address other geotechnical considerations for this t 1 u project. The development of this 2.5-acre parcel is•proposed in two phases. In the first phase the western one-half of the property will have a 2800-square foot building, drive-up facility,. and parking. The second phase is the expansion of the building to 5825 square feet and :also expansion of the drive-up facility. Additional parking and driveways will be constructed in the eastern half of the property. ' We expect that the new facility will be a single-story, wood- or metal-frame building. Conventional spread footings will be used for support of wal l loads. A concrete slab on grade is expected to be used for the floor systeme We expect that asphaltic concrete pavement will be used for driveways and parking areas at the site. Work was authorized on. behalf of the Twin County Credit Union by Mr. Robert Slenes, Project Architect of the- BJSS Group, the project's designers. Surface Conditions The project with a few ,- - the property residence. supported on served by associated wi~ SITE CONDITIONS site is of low relief and nearly level large Douglas firs. The eastern half of still. has an occupied, single-family It is two-story, wood-frame structure a concrete block foundation system and one domestic well. Outbuildings are th this structure. The western half 'of the site, in-the area of the phase one.. construction, we found surface and subsurface 96040101 Page 1 o f 7 ~. ~ ~ ! 11 96040101 Page 2 of 7 ~ structures- associated with a mobile home that once I occupied this area.' A small, wood-frame, storage barn s in the area of proposed construction. There is a i . septic tank. between Test Pits One and Two and a drainfield in the area of Test Pit Two. We expect ' that underground water lines served this residence. There is also an abandoned gas riser in this area. ~ There may be an additional domestic water well in the. . small storage building that served this residence, or a water line may extend from the residence to the east. Concrete walks are in this. area. Underground the t i h n y e proper locate shows a gas line crossing t northwest corner. This line serves the Moose Lodge to 1 ~ the project west. If the existing domestic wells on this site are not to be used, then they will have to be abandoned according to the Department of Ecology Water Well Division requirements as presented in WAC 173-160-415. We are available to work. with the owner to provide the ' ' abandonment of these wells. Subsurface Conditions Subsurface conditions at the site were explored by. - seven test pits .excavated with a tractor-mounted backhoe. These test pits were excavated in the phase ' one area of the proposed constructions We did not t because of th e eas extend the soil exploration to unmarked active underground utility lines that still serve the occupied residence and the outbuildings. "~ Soils under the site are typical for this area. In the test pits, we found 1.4 to 2.0 feet of a dark brown, silty, gravelly sar_d, generally referred. to as il the Spanaway topsoil. Underlying the Spanaway topso and extending for the .full depth of the. explorations, r we found the coarse sands and gravels which were Vashon recessional th e fluvially deposited as outwash. These recessional outwash gravels contain cobbles and boulders to 1.5 feet in diameter. The southern area seemed to have more sand than test pits excavated in the northern area of the site. 1Vo ground water or indication of seasonal high ground h at water was observed in the test pits.. We expect t the near surface aquifer would be encountered between ~70 to 90 feet below the surface at this site. i t X6040101 .Page 3 of 7 t DISCUSSION AND RECOMI~NDATIONS ' Site Work the proposed site plan, the septic tank and Based on drainf field that SeNedttrent°~Thisotank will need to under the building foo p be located and removed. Thecontrolledrstructuralhfill be f filled with either a section placed and compacted in conformance with the Earthwork Criteria section oilthiCDFjPorTherdrainfield with Controlled Density F ~ laterals will need toeabth lwilledalso rhave dto be effluent-contaminated .removed and disposed of in conformance with the public Health Department Count Thurston Y requirements. The sesidenceanon thisdsitefwill also ' serve the occupied r have to be abandoned after. the structure is razed. ' The Spanaway topsoil unit is a silty, gravelly sand. The silts in this soil uniteareosedltouraineduringesite will "mud up rapidly if ~. .sand ravels and t work. The underlying coarse, Y g gravelly sands are consideyr,7edexpebt that sitenworkaon non-moisture sensitive. t this soil unit would not be affected by weather. The. recessional outwash soiuse as structuralefille considered to be suitable favin sections, and trench gravel base material under P g e cobbles backf ill. The oversized material, the larg and boulders, will have to be removed in order to use this material. The Spanaway topsoil is marginal for use as structural fill or trench backf ill. ravelsbase considered to be suitable for useThespegcentage of ' material under pavingsections. fines makes this isatdifficudltftoccontrol in order to moisture contro .achieve a uniform density of the material. Foundations All foundations are to be founded °anawae toasoil outwash sands and gravels below the Sp ~' ed to unit. We recommend -that the site berubbin and Clearing and g g• expose these soils. stripping to expose the outwash soils should, extend for a minimum of 10 feet outside of building lines 1i. 11 ~i ~i 96040101 Page 4 of 7 For footings placed on the outwash soils after proof-rolling, we recommend a design bearing value of 3500 pounds per square foot. A one-third increase in this recommended bearing value is permissible for short-terra wind or seismic loadings. Exterior footings should be® founded a minimum of 18 I inches below planned finish grade for frost protection and confinement. We recommend that continuous and strip footings have a minimum width of 16 inches. I Isolated footings supporting column loads should have a minimum ,dimension of 3.0 by 3.0 feet square. Settlement of structures designed to the recommended ' I bearing values and placed on soils prepared according to the recommendations of this report should not, be significant. Generally, we expect that both ' differential and total settlements of 25 millimeters ~ or less will occur, mostly during construction and immediately after the loads are imposed. There should ' be little long-term settlements. Floor Slabs After the situ has been stripped, additional structural fill material probably-.will be required to bring the site to planned subgrade elevation. The 1 gradation of the material should be such that it can f also function as a capillary break material. Use o on-site outwash soils is acceptable for structural fill under, the slab. We.do not recommend that the Spanaway topsoil be used for structural fill under the slabs. Placement and compaction of the structural fill section should be in strict conformance with the recommendations of the Earthwork Criteria section of ' report. Placement of a thin lift of 5/8-inch this , minus crushed rock is acceptable to facilitate the fine grading operations for the slab placement. The native sands and gravels act ,as a natural capillary break. High ground water tables are not evident at this site, and we do not .expect that wicking of moisture will be a major concern at this site. We do recommend that a vapor barrier be included in the design between the capillary break/structural fill section and the' slab. The concrete .slab should be designed to the, ... .., .. .. 96040101 Page 5 of .7 recommendations of .the current edition of the ' Reinforcing Steel Institutes Design Manual for the anticipated floor loads. Paving Section. The paving section may be placed on the Spanaway unit if the specified minimum paving section thicknesses 1 are used and the Spanaway unit is uniformly compacted to the specified density of the paving section. This will minimize excavation .and .disposal costs. This soil will exhibit some swelling after densification because of saturation. ' ~ Paving sections placed on the Spanaway soil unit may be designed to a_CBR value of 25 This design value requires .that a uniform density of 95~ of ASTM D698 be ' ~ achieved on the subgrade. We recommend a minimum h lti a c paving section of 2 inches of class B asp concrete pavement, 2 inches of 5/8-inch minus crushed rock for the leveling course, and .either six inches of ballast or eight inches of gravel base material. All material used in the paving section is to conform ' ~ to ~ the current requirements of ,the WSDOT/APWA specifications for quality and compaction. The project's civil engineers should review the ~ recommended minimum paving sections to ensure that the section meets the minimum design requirements based on , the project's expected traffic loads, ' ~ i Lateral Soil Pressures It is our understanding that no retaining walls or 'foundations walls over four feet high are to be incorporated in the design. If walls meeti:~g these criteria are to be built, we should be consulted for design information. Lateral loads may be resisted. either by passive soil For .imported structural fill, we recommend that a ' clean, six-inch minus, well graded gravel or gravelly sand (classifying as GW or SW as determined by ANSI/ASTM test method D-2487),~conforming to APWA specification 9-03.14 for gravel borrow, be-used. We also recommend that no more than 7~ by weight pass the number 200 screen as tested by ANSL/ASTM D-1140 test procedure. Other material may be used after the review and written .approval of the soils. engineer or engineering geologist., .' _ 96040101 Page 6 of 7 1 fill should be placed in uniform horizontal lifts A1 Each lift , of six- to eight- inch .loose thickness . ditioned to the optimum moisture content o b n e c should and compacted to the specified minimum density before commend that all placing the next -lift. We further re kfill be comp b lf s ac utility trench erformed the under Earthwork should be p above. continuous supervision and testing of Bradley-Noble nsure compliance with the - e Geotechnical Services to compaction requirements. Placement of fill ,sections on slopes greater that 4a1 benched as directed b e (horizontal to vertical) will tive soils. Height and width of the bench ' into the na will be determined in the field by the soils engineer or engineering geologist. Unrestricted slopes shall not exceed 2a1 (horizontal d cuts that expose to vertical) for fill embankments an ill be rolled. The native soils. All fill slopes w civil engineer is responsible for the ' s project of the constructed fill slopes from i ' on protect all uncollected runoff. We recommend that ns cut-and-fill s~op oethateaegetation can protect the o s after construe , slopes from sheet washing. No fill is to be placed during periods of unfavorable en or thawing. When f ~ roz weather or while the fill is ped by rain, placement of fill will not k is sto p wor soils., engineer or .engineering until the ' I . resume geologist determines that the moisture content is d that the previously suitable for compactive effort an fill has not been loosened.. The contractor placed -will take appropriate measures during unfavorable I weather to protect the 'fill already placed. Measures uired include limiting wheeled traffic be re 1 q that may and grading to provide temporary drainage of the soils engineer or th e fill. At the direction of be will , engineering geologist, the contractor responsible for the removal and reworking of fill that has .softened or has less than the required compaction. LIMITS OF LIABILITY BRADLEY-NOBLE GEOTECHNICAL SERVICES is responsible for this i n the opinions and conclusions contained ' report. These are based on the data relating only to t and locations discussed herein. .the specific projec r. 96040101 e 7 of 7 Pa g -This report was prepared within the standard and In the event accepted practices of our industry. d recommendations based on these data conclusions an made by others, such conclusions ,and are recommendations are not the responsibility of the eologist unless he has i ng g soils engineer or engineer n an opportunity to review them and concurs i ve been g in such conclusions or recommendations in writing. The analysis and recommendations submitted in this btained in the report are- based upon the data o indicated on the the locations . explorations at ttached plan. This report does not reflect any a variations that may occur between. these explorations. of variations between The nature and extent explorations may not become evident until construction is underway. Bradle -Noble is to be given the opportunity to review Y for soils wor . the final plans and specifications verify that our geotechnical engineering t 1 o This is recommendations have been correctly interpreted and implemented in the final design and specifications. We also recommend that: we be retained to provide the foundation geotechnical services during d trenching. These services would construction -an of backfill operations,. excavations, i ew include .rev ther geotechnical considerations that may arise d o an during construction. We would observe compliance with If the the' design concept and project specifications. differ from those anticipated in subsurface conditions would also evaluate changes in our explorations, we ' construction specifications.. BRADLEY-NOBLE GEOTECHNICAL SERVICES Report prepared bye David C. trong Engineering Geologist Please see attached. soil's engineers review Tetter. 11 April 199.6 I ~I ~- ~' ~i ~i ~i ~~ ~i ~i ~~ ~~ ~i ~i 1, ~I .~ TEST PIT LOGS Test Pit One: 0 to -1.7 feet Dark brown silty cobbly sand, Spanaway topsoil unit. -1.7 to -6.1 feet Dense coarse sandy gravels and gravelly sands with cobbles to 14 inch diameter. Test~Pit Two: 0 to -2.0 feet Spanaway topsoil unit. -2.0 to -6.0 feet Coarse sandy gravels with. small boulders and numerous cobbles. Excavated soil had a musty smell of sewage. Drain field lateral to the west of the test pit. Test ,P it Three: 0 to -2.0 feet Spanaway topsoil unit. -2.0 to -6<0 feet Coarse sandy gravels with cobbles to 8 inch diameter. Slightly sandier soils. Test Pit Four: 0 to -1.7 feet Spanaway topsoil unit. -1.7 to -6.2 feet Coarse gravelly medium sands with cobbles to 8 inch diameter. Test Pit Five: 0 to -2:.0 feet Spanaway topsoil unit. -2.0 to -3.l.feet Coarse sandy gravel layer.. -3.1 to -6.1 feet Gravelly medium gray sand. Test Pit Six° O to -1.7 feet Spanaway topsoil unit. -1.7 to -5.9 feet Yellow brown medium sandy gravel with cobbles and boulders. 1 ' ~ ~~ Test Pit. Logs Page 2 of 2 Test Pit Sevens 0 to -1.4 feet Spanaway topsoil unit. -1.4 to -6.3 feet Yellow brown sandy gravels with cobbles and boulders. m No s eepage or ground water was observed in any test pit. No indication of seasonal high ground water level s were observed.. The outwash deposits of sands and gravels with cobbles and boulders is dense. The large boulders were. occasionally difficult to remove from the test pits. ,. 11 11 In " to P r " ~ r~ i. , r ~~ ~. ~ h i .' ! F _ t. •.! f~ `-. ~,:+ ::. ~ - • ' . 1 ~. .~ i i ~r;~: ••~ t i ~~ o ~~ ~~ ~~ ,~ . r- - _ - .. ,~ i ~ ~ ewrr««..• TP-7 P -+.1 ~`~.- ---~ / i I~ ,a ~~ I al ~ P~ ~ + A` i P- Z ~-7'P -S P1 I da as o o ®,P.y~ ~ ®~ ~-3 ~ ~ ..~--~ / / / ~ i / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ~~~~1~ ~~1). Caiculati®ns and ~Iydraulic Analysis ® ® ~ ® ~ Nevv Lnpervious ~'otals Basin #1 Basin #2 TWINSTAR CREDIT UNION YELM OFFICE SITE IMPROVEMENTS DRAINAGE CALCULATIONS New Pavement 591 sf = 756 sf = 33 sf= Total New Pavement 1,380 sf = .Impervious to Pervious -71 sf = Total New Impervious Basin #1 1,309 sf = 0.014 Acres 0.017 Acres 0.001 Acres 0.032 Acres -0.002 Acres 0.030 Acres Ex Pervious to New Pavement 650 sf = 0.015 Acres 877 sf = 0.020 Acres .632 sf = 0.015 Acres 2,159 sf = 0.050 Acres Ex Impervious to Pervious -949 sf = -0.022 Acres. -47 sf = -0.001 Acres -58 sf = -0.001 Acres •-1,054 sf = -0.024 Acres New Buiding Area Break Down New Building Area 2,590 sf = 0.059 Acres Existing Impervious to New Building 1,389 sf = 0.032 Acres (No Change, Exisitng impervious to new building not added to new Impervious) Existing Pervious to New Building 354 sf =~ 0.008 Acres 847 sf = 0.019 Acres Total Existing Pervious to New Building 1,201 sf = 0.028 Acres Total New Building to New Impervious -188 sf = . -0.004 Acres Total New Impervious Basin #2 = 2159 +(-1054) +(-188) = 917 sf = 0.021 Acres 1 r ~r ~® r ~e r r~ r~ r s ~ r r r s r~ TWINSTAR CREDIT UNION \ _, YELM OFFICE SITE III11flPROVEMENTS DRAINAGE CALCULATIONS Basin #1 - NE Access Area Existing Basin #1 Existing Impervious = 5,227 sf = 0.12 Acres Basin #1 New Impervious = 1,309 sf = 0:03 Acres .Total Basin #1 Impervious = 6,536 sf = 0.15 Acres Total Basin #1 Pervious = 10,235 sf = 0.23 Acres - Total Basin Area = 16,771 sf = 0.39 Acres Percent Impervious = 38.97 Basin #1- NE Access Area Basin Area = 16,771 sf = 0.39 Acres. Per Howard Godat Drainage Design. aproved dated 3/25/97, see a portion of plan for the gal lery sizing this Appendiz Per HYDRA (This Appendix Basin 1 HYDRA 100 Year Report File) the 457 cf runoff volume required = Use 65 LF of 8" Dia. Perforated Pipe, Area = 23 cf ~ - - Trench Volume Required Outside of Pipe = -23 cf Drywell size 78' long, 8' wide, 3" deep = 1,872 cf 65 LF of 8" Diameter Perforated Pipe, Area = 23 cf Drywell Volume provided outside pipes = 1849 cf Drywell volume outside of pipe x 30% voids = 555 .cf Total volume provided = 577 cf > 457 cf ®K Bottom area = 78' x 8' = 624 sf Using 10 in/hr, over a 624 sf Bottom, Infiltration Rate = 0.14 cfs Using 10 in/hr, Sidewall, Infiltration Rate = 0.03 cfs Total Infiltration Rate = 0.17 cfs Basin #1-Water Quality Wetpond Sizing , 6 Month, 24 Hour storm 1.79 inches Existing Impervious Area 5,227 sf = 0.12. Acres . New Impervious Area . 1,309 sf = 0.03 Acres .Total Basin #1 Impervious = 6,536 sf = 0.15 Acres 2 TVIIINSTAR CREDIT UNION YELM OFFICE SITE IMPROVEMEN TS DRAINAGE CALCULATIONS Required Surface Area = (2.5% x Imp Area) _ .025 x 6,536 sf = 163 sf Per HYDRA (This Appendix BASIN 1 HYDRA 6 MONTH REPORT FILE) 310 cf the runoff volume required = Asbuilt Bottom Area 575 sf Asbuilt Top Area 907 sf > 163 sf ok Volume Provided = (Top Area + Bottom Area)/2 x 2 feet deep 1,482 cf Asbuilt Volume Provided 1,482 cf> 310 OK Basin #2 - SW Parking and Building Building Areas Ex Impervious to New Bldg = 1;389 sf = 0.03 Acres Ex Pervious to New Bldg = 1,201 sf = 0.03 Acres Total New Bldg Impervious = 2,590 sf = .. 0.06 Acres Building New Impervious Area = 188 sf = 0.00 Acres Asphalt and Landscape Areas Ex Pervious to New Impervious Asphalt = 2,159 sf = 0.05 Acres Ex Impervious Asphalt to New Pervious = -1,054. sf = -0.02 Acres Building New Impervious Area = 188 sf = 0.004 Acres Total New Impervious Area = 1,105 sf = 0.03 Acres Existing Basin #2 Impervious = 43,560 sf = 1.00 Acres Basin #2 New Impervious Asphalt = 2,159 sf = 0.05 Acres Ex Impervious Asphalt to New Pervious = -1,054 sf = -0.02 Acres Basin #2 New Impervious Buildiing = 188 sf = 0.00 Acres Total Basin #2 Impervious = 44,853 sf = 1.03 Acres - Total Basin #2 Pervious = 33,470 sf = 0.77 Acres Total Basin Area = 78,323 sf = 1.80 Acres Percent Impervious = 57 3 TWINSTAR CREDIT UNION YELM OFFICE SITE IMPROVEMENTS DRAINAGE CALCULATIONS Basin #2 Pond Sizing Total Area = New Roof Area to Drywell Area Tributray to Pond Per HYDRA (This Appendix Basin 2 HYDRA 100 Year Report File) the runoff volume required = Asbuilt Bottom Area Asbuilt Top Area Volume Provided = (Top Area + Bottom Area)/2 x 3 feet deep Bottom area = Using 10 in/hr, over a 1700 sf Bottom, Infiltration Rate = - Proposed New Pond Top Area = Proposed Pond Bottom Area = Volume Provided = Using 10 in/hr, over a 2,057 sf Bottom, Infiltration Rate = Basin #2 -Water Quality Wetpond Sizing (Existing Bldg is 3439 sf) 6 Month, 24 Hour storm Existing Impervious Area less Building New Asphalt Impervious Area Ex Impervious to Pervious Total Basin #1 Impervious = Wetpond Surface Area Provided Required Surface Area = (2.5% x Imp Area) =...025 x 41,226 sf = Per HYDRA (This Appendix Basin 2 HYDRA 6 Month Report File) the runoff volume required = Asbuilt Bottom Area El. 341 Asbuilt Top Area El. 343 Volume Provided = (Top Area + Bottom Area}/2 x 2 feet deep Volume Provided 78,323 sf= 1.80 Acres 2,890 sf = 0.07 Acres 75,433 sf = 1.73. Acres 5,828 cf 1,045 sf 2,955 sf 6,000 cf 1,044 sf 0.24 cfs 3,202 sf 2,057 sf 7,126 cf < 5,828 cf OK 0.48 cfs 1.79 inches 40,121 sf = 0.92 Acres .2,159 sf = 0.05 Acres -1,054 sf = -0.02 Acres 41,226 sf = 0.95 Acres 2912 sf 1,031. sf 1,878 cf 1,574 sf 2,912 sf > 1,031 sf OK 4,486. cf 4,486. cf> 1,878 OK 4 TWINSTAR CREDIT UNION YELM OFFICE SITE IMPROVEMENTS DRAINAGE CALCULATIONS New Building hoof Drywall Sizing New Building Area 2,590 sf = 0.059 Acres Required Drywall Volume = 125cf/1000 sf of roof = 324 cf Drywall size Provided - 8' wide x 14' long x 3' deep = 336 cf.>324 OK New Drive 't'hrough Roof Drywall Sizing New Building Area 1,352 sf = 0.031 Acres Required Drywall Volume = 125cf/1000 sf of roof = 169 cf Drywall size Provided - 6' wide x 10' long x 3' deep = 180 cf>169 OK Wetpond #1 8-inch ®utfall Pipe Mag Flow (~fimn - n = 0.009 PVC_ S = 0.OR ft/ft = 0.071 D in 1.49 n A ft^2 R R^(2/3) S S Q cfs V ft/s 8 1.49 0.009 0.349 0.167 0.303 0.080 ~ 0.283 4.95 0.69 ,. Q= (1.49/n) x A x R^(2/3) x S^2 Q = (1.49/.009) x 0.349 x 0.303 x (0.283) = 4.95 cfs max Inflow into the wetpond (Basin 1 Hydra 100 Year Report File, 0.30 cfs < 4.95 cfs OK Sto Incoming) _ Wetpond #2 8-foot Wide ®verflow Spillway Mag Flow (lfimn - n = 0.017 Rnhhle Macnnarv_ S = 0.005_ d = 0.5' D in 1.49 n. A ft^2 R R^(2/3) S S Q cfs V ft/s 96 1.49 0.017 4.000 2.000 1.587 0.06700 0.259 144.05 0.06 Q= (1.49/n) x A x R^(2/3) x S^2 Q = (1.49/.009) x 4.0 x 1.587 x (0.259) _ 144.05 cfs max Inflow into the wetpond (Basin 2 Hydra 100 Year Report File, 3.31 cfs < 144.05 cfs OK Sto Incoming) _ 5 ii l :..;: __ C1TT OF 'YBLM 1 - ~~ E. L- M tYw1T.-VIEW RDO CB IELt®AVE .-.-'-'----- ----- 1 ~'--------'------'_'- -.-1 .--.-. -._. ----.---_ - ---.~'. 71/i' I.P. WITH TACK -'- - - , (9) ' EL .343.42 2F3 "~FIF25 ,~ ~ B3' NGVD 1926 ~ . , \1 I / F. , 1111 l / /.. \11 I / / _ ~ ~ / DnL .~... m....~,e ..~.. o..® - \••- --CA!-~ ®^^' VERIFY TREE REMOVAL i1 / 1i1\~ -- -REND' WITHIN Yf1M AVE R /W __ WRH CffY OF YELM, V 7 _ __----•- I/•Y,'PROPOSEn CIT ^~ ZII NOTE:. s"A~ ~ ' ALL INSTALLATION AND C~ITYTEOF YELM STANDARD D SPECIFICATIONS. CONTRACTOR TO SUPPLY ALL TESTING, MATEI SAPAPi~S AND SPECIFICATIONS FOR REVIEW, SEE ARCH, PLAN FOR ADD'L SffE DIMENSIONS - ~ ~ ANY SEPTIC Y ~ n TANK/DRAINFIELD I i IN THIS AREA ' TO BE ABANDONED I, ®TO TC.H.D. SPECS a TIALQ ~ ~ " ~/` ! ~ coTNC DED .~ ! CURB ~/ i I•• h~ ~ I I 1 2" ASPFIAL7 CCWC a ICLA55 01 2' CRUSHED flOLx N I 6- BALLAST 1/I -NATIYE DRAVEL AND `( ~ SUBCBADE 95Y CDIIPACTION P't1VEMEI`TT SECTION __ I 6E16AAl IIOIES IfiTNM ORnIl1 C016TRUCOOm 1 1 1. rcL NBK4nISIDP AIID H11ERi ALS sHnLl PF 111 nfCOnOAN[E qnl CI TT ff IELH 9TAHCAA05 A)q INE F091 ILINEliT C@Y 01 TIE STATE, N VA541 tm1Dt1 OTAImAfl0 6PECIFICn71 pN5, im1 xDw, BN WE Alm ' 11nD CIPN. COYSIRVCTImI (V600T/APYA1. ~ z Tewapanr EnRl0n/Y~Tm emwnDl FEaslwES sHNL DE A[aNnED ~' 111 ACCDBDNKF qIH _Ep10111-87.15 OF THE SiNmAA0 SPEIi101T1016 A!Ip THE DAnINAGE DFSIR nxD En051611 [fYEIFOL WUUnI FOB TplA5Tm1 flELI NI YASHIHGTOL ]. CDFPLi g711 ALL Oi11ElI PENDTS Nm OTIIEII REOUI OEIERI9 OY IIE CItt OF YELM Ofl ORIEfl pOPEi1BPu NRHONTY OR AfiFALY. ~. d PBE[NS7NICTINI F£E71116 SHALL BE IIInO Ill iN INE CI7Y OF YEIJI C0161RUCTI DIUINSPFL71D1 pEPAH1fE11T PAI BI 10 TIE STNU OF 1a- J f0181NET10N 5 ALL $IDFH 41116 A40 nETEN1011/OET6RINI ABEAS SHALL BE 9TnxE0 . FM fiNmE Nlp nLI6N1E7R BY NI EIm1iEEDilm IW DpIYEYl IIp ilfM CAMd'FE Df PEIIFOnfll x6.5UC11 IIDTK. Q 6. STDM ORAIII PIPE SHALL FELL 111E FOELOVIIm 6EOmnE}EIIT9 L 7 A. PLAT II CDIttBEIE PIPE CnN.TA1D H; 10 TIE nEDIIAEIF.11T5 OF ~ AASIITD N B6. CLABSIC 7. 7 a, tEI1nOHCEA CONCDEIE PIPE CNIFi1nIDM6 f0 INE AEWIAES£in5 5 OF AASH10 H 178, C. PVC PIPE CmffOnNlm !0 /61N 07771 SDII 75 On AS1M F 709 V q Tll JWII/$ ANO 4/5CE75 COxFf7U9116 N F97H 0 0212 Wp 05711 F 171. F• p. DYCOLE Inpu.P1AE cpxi6wD q: TD nlE nEa01nE1£Ins DF aglA1 L [ 151, TIUCKHE55 [LASS AS m17.W AY PIEpI/IHSr--- ~ E. P(ATpInLOfc 5!00111 YALL PIPE PEB FOYNI[EO OHAI faFF SYsiFIG IA051 Y•12 fDYSTDU:TIA PEA ASMI/nPW SIN19M0 SPE[IFI[A11O15 7.04. 7. iPEEIAI 511IU:1U11E5, DILNNEO $EPAM10A5 Nm W1LE7 CNIInOLS mU1L O_ IIIBTN(ED PEO PLAYS Nla HVAFACIU(Ln5 1, nEEDIREJmnn ars. a. PnpvlOE rnnFFl[ (DmIroL rLAlx sl ns IapuIFEO IA rccnnSNRF InTH FuT[U• F• CM1LL UOEOGfgU1N L(Y:nIE LIME 1-BE6-121-5959 MIIIIHd 10 ImM5 colon ID AHV EAfnvnnou9. 10. gIEnE CNnFCllm6 ID:0'llf•F 't IEUI Y[N FI CATIDin', COIInELT1011 PDI1175 Ml ll BE E7PUSED 01 CORTRACIOfi Alm i177111R YENFI EO 10 ImWS 1'111 RR TO pI51Hl BUTI IID 7150-DOIAI !1071 ~+• 342.5 / /-, 1 342.5 D.W.L. PVC BOOT ~~_B" PVC PH'E --_-- I h a _ _. _ i ~M,n. E% 345.05' 1- P;VE_7 ~---.-(\ ________-________ OAS _______ ____ _ \ R-30', TYP - / ry". - °~`~+ l .~ . ~ ti/// - ~'~ ~zo w o zo 4DFr SCALE 1"- 2D' THIS ORAIVING DOES NOT REPRESENT' p RECORD DOCUMENT. UNLESS CERTIFIED BY HOYlARU CUOAT 8 ASSOCIATES, INC. ANY ALTERATIONS TU TEIE DESIGN SHOIVN HEREON MUST DE REVIEWED AND APPROVED BY HOWARD CODAT d ASSOCIATES. INC. ~ECTI~N 24, TWN 17N, R lE, VP,M. -' -"- RIM 3154.15 FL 34 00 ~ 3: / ~ ~~ ~'. ..... .... ... .~~, -p~ . . (~ '°1R" DEPTH I MIL PVC SILTY LOAtJ g344.M1 INER 3 I 34A•5 CURB I I -~- s I ~ 0• ...... ~ ~~ 9 5 1 -I ~I 7~ ;~ 345.0 -. ~ - EL 349.00 ( - ,n o ~~11 I Rf ~ o, ~~ I e"MlN RDCICgi1N 4"PACE) °• > ------ h ! .6SAA DESIGN 1P A'1'ER 5URFACL~ IN POND ~ ~ ~`•J U r' ~'Az a' . j FOND OVFRFL®VS' SPILLZ'VA~Y ;; w ~~ ti I - '- 4 EL 344.0 w o c Y E'1 ~ OR GRA55 344.1 EL 342.50 ®®~1 o L 341.491 M .' Oup ~~\ / ~ o p EL 341.50 aL _ in' 0 ~ PERF. PIPE-" v ,, ,Q ~~ ~3B\~LF 10" ~O"1 °' 1 ^ NASHED 5 2 ,2 344.5 PVL40:OJ ;RAVEI 1 • RI AP(I7 • \ ~ ` p~, / / 40.1 - ~. I F \ h ~ _ F ~ ~ ~ ~1NPIL'PRATION ~ I G • •/ S v2 WS, s \ • \ Q, ,`s a ~ 2 R L'cG \ ~ U' , 1 \ '(` L- CT[ ` L P EX. PDNEH POLE A ^ ~ \~ ~.( di A `f SL 0 ~ Ex. OOY WIHZ F-- ~ ~ ~~"O-~iL ~A ~f ~ I UP Ex. POW:'H VAV_I \ ~ ~ \ JO Y~ ,~ \ 3',~-O E%. 51REE1 LIOIU Q 7l' ,{A4 ~e QT Ek• ICLEI'IINIE UNrIOLE 1 . '. 4~ y1 pT EX. TELEPIILWE PF.nF.5TAL ~ pTV Cx. GDLE PEDESTAL QHII Ex. IUtgIRE \- © pC0 Cx. [LEAtlpllT FL 341.5 EX VlELL 339.5 I \ 30 MIL I ~~ PVC LINER SW COFNEfl OF HW 1/A OF 7HE~ NE I/A OF SECTIDH 24. \ ' TOSVNSFPP i7 NOBTS{, nANCE 1 1 EAST, W.AI. pc6 Ex, cnsclmASm `~ pbAl Ex. NATEIWETEn OUMPSTER mDD Ex. eLCWCFr FIN EL•34 -rv - Ex Tv u11E ESEE ARCI, ----G45-- L'x GAS LIRE Ex- CDNIFEnOUS TREE E:(. DECIDUOUS 7nEE -x- Ex. FEHLE Q IIEtl WIAIOLC O NEV CLEAlIO11T ® HEb CATCNBA51t! F9 HEb VA ~ERL4:TN .q 1:EY IIYOHAIAT wa IIEb 'lAI.VF ^ Ex, nvunn4r kl Ex. vALVE ~a Ex. cos vALYE ----TEL- ~---Ex PHOMC CINE -" -rxA ---EK rmttn uuE q~ pVp'A Y~1 ll~., Tt' , v ~' i %~~~ still D. ,(/~ - ,. L' ~ APP/RP\'PD POR CON57'RUC.TgIONq ,.ao / • \` ~~ IY, '(~. ~ ~ • `~ •9 I 21,97 Q Yi / I \ nA2s: ~ cl ~~ '~ CITT OF YEL DIIIEL'TUn UY PUUI.IC 1FOn1(fl' STEM1C'f~t I 6- /LYVAL FT "0° S6' pPfiOV AL EY. PIRES•~E-~ • ~5~~ - ~'AV .. E[rL9ES 11' 27.97 O EL 339.50 I1I ~ m' 41 la N > z J.. y S ~ t4i o rn m ply p, nl W1 m ~ r -7 'r r 0~-i ~ n a M m O ~ Iv, ~ C~ X y~ ~ tat rn n: w Z ~ ~ ~ w ~ o ~~yy J ~ N7 ~d U O ~ ~ ~ _4 2 N y ~ W Q _l 3 +^ ~ } Z ~ J p•A~ V (nl O 61 W m ,~ w al o b v o V o a u o ~ 4. ~ z d '~ d ~ d w ~ ~ V ~~ ~® IIII--'~ ~ ~i I•-~'-A Y~-1 ~+ ~ ~ 1'---r ."..C~ ~~".~..~ 66--pp SHEET 2 OF 5 INDEY.; fo~om°T )3674 JO6~ JCl -I~ - IYSrJ/car.(/30`d.Apn Ilan. IA. !~7 1& 37: 3G - ~~s~~ ~ I~YD 100 YEAR ST® Il®TPiT'I" C®~Il!/IAl~D BILE JOB TCCU - STORMWATER DESIGN REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING REM BASIN #1 TO INFILTRATION GALLERY TOT 6.15 FIL C:\HYE\lA.INC ' NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9 SCS DPI 0.385, 0.39.; 98, 80, 20, 0.0.1; 220 62 344.15 344.3 342.05 340.5 10 RED (0/0.17, 577/0.17). RES 345, 340, 345,, OVER . ' END 1 t 1 1 ` 1 1 1 1 1 1 1 1 1 1 1 ~ASIl®T 1 ~IYD 100 YEAR REP®IZT FILE C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 _____________________ C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 CFS TCCU - STORMWATER DESIGN *** NE ACCESS STORMWATER TO INFILTRA Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 1 62 0.0250 342.05 0.0 0.3 0.30 1:20 344.15 344.30 10 340..50 0.0 0.0 3.46 2.10 342.23 ,340.68 0 0.22 3.80 1.92 3:62 Lateral length= 62 Upstream length= 62 Lateral length= 0 Upstream length= 0 *** NE ACCESS STORMWATER TO INFILTRA Reservoir Cost Invert -------------- Maximum Flow Values ----------------- Link Exfil Up/Dn/Ovr San Inf Sto Mis Design 3 0 345.00 Incoming 0.00 0.00 0.30 0.00 0.30 0 34.0.00 Discharge 0.00 0.00 0.17 0.00 0.17 345.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored 0 0 457' 0 457 Lateral length= 62 Upstream length= 62 ~ASIl®T 1 YD 100 YEAlZ ®ITTPIT'I' DATA BILE 1 0 r C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-1.05 Status of DEFAULTS at start of run. NONE ~ Command file C:\HYDRA\CMD\TCCUBIN.CMD ~ Input units are read as USA ~ Warnings are turned OFF ~ Output sent to display Detailed ~ Output sent. to printer Off ~ Output sent to file. Detailed ~ Paper width in inches 8.000 ~ .String to reset printer 27.51 ,36 18 ~ String to set printer to compressed 17 15 ~ String to set printer to 8 lines/inch 8 27 51 27 ~ Name of printer Epson, FX series. ~ Print heading, at top of page ON ~ Number of steps in hydrograph 166 ~ Step length in minutes 60 ~ Significant flow in hydrograph 0.010 ~ Infiltration Diurnalization Factor 0.980 ~ Maximum plot value Selected by HYDRA ~ Type of hydrographic plot Compact ~ Sanitary flow by Diurnal Curve ~ Delay to start of actual storm 0.00 ~ Rational Method. computations OFF ~ SCS computations c Santa Barbara ~ Continuous simulation computations : ON ~ Maximum d/D for pipe design/analysi s 0.900 ~ Match point position on pipe 0.00 or Invert ~ Number of allowable diam drops 999 ~ Mimimum drop thru manhole. 0.000 ~ Manning's n Variable ~ Routing technique Quick ~ Calculate sanitary flows ON ~ Calculate infiltration flows ON ~ Calculate misc flows ON ~ Listing of acceptable diameters .(Changed by the PCO command): ~ 4 6 8 10 12 15 18 21 24 27 ~ 33 36 39 42 45 48 54 60 66 72 ~ 84 90 96 102 108 114 120 132 l: JOB TCCU - STORMWATER DESIGN 2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING 3: 4: REM BASIN #1 TO INFILTRATION GALLERY 5: TOT 6.15 Total rainfall 30 78 6.15 Inches t u 1 1 1 C•\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates ~ -Page 2 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 TCCU - STORMWATER DESIGN 6: FIL C:\HYE\1A.INC ------START OF SUB-FILE--.---- 1: 2: HYE 10 0.004 0.004,0.004 0.004 0.004 0.004 0.004 0.004 0.004 0,004 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 + 4c 0.007 0.007 0.007 0.007 0.007 0.008 2 0.0082 D.0082 0.0082 0.00 82 0.0082 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0..0134 0.0134 0.0134 0.0180 .0.0180 0.034.0.054 + 6: 0.027 0.018 0.0134 0.0134 0.0134 0. 0088 0.0088 0.0088 0.0088 0 .0088 0.0088 0.0088 + ` 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 + g; 0.0.072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 + g; 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 0.0040 0.-0040 0.0040 0.0040 0.0040 0.0040 + 11: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 12: 0.0040 0.0040 0.0040 0.0090 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040. 0..0040 + 13: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 +0.0040 Step time 10.00 Minutes Total in original hyetograph 0.17 Inches Adjusting hyetograph from 10.00 minutes to 60.00 minutes Total volume rain in production hyetograph 6.15 Inches Maximum intensity 1.01 Inches/Hr 15: RET ------ END OF SUB-FILE ------ 7: NEW NE ACCESS STORMWATER TO INFILTRATION GALLERY 8: DPD 0.012, 6,.1.0, 0.5, 2, 0.005, 0.9 Mannings n Minimum diameter Minimum depth Minimum cover .Minimum velocity Minimum slope D/d . Maximum diameter 9: SCS 0.385, 0.39, 98, 80, 20, 0.01, 220 Computed concentration time Total Time of Concentration.: Total rainfall falling on impervious Impervious runoff 0.0120 6.00 Inches 1.00 Feet 0.50 Feet 2.00 Feet/Sec 0.00500 0.9000 132.00 Inches 1.83 Minutes 1.83 Minutes 3352.02 CuFt 3225.87 CuFt fl ~'i n C I 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 3 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 TCCU - STORMWATER DESIGN , ' Portion off impervious 96.24 $ Peak CFS rainfall falling on impervious 0.15 CuFt/Sec -Peak CF5 runoff from impervious 0.15 CuFt/Sec Equivalant "C" off impervious.: ~ 0.96 Total rainfall falling on pervious 5242.91 CuFt Pervious runoff 3393.67 CuFt Portion off pervious 63.78 0 Peak CFS rainfall falling on pervious 0.24 CuFt/Sec Peak CFS runoff from pervious 0.15 CuFt%Sec Equivalant "C" off pervious ~ 0.62 ' Total rainfall falling on segment 8594.93 CuFt Total segment runoff `6569.54 CuFt, Portion off segment 76.44 g Peak CFS rainfall .falling on segment 0.39 CuFt/See Peak CFS runoff from segment 0.30 CuFt/Sec Equivalant "C" off segment 0.75 10: DPI 62 344.15 344.3 342.05 340.5 10 Length 62.00 Feet Ground elevation up 344.15 Feet Ground elevation down 344.30 Feet Invert elevation up 342.05 Feet Invert elevation down 340.50 Feet • Minimum diameter 10.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.01200 MinSlope.: 0.00.500 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) 0.296 Cuft/Sec Design flow including SF 0. 2.96 .Cuft/Sec Combined SF 1.000 Design diameter.: 10.00 Inches Invert elev up 342.05 Feet Invert elev down 340.50 Feet ' Slope 0.025 0 Depth of fluid in pipe 2'.20 Inches d/D 0.220 Partial flow velocity 3.465 Feet/Sec 11: RED (0/0.17, 577./0.17) , 12: RES 345, 340, 345, OVER Number of points on Volume/Discharge curve 2 .Maximum capacity of reservoir INFINITE Inlet elevation 345.00 Feet Outlet elevation 340.00 Feet C•\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates - Page 4 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 TCCU - STORMWATER DESIGN Link number @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) . Design flow including SF Combined SF 13: END 2 0.00 CuFt/Sec 0.296 Cuft/Sec 0.296 Cuft/Sec 1.000 t C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates ~ Page 5 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 TCCU - STORMWATER DESIGN ---_-- 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. of pumps Number of reservoirs Number of diversion structures Number of inlets ' Length of new pipe Length of existing pipe Length of, channel • Length of gutter • Length of transport units , Length of pressure pipe c Closing DBF and NDX Files 7 3 40 0 0.00 Acres 0.39 Acres 0 1 0 0 62.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet t e i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 JOB TCCU - STORMWATER DESIGN REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING REM BASIN #2 TO INFILTRATION POND TOT 6.15 FIL~C:\HYDRA\HYE\100ZONEI.INC NEW BUILDING ADDITION STORMWATER.TO INFILTRATION POND DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9 SCS 1.73, 0.57, 98, 80, 20, 0.01, 220.. DPI 62 344.15 344.3 342.05 340.5 10 RED (0/0.48, 7126/0.48) RES 345, 340, 345, OVER END ~ASI~ 2 I~YI) .100 YEAR REP®R~' FILE t i C`\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 CFS TCCU - STORMWATER DESIGN.. *** BUILDING ADDITION STORMWATER TO Invert Depth Link Long Diam Slope Up/Dn Up/Dn 1 62 10 0.0250 342.05 2.10 340.50 3.80 Lateral length= 62 .Lateral length= 0 *** BUILDING ADDITION STORMWATER TO Cost Invert -------------- Link Exfil Up/Dn/Ovr , 3 ~ 0 345.00 Incoming 0 340.00 Discharge 345.00 Overflow Stored Lateral length= 62 .Pipe Design Min San Sto Vel Design Estimated Cover Inf Mis d/D CFS Cost 1.20 0.0 3.3 6.98 3.31 0 0.0 0.0 0.81 Upstream length= 62 Upstream length= 0 Reservoir Maximum Flow Values ----------------- g San Inf Sto Mis Desi n 0.00 0.00 3.31 0.00 3.31 0.00 0.00 0.48 0.00 0.48 0.00 0.00 0.00 0.00 0'.00 0 0 5828 0 5828 Upstream length=. 62 1 ~A~Il~ 2 DIY 10® YEAR ®IJ'I'PIJ'I' I)A~'A FIDE D n C•\HYDRA\CMD\ HYDRA Version 5.$5 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 NONE ' Status of DEFAULTS at start of run. ~ Command file C:\HYDRA\CMD\TCCUB2N.CMD ~ Input units are read as USA j Warnings are turned OFF ~ Output sent to display Brief ~ Output sent to printer Off ~ Output sent to file Detailed ~ Paper width in inches 8.000 ~ String to reset printer NOT SET ~ String to set printer to compressed NOT SET '~ String to set printer to 8 lines/inch NOT SET ~ Name of printer :.NOT SET ~ Print heading at .top of page ON ~ Number of steps in hydrograph 255 ( Step length in minutes 15 . ~ Significant flow in hydrograph 0.010 ~ Infiltration Diurnalization Factor 0.980 ~ Maximum plot-value Selected by HYDRA ~ Type of hydrographic plot Compact ~ Sanitary flow by Diurnal Curve ~ Delay to start of actual storm 0.00 ~ Rational Method computations OFF ~ SCS computations Santa Ba rbara ~ Continuous simulation computations ON ~ Maximum d/D for pipe design/analysis 0.900 ~ Match point position on pipe 0.00 or Invert ~ Number of allowable diam drops 999 ~ Mimimum drop thru manhole 0.000 ~ Manning's n Variable ~ Routing technique Quick ~ Calculate sanitary flows ON ~ Calculate infiltration flows ON ~ Calculate misc flows ON ~ Listing of acceptable diameters (Changed by the PCO command): ~ 4 .6 8 10 12 15 18 21 24 27 ~ 33 36 39 42 45 48 54 60 66 72 ~ 84 90 96 102 •108 114 120 132 l: JOB TCCU - STORMWATER DESIGN 2: REM --- 100 YEAR STORM EVENT FOR DETENTION SIZING 3: 4: REM BASIN #2 TO INFILTRATION POND 5: TOT 6.15 30 78 Total rainfall 6.15 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 ' j.w.morrissette & associates - Page 2 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 TCCU - STORMWATER DESIGN 6: FIL C:\HYDRA\HYE\lOOZONEI.INC ------START OF SUB-FILE------ 1 1; HYE'15 0.091 0.091 0.091 0.091 0.091 0. 091 0.106 0.123 0. 12 3 0.123+ 2: 0.159 .0.159 0.159 0.159 0.176 0.202 0.212 0.212 0.236 0 3: .236+ 0.248 0.279 0.308 0.308 0.323 0.323 0.412 0.412 0.3'73 0 .373+ 4:. 0.971 2.514 0.553 0.367 0.508 0.391 0.389 .0.539 0.579 0 .333+ 5: 0.449 0.466 0.292 0.292 0.272 0..272 0.272 0.272 0.272 0 .272+ 6: 0.234 0.234 0.215 0.237 0.241 0.259. 0.2:59 0.259 0.237 0 .237+ 7: 0.227 0.227 0.208 0.189 0.189 0.189 0.164 0.164 0.151 0 .151+ 8: 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151 0.151. 0 . 151+ 9: 0.151 0.151 0.151 0.151 0.151 0.151 0.151. 0.151 0.15.1 0 .136+ 10: 0.136 0.136 0.121 0.121 0.121 0.121 Step time 15.00 Minutes \ Total in original hyetograph 6.15 Inches Total volume rain in production hyetograph Maximum intensity 6.15 Inches 2.51 Inches/Hr 11: RET ----- - END OF SUB-FILE ------ • 7: NEW BUILDING ADDITION STORMWATER TO INFILTRATI ON POND ' 8: DPD 0.012, 6, 1. 0,, 0.5, 2, 0.005, 0. 9' Mannings n 0.0120 Minimum diameter 6.00 Inches Minimum depth 1.00 Feet Minimum cover 0.50 Feet Minimum velocity 2.00 Feet/Sec Minimum slope 0.00500 ' D/d 0.9000 Maximum diameter 132.00 Inches 9: SCS 1.73, 0.57, 98, 80, 20, 0.01, 220 ' Computed concentration time 1.83 Minutes, Total Time of Concentration 1.83 Minutes Total rainfall falling on impervious 22014.19 CuFt Impervious runoff 21147.79 CuFt ' Portion off impervious - 96.06 $ Peak CFS rainfall falling on impervious 2.50 CuFt/Sec Peak CFS runoff from impervious 2.25 CuFt/Sec Equivalant "C" off impervious 0.90 Total rainfall falling on pervious 16607.20 CuFt Pervious runoff 10567.79 CuFt' C:\HYDRA\CMD\ HYDRA Version 5.85 assoc=ates & j~w~morrissette ____-__-___---Page----3 - _ ------------------`-__-- C:\HYDRA\CMD\TCCUB2N.CMD ___ 5:44 13-Jul-107 1 TCCU - STORMWATER DESIGN Portion off pervious 63.63 ~ Peak CFS rainfall falling on pervious 1.89 CuFt/Sec Peak CFS runoff from pervious : 1.06 CuFt/Sec 1 Equivalant "C" off pervious 0.56 Total rainfall falling on segment c 38621.38 CuFt Total segment runoff 31715.57 CuFt ' Portion off segment 82.12 $ Peak CFS rainfall falling on segment 4.39 CuFt/Sec Peak CFS runoff from segment 3.31 CuFt/Sec Equivalant "C" off segment 0.76 1 10: DPI 62 344.15 344.3 342.05 340.5 10 Length 62.00 Feet Ground elevation up 344.15 Feet Ground elevation down 344.30 Feet Invert elevation up 342.05 Feet Invert elevation down 340.50 Feet Minimum diameter 10.00 Inches. Lump sum cost 0.00 Dollars ManningsN 0.01200 • MinSlope 0 .00500 Link number c l @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 3.314 Cuft/Sec Design flow including SF. 3.314 Cuft/Sec Combined SF 1..000 Design diameter 10.00 Inches Invert elev up 342.05 Feet Invert elev .down 340.50 Feet Slope 0.0250 Depth of fluid in pipe 8.10 Inches d/D 0.810 Partial flow velocity 6.978 Feet/Sec 11: RED (0/0.48, 7126/0.48) 12: RES 345, 340, 345, OVER Number of points on Volume/Discharge curve 2 ' Maximum capacity of reservoir INFINITE Inlet elevation 345.00 Feet ' Outlet elevation Link number 340.00 Feet 2 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) : . 3'.314 Cuft/Sec Design flow including SF 3.314 Cuft/Sec Combined SF 1.000 . . C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 4 C:\HYDRA\CMD\TCCUB2N.CMD ~ 5:44 13-~Ju1-107 TCCU - STORMWATER DESIGN C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 5 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 TCCU - STORMWATER DESIGN ------ S U M M A R Y O F A N A L Y S I S------ Run number on,command file 1 Number of links ~ 3 Number of hydrographs 40 Total sanitary population 0 Total sanitary area O.OO Acres Total storm area 1.73 Acres Number of pumps 0 Number of reservoirs 1 Number of diversion structures 0 Number of inlets 0 Length of new pipe 62.00 Feet Length of existing pipe 0.00 Feet Length of channel 0.00 Feet Length of gutter 0.0'0 Feet Length of transport units 0.00 Feet Length of pressure pipe : 0.00 Feet Closing DBF and NDX Files JOB TCCU - STORMWATER DESIGN REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZTNG REM BASIN #1 TO WETPOND TOT 1.79 FIL Cc\HYDRA\HYE\6MTC.INC NEW NE ACCESS STORMWATER TO WETPOND DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9 SCS 0.385, 0.39, 98, 80,.20, 0.01, 220 DPI 62 344.15 344.3 342.05 340.5 10 RED (0/0, 7126/0.48) RES 345, 340, 345, OVER END ,\ i C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUBIN6.CMD 6:42 13-Jul-107 CFS TCCU - STORMWATER DESIGN *** NE ACCESS STORMWATER TO WETPOND Invert Depth Link Long Diam Slope Up/Dn Up/Dn 1 62 10 0.0250 342.05 2.10 340.50' 3.80 Lateral length= 62 'Lateral length= 0 *** NE ACCESS STORMWATER TO WETPOND Cost Invert -------------- Link Exfil Up/Dn/Ovr 3 0 345.00 Incoming 0 340.00 Discharge 345.OD Overflow Stored Lateral length= 62 .Pipe Design Min San Sto Vel Design Estimated Cover Inf Mis d/D CFS Cost 1.20 0.0~ 0.1 2.56 0:10 0 0.0 0.0 0.13 Upstream length= 62 Upstream length= 0 Reservoir Kaximum Flow Values ----------------- San Inf Sto Mis Design 0.-00 0.00 0.10 0:00 0.10 0..00 0.00 0..02 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0 0 310 0 310 Upstream length= 62 1 1 1 ~ASII~T 1 ~IYI)12A 6 l~Ol~TT~I ®ITTPIJT DATA ~II~ t r 1 r i 1 0 C 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUBIN6.CMD 6:41 13-Jul-107 NONE Status of DEFAULTS at start of run. ~ Command file C:\HYDRA\CMD\TCCUBIN6.CMD ~ Input units are read as USA ~ Warnings are turned OFF ~ Output sent to display Brief ~ Output sent to printer Off ~ Output sent to file Detailed ~ Paper width in inches ~ 8.000 ~ String to reset printer NOT SET ~ String to set printer to compressed NOT SET ~ String to set printer to 8 lines/inch NOT SET ~ Name of printer ~ NOT SET , ~ Print heading at top of page ON. ~ Number of steps in hydrograph 255 ~ Step length in minutes ~ 15 ~ Significant flow in hydrograph 0.010 ~ Infiltration Diurnalization Factor 0..980 ~ Maximum plot value Selected by HYDRA ~ Type of hydrographic plot Compact ~ Sanitary flow by Diurnal Curve ~ Delay to start of actual storm 0.00 ~ Rational Method computations OFF ~ SCS computations Santa. Barbara ~ Continuous simulation computations ON , ~ Maximum d/D for pipe design/analysis 0._900 ~ Match point position on pipe 0.00 or Invert ~. Number of allowable diam drops 999 ~ Mimimum drop thru manhole :-0.000 ~ Manning's n Variable ~ Routing technique Quick ~ Calculate sanitary flows ON ~ Calculate infiltration flows ON ~ Calculate misc flows ON ~ Listing of acceptable diameters (Changed by the PCO command): ~ 4 6 8 10 12 15 18 21 24 27 ~ 33 36 39 42 45` 48 54 60 66 72 ~ 84 90 96 102 108 114 120 132 l: JOB TCCU - STORMWATER DESIGN 2: REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZING 3: ' 4: REM BASIN #1 TO WETPOND 5: TOT 1.79 Total rainfall 30 78 1.79 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 ' j.w.morrissette & associates Page 2 C:\HYDRA\CMD\TCCUBIN6.CMD 6:41 13-Jul-107 ' TCCU - STORMWATER DESIGN 6: FIL C:\HYDRA\HYE\6MTC.INC ' ------START OF SUB-FILE------ l: $YE 15 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.010 0.020 ` + ' 2: 0.020 .0.020 0.030 0.040 0.040 0.050 + 0.040 0.050 0.050 3: 0.060 0.060 0.060 0.060 0.060 0.080. 0.080 0.080 0.150 + 4: 0.080 0.200' 0.290 0.760 ,0.060 0.180 0..180 0.-130 0.130 + 5: 0.190 0.150 0.110 0.090 0..150 0.110 0.120 0.090 6: 0.090 + 0.090 0.0.90 0.080 0.080 0.080 0.080 0.100 0.100 0.100 + 7: 0.100 0.100 0.090, 0.080 0.08D 0.080 0.060 0.060 0.060 + 8: 0.060 0.060 0.060 0.060 0.050 • 0.050 0.040 0.040 0.040 + 9: 0.040 '.0.040 0.040 0.040 0.040 0.040'- 0.040 0.040 ' 0.040 + 10: 0.040 0.040 0.040 0.040 0.040 0..040 0.040 0.040 0.040 + 11: 0..040 0.040 0.040 0.040 0.040. 0.040 RET Step time 15.00 Minutes Total in original hyetograph 1.79 Inches Total volume rain in production hyetograph 1.79 Inches ' _ Maximum intensity 0.76 Inches/Hr - --- - END OF SUB-FILE'------ 7: NEW NE ACCESS STORMWATER TO WETPOND 8: DPD 0.012, 6, 1.0, 0.5, 2, 0.005, 0.9 Mannings n 0.0120 Minimum diameter 6.00 Inches Minimum depth 1.00 Feet Minimum cover 0.50 Feet Minimum velocity 2.00 Feet/Sec Minimum slope 0.00500 D/d 0.9000 ' ~ Maximum diameter 132.00 Inche s 9: SCS 0.385, 0.39,- 98, 80, 20, 0.01, 220 Computed concentration time 1.83 Minutes .Total Time of Concentration 1.83 Minutes Total rainfall falling on impervious 975.63 CuFt Impervious runoff 853.11 CuFt Portion off impervious 8.7.44 Peak CFS rainfall falling on impervious 0.11 CuFt/Sec Peak CFS runoff from impervious 0.0912 CuFt/Sec Equivalant "C" off impervious 0.79 • • C:\HYDRA\CMD\ HXDRA Version 5.85 ~. j.w.morrissette & associates _ ___________________________________________ _ _ Pa e 3 g __ _ __ ____ C:\HYDRA\CMD\TCCUBIN6.CMD ________________ =====_ 6:41 13-Jul-107 ' TCCU - STORMWATER DESIGN Total rainfall falling on pervious 1525.98 CuFt Pervious runoff .373.`73 CuFt Portion off pervious 24.49 $ Peak CFS rainfall falling on pervious 0.18 CuFt/Sec Peak CFS runoff from pervious 0.00997 CuFt/Sec Equivalant "C" off pervious 0.0555 .Total rainfall falling on segment 2501.61 CuFt Total segment runoff 1226.84 CuFt Portion off segment 49.04 ~ Peak CFS rainfall-falling on segment : 0.29 CuFt/Sec ' Peak CFS runoff from segment : 0.0950 CuF't/Sec Equivalant "C" off segment 0.32 10: DPI 62 344.15 344.3 342.05 340.5 LO Length 62'.00 Feet Ground elevation up 344:15 Feet Ground .elevation down 344.30 Feet Invert elevation up :. 342.05 Feet Invert elevation down 340.50 Feet. Minimum diameter 10.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.01200 , MinSlope 0.00500 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) 0,0950 Cuft/Sec ' Design flow including. SF 0.0950 CuftfSec Combined SF 1,000 Design diameter Invert elev up 10,00 Inches 342.05 Feet Invert elev down 340,50 Feet . Slope 0,0250 Depth of fluid in pipe 1.30 Inches d/D 0.130 " Partial flow velocity 2_,562 Feet/Sec 11: RED (0/0, 7126/0.48) 12: RES 345, 340, 345, OVER Number of points on Volume/Discharge curve 2 Maximum capacity of reservoir INFINITE Inlet elevation 345.00 Feet Outlet elevation 340.00 Feet • Link number 2 @Adding Sto into .Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec 1 1 JOB TCCU - STORMWATER DESIGN REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING REM BASIN #2 TO WETPOND POND TOT 1.79 FIL C:\HYDRA\HYE\6MTC.INC NEW BUILDING ADDITION STORMWATER TO WETPOND DPD 0.012; 6, 1.0, 0.5, 2, 0.005, 0.9 SCS 1.80, 0.60, 98, 80, 20, 0.01, 220 DPI 62 344.15 344.3 342.05 340.5 10 RED (0/0, 7126/0.48) RES 345, 340, 345, OVER END 1 1 1 BASIN 2 I~YD~ 6 IVIOI~T'I'I~ l~P®12'I' BILE 1 1 1 1 1 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette.& associates Page 1 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 CFS TCCU - STORMWATER DESIGN *** BUILDING ADDITION STORMWATER TO Pipe Design Invert Depth Min San Sto Vel Design Estimated Link Long Diam Slope Up/Dn Up/.Dn Cover Inf Mis d/D CFS Cost 1 62 10 0..0250 342.05 2.10 1.20 0.0 0.7 4.29 0.67 p 340.50 3.80 0.0 0.0 0:32 Lateral length= 62 Upstream. length= 62 -------------------------------------=-------------- Lateral length= 0 Upstream length= 0 *** BUILDING ADDITION STORMWATER TO Reservoir Cost Invert -------------- Maximum Flow Values ----------------- g Link Exfil Up/Dn/Ovr San Inf Sto Mis Desi n 3 0 345.00 Incoming 0.00 0.00 0.67 0.00 0.67 0 340.00 Discharge 0.00 0.00 0.13 0.00 0.13 345.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored.: 0 0 1878 0 1878 Lateral length= 62 Upstream length= 62 1 1 ~ASII~T 2 IIYI)RA 61VI®1®T'TI~ OjJTPIJT DATA ~II~1~ Li ' C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page l 1 ____~__________== =_.=_°____________________________°_______=________________= C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 NONE . Status of DEFAULTS at start of run. I Command file : C:\HYDRA\CMD\TCCUB2N6.CMD I Input units are read as USA I Warnings are turned OFF I Output sent to display Brief I Output sent to printer. Off I Output sent to file Detailed I .Paper width in inches 8.000 I String to reset printer : NOT SET , I String to set printer to compressed NOT SET I String to set printer to 8 lines/inch NOT SET I Name of printer NOT SET I "Print heading at top of page ON I Number of steps in hydrograph 255 I Step length in minutes 15 I Significant .flow in hydrograph 0.010 I Infiltration Diurnalization Factor :. 0.980 ' I Maximum plot value Selected by HYDRA I Type of hydrographic plot Compact I Sanitary flow by Diurnal Curve I Delay to start of actual storm 0.00' I Rational Method computations OFF I SCS computations ~ Santa Barbara I Continuous simulation computations I Maximum d/D for pipe design/analysis ON 0.900 I Match point position. on pipe : 0.00 or Invert I Number of allowable diam drops 999 I Mimimum drop thru.manhole 0.000 I Manning's n Variable I Routing technique Quick I Calculate sanitary flows ON I Calculate infiltration flows ON I Calculate. misc flows ON I I Listing of acceptable diameters (Changed by the' PCO command): I 4 6 8 10 12 15 18 21 24 27 30 I 33 36 39 42 45 48 54 60 66 72 78 I 84 90 96 102 108 114 120 132 1: JOB TCCU - STORMWATER DESIGN 2: REM --- 6 MONTH STORM EVENT FOR TREATMENT SIZING 3: REM BASIN #2 TO WETPOND POND . 4: TOT 1.79 Total rainfall 1.79 Inches 5: FIL C:\HYDRA\HYE\6MTC.INC ------START OF SUB-FILE------ 1 u 0 n fl • C:\HYDRA\CMD\ HYDRA Version 5.85 j..w.morrissette & associates Page 2 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 TCCU - STORMWATER DESIGN l: HYE 15 0.010 0.010 0.010 0.010 0.010 •0.010 0.010 0.010 0.020 + 2: 0.020 - 0.020 0.030 0.040 0.040 0.040. 0.050 0.050 0.050 + 3: 0.060 0.060 0.060 0.060 -0.060 0.080 0.080 0.080 0.150 + 4: 0:080 0.200 0.290 0.760 0.060 0.180 0.180 0.130 0.130 + 5: 0.190 0.150 0.110 0.090 0.150 0.110 0.120 0.090 0.090 + 6: 0.090 0.090 0.080 0.080 0.;080 0.080 0.100 0.100 0.100 + 7: 0.100 0.100 0.090 0.080 0.080 0.080 0.060 0.060 ' 0.060 + 8: 0.060 0.060 0.060 0.060 0.050 0.050 0.040 0.040 0.040 + 9: 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 + 10: 0.040 0.040 0.040 0.040 0..040 0.040 0.040 0.040 0.040 + 11: 0.040 0.040 0.040 0.040 0.040 0.040 RET Step time 15.00 Minutes Total in original hyetograph 1.79 Inches Total volume rain in production hyetograph 1.79 Inches Maximum intensity 0.76 Inches/Hr --- - END OF SUB-F ILE ---- -- 6: NEW BUILDING ADDITION STORMWATER TO WETPOND 7: DPD 0.012, 6, 1.0, 0. 5,'2, 0.005, 0.9 Mannings n 0.0120 Minimum diameter 6.OO.Inches Minimum depth 1.00 Feet Minimum cover 0.50 .Feet Minimum velocity 2.00 Feet/Sec Minimum slope 0.00500 D/d 0.9000 Maximum diameter 132.00 Inches 8: SCS 1.80, 0.60, 98, 8 0, 20, 0.01, 220 Computed concentration time 1.83 Minutes Total Time of Concentration 1.83 Minutes Total rainfall falling on impervious `7017.52 CuFt Impervious runoff 6136.28 CuFt Portion off impervious.:. 87.44 Peak CFS rainfall falling on impervious 0.83 CuFt/Sec Peak CFS runoff from impervious 0.66 CuFt/Sec Equivalant "C" off impervious 0.79 Tota l rainfa ll falling on pervious 4678.34 CuFt C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates --`Page---_3 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-1.07 TCCU - STORMWATER DESIGN Pervious runoff .1145:77 CuFt . Portion off pervious 24.49 g Peak CFS rainfall falling on pervious 0'.55 CuFt/Sec Peak CFS runoff from pexvious '0.0306 Cu Ft/Sec, Equivalant "C" off pervious 0.0555 Total rainfall falling on segment 11695.86 CuFt Total segment runoff 7282.05 CuFt Portion off segment .62.26 ~ Peak CFS rainfall falling on segment 1.38 CuFt/Sec Peak CFS runoff from segment 0.67 CuFt/Sec Equivalant "C" off segment 0.48 9: DPI 62.344.15.344.3 342.05 340.5 10 Length 62.00 Feet Ground elevation up 344.15 Feet Ground elevation down 344.30 Feet Invert elevation up 342.05 Feet Invert elevation down 340.50 Feet Minimum diameter 10.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.01200 MinSlope 0.00500 Link number 1 @Addin.g Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) :, 0.668 Cuft/Sec Design flow including SF 0.668 Cuft/Sec Combined SF 1.000 Design diameter 10.00 Inches Invert elev up 342.05 Feet ' Invert elev down 340.50 Feet Slope 0.0250 Depth of fluid in pipe 3.20 Inches d/D 0.320 Partial flow velocity 4.293 Feet/Sec 10: RED (0/0, 7126/0.48) 11: RES 345, 340, 345, OVER Number of points on Volume/Discharge curve 2 . Maximum capacity of reservoir INFINITE Inlet elevation Outlet elevation .345.00 Feet 340.00 Feet Link number 2 @Adding Sto into Event ' @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.6.68 Cuft/Sec Design flow including SF 0.668 Cuft/Sec 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C•\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 4 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 TCCU - STORMWATER DESIGN Combined SF 1.000 12: END 1 1 i 1 1 1 1 1 1 1 1 1 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 5 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 ' TCCU - STORMWATER DESIGN 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 of pumps . Number of reservoirs Number of diversion structures Number of inlets Length of new pipe Length of existing pipe Length of channel Length of gutter Length of transport units Length of pressure pipe Closing DBF and NDX Files l 3 40 0 0.00 Acres 1.80 Acres 0 1 0 0 62.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet 1 1 1 1 1 1 1 1 1 1 1 1 AI'PEND~ C ~®~nmercial St®rmwater Facilities Maintenance A~~°eenlent COMMERCIAL/INDUSTRIAL AGREEMENT TO MAINTAIN STORMi~VATER lFACILITIES AND TO IMPLEIVIENT A POLLUTION S®URCE CONTROL PLAN BY AND DETWEEN TWIN COUNTY CREDIT UNION ITS IIEIRS, SUCCESSORS, OR ASSIGNS (1EIEREINAI~'TER "OWNER") C' AND CITY OF xELM (1EIEREINAFTER "JURISDICTION") The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMP) 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 contains specific provisions with respect to maintenance of stormwater facilities and use of pollution source control B1VIP. LEGAL DESCRIPTION: Parcel number 21724120300, in the.City of Yelm. Whereas,, OWNER has constructed improvements, including but not limited to, buildings, pavement, utilities 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 OWNER hereby enter into this Agreement. The responsibilities of each party to this Agreement are identified below. OWNER SIIAI,L: (1) . Implement the stormwater facility maintenance program included herein as ' Attachment "A". (2) Implement the pollution source control program included herein as Attachment ..B.. (3) Maintain a record (in the form of a logbook) of steps taken to implement the ' programs referenced in (1) and (2) above. The logbook shall be available for inspection by Jurisdiction staff at 1105 Yelm Avenue W. during normal business hours. The logbook will catalog the action taken, the name of the person who performed the action, when it was done, how it was done, and any problems- . encountered or follow-on actions recommended: Maintenance items ("problems") listed in Attachment "A" shall be .inspected on a monthly or more frequent basis fl n L 1 1 t as necessary. OWNER is encouraged to photocopy the individual checklists in Attachment "A" and use them to complete its inspections. These completed checklists wouldrthen, in combination, comprise the monthly logbook. (4) Submit an annual report to the JURISDICTION regarding implementation of the programs referenced in (1) and (2) above. The report must be submitted on or before May 15 of each calendar year and shall. contain, at a minimum, the following: (a) Name, address and telephone number of the businesses, the persons, or the firins 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 referenced in (1) and (2) above. A photocopy of the applicable sections of the logbook, with any additional explanation needed, shall normally suffice. For any activities conducted by paid parties not affiliated with OWNER, include a copy of the invoice for services. (d) An outline of planned activities for the next year. THE JIJI2ISDIC'I'ION SI-IAI..I.: (1) Provide technical assistance to OWNER in support of its operation and maintenance activities conducted pursuant to its maintenance and source control programs. Said assistance shall be provided upon request, and as Jurisdiction time and resources permit, at no charge to OWNER. (2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with OWNER.. (3) Review this agreement with OWNER 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 existing on OWNER, property, the JURISDICTION shall give the owner of the property within which the drainage facility is located, and the person or agent in control of said property, 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 1 within the time set by the JURISDICTION, written notice will be sent to the persons who were given notice stating the JURISDICTION' S intention to perform ' such maintenance and bill the owner for all incurred expenses. The Jurisdiction may also revoke stormwater utility rate credits for the quality component or invoke surcharges to the quantity component of OWNER bill if required maintenance is not performed. ' (2) If at any time the JURISDICTION determines that the existing system creates any imminent threat to public health or welfare, 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. (3) The owner grants unrestricted authority to the JURISDICTION for access to any and all stormwater system features for the purpose of performing maintenance or repair as may become necessary under Remedies 1 and/or 2. (4) The persons listed in (1), above, shall assume all responsibility for the cost of any maintenance and for repairs to the stormwater facility. Such responsibility shall ' include reimbursement to the JURISDICTION within 30 days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate for liquidated judgments. If legal action ensues, any cost or fees incurred by the JURISDICTION will be borne by the parties responsible for said reimbursements. (5) The owner hereby grants to the JURISDICTION a lien against the above- described property in an amount equal to the cost incurred by the JURISDICTION to perform the maintenance or repair work described herein. f 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 from OWNER or their successors any rights, title, or interest in the property or any part thereof, as well as their title, or interest in the property or any part thereof, as well as their heirs, successors, and assigns. They shall inure to the benefit of each ' present or future successor in interest of said property or any part thereof, or interest therein, and to the benefit of all citizens of the JURISDICTION. ' Owner ' Owner STATE OF WASHHPTGTON ) SS ' COUNTY OF TI-~URSTON ) On this day and year personally appeared before me, and ' known to be the individual(s) described, and who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed for the uses and purposes therein mentioned. ' Given under my hand and official seal this day of , 200_. . Notary Public in and for the State of Washington, residing in Dated at ,Washington, this day of , 200_. STATE OF WA5)~TGTON ) ` } SS COUNTY OF THUIZSTON ' ) On this day and year personally appeared before me, who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the ' uses and purposes therein mentioned and on oath states he is authorized to execute the said instrument. ' Given under my hand and official seal this day of , 200_. ' Notary Public in and for the State of Washington, residing in APPROVED AS TO FOB: 1 INSTItiJCTI®NS F®Ig PEItS®leT 1VIAINTAIl~iIIVG ST®ItIVIWATEIt SYSTEIVI .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 responsibility of the TWNIN COUNTY CREDIT UNION or their ' assigned representative. In general, system components should be inspected in accordance with the Maintenance Checklists included as Attachment "A" at the rear of this document. Use the suggested frequency indicated on the left side of the Checklist ' ~ Forms: (1) _ Monthly (M) from November through April. (2) Annually (A), once in late summer (preferably September). (3) After major storm events, (S) > one (1) inch in 24 hours. Inspections fmdings 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 year. " 1 If you have specific questions or require technical assistance, contact the Thurston County Stormwater Division. Please do not hesitate to call, especially if you. are unsure whether a situation you have discovered may be a problem.. 1 1 1 1 A7'TAC~~N~' uA": 1VIAdI~T'I'ENAlrTCE PItOGRA~IVI C®VER SI~E'I' Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: A~'TACIIMENT ~~~,,: POLL1(J'I'ION SOURCE CO1vTROL PROGRAM EROSION AND SEDIMENT CONTROL BMP's WI~AT ARE POLLUTION SOURCE CONTROLS,. AND W1EIY ARE TREY 1~1EEDED? 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: 5. Altering the activity (e.g., substitute non-toxic products; recycle used oil, route floor drains to sanitary sewer from storm sewer) 6. Enclosing or covering the activity (e.g., building a roof) 7. Segregating the activity (e.g., diverting runoff away from an area that is contaminated) i 8. Routing runoff from the activity to a treatment alternative (e.g., to a wastewater treatment facility sanitary sewer or stormwater treatment area) , , ' Pollution source controls are needed because of the contamination found in runoff from residential areas and the effect of this contamination on aquatic life and human health. Research on urban runoff in the Puget Sound area and elsewhere has found oil and grease, 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 on fish, and impairment offish reproduction. MATERIALS USED AND WASTES GENERATED Of particular concern are drives and parking areas. Because of heavy vehicle us e, the concentration of oil and grease in stormwater may exceed the Ecology guidelines of 10 _ ' mg/1. Although there are no local data to confirm this view, limited research in the San Francisco Bay area found the.mean concentration of oil and grease in stormwater to exceed 10 mg/1. _ i REQiJIRED ACTIONS The following actions shall be taken to ensure that pollution generated on site shall be minimized: 1. Warning 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 Department of Public Works. 2. Sediment removed from basins, ponds, and swales shall lie disposed of in a proper manner. Contact the local governing jurisdiction'for inspection prior to completing this task: 3. No activities shall be conducted on site that are likely to result in short-term, highly concentrated discharge of pollution to the stormwater system. Such activities may include, but are not limited to, heavy 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 dump paint, solvents, oils, or other such substances, including landscape waste, into storm drains or. ponds. Ponds There are essentially three kinds of ponds: treatment ponds, infiltration ponds, and detention ponds. Although each pond has unique maintenance requirements, there are also many things-they have in common. Your facility is ari infiltration pond: ii Part of When to What to Check For What to Do Pond to Check it Check Entire Pond Quarterly Dumping of yard wastes such as grass Remove trash and debris and dispose of clippings and branches into basin. Presence of properly. lass, lastic, metal, foam, and coated a er. Entire Pond Quarterly Any vegetation that may constitute a hazard to Remove invasive or noxious vegetation. Do the public, such as tansy ragwort, poison oak, not spray chemicals on vegetation without stinging nettles, devilsclub. obtaining guidance from WSU Cooperative Extension and approval from the City or Coun . Entire Pond Quarterly Presence of chemicals such as natural gas, oil, First, try and locate the source of the pollution. and. gasoline, obnoxious color, odor, or sludge. Then call the Moderate Risk Waste program at Thurston County Environmental Health to re ort the hazard. Entire Pond Quarterly Sparse, weedy, or overgrown grass in grassy For grassy ponds, selectively thatch, aerate, (dry/infiltration) ponds. Presence of invasive and re-seed ponds. Grass should be kept less species or sparse growth of plants in wet than 8 inches high. For wet ponds, hand-plant ponds. nursery-grown wetland plants in bare areas. Contact WSU Cooperative Extension for guidance on invasive species. Pond bottoms ~, - should have uniform dense coverage of desired plant species. Entire Pond Quarterly Any evidence of rodent holes if your facility is Destroy rodents and repair the dam or berm. acting as a dam or berm. Water should not be Contact the Thurston County Health able to flow throw h rodent holes. De artment for uidance. Entire Pond Quarterly Insects such as wasps and hornets interfering Destroy or remove insects. Contact WSU with maintenance activities, or mosquitoes Cooperative Extension for guidance. becomin a nuisance. Entire Pond Annually Ensure that trees are not interfering with Prune tree limbs to allow for maintenance. maintenance (i.e„ mowing, silt removal, or Some trees may be Cut for firewood. access. Inlet Annuall Y a e sure t at a nprap un er e m et pipe is intact and that no nattive soil is exposed. Also Re lace rocks or clean out sediment. P check for accumulations of sediment more than '/z the height of the rocks. Outlet Quarterly The rip rap overflow should be intact and Gear ep ace np rap i missing. emove any tras o of debris. Water should be able to flow freely debris and dispose of properly. throw h overflow. Side Slopes Annually Check around inlets and outlets for signs of Try and determine what has caused the erosion. Check berms "for signs of sliding or erosion and fix it. Stabilize slopes by settling. Action is needed where eroded reinforcing the slope with rock, planting grass, damage is over 2 inches deep and where there or compacting the soil. Contact WSU is potential for continued erosion. Cooperative Extension for guidance on slope reinforcement. Storage Area Annually Check to see if sediment is building up on the . Clean out the sediment and re-seed the pond if pond bottom. A buried or partially buried outlet deemed necessary to improve infiltration and structure or very slow infiltration rate probably control erosion. indicates si nificant sediment de sits. bikes Annually Any part of the dike that has settled Build the dike back to the original elevation. si niflcantl . Emergency Annually Check to see that the rip rap protective area is Replace rocks so that all native soil is covered. Overflow/. intact. If any exposed native soil is present you S illwa should re air it. Under Drain/ Quarterly Check to see that the pond is drained during Clean drains by pressure jetting through Monitoring periods of no rain. If pond retains water, check Geanouts provided at the end of the under Ports monitoring ports of under drain system. If drain laterals provided. Call a professional under drains are full, drains re wire cleanin en ineer and Thurston Count is ersists. ri n i Catcl>< basins and Inlets These structures are typically located in the streets and public rights-of--way. Local jurisdictions are responsible for routine maintenance of the pipes and catch basins in rights-of--way, while you are responsible for keeping the grates clear of debris in all areas as well as pipes and. catch basins in private areas. Part of Catch When to What to Check For What to Do Basin to Check it Check Catch basin During and after Trash or debris accumulating in front of the Remove blocking trash or debris opening major storms catch basin opening and not allowing water to ~ with a rake and clean off the flow in. rate. Catch basin Quarterly Sediment or debris in the basin should be kept Clean out the catch basin of under 50°~ of the depth from the bottom of the sediment and debris. pipe to the bottom of the basin. Use a long ' stick dr broom handle to poke into sediment and determine de th. Inlet and outlet Quarterly Trash or debris in the pipes should not be Clean out inlet and outlet pipes pipes more than 1 /5 of its height. Also, there should . of trash or debris. not be any tree roots or other vegetation rowin in the i es. Inlet and outlet pipe .Annually There should be no cracks wider than '~ inch Repair cracks or replace the joints and longer than 1 foot at the joint of any inlet joints. or outlet pipe. Also check for evidence of sediment enteringthe catch basin through cracks. Grate Quarterly The grate should not have cracks longer than 2 Replace the grate. inches. There should not be multiple cracks. Frame Quarterly Ensure that the frame is sitting flush on top of Repair or replace the frame so it the concrete structure (slab). A separation of is flush with the slab. more than 9/. inch between the frame and the slab should be corrected. Catch basin Annually Inspect the walls of the basin for cracks wider Replace or repair the basin. than'/z inch and longer than 3 feet. Also check Contact a professional engineer for any evidence of sediment entering the for evaluation. catch basin through cracks. Determine whether or not the structure is sound. Catch basin Quarterly There should be no chemicals such as natural Clean out catch basin. Contact gas, oil, and gasoline in the catch basin. your local jurisdiction or Check for obnoxious color, odor, or oily sludge. Thurston County Environmental Health if you detect a color, odor, or oily sludge. Oil/Water separator Quarterly Water surface in catch basin has significant Remove the catch basin lid and ~downturned sludge, oil, grease, or scum layer covering all skim off oil layer. Pour oil into a e bow or "T" in or most of the wafer surface. disposable container, seal catch basin) container, wrap securely in newspaper, and place in trash. Water surface should be clear of oily layer. Pipe Elbow Quarterly Top or bottom of pipe appears to have broken Remove the catch basin lid and off. Check for any apparent damage and examine the pipe for damage. If check to see if it's plumb. broken, hire a contractor to replace pipe in accordance with approved plans on file with your l l i di i oca jur s on. ct i 1 1 1 1 1 1 1 1 1 1 1 1 1 1Fe>ncing, Shrubbery Screcns, and Gates Fences and shrubbery screens. aren't typically required for stormwater ponds. If the slopes of the sides are too steep, usually some kind of barricade is constructed. Part of .When to What to Check For What to Do Fencing, Check it Shrubbery, or Gate to Check Fence or Quarterly Inspect the fence or screen to ensure that it Mend the fence, repair shrubbery Make sure blocks easy entry to the facility. erosion, or replace the screen . erosion hasn't created an opernng under fence. shrubs to form a solid barrier. Shrubbery Quarterly Shrubbery should not be growing out of control Trim and weed shrubbery to screen or infested with weeds provide appealing . aesthetics. Do not use chemicals to control weeds. Wire Fences Annually Look along the length of the fence and. Straighten posts and rails if determine if it is out of alignment. necessary. Wire Fences Annually Missing or loose tension wire. Replace or re air tension wire so it holds fabric. Wire Fences Annual) Y Missin or loose barbed wire. 9 ep ace or repair ar e wire so that d doesn't sag between posts. Wire Fences Annually Check for rust or scaling. Paint or coat rusting or scaling parts with a protective coating. Wire Fences Quarterly Ensure that there are no holes in the fabric or Repair holes so that there fencing. are no openings in the fabric or fencing. Gate Quarterly Ensure that the gate is not broken, jammed, or Repair or replace the gate to missing and that it opens easily. allow entry of people and maintenance egwpment. If a lock is used, make sure you have a key. r e Conveyance Pipes, batches, and Swales Part of When to What to Check For What to Do System to Check it Check Pipes Annually Accumulated sediment 9hbuld not exceed 20% Clean out pipes of all of the diameter of the pipe. Vegetation should sediment and debris. not reduce free movement of water through Remove all vegetation so pipes. Ensure that the protective boating is not Dents should not nd u ted d d that water flows freely i throu h es air or Re amage a r s . significantly impede flow. Pi a should not have major cracks or tears allowing water tb p g p . p replace pipe. leak out. Open ditches Quarterly There should not be any yard waste or litter in Remove trash and debris the ditch. and dispose of them properly. Open ditches Annually Accumulated sediment should not exceed 20% Clean out ditch of all of the depth of the ditch. sediment and debris. Open ditches & S l Annually Check for vegetation (e.g., weedy shrubs or s the free m th t r duc vement of li Clear blocking vegetation so that water flows freel wa es sap ngs) a e o e h ditches or swales water throu y through ditches Grassy . g , . v etation h ld b l ft eg s ou e e alone. Open ditches & Quarterly Check around inlets and outlets for signs of Eliminate causes of erosion. Stabilize slopes by using Swales erosion. Check slopes for signs of sloughing i d h i t i t l s neede w ere eroded or settling. Action appropr a on con ro e eros damage is over 2 inches deep and where there measures (e.g., reinforce is potential for continued erosion. with rock, plant grass, com act soil. Open ditches & Annually Native soil beneath the rock splash pad, check Replace rocks to design Swales dam, or lining should not be wsible. standard. Swales Quarterly Grass cover is sparse and weedy, or areas ere Aerate soils and reseed and overgrown with woody vegetation. mulch bare areas. Keep ` grass less than 8 inches high. Remove woody growth, regrade, and reseed as necessary. Swales ~ Quarterly Swale has been filled in or blocked by shed, If'possible, speak with woodpile, shrubbery, etc. homeowner and request that the swale area be restored. Swales Annually Water stands in swale or flow velocity is very A survey may be needed to slow. Stagnation occurs. check grades. Grades need to be in t-5% range if possible. If ggrade is less % than 1 , underdrains may need to be installed. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Grounds and. Landscaping Part of When to What to Check For What to Do Grounds to Check it Check Landscaped Quarterly. Weeds growing out of control in landscaped Pull weeds by hand, if Areas area. possible, to avoid using chemical weed controls. Landscaped Quarterly Check for any presence of poison ivy or other Remove poisonous Areas poisonous vegetation or insect nests. vegetation or insect nests that are present in landscaped area. Landscaped Quarterly There should not be any yard waste orlitter in Remove and dispose of litter Areas landscaped areas. properly Landscaped Quarterly Noticeable rills are seen in landscaped areas. Identify the causes of erosion Areas and take steps to slow down or disperse the water. Fill in contour, and seed area. Trees and Annually Limbs or parts of trees or shrubs that are split Trim trees and shrubs to shrubs or broken. restore shape. Replace severely damaged trees and shrubs. Trees and Annually Trees or shrubs that have been blown down or Replant trees or shrubs, shrubs knocked over. inspecting for injury to stem or roots. Replace if severely damaged. Trees and Annually Trees or shrubs that are not adequately Place stakes and rubber- Shrubs supported or are leaning over, causing coated ties around young exposure of the roots. treeslshrubs for support: e t Access Roads and ~aseanents Area to When to What to Check For What to Do Check Check it General One Time Check to determine if there is enough access If there is not enough to your stomtwater.facilities for maintenance access; check with your .vehicles. local jurisdiction to determine whether an easement exists. If so, a maintenance road may need to be constructed there. Access road Quarterly Debris that could damage vehicle tires (glass Clear all potentially or metal). damaging debns. Access road Annually Any obstructions that reduce clearance above Clear along and over and along the road to less than. l4 feet. roadway so there is enough clearance. Road surface Annually Check for potholes, ruts, mushyy spots, or Add gravel or remove wood woody debris that limit access by maintenance as necessary. vehicles. Shoulders and Annually Check for erosion along the roadway. Repair erosion with ditches additional soil or gravel. i Drywel9s, FrencHn Drams, or IDoevnspoutts Part of System to Check When to Check it What to Check For What to Do Downspout Annually Water overflows from the downspout over the First try cleaning out the ground. ggutters and downspouts. If this doesn't solve the problem you.ma need to install a bigger dyrywell. Roof Annually Moss and algae are taking over the shadier Disconnect the flexible parts of the shingles. part of the downspout that leads to the drywall. Pertorm moss removal as desired. Pressure wash or use fattttyy acid solutions instead ofhighly toxic pesticides or chlorine bleach. Install a zinc strip as a preventative. 1 1 A~PEND~ D 'Thurston IZe~ion Stormwat~r Facilities Su~.ry TIEIIJItST®1V ItEGIOlel ~'ACILI'I'Y SUMIl~IARY F®II1VI PROPONENT' S FACILITY IDENTIFIER: NAME OF ROAD TO ACCESS FACILITY: Twin County Credit Union Yelm Avenue, (SR 510) HEARINGS E~~AMINER CASE NUMBER: DEVELOPMENT .REVIEW PROJECT NO.: BUILDING SITE APPLICATION NO.: PARCEL NUMBER(S) 21724120300 To be completed by Utility Staff: Utility Facility Number: Project Number: Parcel Number Status: Basin & Subbasin: Responsible Jurisdiction: PAID' 1-Project Nance & Proponent Project Name: Twin County Credit Union Addition Project Owner: Twin County Credit Union Project Contact: Robert E. Tauscher, P.E. Address: 1700 Cooper Point Rd SW, Olympia, WA 98502 Telephone: (360) 352-9456 Project Proponent: Jeff Kennedy Address: PO Box 718, Olympia, WA 98507-0718 Telephone: Project Engineer: Firm: Telephone: Fax: (360) 357-9917, Ext. 4402 Robert E. Tauscher, P.E. J.W. Morrissette & Associates Inc., P.S. (360) 352-9456 (360) 352-9990 PART 2 -Project Location Section: 24 Township: 17N Range: 1 E PART 3 -Type of Permit Application Type of Permit: Building Other Permits: Grading Other: 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: Zoning: C-1 Onsite: Number of Lots: N/A Avg. Lot Size.: Building Permit: Nisqually River N/A New Building Footprint (Acres): -.0.06 Existing Impervious (Acres): 1.12 P New Sidewalk, arking Lot, Fire Lane and Access Roads (Acres): 0.051 1 Disturbed Pervious Areas (Acres): 1.171 Lattice Block Paving (Acres): N/A Public Roads (Acres): 0.00 Disturbed Area Total Acres : ( ) 1.171 PARS' S -Pre-Developed Project Site C~aracteris~ics Stream Through Site N Steep Slopes (> 10%) N Erosion Hazard N 100 Y d Pl Fl i N - ear n oo a ' Wetlands N Seeps/Springs N High Groundwater Table N Aquifer Sensitive Area N Other: PARS' 6 -Basin 1 - Facility Description ' Area Tributary to Facility Including Offsite (Acres): Total Onsite Area Tributary to Facility (Acres): 0.39 Acres 0.39 Acres Design Impervious Area Tributary to Facility (Acres): 0.15 Acres Design Landscaped Area Tributary to Facility (Acres): 0.23 Acres Design Total Tributary Area to Facility (Acres): 0.39 Acres Enter a check mark and number, i,e., one (1), for the type of facility: Wet Pond Detention 1 ' Wet pond water surface area, acres 0 Dry Pond Detention 1 Underground Detention: 0 Infiltration Trench: 0 Dry Well Infiltration: 0 ~ Other: Infiltration Gallery: 0 Outlet Type (Enter a check mark and number, i.e., one (1), for each type present): Filter: ~ 0 Oil/Water Separator: 0 ' Single Orifice: 0 ' Multiple Orifices: 0 Weir: 0 Spillway: 0 Pump(s): 0 Other: PART 7- Basiat 1 -Release to Groundwater Design Percolation Rate to Groundwater: 10 in/hr PART 6 - basin 2 -Facility Description Area Tributary to Facilitylncluding Offsite (Acres): 1.80 Acres Total Onsite Area Tributary to Facility (Acres): 1.80 Acres Design Impervious Area Tributary to Facility (Acres): 1.03 Acres Design Landscaped Area Tributary to Facility (Acres): 0.77 Acres Design Total Tributary Area to Facility (Acres): 1.80 Acres Enter a cheek mark and number, i.e., one (1), for the type of facility: Wet Pond Detention l Wet pond water surface area, acres 0 Dry Pond Detention 0 Underground Detention: 0 Infiltration Trench: 1 ' Dry Well Infiltration: ~ 0 Other: Infiltration .Gallery: 0 Outlet Type (Enter a check mark and number,, i.e., one (1), for each type present): Filter: Oil/Water Separator: 0 0 Single Orifice: 0 Multiple Orifices: ~ 0 Weir: 0 Spillway: 0 Pump(s): 0 . '. Other: PARS' 7- basin 2 -Release to Groundwater Design Percolation Rate to Groundwater: 10 in/hr PAR7C 8 -Release To Surface Water All stormwater from this site is infiltrated on site with no release to any surface waters. '. 1 1 1 1 ~~~1'~l`~ ~ ~i ~~Sl~ ~~ t n -_ 'U'cE ---~.ucc ~...-_ ~.~. ___ ucc - ucc - O .p Oj O - N + ~ ~ _ _ __ _... -. _ - 4$ ~ 28' FlR EN R/W ,.... .nc~.r~s~\. .,,.~..~ . n \ \ ~ ~' ~ \ ~ \ IRR G - ~' -' ao-1 FUTURE R VI =, ~ \ \ H 2Q 4- HA \ 7('~U~)1 s s ~ ~ E ^ ~ 0~ P m~IRRIG ~~d I r ~ I ~ ~ _ CE ~ s p~V { ~ C~ ~ \ I / ,ti ~ ~° ,'~ BASIN 2~ ~I ®~ _-_______ 70' 9DE ~ /' s /. ~~~ I~ ~ / i , I ~ / ~ ~~ 1 1 1 1 1 1 I h- ~ II / / _ _2x 05T ,,,._._, l^rx 0 ~'1 '^.'a I D I II ~ ~ ' //~ 6" C/ I ~~ p Il~o OLf 0 0,. ~{. BIKE :~:. I~ ~ .,, I `6 ~~~ ~_2 I ~ II TYPE-1 00 / ~I RIM=J44 . ~ ~~ . ~ FL=341.30 I II ~ ~ ~~ ~ ~~~ ~~ ~ a II I u 6' EC. i ~ I ~ +~, ..~~ II ~ I I II ~ I ~ ~ Q ~ ~~ ~..~~ ~n I --~.y ~ o ~ ~ I l o l wo W ~ Q ~ IJI , ! I3I ~ m^ ~ I w I ~i II 1°~ I "' •\ I o I ~ A/ K W II ,- E L===~ I~CB_3 DEC.I I-'~ _~ -- ~- ~ a TYPE-1 ~ y RIM=344.32 ~ a I~ _~" ~ 1 @ • FL=347.92 SE ~ ° ° ~, `,~ FL=J47,57 W I & IZ' '~/AIy/ / 3PJ~ \ ~ f o a EL=r ~ I 1 \ \ \~\\ \ ~ e z III \~\ ~~ I \\\\\ \\~ \\\ 1 0 (I \ ~~ \ \ I ( \\ ~ ~~ \ \ __,, I I~ I ~T \ \ 4' DEC. \ \ J m ° ~ / u / // \\ 1 it l I\\7. ~~/,y0 ~ \\\ \ 4 4~DEG ~// 1 I '3, ~~~~~ ~~~ \ \.erj ~ 4' DEC. \ 4y~-\1, AI ~ fo ,p off, ,q,~ ~ ~ ~ \ I I BTM'GEL 3t 9 ~ \ I I 3: 1 SIDES I\\ ~\ C~~Qlok\'~' ~ \~ \ III` ~s9.na 7I \ \µ 6' WIDE ~ I ~(. ~I 100 ~~L ~ ~ FL 34ao ~I /~~~ .l_. \ /i~" MATCH LINE SEE RIGHT Star Union VERTICAL DATUM SCALE: 1 "=20 FEET 0 f0 20 40 - PROPOSED CONCRETE WALK PROPOSED LEGEND ACCESSIBLE ROUTE PROPOSED CURB PROPOSED ASPHALT EX LEGEND EX CURB TD REMAIN FM FORCE MAIN SEVER SEWER CLEANOUT ps SEWER MANHOLE -yV WATER LINE pd WATER VALVE ® WATER METER FlRE HYDRANT p CATCH BASIN D GAS LINE Oj GAS VALVE ® GAS METER UGP UNDERGROUND POWER ;~; POWER TRANSFORMER ~~{ LUMIAIRE OJ ,AINCTION BOX UCC UNDERGRWND CONDUIT SD EXISTING STORM " """""^""' EXISTING CONCRETE ~~ E. TqL 0`U olfhj'sASyso N Z e~~~'' I'Mo~'A 37939 Q' A+ ~I97CR~ ?~°~ ~sT0NA1 EXPIRES: 02/07/08 PARCEL # 21724120300 1105 YELM AVE. New Building Addition Basin Boundaries 05132-1 Site ~PP~l~~Y1~ Site Plan __~>_ am O; moo m~ n23 d~ NG ' A O r-FUTURE PAVEMENT ± -- _y._ 2U 4- HA~ ~ ~ ~ ~ ~ ~ ~ ~ \ ~~ 8 CKFLOW 98EM ~ ! I i ~/ ~/ WEW A RES PRiO 73 LOCATION a L BB - - 2 I-- w _ _~ ~ 2 n -' ~ a N.T. x ~ aR 9~ ~ ~Pi vaLLEY S u P~ 2 ~ ?I" ~Yt^ 1 l LONG t•\ 9J,'POq _~ ®~ \ ~ ~ ~. I NEV ~ ~ INS ALL CEMENT CONE _BAf~R1ER CURB ~. ~ - / .~ - -IN'STALCNEN / 81DEWALR ~ ELDrVERIFY EXACT COCA ION NEW RODF"DRAIN F E)~ 2"JNA ER SF flVIC COLdEGT1 N~ SY3 - ~ ~ VERTICAL DATUM , . T E,, . ; ~` 0 TEM- -LOCATE WATER SEERVICE \ II '. 3 REQUIRED / ~~ - SCALE: 1"=20 FEET DATUM - ~~ " wS. D.OT MpJ OINi ~~,~, ! / _ _2+ OSI _ 'f • ~~ ' C Mi. NEW RD kB YELM ALE ~ 10 20 4D 2 t/2 I.P WITH TACK 9 ~~ I ®~ ._._ J „~ -I i ~~. ~ NGVD 1919 ° 'I / HEARINGS EXAMINER'S CONDITIONS OF APPROVAL IEW 325 CF ROOF ~ f '~~ I~ RAIN DAYWELU ~ ~ ~' ~~ L THE CON01110N5 OF THE MITIGATED DETERMINATION OF NQV-SIGNIfILANLE ARE HEREBY REFERENCED AND --~'-s!~ ~ .9RE CONSIDERED CONDInpNS OF THIS APPROVAL. I p ~ II`O O ~ I,. ~ FENSE COLLECRpJ AREAS SHALL BE pE51GNEp TO MEET THE YELM DESIGN GUIDELINES. ARCHI iECTURAL DETAILS Of THE ENCLOSURE aFE REWIRED. -- I ~ BIKE D RAC ~1 ~ CDlN.O, 3. PARKING SHALL BE PRONDED IN AGCORDANCE WITH THE CITY OF YELM DEVELOPMENT GUIDELINE STANDARDS. A K \fi TYPE-1 1 _ GHBECT \ MINIMUM OF J5 STALLS ARE REWIRED, WITH AT LEAST 7 BEING HANDICAP ACCESSIBLE. THE CI NL PLANS SHALL INCLUDE A COMPLETE DETAILED LANDSCAPE PLAN IN ACCORDANCE WI iH CHAPTER 1J.80 RIM=J40.00 ° LUDMG PRONSIONS FOR IRRIGATION ANp FOR MAINTENANCE OF LANDSCAPING. LANDSCAPE PLAN SHALL I FL=J41.J0 "7 ~7 L7!~~~I~I I~ I~~i IIIrII~III~ ~ ~ \ INCL UOE.' TYPE I LANDSCAPING ADJACENT 70 ADJOINING RESIDENTIAL USES. TYPE II LANDSCAPING ALONG THE PERIMETER OF THE SITE. AND ADJACENT i0 BUILDINGS. Illl JII~ JI TIFF 111 LANDSCAPING W1 iH FRONTAGE INPROVEMEN iS TYPE IV LANDSCAPING IN ALL PARKING AREAS. I I TYPE V LANDSCAPING FOR ANY gBOVE GRWND STORMWATER FACILITIES. ~ I . BUILDING AND SITE DESIGN, AND PEDESTRIAN CIRCULATION SHALL MEET 1HE CITY OF YELM DESIGN GUIDELINES ~ ' CRITERIA. I I F.F. 3! I 5. THE APPLICANT SHALL DEDICATE THE REWIRED RIGHT-OF-WAY NEEDED FOR FRONTAGE IMPROVEMENTS i0 BE / I -_1 - -i I CONSTRUCTED AS PART OF THE L.I.O.. ^ - - 12 I O ,7 BUILDI ~ IHE APPLICANT SHALL DCSIGN AND CONSTRUCT ALL $TORMWAiER FACILIRES IN ACCORDANCE WIM CITY OF I N P _ I p -II z NEW CANOPY ' NCLUDED IN ME CI L LAN SUBMISSION YELM $tORMWATER NANUAL. A FINAL STORMWATER REPORT SHALL BE _~ I I ~ THROUGH TELLS. THC APPLICANT SHALL PROMOE WATER USAGE CALCULA i1W5 WITH CINL PLAN SUBMISSIW TO DETERMINE IF _ _ ~ ~ o W KIOSK9 (SEE A ADDITIONAL WATER $ERMCE CONNECTIONS ARE REWIRED. -- C I y ~, PLANS) E% A. THE WATER USAGE CALCULA ilONS SUBMITTED NTTH LING PLAN SUBMISSION WILL DETERMINE IF ADDITIONAL ti 3 ' I I/2'Cw SEWER SERVICE CONNECTIONS ARE REWIRED. _40 _ / W I SUPPLY '0. THE APPLICANT SHALL CONNECT TO THE CITYS RECLAIMED WATER SYSTEM FOR IRRIGATION PURPOSES. I na _ ~ it . THE APPLICANT SHALL MFEi ALL CWDI iIWS FOR GROSS CONNECTION CONTROL A5 REWIRED IN SECRON • • ( ID RP DEVICE IS REWIRED. 216-290-490 WAG. INS TALLATIW Of A '2. THE APPLICANT SHALL BE RESPONSIBLE FOR THE IN$TALLA iION OF NIDRANT LOCKS ON ALL FIRE HYDRANTS - 1 ~ i ~ REOUIREO 4N0 INSTALLED AS PART OF DEVELOPMENT. THE APPLICANT $HgLL COORDINATE WITH THE YELM --- o~\ I MAIN ° PUBLIC WORKS DEPARTMENT TO PURCHASE ANO INSTALL REWIRED HYDRANT LOCKS. HYDRANT LOCK pETA1L5 THE CIML PLAN SUBMISSIdJ SHALL INCLUDE FIRE FLOW SHALL BE INCLUDED IN CINL PLAN SUBMISSION s ~t0 RE II . AI)ONS ANp OFNONSTRAiE THAT lHE FIRE FLOW REWIREMENTS OF THE INTERNATIONAL FIRE CODE HAVE A C _ ~E 1 q, DEC, '~ ~ ~ Ex o ~ 'b - ~. L C UL BEEN MET Ai THE SITE. p tl RIM=J04.J2 p ~ FL=341 62 SE I ~ ° _ _ . ~ JQa \ \ FL=Jd1.5J W , , X'e~ SHEET INDEX y ` \ ~~ ~ ~ Ala 1. COVER /SITE PLAN ~ \ \ \\ \Q' • EI, o REGRADE/RESIZE \ `` ®~ ENCdO3UNE TRASH ~ POND FILTRATIOI , s ~ `` ~ 8 \ \ \ ° \~ 2. EXISTING CONDITIONS/DEMOLITION/ EROSION CONTROL PLAN , \ s ~ \\~ +-oec. - ` ~ s 3. WATER, STORM & GRADING PLAN %s "~ ~ ~ ~'+i ~ P 4. LAYOUT LAN vL, yO \\~ ~ - -- s~oec. ~ ~/ F~`tF N 5. WATER AND STREET DETAILS ,9~R `v.V 1' DEC. \ ~~ fix. \ '~ ,~ \ II ~ 6. NOTES AND DETAILS ~ ~ ~ ~\ . I 1 'POjOy 4. 1 ~ \ ~ ~ " - Fco `\y /` \ \ \ \ ~ / .c~1~RA 1 ~ S ~ ~ +15/ \ ~ L . ~~ / ~ _ Rq E. TAN O~~ OF •AS SC'y R OF THE NOR iHEASi WARTER OF LYING SW THWE57ERLY OF iWESTERLY CORNER OF SAID :REOF TO THE SOUTH NARCIN Of SAID MARGIN JDO FEET; THENCE 0.V AND PROTEC IlON OF !ITY LOCATIONS PRIOR IT 1-800-424-5555 T ~mq ~HPz POP R'EC313TEF~ f4¢. \? ~S/ONAL EXPIRES: 02/07/08 PARCEL # 21724120300 1105 YELM AVE. SITE PLAN REVIEW KkVISI0N5 PER CITY OE YELM COMMENTS 06/14/07 New Building Addition ~eYelm Cover/Site Plan i Coln 05732-1 Sife C 1,0 1 1 1 1 El~TGIl~TEE'S ESTIl~~'I'~ TWIN COl1IVTY CFZE®IT UMION YELIIA ~I~AIVC6i SITE IAAPROVEIVIENTS EN(311VEEEZ°S ESTIAAi4TE BASS B~ Bid Item Approx Bid Item Unit ' Number uanti Unit Price. Total Price 1 1 Mobilization L.S. $25,000.00 $25,000.00 2 1 Clearin & Grubbin L.S. $5 000.00 $5,000.00 3 1 Trimmin & Cleanu - L.S. $2,000.00 $2,000.00 4 390 Saw Cuttin L.F. $3.00 $1,170.00 5 155 Ballast Ton $15.00 $2,325.00 6 38 Crushed Surfacin To Coarse Ton $18.00 $684.0 7 80 As halt Concrete Pavement Ton $85.00 $6,800.00 8 150 Silt Fence L.F. $7.00 $1,050.00 9 103 Cement Concrete Barrier Curb L.F. $18.00 $1,854.00 10 1,580 Cement Concrete Sidewalk S.Y. $22.00 $34,760.00 1.1 1,666 Cement Concrete Pavement S.Y. $42.00 $69,972.00 12 503 Structural Excavation, Class B C.Y. $15.00 $7,545.00 13 2,346 6" PVC Roof Drain Pie L.F. $15.00 $35,190.00 14 1,324 Remove Concrete Planters S.F $8.00 $10,592.00 15 7,975 Remove As halt S.F. $8.00 $63,800.00 16 4 Remove and Relocate Outside Li htin Ea. $1,500.00 $6,000.00 17 1 Reduced Pressure Backflow Device Ea. $7,000.00 $7,000.00 18 1 2-Inch Reclaimed Water Gate Valve Ea. $400.00 $400.00 19 1 1-1/2" Reclaimed Water.Irri ation Meter Ea. $5,000.00 $5,000.00 20 2 Reclaimed Water Fittin s Ea. $350.00 $700.00 21 1 Pavement Markin s L.S. $5,500.00 $5,500.00 22 5 Dirtra Erosion Control Catch Basin Inserts L.S. $800.00 $4,000.00 23 33. Ecolo Blocks Each $150.00 $4,950.00 24 1 Roof D ell L.S. $1.,500.00 $1,500.00 Base Bid Subtotal $302,792.00 Sales Tax @ 8.4 % $25,434.53 Total Base Bid (Incl. Sale Tax) $328,226.53 1 of 1 ~~~- L~~l.~ ~~~~~ 111 1 ~l~~l~~~ ~~~1~ TWIN COUNTY CREDIT UNION Branch Office 1105 Yelm Avenue Yelm, Washington- - Drainage Report Proponent: Twin County Credit Union 2400 Evergreen Park Drive Olympia, WA Engineer: Steven D. Hatton, P.E. Howard Godat ~ Associates, Inc. 2708 Westmoor Court Olympia, WA 98502 f360) 943-1599 Date: September 23, 1996 Revised: November 12, 19.96 .Revised: April, 14; 1997 max.., . :, c~ o. H~ `I o ^o ~ 4 -is ~~ ,~FZ4193~ ~~~' ~S7'~ SIDN~E~G EXPIRES: 11-27- G''7 i 1 1 1 1 1 1 1 TABLE OF CONTENTS DRAINAGE REPORT Section I -Project Overview ...: ......:. ..... .... .. ..... 3 Section II -Drainage Plan .. .............................. 3 Section III -Existing Conditions ............. .. . ..... .. .. . 3 Section IV - Offsite Analysis .......... ........ . .. .. ..... 4 Section. V -Analysis of Stormwater System .:..... . .... ...... . 4 Section VI -Special Reports and Studies ..:................. 7 Section VII -Erosion Control Plan ................ . . .. ..... 8 Section VIII -Bond Quantities Worksheet .. ° .. ..... , , , , g Section IX -Operations and Maintenance Plan .....:. .... .. ..... 9 Appendix A -Hydrologic Modeling Results Appendix B -Culvert Conveyance Appendix C -Soils Analysis Appendix D -Thurston County Drainage Manual Information Section 4 -Wells and Septic Systems Section 5 -Fuel Tanks Section 6 -Sub-Basin Description Section 7 -Analysis of 100 Year Flood Facility, Summary Forms Appendix E -Drainage Plan Tributary Maps E. Inspection Sequence: ' The Project Engineer and City of Yelm shall inspect the temporary erosion control facilities; construction entrance, sediment .traps, and erosion control barriers prior to commencement of construction. During and ' following construction, the Engineer shall inspect the construction of the permanent stormwater facilities and report to the city his findings as to performance and operability of the completed system. VIII. Bond Quantities Worksheet Drainage Construction Estimate ITEM UNIT UNIT COST AMOUNT 1 CB Type 1 5 Each $ 750.00 $ 3,750.00 8" PVC ~ 37 L.F. S 6.00 S 222.00 8" PVC Pipe w/CDF 145 L.F. S 12.00 S 1,740.00 10" PVC Pipe 38 L.F. $ 9.00 S 342.00 10" PVC Pipe. w/CDF 1.60 L.F. S 18.00 S 2,880.00 12" PVC Pipe 115 L.F. S 12.00 S 1,380.00 Wet Pond A Lump Sum S 750.00 S 750.00 Wet Porid B Lump Sum $ 8,600.00 S 8,600.00 Infiltration Trench 75 L.F. S 33.00 $ 2,475.00 Infiltration Porid 1 Each $ 2,600.00 S 2,600.00 TOTAL: $24,739.00 IX. Operations and Maintenance Plan The Operation & Maintenance of the onsite drainage facilities is the responsibility of the property owner. The system includes catch basin piping systems which collect and discharges stormwater to wet ponds, which in turn discharges stormwater to infiltration facilities being either pond or trench. Each portion of the system requires maintenance specific items for inspection, which are: 1. Catch Basins 2. Inlet/Outlet Piping 3. Wet Pond 4. Infiltration Pond 5. Infiltration Trench Each of these items requires inspection and maintenance in accordance with the attached Attachment "A" Schedule. Page 9 L' e t i INSTRUCTIONS The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Let us know if there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: (1) Monthly from November through April. (2) Once in late summer (preferably September). (3) After any major storm (use 1-inch in 24 hours as a guideline), items marked "S" only. Using photocopies of these pages, check off the problems you looked for each time you did an inspection. Add cornrnents on problems found and actions taken. Keep these "checked" sheets in your files, as they will be used to write your annual report (due in May). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. You may call the jurisdiction for technical assistance. Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem. ,. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Infiltration Systems ~ Frequerwy I Drainage System ~ • Problem Condnione to Check Far CandAgns That Staukl Fxist f Feature M,S General Trash & debris See Maimenance Checkfst for Ponds. Sea Maimenance Cheddist far Ponds. buldup in and M Poisonous vegetazan See Maimenanca Checklist for Ponds. See Maimenance Checklist for Ponds. M.S Fre hazard or See Maimenance Checlklist tar Ponds. See Maimenance Checklisfior Ponds. pollution M Vegetation not See Maimenance Checklist tar Ponds. See Maimeriance Chedkfist for Pdnds. growing ar rs overgrown M Rodern holes See Maimenance Checklist for Ponds. See Meirnenanca Chedkl"rst far Ponds. M Insects See Maimenance Chedklst for Ponds. Sea Mairnenence Checklist for Ponds. A Storage area 5edimern buildup m A sad texture test indicates facility is not working az is Sedimem a removed and/or facility s cleaned so system designed caoaoiiiees or was mcdrrecty desgned, than infihraztan'system works accoromg ro desgn. A sedimem trapping area s installed to reduce sedimem rcansoort rmo mfihradon area. A Storage area drams A sod Iexlure test indicates facility is not working az its Addrtianel volume is akided through excavatan ro slowly furore than 48 designed capabiiides orwas incorrectly desgnad. provide needed storage. Soil is aerazed am hdursl or overrtaws rototilled to improve drainage.. Conact the Chp for mtortnazian on rts ragrnremens regarding expavatidn. M 5edimern trapping Any sedimem and debts tilling area td 10q of deom Clean out sump to design depth. area from sump hondm td boddm of outlet pipe dr abstrucung flow inro rho connector pipe. One Time sedimem trapping Sronnwazer erners mrihraiidn area direafy without Add a tra~ing area by constructing a sumo for area not presern treazmem. settling a solids. Segregate sealing area from rest of facility. Contact CrN tar guidance. M Radk fibers sedimem aril debns By visual irispection lisle dr no wazer flows through flher Replace gravel in rock filter. dunng heavy rain storms. fl you are ursure whether a problem axes, please contact the Jurisdiction and ask far technicar assistance. Comments: xe~ A =Annual (March dr April preferred) M =Monthly fsee schedule) S = Aher major storms e i 1 1 1 H I IHI~I'1MCIV I /-~ (truly I ItvuLU) Maintenance Checklist far- Ponds Frequency Orairsage System ~ f ` Problem Condrtwns to Check For Condaions That Should Exist Fannuw r M:S General Trash 8 debris buildup Dumping of yard wastes such as grass clQprngs and flemove trash and debris and dapple as in porxl. branches irno basin. unsxfMty accumularwn of non- presdnbed by Ciry Waste Management Secton. degraaable marenals such as glass. plastx:. metal, loam. . and coated Doper. M.S Trash reds plugged or Bar screen over arnlet more than 25Y covered by debris Replace screen. Remora trasft and debris and missing ar mssmg, dispose as prescnbed by Ciry Waste Management Section. M Poisonous vegetarbn Any poisonous vagetaran wnx:h may constitute a hazard Remove oosonous vegetazwn. Oo not spray b the puhl~c. Examples of ppspnous vegetazwn include: chemrrrs on vegetazwn wmtout obtaining taruy ragwort, poison oak. lunging nenles. devrisclub. guidance from the Cooperazroe Fxtensan Service and approval from the City. M S Fire hazard ar pollmwn Presence of chemicals such as natural gas. od, and Find sourws of polhmon and eliminate them. , gasoline, ohnoxtpts cover, odor. ar sludge notes. Water is tree from notweable cobr, odor, ar cdrnammazwn. M Vegetation nht growing Far grassy ponds, grass cover s sparse and weedy or is for grassy ponds. seleatvery tne[cn, aerate, and pr ~s overgrown overgrown. For wetland ponds, piarns are sparse or reseed ponds. Grass cutting unnecessary unless irrvasrve species are presern. dictazed by aesmetxs. For vrettand ponds. h~nd- plarn nursery~grown wetland plains to bare areas. Cdntact the Cdopereove Extensnn Service for direcpon an trriasrve spectes such as purple bosastrde and reed canary grass, Pond 6atroms should have undone dares coverage pf desired plain SpeCle9. M Radem holes Any evxflinca of rodem holes d faculty is acong as a dam Roderns destroyed and dam or harm repazred. pr berm, or arty ovrdence of water pQtng through dam or Contact 1h0 Thurston Coumy Heats Department bens via rodem tales. for qutdartce. M Insects When insects such as wasps and homers interfere with Insects desaoyed or removed hom site. Contact maintenance actrvrttes, ar wren mpsquitpes became a Cooperartve Extenswn Service for guidance. nuisance. A Tree growth Tree growth does rat avow marrnertance access or Trees do not hinder maimenarx:e activities. irnerferes with maimenance activity li.e., slope mowing, 5elecuvey cuhivate trees such as skiers far sih removal, dr equQmem movements). v trees are not firewood. ' irnerferfng whh access. leave pees oboe. ' M Side slopes of pond Erosbn on berms dr az Chetas around inlets and atnlets for signs of erosion. Find causes of erosion and eliminate them. Then ' arnrancelexR Check 6enns for signs of sliding or settling. Acaon s aed by using appropriate lopes should be stebil needed where eroded damage over 2 inches deep and eroswn cornrol measurelsl; a.g., rock where there is potential far cornrnued erosbn. reintorcemem. plandnq of grass, compactbn. M Storage area ~ Sedimern buildup in Accumulated sedimern that exceeds ifi'f, df the Sedimem deaned out to designed pond shape and ppnd designed pond depth. 8uned or Parttalty hurled outlet depth; pond reseeded tl necessary w camrol swcturs prohahy utdtcates sx3nrcx;arn sediment erosion. deposits. A Ppnd dices Settlemerns Arry pan of dice which has senled 4 inches lower than Dice shoukl6e buih back ro the design elevation. the design elovazbn. A Emergency Rods missing Only one layer of rock exists above nazive soil in area 5 Replace rocks to design standards. overfbwl square feet pr larger, or arty exposure of nave sdiL illwav One Time Emergent/ Overflow missing Side of ppnd has no area veldt larva rocks to harxile Contact Ciry far guidance. overfbw/ emergency overfbws. spilMray v you are uroure whether a prohlem exsts, please contact the Jurisdictbn and ask for technical assstance. Commons: Kev A =Annual (March or ppnl preferred) M = Mpnthy see schedule) S =After major slpnns 1 ATTACHMENT "A" (CONTINUED) ' Maintenance Checklist for Control Structure/Flow Restrictor (structure that controls rate at which water exits facility) i Drainage Systems Conditions Ta Cdndrtions That Freduerxy Feettrre Proolem Chedt For Should EtiBt M SbU~ro Trash ~ dehns Distartte between depre buildtn and hoaom dl ordke .All tram and deons removed. (includes plain is less man t'h test. sepimarn) A $wcturdt 5wauw iv ndt securers apacned to manhole wad and SWcturo sectusty apacaed td wall and dudes pee. damage outlet pipe stnrcntrs shduW stnport arteast t .000 pounas df up or dawn pressure. A Swcture a not m tangm posmdn lalbw up to 10'Y from SWCtura.in correct posmon. plumdt. A Conrtectans to dudes poe are not warerttght and show Connectbns to awes pne ors warerttgrtC swtaure signs of rttst. repaired ar reputed and wants as designed. M Any holes-other than designed holes-in me swcture. Swctura has ro holes otherthan designed holes M,S Caanout Damaged ar Cleanout gate a rat wazertigM or s missing Gate is wazemght artd works as destgrted. gaze . miming A Gate cannot be moved up and down by one mauttenartce Gate moves up and drt+m easily and s watenght. person M.S Chain leadatg m gate a missing ar damaged Chain s in place and works a9 designed :. A Gate is rusted aver 5091: of its surface area. Gate is repaired dr reblaced to meat design stardanis. M,S Cbswabre Any trash, debts, sedimerd, arvegetation bbcking me ' Plate s free df ao abstrucdore and mtrkv as designed _. plain. M.S overflow Poe Cbspudiore c Arty trash or.debds bbcSdng (or havutg the potemial of Pia is free df all abstrtx:dons and works u designed hbtking) the averdaw pipe. C you era unsure wiiedter a problem exsts, please coma the Jtuisdici'an and ask lar technical assistance. . Commentx Kev A =Annual (faardt a April prefartsd) M ~ Momhly (see schedule) S = Afmr major storms