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Drainage and Erosion Control Report1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 R E C ~ j'~ ` D ~u~ ~z ;31001 'I'~VII~~'A C EI'I' IJNIl~ Y NC I~rair~age and Erosion Control Report Proponent: Jeff Kennedy, COO, Senior Vice President TwinStar Credit Union PO Box 718 Olympia, WA 98507-0718 (360) 357-9917, Ext. 4402 Prepared By: Robert E. Tauscher, P.E. 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 July 2007 ~. Z'A)f~I.E ®F C®l~TTEl~TTS 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 1 2 2 2 4 4 4 4 5 5 i t PR®~CT EI~TGd1~TIEER'S CER'I'~I~CATE "I HEREBY CERTIFY THAT THIS PROJECT, TWINSTAR CREDIT UNION, YELM, WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION AND MEETS l~~~tIMUM 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. TwinStar Credit Union Drainage and Erosion Control Report J WM&A # 05132 ~U1VAL~- ~ rr~~ `~~~~07 EXYIKF.~~ 0:'(Y7' jfp ®~® 11 CI' 'I'WIIVSTAIa CREDIT iJNI®N XEI.IVI, WASIIINGTON DRAINAGE AND EI2®SI®lv ~®NTIS®I.~ IMP®IZT' PART I. DRAINAGE REP®RT This report has been prepared as part of the requirements for building and site improvements for the subject site end in accordance with the "Stormwater Management Manual for the Puget Sound Basin, " 1992. Secti®n 1- Pr®ject Descripti®n: 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. Secti®n 2 -Existing C®ndati®ns: Section 3 - Infiltrati®n Rates/S®ils Rep®rt: The site is developed with a building, .parking lot, and drive through teller windows. 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, 1996, by Pacific Rim Soil & Water for the original site development). The .percolation rate used for design was 10 inches per hour. Secti®n 4 -Wells and Sewerage Systeans: 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 Tanks: 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 Description: 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. Ffl d 100 Y 7 i S ear : oo - ect o® The subject parcel is not within the 100-year.flood zone. Section 8 -. Aestflaetic Conside~tions: ' 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 1 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 - F~cifll$y Sizing and ~®dvnStrCaFn AaaaflySHS: 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 summarizing the site area and pond volume characteristics are included in Appendix B P®S~' DEVEL®I'11~P1~' SI~'E CIE~ARACTEfl~STICS ' Total Site Area 2.19 Acres Pass-Through Drainage Area 0.0 Acres Area Tribut to Facility Including Offsite (Acres): 2.19 Acres ~'Y Total Onsite Area Tributary to Facility (Acres): 2.19 Acres 2 TwinStar Credit Union Drainage and Erosion Control Report JWM&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 Crroup "A" Curve Numbers Impervious Areas 98 Pervious Areas 80 1.19 Acres 1.00 Acres 0 Acres 2.19 Acres SYS'I'Ell~ Ii~NII~11iJNi )~Q~JIREINI(>C1V~'S Basin 1 Total Area Tributary to Facility (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 4S7 CF. The design infiltration rate is 0.17 CF5 with the gallery bottom of 624 SF and S77 CF of storage volume provided in the gallery. 1 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,OS7 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. Sects®n fl0 - C®venants, Dcdncafl®ns, Easeanengs: Operation and maintenance of the stormwater ponds will be the responsibility of the properly owner. Sectnon 11- Aa~icles of Incoe~p®ra~aon: The parcel is privately owned, Articles of Incorporation are not required for the proposal. TwinStar Credit Union 3 Drainage and Erosion Control Report JWM&A # 05132 PATt'T' TI. EIt®SI®1`T, C®NTR®I, ~1'®>t~"I' 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. S. Once disturbed surfaces have developed suitable groundcover, remove perimeter silt fences. Section 2 -'T'rapping Setliffient: 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: Filt r Fabric Silt Fences ma be located down-slo e of all earthwork that ma ose a ® e Y P YP 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 tire 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 - Per~xaanent Ea-osion Control: The following measures will be taken for soil stabilization to minimize the amount of sediment-laden runoff entering the stormwater system and adjacent properties. TwinStar Credit Union 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 i stormwater system and development of landscaping or grass groundcover on all unpaved disturbed areas. Section 4 - Geoteclanical Report: ' There are no other incipiently unstable stonnwater related conditions within the project site, hence; no other additional soil investigations or analyses are planned. ~ Section 5 - I~aspection: 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 stonnwater facilities described above: 1. At completion of rough grading. 2. At completion of paving, fine grading, fertilizing, seeding, and mulching. Section 6 - Control of Po~utants ®t1Ber Tiaan Sedi~emts: As the subject site develo ment will consist of commercial use it will most likel not J P ~ Y 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 penods dunng the construction of the parking lots and stonnwater facilities. Care will be taken to minimize 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 stonnwater 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. TwinStar Credit Union Drainage and Erosion Control Report . JwM&A # 05132 ~~~1®~ t~ ®~ls i® SOIL SURVEY OF THURSTON COUNTY, WASHINGTON -SHEET NUMBER 24 .. i>r ~~rSs~ ,,,ad'`?A~ L'J(? 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Washington Included areas make up about 10 percent of the total . acreage. 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. In most years irrigation is needed for .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 1 10. 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 cutbver areas. The seasonal high water table inhibits root respiration and thus results in some seedling. mortality. When openings are made in the canopy, invading brushy plants can prevent the establishment of planted Douglas-fir 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. Also included are small 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 capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly as hayland, pasture, or cropland, as a site for homes, or as a source of gravel. It is also used as woodland. The main limitation affecting hay and pasture is the low available water capacity. Proper grazing practices, 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. ,.:}; ,~ 90 Sc 1 Sprinklers can be used, but a slow application rate is This map unit is in capability subclass IVs. needed to minimize runoff. The amount of water applied ' ~ should be sufficient to wet the root zone but small 111-Spanaway gravelly sandy loam, 3 t~ enough to minimize the leaching of plant nutrients. The percent slopes. This very deep, somewhat e: application rate should be adjusted to the available drained soil is on terraces. It formed in glacial water capacity, the water intake rate, and the needs of and volcanic ash. The native vegetation is m~ the crop. Animal manure can be applied periodically grasses, ferns, and a few conifers. Elevation i during the growing season. Areas that receive heavy 400 feet. The average annual precipitation is applications should be harrowed at least once a year. inches, the average annual air temperature is This unit is well suited to homesites. Pebbles and degrees F, and the average frost-free period i cobbles should be removed, particularly in areas used 200 days. for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental Typically, the surface layer is black gravelly loam about 15 inches thick The subsoil i d trees. Mulch, fertilizer, and irrigation are needed to . s ar yellowish brown very gravelly sandy loam abo establish lawn grasses and other small-seeded plants. inches thick. The substratum to a depth of 60 ' The main limitation affecting septic tank absorption more is dark yellowish brown extremely grave fields is a poor filtering capacity. If the density of Included in this unit are small areas of Alde housing is moderate or high, community sewage soils on till plains and Everett, Indianola, and I systems are needed to prevent the contamination of soils on terraces. Also included are small area water supplies caused by seepage from onsite sewage Spanaway soils that have a stony sandy loam disposal systems. Cutbanks are not stable and are layer and small areas of Spanaway gravelly s~ subject to sloughing. that have slopes of 0 to 3 percent. Included ar Douglas-finis the main woodland species on this unit, up about 20 percent of the total acreage, Among the trees of limited extent are Oregon white oak, Permeability is moderately rapid in the subs lodgepole pine, and red alder. Douglas-fir and Scotch Spanaway soil and very rapid in the substratur ' pine are grown on Christmas tree plantations. On the Available water capacity is low. Effective rootir basis of a 100-year site curve, the mean site index for is 60 inches or more. Runoff is slow, and the f- Douglas-fir is 140. On the basis of a 50-year site curve, water erosion is slight. it is 108. The highest, average growth rate of an This unit is used mainly as hayland or pastu unmanaged, even-aged stand of Douglas-fir is 145 site for homes, or as a source of gravel. It is a cubic feet per acre per year at 65 years of age. as woodland. This soil is suited to year-round logging. Unsurfaced d The main limitation affecting hay and pasture ' roa s and skid trails are slippery when wet. Logging low.available water capacity during the growinc roads require suitable surfacing material for year-round Proper grazing practices, weed control, and fer use. Rounded pebbles and cobbles for road needed to ensure maximum quality of forage. F construction are readily available on this unit. grazing helps to maihtain the quality of forage. Disturbance of the protective layer of duff can be mowing helps to maintain uniform growth, discc minimized by the careful use of wheeled and tracked selective grazing, and controls weeds. Animal r ^ equipment. can be applied periodically during the growing ; Seedling establishment and seedling mortality are the Areas that receive heavy applications should bi ^ main concerns in the production of timber. Reforestation harrowed at least once a year. In summer, irrig can be accomplished by planting Douglas-fir seedlings. needed for maximum production of most forage If the stand includes seed trees, natural reforestation by Sprinkler irrigation is the best method of applyir Douglas-fir, Oregon white oak, and lodgepole pine The amount of water applied should be sufficiei occurs periodically in cutover areas. Droughtiness .in the the root zone but small enough to minimize the surface layer reduces the seedling survival rate. When of plant .nutrients. openings are made in the canopy, invading brushy This unit is suited to homesites. The main lirr plants can delay the establishment of planted Douglas- is the slope. Cutbanks are not stable and are s~ fir seedlings. ~ C sloughing. A plant cover can be established anc ' ommon forest understory plants are cascade maintained through proper fertilizing, seeding, n Oregon-grape, salal, western brackenfern, western and shaping of the slopes. Pebbles and cobble swordfern, Indian plum, and Scotch-broom. be removed, particularly in areas used for lawn: 1 1 1 158 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 1=,. 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 nonplastic: many fine, medium, and coarse roots; 25 percent pebbles; strongly acid; clear smooth boundary. Bw-15 to 20 inches; dark yellowish brown (10YR 3/4) very gravally sandy loam, light olive brown (2.5Y 5/4) dry; weak fine subangular blocky structure;. loose, very friable, nonsticky and nonplastic; many fine, medium and coarse roots; 55 percent pebbles; medium aciq; 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 horizpn has hue of 10YR or 7.5YR, value of 3 or 4 when dry, and chroma of 1 or 2 when moist or dry. It is medium acid or strongly acid. The Bw horizon has value of 4 or 5 when dry and 3 or 4 when moist. It is very gravelly Sandy loam, very gravelly foam, or extremely gravelly sandy loam. The C horizon has hue of 10YR or 2.5Y .value of 5 or 6 when dry and 4 or 5 when moist, and chroma of 3 or 4 when dry or moist. It is extremely gravelly sand or extremely gravelly loamy sand and is slightly acid or neutral. Sultan Series The Sultan series consists of very deep, moderately Soil 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 5 degrees F, and the average frost-free season is 150 t 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 t southwest corner of sec. 16, T. 18 N., R. 1 E. Ap-0 to 7 inches; dark yellowish brown (10YR 3/4) s loam; brawn (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 anc medium subangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic; man 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 loan grayish brown (2.5Y 5/2) dry; common fine prominent red (2.5YR 5/8) mottles; moderate fine and 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 fine 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 Piave chroma of 3 or more are at a depth of more than 20 inches. 1 r~ 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. Cg 1-7 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 when 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 aver glacial outwash. 51ope 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 nonplastic; 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 nonplastic; 30 percent pebbles; many fine; medium,. and coarse roots; many very fine tubular pores; medium acid; clear smooth boundary: Bw1-1 1 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 nonplastic; 30 percent pebbles; .~ ;. Lisp P.aL:1,ZZ1 2Q3 FOl'RTH AVCNI'E EAST Sl'ITE . ~ l OLY~Q'IA, WASHINGTON ySjUl VOI('E: 13601 ~?-(-()?-tfi F;~x: (360) ~~-(-90~i Li Curt Heinold Howard Godat and Associates ?708 Westmoor Court Olympia, W'A 98~O? October 13. 1996 Report File Number: G96-O l ?= Report Subject: Soil assessment for storl-nwater facility design. Location: Study site is located south of Yelm Avenue_ near the intersection of the hi~~hwav and NW Mountain View Road., in Yelm: within the NW '.%~ of Section ?~, Township 17N; Range 1 E, in Thurston Counn'. Soils were assessed September ?6, 1996 by Lisa Palazzi, (ARCPACS certified soil specialist). The intent of this work r,~,~as to assess on-site soil conditions that would affect stormwater facility design. MAPPED SOIL SERIES DESCIZ.IPTI~NS: According to the Thurston Counts' Soi] Survey, the following soil series is mapped on or near the site: the Spanawav gravelly sandy loam. (classified as a sandy-skeletal, mixed. mesic Andic Xerul~nbrept'); and the Spanaway stony sandy loam, (classified as a sandy-skeletal; ITli~ed, mesic Andic Xerumbrepr). The Spana~vay gravelly sandy loam soils are mapped onsite and commonly mapped across the across the surroundin!J area. The Spana~uay stony sand~.• loam soils are mapped off site to the west and the south. Please refer to the attached soil Trap for details on soil map unit boundaries. For your information_ standard characteristics ofthe mapped soil series are described in ~ 5unds-;kelanil. mixed. mesic ,'\ndic terumbrcnt. ecnenill,~ mranine the soil hax minunal hon~nn dccdnument i.cpu. h:u a ,lark-cuh,r~•.i. Ire„ hale ;aturuinn surrice honzon ~ um~r ~. has ,le~:eiopetl undar contlitiuns of •.cinter prcemiunion anal ;ununrr ~ri,nght i,xen. has ~•h:m:cterishrz aurihutc~l to eolcanic tlupnsit, : an~lic i. ha+ a mcstc temecmturc reeime ~.mwn annual tamperutttre.runges ti'um ~'tu I j ' C l a' jt~' F ~. has n~~ soceilir mineralugic source ~.tniza:l7. has I ;-jite„ sme! M~ wcit~ht anJ greater than ?~"S. coarse I~a~ments hr' ~.~,lunu I,and•.-r:kc!ctal ~ san.lc-..keletnl. mixc,:. mesic ;lndic xcnnnhrcut. eenerallg meaninL the ,oil ha; minimal huriron ~la,elupmcnt t,~ptt. ha; a dark-a,lurc~. In„ hu.;o stuuruUun surGtce horizon tumor. ha; dc~rluped un~er con~litinns n(„inter precipilatiun anal summer dmucht lxcr ~, ha. characteristic; attributed to ~ olcanic ~cuusits ian~k), ha; a nustc tcmper:uure rcetnx t mean anntwl temperature ranges Font ~" b, t j"L i,a"- j`~" l ~. hug n:. >pecilic minaralu~ic .nun:e i mixed ~. h:u I j-jit"•., :;mom h~.::eight ar,,l re:uer th:m ?? !S. coarse Gaemerts oc"coluntr ±sanJr-skeletal?. Page 1 APPENDIX II. Ptease note that the SCS soil series maps and descriptions characterize expected characteristics in only the top 60-I00 inches of soil. fiurthermore, 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 GEOIVi<ORPHOLOGY AND SOILS DESCRIPTION The approximately l,~ acre site is located next door to the Yelm Elks Club, south NW Yelm Avenue (Yelm Hiahwav); near the intersection ofNW Mountain View Road and the hiahtivav. The site is' undeveloped at this time, but up until recently had a housz and aaia~=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-fir, and pine. It is proposed to build a Twin County Credit Union facility on the site. The proposed stoneswater system includes swales in the parking area that drain to an infiltration pond at the ' southwest. corner of the site. Site topography (provided b_y the client) is quite flat elevations ranging from 3~~1 to 34~ 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 ofdark-colored, very gravelly surface soils overlying extremely gravelly subsoils. The rocks belotiv 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 2~1 inches are expected to percolate at rates in excess of 20 inches per hour. I hope this report provides enough information to proceed with project planning. Please tail if 1 youu have an_y questions or require additional detail or clarification on any of these issues. ar>/~~ /}01u, ~~ Lisa Yalazzi ~ARCPACS certified soil specialist ' Certification 3313 1 Page ? u 1 i~ n 1 1 1 1 1 1 1 1 APPENDIX I Pit 1 Hotiz bath Cal CF Tit Struc Pcrc' Mott Roots OM %C A 0-?~ IOYR2/3 ~0 VGrSL WMG G-ZO"' U ~1F G <LU B ?4-~0 '' S/4 8U='~° XGrLS SG 20+ 0 CF a <10 C 1 SO-77 4/3 80~t'`° ~CGrLS SG 20+ 0 FC <? <) 0 C2 77-87 ~/3 80=°`° XGrLS SG 30+ 0 -- <3 <l0 Spana~ca} soils. Rocks belo«• 77 inches are din stained fold'') ' the supc~cript number n-presents the estimateQ singleaiEit pers~latiun rate fur that particular soil pit horizon. Page 3 0 0 D ' APPENDIX fI S~ 4i~1AiY~Y SERLES The Spanaway gravelly sandy looms are very deep, somewhat excessively drained soil on terraces formed in glacial outwash and volcanic ash. The top 20 inches are expected to be very dark-colored Gravelly to very gravelly looms and sandy loamy. Subsoils are, expected to be extremely gravelly sands. In some areas, these soils can also be verv_ stony (rocks lar~~er than 10 inches in diameter). Soil ercolation rates are ex ected to be moderately ra id (2-6 inches er hour) near the surface P P P P ' and very rapid (greater than 20 inches per hour) in the extremely gravelly sand•substratum. These soils are used mainly as havland, pasture, or cropland, as homesites_ or as a Gravel sours.:. The primary limitation for an_v vegetation-related use is the very low ~~~ater holding capacity in the subsoils. y The volcanic ash influence in these soils may be evidenced by fine-textured 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. The main limitation for septic system (or starmwater 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 andlor pressure distribution) are encouraged to avoid contamination of ground«~ater or nearby wells. Grass-lined ' svvales or sand lined ponds may be encouraged for pretreatment of storm~vater prior to . infiltration ' SP~,i~i~-.W~,Y S~itIES The Spanativay stony sandy looms are very deep, somewhat excessivel~• drained soil on terraces formed in glacial outwash and volcanic ash: The top 16 inches are expected to be black stony sandy looms underlain by 6 inches of very dark brown ~-avelly 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 (2-6 inches er hour near the surface . P P P P and yen,- rapid (greater than 30 inches per hour) in the extremely grati•elly sand substratum. These soils are used mainly as havland, asture, or cro land, but are Greatly limited by the stomp P P ,. surfaces. They are well-suited to homesites, but landscaped areas will require surface stone removal. The primary limitation for any 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 .. ... t t 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. 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 cia_y content. Community sewer systems or alternati~~e septic systems (usually sand filter and/or pressure distribution) are encouraged to avoid contamination of groundwater or nearby wells. Grass-lined. s~vales or sand lined ponds may be encouraged for pretreatment of stoneswater prior to infiltration. Page 5 0 ~j 0 1 r~ 1 1 APPENDlt 111 DEFIN1TlONS Column Headin!~s: Horiz =horizon: This ~~-ord refers to the horizontal bands of soil tha[ form al various depths from the surface as a result of either acctunulation.of orgatuc materials or lcaelune ol'clacs and salts b~ cater. "A" horizons generally have an accunullption of orgm~le materials. "B" horizons generally ha. z an acctanulalion of cla~~s or saps. "C" horizons arc ecneralh~ either undifferentiated parent material or arc bclow• the zone of major biological activih~. .a small letter follow~ilt~ the capital letter pro~•idcs additional irtlormation. "B~+" describes a "cambic" or barcl~~ de~~eloped B horizon: A "cw". "cs" or "ci" alier a B or C describes a Itonion with w~cak cementation. stron~~ ccmen[ation. and induration respccti~~ch~. An "r" alicr a B or C indicates that [hc horizon [s dominaied b. saprol}•te- which is rotten rock -- i.c. rock that !s so decomposed that it is almost soil. .fin "R" alter a C indicates that the C horizon is prcdominanth hard. undecomposed bzdmck..-~ "„' in front of a B or C horizon indicates that the suhs~~ils have a different parent material than the o~°erlving soils. Dpth = depth: ~SIC~S LI1L' dlSlanCC Isom the surl~cc for !hz lop and bottom of~ach horzon. Col =color: gives a Munscll Book color chip code. The 1~lunscll color codes !example: I i)YR ?~-t) give inlormauon on the hue 1 It)ti•R:. value i31. and chroma tai of the soil Soil color can be used to inter parent material. percent oceanic content. or soil dralna~~c characteristics. Foresmtitilc. soils w~itit both lo..' chroma and ~~~luz tzxamulc: 1 ~l"R ~'_1 are vzn dark-colored and tend v? hay •: high or~?anic matter contents: soils ~~uh a ~lunsell chroma codz of''_ or less tc~amplz: I UYR %r_'1 ma. bz poorly drlmed. The following valueichrome color codes correspond to the following soil color names Cor the rno most commonly used Hl_'E pa ~zs 1QYR and 3.~~~': lOYR HL~E COLOR N.~1~,•lE 1 .-;LL~E;'CHRONL~ ~.~Y' HL~E COLOR V.A\-1E 1'ALL`E.-CHROhLa ~ white Hr l . Y~ 3 w bite i/'lir. 8. _' light !~rav 7/ 1. % ? li~~ht eras v ~~. 7:~~ eras' v G/ l . ; ~ I ~ ar N (i/. L ? ~~ I dark gra~• ~l/ l dark gray N-!% ven• dark ,ray 3.1 vcl~ dark gray ti:: black ?; l black ~?.' vzry pale brown 3/.. 3%1.'~=. 7;~ pale yellow 5r-t. 7.'1 light brottittish ~~rav !,/~ light brownish gray h%~ V ~ ~ grayish brown ~%~ I dark ~~ravish brown ~/? dark ~,racish bro~~ n 1 1 ? ~ vcn dark ~~ra~ish bro~~n ~!? vcn~ dark ~~ra~•ish brown ~~~ vzn~ dark brown ?/~ li~~ht, brownish ~~ra_~ 6; ~cllow ~;b.li~tc.7'(,.7~K. gravishbrown ~~? pglz brown (ii? dark gray ish brown -I%~ i' brown ~~ yen dark grayish brown ? ~ dark brown ~i=.. ~ . pale ±zllow I 8,'~. ; ~ Ii~L•t ~-ellowish bro~~n ~i-t li~~ht ~~zllow~isi[ brown 6i-1 brownish yellow 6ih_ t,r~ light olive brown I ~/-l. ,.i, •:ellowish brown ~%-4. j~ii, ~: ~ oli~c brm.rn ~:-t dart: ~ elfow ish brown ~/-{, l; i;. ;: ~.:;'r, , cllow ~; r,, ti ~;, ; t~. 7; 5 olivz yellow ~/h. G'3 Txt =texture: describes the rclativz dominance in sire ofsoil particles smaller than ' mm diameter. Viand. silt. and clay arc the three site classes with s.'tnd being lar~zest vtd cla~• bcin~ smallest. Thz texuUal names arc applied based on the ~~ci~~ht pcrcenta~~c ol'sand i S 1. silt tSi J. and clam (C i. The field zstimate of percent =and. silt and clay arc given with the texulral name. CF = percent coarse Fragments. Coarse fTa~*mcnts are defined as am~ mineral froenunt in the soil greater tJtan 'mm diameter. !f needed. coarse lia!mtents are also dcsclibed in terms of various sire classes -- gray cl. cobble. stone. etc. Abbreviations associated with CF percentages will be: Co = cobble Icearse fra~tncnts >= "diantetzrl. Cn = concretions !small. round pebble-like tramtznts tornted b~ soil minerals dissolving and then ro-prccipitatinx). [t no abbr,:vialion is included. assume that the percatt CF is dcscnblm~ gra~•els (coarse Fraements'3mm and <~" in diameter). Pa~_>e 1 If coarse fra~rtent content is expressed as l ~-3~ pcrccnt. the line fraction (soil panicles less than ' tam diameter! textural calf is modified and del-tnedas t,~•avelly (i.e. gra+•clh~ loam or gra+~ellj silk cla}•): $~-(i' percent is +en gra+~cll.•: greater than (i~ percent is defined as cxtremel+• ~ra+~elh~. Stntc = stnteture: describes the shape and size of the natural soil clods. Soil ++-ith strom~ stntctur~ is generall+~ considered to be stable and ++•ell de+cloped. Soils that are periodicall+• disturbed generalh• ha+•e pour structure Fine texnred sails ++ith ++•eak stntcutrc often ha~•c poor percolation capabilities. 0~~~[ =percent organic matter. In mineral soils. organic matter decreases ++ith distance tram the soil sutiace. Lo++ pcrccnt,:.=es t ?"•~~ or less i at the surface can indicate erosion problems. Increased perccnta~es belo++ the surface can indicate a buried surface t fill on the sttri:acc). Orsanic matter impro+•es stnteture and fertilin Surface Off":~ in mineral soils ram~cs I"tom ~ to 30";~ 1L'hen C1!~4":~ is ~~rcater than 3p9S~. the soil ma.• be classilicd as an organic rad~cr than mineral soil. This is ecneralh~ indicmi+•e ol'saturated andiar cold conditions in the soil. Reot =rooting depth: can be used to locate la+~ers in the soil that ma+~ restrict eroath .x ++•atcr morement. Mott = nwtdcs~ arc an indication shat dtc soil goes through altcmatin ~ periods ol'cxtcrtded saturation and dn•in~. Pcrc =percolation rate. The percolation rate is an estimate of inches per hour ++ater percolation through the soil. The ranee in i percolation rates as de+•iscd h} die SCS arc as follot+~s: Class Estimated inches/how' Ven slo++ less than i).Ur, Slo++ 0.06-!).' Vloderatch• slo+c 0?-U.6 Ylodcrate !)•~-~ !~ Moderatel+• rapid _.0-6.0 Rapid 6.0-'_0 Ven• rapid more than 2U The field zstimate is made based on soil texhtre. percent coarse Fragments. and other soil feattres- such as indication of cementing and the presence of mottles. T_+po =soil hpe~ as defined in Articic IV. Rules and Regulations of die Thurston Countt' Board of Health Go+~eming Disposal of ' Se+cage (same as State definition). These. ~oupings ha+•e been rccenth re+~ie++ed and re+iscd at the State lc+el. but in general indicate soil texntre and rclati+•e percent oFcoarse fragments n~ith the T+pc I soils bzine the most coarse-textured ++ith thrhighest coarse fragment percentage and the T+•pe 6 soils being the tlnest tcxuted. Similar to soil percolation rate estimates, the Feld hpine estimate is based on interpretation of effzcts of soil texhtm. pcrccnt coarse fragments. and other soil features- such as indicanon of cementing and thz presence of mottles. (n gencraL soil t~pc l is too coarse texured to allo+r For a standard desi~m. Some pre-trcatmem daiL_n is. used. then the native soils are used !or disposal of the treatred zfl7uent.: Soil types =land -t arc generall+ preferred. althoueh some t~pc -1's ma+ b~ limited to some ' decree b+ slo++ percolation: t~•pe ~ soils percolate +en slo++l+• and are generalh Icss dcsireable due to hon~ easil+ the are h+~draulicalh~ o+'erloaded, but mound or pressure distribution s~•stcros can be used in some cases to compensate tar [hest limitations: npc (i soils arc unsuited due to minimal percolation. I 4..C =Percent cla+~ content a5 estimated using hand-texture techttinues in the licld FIELD D.;T.~ .~,68REV1.-LT(O~:S Tcxutrc codes Roots ~.~lottles Stntcturc L = Loamt+) First letter First letter SG = stmle 2raincd or loose. Si = Silu+ t ~l = flan. ~l = ~lan+ no structure S = Sandi[) ~ C =Common C =Common ~~IS = :~lasst+a. mcanine no C = Clacte+~)x F = Fe+c F = Fe+t stntcutr~. but nut single gamed F =Finc Second Icttcr Second letter First letter rcprescnls the Gr = Gra+clh F =Finc F °Finc strengnh of the stnteture \' =Yen' ;~l = ~(cdittm ~9 = ,L~ledium LL~ = LL`cak = Ex[remcl+ C' =Coarse L =Large ~I = ~lodcrate Co = Cobblr Third Icttcr• S =strong Page ? (* C in front of F =Faint Second letter represents the LS or SL stands D =Distinct size of the structural unit for Coarse) P =Prominent F = Finc Vt = ~lcdium 1 C =Coarse Third letter group represents the shape of the stntetural unit SIB = subangular blochi - .~B = angular block+• G = ermwlar P! =plate im~ +rcre established in con crati+~n These t + S+stem T Gb' i Ili t i?~ t1 ~C ' ~' " Stream T+•pe = _ p p . +p ng cr a - . . _ - _ stream t~ pe: as defined in 1 ' ~ • ildlili:. the Dept. ot Ecola_~~. and ~~ bcn+z~n the Deot. o1•Vauu•ai Rzsotuczs. fife Dept. ol'Fisheries. the Dept. ul in consultation tsith atTtxtcd Indian ttibes. The tzsults arc a+•ailablc across the counter at DNR ::\•1ap and Phnt~ Sales. The current stream t+pc definitions arc as tolloa•s tparapi~raszd from the 1~~AC code dcsenptionsr Stream T+~~c Typical charactcnsucs I :all shociines of the state,. as dctined under RC~'i' ~)O.~K. ++~ithin their ordinan~ hush ++~ater mark, exceptim~ their associated ~+•etlands. Generalh•. these inchtde all ri+•ers. lakes cater than '0 acres. and perennial streams do+cnstream of the point of grcat~r than 'U cfs tlo++. Tltcse arc «znerall+ considered to be fish-bearing ++atrrs. 3 These arc not T+pe I +caters. but do ha+•z hi~Ttt fish. Wildlife. or htunvt use raiuzs. Thc+ include se~~nicnts ol•nautral Waters a,td their assoctatcd ++ctlands +chiclt; i a) are di+•ened for domestic use b+• morn than 100 residential or campin~~ units...: (b) arc Within an+ camp fnound With greater thmt . U campin~~ units...: subsrtrttial numbers of anadromous or resident ~~ame fish for spa++~ting. rcarins ~~r nugratian. tct tug used b+ . _ such as those hoeing a defined channel Width ol•'0 feet or «rcatzr and a gradient of less than -4"•i~. or lakes. ponds or impoundments ++ith greater than 1 acre of surface area at seasonal lo+c +4~ater. . (d) arc used b+• salmonid for off-channel habitat. usuall+ critical for ju+•enile sun•i+•a]_ such as [hose areas connected to a slmonid bearing stream and accessible at some time of the +rar and ha+•ing an access drainage ' area ++ith less dean ?°'o gradient. These arc not T+pe 1 or 3 +ti•aters. but ha~•e moderate to slight fish. Wildlife. or human use values. The+' include ' segments of nattual ++aters and then associated +~+~etlands +vhich: la i are di+~ertzd for domestic use b+~ more than IO residential or campin_~ units...: tb t are used b+' significant numbers of anadromous fish for spawning, rearing or migration. such as diosc ha+•ing a dctined channel Width ol•i feet or greater and a ~•adient of less than (~"•5 and not upstream ol•a falls of more than lU +~znical feet. (c1 arc used be stgnilicmit numbers ofresident ~~atne fish, such as those ha+ im, a defined channe! ~+ idth of Ili Feet or ~rearr. a summer fun' t7o+c of ~~rcater than li.=CFS. and a gradient of lcss•than l2"'~~. and ponds or impoundments With greater than 0. ~ acre of sttrface area at seasonal lou• W ater. tdl are hiRttl+` si~ificant for protection of do++nstream +i ater qualit~~. such as tributaries that contribute more than _'U° ~> of the flo++~ to a T~pc I or ' Water... These are not T+•pe 1. _'. or ~ W~atcrs. bu( arc considered imponant for protection ol•do~+nstream Water yualiq. These arc not fish-hearing streams. but haee a dctined channel and are either u~tetTrtiucnt drainages. or arc perennial strcarrts in tutrcachabk potions ol•a draina~~c. These ++~aters contirnte upstream until the channel becomes Ics_ than feet W ide. These arc not T+pe t. Z.. , or ~ ++aters. but include streams +rith nr ++ithout +vzll-defined channels. arias of perennial or intermittent seepage. ponds: natural sinks and drainage++a+s ha+~n<_> shore periods ofsprine or storm run ntT. . 1 1 1 1 1 1 1 1 1 1 1 1 1 ~~ i i 1= r. ~ .k~ :~ ai"+.. 1 ~~ ~. • l ~.. ~ ~ '`i 1 . , ~.. : ., _.-. w n ~ 'Y' ~ : : i ' } Ma x. s ....::;'" is ~`: fII s$ .:. ~~> .~ .~ . 'p ~.:. G .. . '. ~ ,ayH~..G...:. t ~ ,.~...: ~ _ 1 cIB , I 1: s~'~ µt~" - ~r .,.- ~ ~ ~ ~ ... .e , .~-.~: n Twin County Credit Unior, Stonn~vater Soils Report Site Location Map G96-01? file reference number ~ ya ~~°' .. Twin County Credit Union Stonntivater Soils Report Thurston Count~~ Soil Sun-e~ IViap Soil ibiao Unit Soil Szries 1 I ~J Spanawa~~ ~Trsl l 1? Spanawa~~ stsi G~6-01? ~ file reference number i i i i i SAILS IVE~T`I~~TI~ I~EP®l~ -fifv ~®U°T'~ ARE®I~" UNI® FACILII°Y YL~ ASINGT® " ~ u .. _ i ~r~diey~N®ble Ge®technica.l Services A Division of 1'tie 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 1 This report presents the results of our subsurface 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 1 present recommendations for foundation design, and to address other geotechnical considerations for this 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 wall loads. A concrete slab on grade is expected to be used for the floor system. 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. SITE CONDITIONS Surface Conditions The project site is of low relief and nearly level with a few large Douglas-firs. The eastern half of the property still has an occupied, single-family residence. It is two-story, wood-frame structure supported on a concrete block foundation system and served by one domestic well. Outbuildings are associated with this structure. The western half of the site, in the area of the phase one construction, we found surface. and subsurface 96040101 Page 1 of 7 ~,i ; ,4 I 96040101 Page 2 of 7 I structures associated with a mobile home that once occupied this area. A small, wood-frame, storage barn is in the area of proposed construction. There is a 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 o id d thi ence., s res r small storage building that serve a water line may extend from the residence to the. east. Concrete walks are in this area. Underground ' ' locate shows a gas line crossing the property in the northwest corner. This line serves the Moose Lodge to 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 1 one area of the proposed construction. We did not extend the soil exploration to the east because of 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 sand, generally referred to as the Spanaway topsoil. Underlying the Spanaway topsoil and extending for the .full depth of the explorations, ' we found the coarse sands and gravels which were fluvially deposited as the Vashon recessional 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 water was observed in the test pits. We expect that the .near surface aquifer would be encountered between 70 to 90 feet below the surface at this site. i X6040101 Page 3 of 7 DISCUSSION AND RECOMMENDATIONS Site Work ro osed site plan, the septic tank -and Based on the p P dra.infield that servoottrint~~Thisotank will need ,to under 'the building f P be located and removed. Thecontrolledrstructuralhfill be f filled with either a section placed and compacted in conformance .with the Earthwork ,Criteria sectionFollthiCDF)po Therdrainfield 1 •th Controlled Density ~ Y wi laterals wltaminated toeabth lwilledalso rhavee to be effluent-con removed and disposed of in COHea~hnce Department Count Public requirements. The septic tank and drainfield that serve the occupied residtheest~cture istrazedl also have to be abandoned after The Spanaway topsoil unit is a silty, gravelly sand. The silts in this soil un~tearQSedltouraineduringesite will "mud up. rapidly 1 coxPse, sandy gravels and The „underlying ,work. gravelly sands are considerWede~eb~ that sitenworkaon non-moisture sensitive. this soil unit would not be affected by weather. outwash soils on this site are The recessional considered to be suitable for usesectionsCtandltrench gravel base material under paving The oversized material, the large cobbles backfill. and boulders, will have to be removed in order to us The Spanaway topsoil is marginal for this material. use as structural fill or trench backfill. It is not considered to be suitable for use as gravel base material under paving sections. The percentage of fines makes toll isatdifficu.ltftoccontrol in order to moisture contr achieve a uniform density of the material. r Foundations All foundations are ravelsebelow the Spanaway topsoil outwash sands and g unit. We recommend that the site be strippedand expose these soils. Clearing and grubbing 1 stripping to expose the outwash soils should. extend for a minimum of 10 feet outside of building lines. 96040101 I Page 4 of 7 For footings placed on the outwash soils after I 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-term wind or seismic loadings. Exterior footings should be founded a minimum of 18 inches below planned finish grade for frost protection and confinement. We recommend that continuous and strip footings have a minimum width of 16 inches. 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 t After the site has been stripped, additional structural fill material probably will be required to bring .the site to planned subgrade elevation. The gradation of the material should be such that it can also function as a capillary break material. Use of 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 ' this report. Placement of a thin lift of 5/8-inch 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 S 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 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 dens ificatian 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 paving section of 2 inches of class S asphaltic 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. < < Lateral Soil Pressures I 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 ANSI/ASTM D-1140 test ' ~ procedure. Other material may be used after the review and written approval of the soils engineer or engineering geologist. F ~~ 96040101 ' Page 6 of 7 ' All fill should be placed in uniform horizontal lifts Each lift thickness . of six- to eight- inch loose hould be conditioned to the optimum moisture content s and compacted to the specified minimum density before ommend that all ' placing the next lift. We further rec ckfill be comp b 1f s a utility trench the under erformed Earthwork should be p above. continuous supervision and testing of Bradley-Noble sure compliance with the Geotechnical Services to en compaction requirements. Placement of fill sections on slopes greater that 4al ill be benched as directed (horizontal to vertical) w the native soils. Height and width of the bench into will be determined in the field by the soils engineer or engineering geologist. ~, ~~ ~i ~i ~i ~~ ~~ ~~ ~~ Unrestricted slopes shall not exceed 2~1 (horizontal to vertical) for-fill embanlanents and cuts that expose native soils. A11 fill slopes will be rolled. The project's civil engineer is responsible for the protection of the constructed fill slopes from uncollected runoff. We .recommend that all cut-and-fnstructions soethatevegetation can protect the after co slopes from sheet washing. No fill is to be placed during periods of unfavorable weather or while the fill is frozen or thawing. When work is stopped by rain, placement of fill will not resume until the soils engineer or engineering geologist determines that the moisture content is suitable for compactive effort and that the previously placed fill has not been loosened. The contractor will take appropriate measures during unfavorable weather to protect the fill already placed. Measures that may be required include limiting wheeled traffic and grading to provide temporary drainage of the fill. At the direction of the soils engineer or engineering geologist, the' contractor will be responsible for the removal and reworking of fill that has softened or has less than the required compaction. LIMITS OF LIABILITY BRADLEY-NOBLE GEOTECHI~IICAL SERVICES is responsible for the opinions and conclusions contained in this report. These are based on the data relating only to the specific project and locations discussed herein. f~ 96040101 Page 7 of 7 This report was prepared within the standard and In the event accepted practices of our industry. d recommendations based on these data conclusions an e made by others, such conclusions and ar 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 such conclusions or recommendations in writing. i n The analysis and recommendations submitted in this .report are based upon the data obtained in the cations indicated on the l o explorations at the attached plan. This report does not reflect any variations that may occur between these explorations. f variations between The nature and extent o explorations may not become evident until construction ' is underway. ortunity to review h e opp Bradley-Noble is to be given t for soils work. the final plans and specifications t oux geotechnical engineering th a This is to verify recommendations have been correctly interpreted and implemented in the final design and specifications. i We also recommend that we be retained to provide the foundation geotechnical services- during d trenching. These services would ' construction an include review of backfill operations, excavations, arise h at may d other geotechnical considerations t a n 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 letter. 11 April 1996 I ~~ ~~ ~~ ~~ 11 11 11 ~i ~i ~i ~i ~i ~i .. TEST PIT LOGS Test Pit One: 0 to -1.7 feet Dark brown silty cobbly sand, Spanaway topsoil unit. -1.7 to -6.l 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 .Pit 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 Foure 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 -3.1 feet Coarse sandy gravel layer. -3.1 to -6.1 feet Gravelly medium gray ,sand.. Test Pit Six: 0 to -1.7 feet Spanaway topsoil unit. -1.7 to -5.9 feet Yellow brown medium sandy gravel with cobbles and boulders. tl ~I 1~ 1~ 1~ ~I ~B l0 11 11 11 II Il 11 11 Il IU 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. No seepage or ground water was observed in any test pit. No indication of seasonal high ground water levels 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. r i. r A ~ r• .S I , I .~ ~. e r, ~. .~ ~~~ ~. ~ . .. ' ._. ~:ti- ~-•' . r ~ . ....~ =~~- ::a . . ~- c ~ ~ .~.~ 1 ~ - ~, i. „ ,/ ~_ I ,~ 1 I ~~ ~~ a i ~~ I a+ f t :i 7P-7 - - -r ,~ µ.c. Rp~Xjc,f K~ iP- Z o+~ ?P-S t / //" i / -r P G ~ ..: '' d' ~ ~ "L ,~. 1 -~~~ ® i P. 3 ~~ A ,~ {, // toa' ~ ~~`o~o ,; 1 1 1 1 1 1 1 1 1 1 i i 1 ~1 `~ Caclat~®ns and ~drauli~ Ana~y~~s T~/INSTAR CREDIT UNION YELL OFflCE SITE INIPROVE~IIEldTS DR~4lNAGE CALCUL~4TIONS New Ianpea~vioeas Totals Basin #1 New Pavement 591 sf = 0.014 Acres 756 sf = 0.017 Acres 33 sf = 0.001 Acres Total New Pavement 1,380 sf = 0.032 Acres Impervious to Pervious -71 sf = -0.002 Acres Total New Impervious Basin #1 1,309 sf = 0.030 Acres Basin #2 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 TUNINSTAR CREDIT UNION YELM OFFICE SITE II~iIPROVEIVIENTS 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 I~oward Godat IDrainage IDesign 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 TYUINSTAR CREDIT UNION YELAA OFFICE SITE IIUiPROVEIUIENTS 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 ®K Basin #2 - SW Parl~ing and Building Building Areas Asphalt and Landscape 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 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 TIAIINST~IR CRE®IT UNION YELNI OFFICE SITE IiNPROVEIVIENTS ®R~-INAGE C~-LCULATIONS Basin #21'ond 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 azea = 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 sf7 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 ®I~ 4 ~ ® ~ Is ~ ~ ~ ~ ~ ~ ~ ~ ® ~ ~ ~ ~ ~ TM/INST~4R CREDIT UNION YELNI 00=0°ICE SITE IIIliPROVEIVIENTS DRA-IN~-GE C.4LCULA-TIONS New Building )<tooff Drywell Sizing New Building Area 2,590 sf = 0.059 Acres Required Drywell Volume = 125cf/1000 sf of roof = 324 cf Drywell size Provided - 8' wide x 14' long x 3' deep = 336 cf>324 OK New Drive ')('hrough hoof Drywall Sizing New Building Area Required Drywall Volume= 125cf/1000 sf of roof = Drywall size Provided - 6' wide x 10' long x 3' deep = Wetpond #1 8-inch ®utffall Pipe 1VIaz Flow 06mo - n = 0.009 PVC. S = 0.08 ft/ft = 0.071 1,352 sf = 0.031 Acres 169 cf 180 cf>169 OK D in 1.49 n A ft^2 R R^(2/3) S CIS Q cfs V ft/s 8 1.49 0.009 0.349 0.167 0.303 0.080 0.283 4.95 0.69 lj=(1.4y/n)xAxK"(1/3)x5"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, Sto Incoming} _ Wetpond #2 8-ffoot Wide ®verflow Spillway 1VIaz Flow 06mo - n = 0.017 Rubble Masonarv_ S = 0.005_ d = 0.5' 0.30 cfs < 4.95 cfs OK D in 1.49 n A ft^2 R R^(2/3) S CIS Q cfs V ft/s 96 1.49 0.017 4.000 2.000 1.587 0.06700 0.259 144.05 0.06 (Z = (1.4y/n) x A x K"(Z/3 } x ~^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, Sto Incoming) _ 3.31 cfs < 144.05 cfs OK 5 _ __ ',v --------u-qa__------~ ----------y --------------"zocT'cF-~Av€A~a~----.......--.-.~,r,-.---..,.-_-;------------ ' ~16G' OL_YMPI%A-YEI-M HWY CYEI-IVI ;4VE.> ..mi,' ." CITP OF ELM 1 ___._-_. _. _._ ___. _._-_. _.. ~ ~ I ~'RI -OF-WAY ___- ws.D.a.r, MDN 9 1NT ~ * ---•---•---- 1-- - --- ----- ---- - - - --•--- --- ----- ---• MT. VIEYI RD bA Y'ELM AVE +._._._._._._.. _._._._.~ ._._-_. _. _.._. _._._._._._._. _. ._._-_-_._._._._._.___.___._._._._._._._. _._-_._._._._._.--_-_. _. _-+ 55D'1A'32"E a p A" I.P, WIT+1 TACA 1 ~ 4y~~A~ m ~ X42.5' i ® 3®, 0~3' Jas.,. ~. 343.42 2E3" IF-1R5 , p~~ r"S•Y~.. ... ... PIGVD 1926 ' , ® WG% 34M1.85 ~ EX 345.05® EX 344J5 ®% 344,87 EX 344.88 NEOaE _ _ - _--- ------------- r OF TREES ...,. E7cE A PnY>Fm~T .....-- ---------- ---- - -- ........... _ l aA9 - a '~ ~ :.' ~ :.'. ___.. _- - - -- - -- - = -. ~ , R•30'. TYP t~ S W °~+ .. r..o.. .•e•.mrt . aA9- -~__ Fdl9 fl OF WAY CB•E -i+ ~•~' + E ~~, + ( ~+.' e~y4+ ~^ ~ n _ ___ ___ __________ _____n \ - ~' m ®AA VFAIfY TREE AEMOVALJ / TYP ~ C - I ~ o I r ~A ~ ~qF m e ~ 3 .00 ~• WITIiIN YEIM AVE R /W I I I~I\\ REMDVE® ~: _ ___.. -.._.._ ..-.-_.-_..- .. , ..~~~~.~' '~,n 34 d2 ._9e.e~ 4VRN CRY OF 4EI1+1, ~ I .. _., ,_h. .._ - .._ . .. .-~..i... -- .. . iL 2.5 5' 12S'. - ~` pc4 n ' la'-•'-'---•-L'PIIOPUSED CI1Y OF YCLN OEaCAT10Fl ~•-•--•--• ~' ~~~ ~'~ j I , h i ~@,v'•~~~44YY i PE PP 3'e1u~'~TM ,,nn,(,(,, d I ~,c8'J// ~// ~ a I .SP 4'' W 71 Y.1aG +A1. /3 ~'• 0.713/85 ® r„AAk• F '• / NOTE: .y, _ I ~ ANY SEPTIC •F +ke ~ ~ u y WET PON AAx1 $+ r~,•• N ~ °,% / ~~`// ALI. INSTALLATION AND y I o TANN/ORNNFIELD k0 .ya u NFILTRATION 1RENCh~ '• ' ~~~ a / __ _ ,~ 1 D C9[5 ti / MATERIAL TO W,S.DA.T, AND I I M THIS AREA ®D F r- ------~ <„ - c.o-'J'~--'--' ( - ""~~- a '~ I - TYPICAL .~",, y nss I TYRE•1 / CITY OF YELM STANDARD 1 TO BE ABANDONED 5+" I a'2 f2.5' Id I ~ 3. 4' ",h® ®'FO TC.H.D. SPECS S ~ a' I u R 1 RIM ;344.35 SPEGFICATIONS, CONTRACTOR A,( + ', a ~ ~ ~ ~7 v ' ' a ~ ~ ®~ ~ I ®' FL Saz. ~ TO SUPPLY All TESTING, MATERIAL'l ~ a I ., as _. ------ --_I -~•=,_. ~`f __~.e- i+4, SAMPLES AND SPECIFICATIONS I \ CONC CURB by a 1 /l '-~~ y~°'-~- '''~ ' ~ 7~ 6.251 ,25' .20 ID D 2D aDFT FOR REVIEW, ~1 ! ~ ~NCUUeD \ :~ s ~k. - ~ ~'°,,'' ; ~--~ a -- `u /i ;', J , 1-~-,~ i ~E•5 7 L , A.... SCAL61"• 20' CURB ~ ~ ~~ # i~ n•- ~ :~ •~ CuRB '7VC : I ~. SEE ARCH, PLAN FOR I '" ~~ ~ka• ', II I i pQ -__ 0.067~~ d• a I - ADD'L SfTE DIMENSIONS L I : / 5 1 '39 '~ ~F 9C+ Ak' THIS DRAWING DOES NOT AEPHESENT A RECORD I' ~ ~~ 00044,b `~ V' AOAU~CT'TESLESNCCERTIF IED BY HOWARD CODAT Z ~ J'' 2' OYRAETE EVI s ~(C T{,N• - M~ + --X end ~ ` ~ ~ 55D IA G ] 1• ---$- °----- ~ --af~`~ ~' ry' ~A>~ 'Ir YaASE ,'_\ '~'` `'t•~• ~44r ANY ALTF.RATIDNS TO THE DESIGN SHOI4N HEAEDN ~ w 4 N -- Q ~' 7 ~ ~ ` ua' :-_l•-- _ --',I i ~''~!- + ~' ~,, NuST BE REVIENED ANR APPROVED BY HOWARD ~ o T i-~ .'5E'H' ---• ~ Ha~ - ®1600F ~ ~kg5 ~'. II--DR - - :~i I I'. ~,Y¢ 1 ,Y(,ZP4' '~ / ` _ [1p'CODdT d ASBOCIdTES INC q -~ -' o: ro . 1 I~ 0 r I I I - ~ +' ~ ~ 24TP1N 1NR ~~M+ ~ ~~> I Y ASP11AlT CIMf ~ ~ XTRUDED ~' p~ ~ ~ 345.15 ~~ ~~ i ~0 O li_-~ - --_-------- - - .~ + t7UCTI~N 1 1 I ~ 1 ' IELnss AI I CONC CB•2+® t ' -~ L-l{9 ~--~ ~ ~ ~`~ ~~ ~ 7 ~ F r..Y t YO- .L'.1T.DT " L__L-J _ '~•2' F. W 4 Y cqusxfG R7Ix N ~ CuRB 344.6 TYPE11 d°` 8®.!~ ~- - -I , ~ PE 5 -- -----°- - ~ ~ n 6' BALLAST I RIM 3~4,75 6 + Jq* i Y I ~ i ~1 ~ '~- ~ ."® ~ASyb ~' 1. ~ ,~ 'J: 7 V /~ N .m y -NATIVE ORAYEL ANA Q' FL 34.00 9 Bg i l , 9 ~ . ~ 3• 4-=1 U N 9U90RAOE 957 LOLLPACTIOM I, ., ........~.,.,., 0 / ' :, ' 3 .7 I 7l' ~ ~ ~,e ~ 7-~ ' ~ 44 B, .' ~,'' X u ~ , `WwI.., L..ll r.:l r.n 1, o FAVEMEhTT SECTI®N _ I ~ QO 4$:25:.'. '. ~URB b' 14ACR':. I ~ ~ ;~'~ `~ 5% -<~' ,c" ~' ~ P~' ~ie° DEPTH ~I y> - 1 ',I + ~ ~ 4 - ii aY + SILTY LOAN ~d - I ..,-~,=~,:~ ~ i I i ~ ~ r- - ~~'~. ~lp' . •'~ 3 •1'1 30 MIL PVC `°<9 &168N, YOIE616IdY1 ORAln f015fAUIfIaO I '. 344.4 (~ ' I ~„ I 1 L INEA ~ 345.4 I I (( \\` I, (~~`Yh pnE„i' S 1. RlV61GYY19M/hN0H11FWAl5SYNlPfIIIAlCaA6N6EM01R1Y • I 364.5 345.0 5345.51 _ 10 ~ ! \ '~ GAA ~ ' i ~//'•Y. 'V1~'®~:~~ /• r'~ J pp a rRxsINANms am iM ro91 Ng1EN1 far a uE sra6 a `• ~ ~ ~~~~~~~~ 345.5 Ki_ - y__ -- _ ~ __--- .i '~. "~' Af,P;1 - p.LR' Ta'g' ]d~N~ )D]f',T~~~, `~ r '~ ` "-. M15MAARN7 Y1NmAP06KCIFI[ATIfNS. FCR AOHA BN[GE Nm' N~~'. ~E_5® ,ypl + ' I-f,c__-~" ,A\~'', yam, µ'~,, t0 rMO CIPtt C0611N[ilallKaOi/ANN. ° CURB I - I '~ '~' '7F-345. -345. ~ Ifs.. 39A~~, "F'/ S~~L 2 lE1PABAAY fI1Y910.4NA1FA POH71I01 fFA9R£9 SNAB BC ALGMIfO n w ~. 9 I ~\ 1.12 ' :. ". ~S __ __ _ _ i : ~Ny1'3 _ py~,. 111 AffaaNQF MIN SECilal I-A1,15 OF iNE STNAAIm I K ~ '?$ ~ { ~ • / ~ ~ 5 m 0 3 SPECIf1011106 N' D 116 01AINOg 6FSIfA Nm OmSIUI CMWI - .. II J4 .j.F - ~ i ' ji L, ~ A I 1 ~ mpT Hvunt ran iMTSfON REaal VAgIIH7faL -'ll- 345.0 ~ 5.5 ~' %~' '~' _+r- Q ' 1 IGWL7 tllll Y.l aNFll PfW I9 ANI 9A6R R[MhNEIl19 YY TK n 345.0 ~' SEE CESSBLE ~ I I '~, 4 'S A ,'pG'-(~ . ~ ~ FIN PVMT g" MIN EL 345.00 - m _ ~ ^rr a YFLN AR On6R Aa/ffIA10 amamlr a NiA[Y. X j r PARXY(G LAYOUT I tih I~ ~ '~ 3 ~ ~ . o °, P p! z ~ Po1~ ~0 BE® i DTL SHEET rA Q I 5' t r'-" I,+ ; •~ : SOQ A' /~ '° A - N ' o p I I REMOVED .~, 3 - J~ ~ X 395.M ~ .,4° ,Q f~ 9"NIN ROCI(1411N 4 FAC©N ~ °w- 4 A Po6Ta1S1AAfllal IfERN6 OYYI BF 16L0 and A6 fITY Or BdX '. O p• ! J J O O .Y~ d~ '', W [OIKTN,I11010116PFC1101 YFPARRfIR PAIOI TA ilE SifRl Or d tJ 1 F a ~' n^ ~^, I -' i ~' , ~~ l F .' P.C.C. A(AR DESfGN NA'fBl( BURFACL'~ IN POND n, ^ a~ 0 ~ & o faslAUn4A '' __---- ~ Q ~ 0~9 xai ~ I '. _- ' 3 P' , a rev ;I ~_. 1 ">, s. ausiGSnHFlusn'mAEr9RlauoFlENrIaIArFassluue~sTraEO~ a I J N ~ ~ ~ ""' ; ' IY, 344.9 i ~ Q -i`=~ POND ®VERFL~VIr SPILLNPiY ,= w ~_ z N ~ i FM [4aAE AYY K.IaaEx OY M OmI16EAillG OY BAREYI IIA IIRN R. '. ~ ' fanalEa POY'~WnA.wnlN¢YL o ~ j - ~.~' . o ~ :. ~. , I _, _-~~- ' ° '/' ' , ,E'S CURS EL 394.0 ~, o ~+ q ~ o ~ 4 .'' ` nH arN CI x ~ u~ d: 6. 9104 aAI11 FIN SHALL IfEI n6 FLLLaMIm 4EOaAU91TE: U mp 4 ., 3.1 ; o ~ ; E- i __- B' tom/ + - - A, NAlll ®ttPFfE PIIF [aRaOYIC IA IIF YEOn AF.IF.NiS a ~ UK ~ ~ ® 'rx I X 344.7. ~ PLMIT 711E F0.LONIHG fNR56RY CIRIION WETl0.4a PLAl1T9 + ( /~F ~ E o d n W 4 tl 0 ~ I `'~ i / ~~ ~~ ~ M17 3' 9PhCINa d IN HOHOCENEOUS 4O07P5 FFA 7NE ~ n/ '."fI _ NSHfONe6, [LA%If 7, ulK ®,_ C •3 m -- -- C 1`n .,~--"~- ~ FIAT IVE GAC9FILL DEL01Y ~- ¢ w =~ ~ F ' j O ' 4i ~i NIIASEAY AECaJ1.6N0ATI0N5 FOA TIME N+D CRRWG VDI5T119EI PAVING SECTION Ofl CAAiS ~~ u® F ~ w E 1 ~ 4 •5 .• ' __345 0 y 346.64 EL 392.50 ®®~ Z ~ A A, AEIIINIEN LWLaiE PIPE faIRRMX71011E YEa11AF1E1R9 344.1 344,6$ . ~ --- --- ---=---r~ 1 GAOJP CF +a• IfI1S SPECIES aAASNION116, ~_ Gf0 o L 341.491 AT .• ' p 1 aROJP CF 10. 9861iTARiP SPECIE9 I/flflOxNCApf c ® ~6"~ '79 ~ `I,~ ' C I aRdIP aF 10. 9C IRPU9 SPECIES IBIdLRUSNI GEOIECII FAORI C. NIAAF! - O zzyyII xl pp j .. -5~' SS / 4'? ' I CROUP Or iO. CdP,EY 9PECIE.S 19EOGE! 7q0 N, OA ~ O D [ PYI FlPE fOlffan0lm 16151N 8 7771 908 7! OA A91n 1 709 ®INm '•--- : ~, p 9~ ~ F. / C;'" ` 4ti~~// ~, I ORDJP aF Ian JUAGN$ SPECIE9 IAHai l p 0 , MIII JCIIIIS ANO HSXE75 [OIPW911L NA91X09AI7 Hm ~ ra - ~ f ~ •G0ry 5 C7A11U9 STP.INIFEOA IREO OSIER OOGNDOOI APPOOVEO EQUAL p U o p EL 341.50 ASSIIF qI. ~ K ~ / - F'' S SP IRAEA OOUGLA571 19PIREAI ~/ U~U VOc~j U 0, 4Ltillf lA011 PIPE [a3aWlm f006 A[AU0F1EY79 Ar_e I COF TRENCH BAEKF6.L®/ -~\ \ ;- 0" DIR. PERF, PIPE Q 99_~ _ in 145 LF B"PVC .0x05 ~/ A~p_ it p~, ~ I15i, iN(06SSLLASS AY AMdJ R4 R6jINlx '- ®7~`-~' '1 5.2 ~ ® _ ~.`~ -' \ \ ' ~ 'f 0.L SPECIE551IALL BE TOLERAM OF rAE0UD1i INUN7AT 1011 I03'~ 1 °~ 3B~LF 10"~ H;I G~ 44,6d`~' _ gECULhR 116NDATIOA TO I', Aff) PG591 BLE EXTEN6E0 SUAMEq 1 y' - 21•p` HASHED 0 E. Pa1ETIM065!0901 VYLL PIPE PEA F9'NNEO OAmIAV"c 344,5_ 3h ~/ ~ \ 3 - - J/ OAONCHi. DAANI GRAVEL 0 O STSIRG IAOSI !1.12 fONSTAEIFD PEA V501I/hPYA BINONm PVL`,.O:DJ, •® ;,,. , {~ ag' _ -- 4 d: ` ~\ •.1 '~'N'a \ ALTERNATE PLAl1TING9 NAY AE A+G'09E0, OEIISITI E6 91IOAMI ~ EL 339.50 ~ r„y sN[1FlfAlIG151.04 .~ RI AF® ~. ...,: ,,.r 5 \ ENU EXTRUDED _ l ~ kJ ® k'd'4 ~344.D Q ` A'UST OE AuINiAIHFO ANU 'PEST' PLAIITS. REFU CANARY GPhSS. 'f' ~;' / 1. ¢a amA~is ~,P~LR~NO1wAVailu n~nn faanns F 540'1 Y`,,• END"'•5~"`•: ~ ~ CONCRETE CURB PUAPIF LMSfs(AIrF.. FiC•~ SHOLI I+Oi AE 09E0. A r 1 ~ t CUR •':-~' ~• '~ -'-!•' y _ iLIF.TAAOVE PLAHTI NG CROUPS ME PER 1500 50 FT f6 POPIO dREA. C•' a Z .~ ..... OAAmAA-~ NI 6.0 ~~qq //,~11 -4 (INFILTRATION TRENCH DETAIL ~I Ir-~~ d. PAAVIOE TapFFII LOHIML PLANI9I A9 f4aNFEA IY HCIlOBNEF aRl ~ ~ \ ~.~~~•_~ ®~()O . ]A5 ~ ~ ~ TYPE•1 a A+I.aAIA, ~ f~ F-1 10r[0 I aG2 i ~: ~T k6 m }A3~~ /' " FUM 344.44 uw] is r~lu.a Ir 9. LALL 170EYaMU110 LOfAlE L16 PEEIiA4T.55 NIRN1H 10ImMS b+A PO~ ~ \ S ::'; M<.•'. r' DAL / FL 342.79 -- PRIaaAYYE(fAYn11YIP \ Pfi S ~~ IjVP~ Jal / rA+r anav9A .~ (+, ~L !F \ `~ oES' f TO BL• ,do uN PYr uxen~ mu..T Id NIEnF [aA6f110NS 16011 (E 'FIEW YFNFI[ATIa15', [OIIAi.01Ct1 \\ q Z \ ~ :..' ~ -nStDESLD REMOVED CD °' °t`0 AL Au.A PANNS all AE E1POSFa A16a11RAfIQ Nm PI r111AS YE6FIE0+A C 4+ ' eJ,Q -~ / INFILTRATION POND Imuns PniCA l7 asmlwulm AAn•Aam Imn¢s \ tia A7~ ~, r ~ i EXTRUDED [A „o,n ,q } ~ "~i INFILTRATION POND ~~ - CONCRCTE NOIp OVER EYGWATE IHf1UgATl ON PONA q' \ ( ITCT RU !Va REPLACE. xl 111 A PINE SANDY LON.I. \ ~a '~°~Qa A ~ ~ 44.5 ~ ®17D0 Sf g// CURD __ g A ~o .~ s \ ` BTM (~ ... .3+e NET-DETENTION POND DETAIL a ~' er•~~ ~ EL 341.0 15Vj'• 9i0ALi PiPf 9PE[If ICAi 10119 I I ( ~, •9 \ ~ 3~1 SIDES yN/. + PIPE F6r Si0111 9EY6R9 9HALL CONFOflII 70 9ECTI6'I 7-OA.2 6 TNf. --.-~~~~------~~-----~-_- ''.AD \ ' ~~j'~`/ '1998 9TANOAAa SPEC IF ICA711a1.A fOn RMO. AAIOCE An0 A9AN IC IPAL FL 342.5 V"' ~ ~ CONSTRUC1IOIl', POOL ISHEO JOIY.iLY BY 85007 ANO xASXIfIGTON gOhDWAY 344,0 ~ 'Y / 5~' U STATE OIMTEn OF MBA hHO DE ONE 0. THE FCLLOFINW ]rH" lXPAY90N MATEPY4 SWIUIE W.RT 777. \ ih (/ .. 342.5 D.W.L. "~ \ „ n A) I. CaJCRETC PIPE SHALL CONFORM WI TN 9EGTIUN 9-09.7 mill PLN'EO°Ai 90'HATO FhcE Or ' ~ I •` '~ ',. _, ,,, .~ US SINEMOIH GLASS n9 9N081+ ON THE PLAII9~ CURD NN HO IAOR[ 11W1 ~_ LOP - r PVC BOOT .J ~~p 29 rT. MMi. /^^~' `-B" PVC PIPE ~~~/ /V~ ~ 2~ PLLYVI NYL [IILOA IOf IPVCI PIPE. SHALL CfAlFf111N K1111 $ECII6Y % ~`, / _90 p• j ~~ I / 6" - 12" ASTIa D ]0]9 578 35 NORNPL aUNO - j OAOOAi FlNISH /j~ J ' `~. IS" - 2A' ASTIa F 109 IIE:CHT • +"-G• / / / FL '341.5 E% VlELL ~ OUAIPSTER ENCLOSURE ® I 7nTicR - us i / ~i x~ 339,5 ~ ~. ~~ FIN EL•344,75 I ]~ DUCTILE IRa+ PIPI SHALL fONFMiI xiTH 9E(iION 9-05.11• /~ j / ~ I ~ I 'i THE Ml Nllmk IHIG4NE99 SHALL DE CLM195 50. ~ ! I /~ - ~ i/2" [Yf•A7151011 I ~ ~` (cCF dRf:N. PI dN1 I v 30 MIL PVC LINER i ~ - , ~ (~W~T ~~Nl~ „CFI ~UTL~T ` ~,,/~.. ~- ~ ® ~~ .\\ ~, srv G7gnER me nw v/ CF n6-1 ' hE 179 OF SEOTWx A4, I TOW1+919P I7 NORfi1, RANGE + Aa ~'. / / \\ V I I '. EASi~IYAI. \ I $•~ n hsr7l+AaIl1A1A.a0o nn. It !557 I837:3fi 'V ~ ~ ~ ~ q1 ~~ ~ ~ l~ ' ~ ~ ~ pp 0~-1 R 4 iP nA? . hF'I'1. % TT'' ~~ '!>:~ ,,~ 1. COIIRUOATEO• SIAOOTIIBALL POLYETIIYLENC PIPE SHALL COXFa04 ~~ i ~ Y'R MATERVL 196RE ~, wlTll SECTION 9-05.1171 0i THE 9TAHI1M0 SPECIE ICAilONS~ ~ ~ _ ~ / A811(TINC E%Fii. ,WIDE -' - -fi, ---" r 4' uiH_ STRUCTURES ITrnr SPILLWAY ~~ -~_ I q 9, I FL 3438 % •~ ~ I 'r ~ i CMO 6 WALK ln1TES p " - g •FORLI NIO sVAGnAUE IIlSPEGII011 IIEOU11E0 BEFORE POVAWC. 1-~ 2" GNVa'NEU 91FdFAOH4 TOP COURSE APPR~7Vf;D POA CONSTRUCTION ~y,ry i~ ~CONCAETE SHN.L AE TYPE UPOATLAVO CF-NENT 0.155 100.4 ~j g, GcaCY • ORODN FaISH 9HALL DE PEAFEN01^UL/A TD FKf OF CIWp. - -----~~~•~---- OY~ ~ ~ I9AT6~ ° •~-~~ 'K>, 2A 197 pAF A - ND. ,. ~q n T~ F9 pp~~ Y/ - '-FOP CISr OC° t° Sh1EEi, ] OF ~. • JOWT9 9HML EE TA0IYEL F1119NED, AFTER BAOOHLYC. CEA'IENT CONCRETE INTEGRAL CURD R R'ALII CRT OF YEL OI1lEL'f11R UI' INUI.IC xOnXA - Imo, L ~fA •UlTEGRAL CURB NPJ WALK 9NN.l BE u9EU IN 'iNfCl" TYPE SlfUhilO!+9 ~--------~--'---"""'- --'--"- - plpEn; (cyom~l -183,7-874 WHERE 16EBED TO HATCH Ea811NG O,YMOYELIEAITS. APPFOYAL E%PIOE9~~Z•._-.L;E ;~O il, 27,87 JOB: ~V_L~-- •ul Frwfs srlnu. GE sNYdEO. 1 1 1 ii i~ 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 0.385, 0.39, 98, 80, 20, 0.01, 220 DPI 62 344.15 394.3 342.05 340.5 10 RED (0/0.17, 577/0.17) RES 345, 340, 345, OVER END { 1 1 1 1 1 1 1 1 1 1 1 1 ASIl~ I Y 1® YEA 'I' FILE C:\HYDRA\CMD\ HYDRA Version 5.85 Page 1 j.w.morrissette & associates 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 0 340.00 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- ~ ~~s~r ~ ~ ~€~~ ioo ~~~ ou~~u~ ~~~~ ~i~,~ Ci C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 NONE Status of DEFAULTS at start of run. 1 ~ Command file C:\HYDRA\CMD\TCCUBIN.CM D ~ 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 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 30 ~ 33 36 39 42 45 48 54 60 66 72 78 ~ 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 1 Total rainfall : 6.15 Inches HYDRA Version 5.85 C:\HYD RA\CMD\ Page 2 j.w.mo rrissette & associates 11:47 9-Dec-105 C:\HYD RA\CMD\TCCUBIN.CMD TCCU - STORMWATER DESIGN 6: FIL C:\HYE\lA.INC ------ START OF SUB-FILE------ 1: 2: HYE 10 0.004 0.004.0.004 0.004 0.004 0.009 0.004 0.004 0.004 0.004 0. 3; 005 + 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0. ' 4; 006 0.007 + 0.007 0.007 0.007 0.007 0.007 0.0082 0.008 2 0.0082 0.0082 0.00 82 0.0082 0.0095 + 0095 0.0095 0.0134 0095 0 0095 0 95 0 0.0134 0.0134 0.0180 5; . . . 0..00 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 + 0088 0.0088 0.0088 0..0088 0.0072 0088 0 0 0.0072 0.0072 0.0072 7: . . ' 0072 0.0072 0.0072 + 0 g; . 0.0072 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 0.0040 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 0.00400.0040 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 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 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 3352.02 CuFt Impervious runoff : 3225.87 CuFt 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 °s Peak CFS rainfall falling on impervious 0.15 CuFt/Sec Peak CFS runoff from impervious 0.15 CuFt/Sec Equivalant "C" off impervious 0.96 ' Total rainfall falling on pervious Pervious runoff 5242.91 CuFt 3343.67 CuFt Portion off pervious 63.78 $ 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 $ Peak CFS rainfall falling on segment 0.39 CuFt/Sec 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 349.15 Feet Ground elevation down 344.30 Feet Invert elevation up 342.05 Feet Invert elevation down 340.50 Feet Minimum diameter 1-0.00 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 O.OO.CuFt/Sec Storm flow (no SF) 0.296 Cuft/Sec Design flow including SF 0.296 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 : 2.20 Inches ci/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 2 0.00 CuFt/Sec 0.296 Cuft/Sec 0.296 Cuft/Sec 1..000 13: END C:\HYDRA\CMD\ HYDRA Version 5.85 Page j.w.morrissette & associates C:\HYDRA\CMD\TCCUBIN.CMD 11:47 9-Dec-105 TCCU - STORMWATER DESIGN S U M M A R Y 0 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 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 Closing DBF and NDX Files ~1® 2 ®~ ~ S t 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 ~~1~ ~ ~ ® ~~ ~P ~~ C•\HYDRA\CMD\ HYDRA Version 5.85 Page j.w.morrissette & associates 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 leng"t h= 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 1 1 1 1 1 9 1 1 ~I 2 Y ~ ~ ~TT~.T~' AAA ~~ 1 C c 1 D 1 [I t t C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 Status of DEFAULTS at start of run. NONE ( Command file C:\HYDRA\CMD\TCCUB2N.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 O.OO 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 30 ~ 33 3b 39 42 45 48 54 60 66 72 78 ~ 84 90 96 102 108 114 120 132 1: 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 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\100ZONEl.INC ------START OF SUB-FILE------ l: 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 .236+ 3: 0.248 0.279 0.308 0.308 0.323 0.323 0.412 0.412 0.373 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 0.259 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+ 1 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 6.15 Inches Maximum intensity 2.51 Inches/Hr 11: RET ------ END OF SUB-FILE ------ 7: NEW BUILDING ADDITION STORMWATER TO INFILTRATION 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 1 j.w.morrissette & associates Page 3 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 ~,I L' t D t TCCU - STORMWATER DESIGN Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment.:. 10: DPI 62 344.15 344.3 342.05 340.5 10 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design 11: RED .(0/0.48, 12: RES 345, 340, Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope Link number Average Design Flow Storm flow (no SF) . Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 7126/0.48) 345, OVER 63.63 0 1.89 CuFt/Sec 1.06 CuFt/Sec 0.56 38621.38 CuFt 31715.57 CuFt 82.12 0 4.39 CuFt/Sec 3.31 CuFt/Sec 0.76 62.00 Feet 344.15 Feet 344.30 Feet 342.05 Feet 340.50 Feet 10.00 Inches 0.00 Dollars 0.01200 0.00500 1 0.00 CuFt/Sec 3.314 Cuft/Sec 3,314 Cuft/Sec 1.000. .10.00 Inches 342..05 Feet 340.50 Feet 0.0250 8.10 Inches 0.810 6.978 Feet/Sec 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 - Storm flow (no SF) 3.314 Cuft/Sec Design flow including SF 3.314 Cuft/Sec Combined SF 1.000 t C:\HYDRA\CMD\ HYDRA Version 5.85 j.w_morrissette_&_associates-----------------------------------------Page----4 C:\HYDRA\CMD\TCCUB2N.CMD 5:44 13-Jul-107 TCCU - STORMWATER DESIGN 13: END 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 0.00 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 0.00 Feet Length of transport units 0.00 Feet Length of pressure pipe 0.00 Feet Closing DBF and NDX Files t u n ii u ASIl~ 1 Y 6 ITT ~J'' C A ~ ' JOB TCCU - STORMWATER DESIGN REM --- 6 MONTHSTORM EVENT FOR TREATMENT SIZING REM BASIN #1 TO WETPOND TOT 1.79 FIL C:\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 1 ~ ~~sl~ i ~I~'D 61VIO1~T PORT FILE 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 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 0.1 2.56 0.10 0 340.50 3.80 0.0 0.0 0.13 Lateral length= 62------Upstream-length_------62 ---------------------- Lateral length= 0 Upstream length= 0 *** NE ACCESS STORMWATER TO WETPOND 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 0.10 0.00 0.10 0 340.00 Discharge 0.00 0.00 0.02 0.00 0.02 345.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored 0 0 310 0 310 Lateral length= 62 Upstream length= 62 BASIN I YD 6 'TIS IT'I'IJ'I' DATA II.aE n 1 s 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 30 78 Total rainfall 1.79 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 'j.w.morrissette & a ssociate s Page 2 C:iHYDRA\CMD\TCCUBI N6.CMD 6:41 13-Jul-107 1 TCCU - STORMWATER DESIGN 6: FIL C:\HYDRA\ HYE\6MTC .INC ----- -START OF SUB- FILE---- -- , 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-FILE - -- 7: NEW NE ACCESS STORMWA TER 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 Minimum velocity 0.50 Feet 2.00 Feet/Sec Minimum slope 0.00500 _ D/d 0.9000 Maximum diameter 132.00 Inches 9: SCS 0.385, 0. 39, 98, 80, 20, 0.01,.220 Compu ted 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 87.44 Peak CFS rainfall falling on impervious 0.11 CuFt/Sec Peak CFS runoff from impervious 0:0912 CuFt/Sec Equival ant "C" off impervious 0.79 C:\HYDRA\CMD\ HYDRA Version 5.85 ' j.w.morrissette & associates Page 3 ____________________________________________ 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 0 ' 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 CuFt/Sec Equivalant "C" off segment 0.32 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 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 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 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 1 1 1 1 1 1 1 1 C•\HYDRA\CMD\. HYDRA Version 5.85 j.w.morrissette & associates Page 4 C:\HYDRA\CMD\T.CCUBIN6.CMD 6:41 13-Jul-107 TCCU - STORMWATER DESIGN Storm flow (no SF) 0.0950 Cuft/Sec Design flow including SF 0.0950 Cuft/Sec Combined SF 1.000 13: END 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\TCCUBIN6.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 2 Number of links 3 Number of hydrographs 40 Total sanitary population 0 Total sanitary area 0.00 Acres Total storm area 0.39 Acres Number of pumps 0 Number of reservoirs l ' 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 0.00 Feet Length of transport units 0.00 Feet Length of pressure pipe 0.00 Feet Closing DBF and NDX Files s S~l'`~ 2 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 ~ ~~s~r s H~'I) 61`~iOliT'I'~€ POIgT FILE n LI n C 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 0 340.50 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 ----------------- Link Exfil Up/Dn/Ovr San Inf Sto Mis Design 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 SAS 2 ~'D 6 Ii~Ol~T'I' OLT'Y'PLT~' DATA ~'II.E ' C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 NONE t 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 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 ON ' I Maximum d/D for pipe design/analysis 0.900 I Match point position on pipe 0.00 or Invert I Number of allowable diam drops 999 I Mimimum drop 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 +----~-------------------------------------- 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------ C:\HY DRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 2 C:\HYDRA\CMD\TCCUB2N6.CMD 6:41 13-Jul-107 ' TCCU - STORMWATER DESIGN 1: 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 roduction h eto ra h P Y 9 P 1.79 Inches ' Maximum intensity 0.76 Inches/Hr ----- - END OF SUB-FILE ---- -- 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 6.00 Inches 1 Minimum depth : 1.00 Feet Minimum cover ,0.50 Feet Minimum velocity 2.00 Feet/Sec Minimum slope D/d': 0.00500 0.9000 Maximum diameter 132.00 Inches 8: SCS 1.80, 0.6 0, 98, 8 0, 20, 0.01, 220 ' Compu ted 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 0 Peak CFS rainfall falling on impervious 0..83 CuFt/Sec' P eak CFS runoff from impervious 0.66 CuFt/Sec ' Equival ant "C" off impervious 0.79 Tota l rainfa ll falling on pervious 4678.34 CuFt C:\HYDRA\CMD\ 1 j~w~morrissette-&-associates--------------~----- C:\HYDRA\CMD\TCCUB2N6.CMD 1 TCCU - STORMWATER DESIGN Pervious runoff Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment .Peak CFS runoff from segment Equivalant "C" off segment 9: DPI 62 344.15 344.3 342.05 340.5 10 Length Ground elevation up Ground elevation down Invert elevation up Invert elevation down Minimum diameter Lump sum cost ManningsN MinSlope 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 Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe _ d/D Partial flow velocity 10: RED (0/0, 7126/0.48) 11: RES 345, 340, 345, OVER -, HYDRA Version 5.85 Page 3 6:41 13-Jul-1.07 1145.77 CuFt 24.49 g 0.55 CuFt/Sec 0.0306 CuFt/Sec 0.0555 11695.86 CuFt 7282.05 CuFt 62.26 g 1.38 CuFt/Sec 0.67 CuFt/Sec 0.48 62.00 Feet 344.15 Feet 344.30 Feet 342.05 Feet 340.50 Feet 10.00 Inches 0.00 Dollars 0.01200 0.00500 1 0.00 CuFt/Sec 0.668 Cuft/Sec 0.668 Cuft/Sec 1.000 10.00 Inches 342.05 Feet 340.50 Feet 0.0250 3.20 Inches 0.320 4.293 Feet/Sec 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 Storm flow (no SF) 0.668 Cuft/Sec Design flow including SF 0.668 Cuft/Sec t 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 i 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 1 Number .of links 3 Number of hydrographs 40 Total sanitary population 0 Total sanitary area 0.00 Acres Total storm area 1.80 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 0.00 Feet Length of transport units 0.00 Feet Length of pressure pipe 0.00 Feet Closing DBF and NDX Files ~~~~1~ Co~remercial Stoa-rnvvater Facilities li~daintenance Agreement C®li~IMERCIAL/INDUSTRIAL ' AGREEIlZENT T®1l~IAi1~1'1cAIN ST®R1VIV6~ATER >FACII.ITIES ANID T® I1VII'LEMENT A POLLUTION S®URCE C®NTR®L PLAN ' BY A1NID 18ETWEEN TWIN COUNTI' CREDIT UNION ITS IIEIRS, SUCCESSORS, OR ASSIGNS ' (IIEREINAIH"I'ER «OWNER") ANTI CITY OlF YELIVI (I~REINAFTER ".DIJRISI)ICTION") 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 BMP. ' .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 S]EIAI.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... r (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 Yehn 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 as necess OWNER is encoura ed to hotocopy the individual checklists in ~3' g P Attachment "A" and use them to complete its inspections. These completed checklists would then, 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 ' firms responsible for plan implementation, and the person completing the report. ' (b) Time period covered by the report. (c) A chronological summary of activities conducted to implement the ' programs 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. . T'IIE ~(.TItISI~ICTI®N SIIAI~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. ' RENIEI)IES: (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 1 given notice. If the above required maintenance and/or repair is not completed ' within the time set b the JURISDICTION, written notice will be sent to the Y 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 t 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. ' 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 Dated at ,Washington, this day of , 200_ STATIE OF WAS~IGTON ) ' ) SS COUNT' OF THURSTON ) ' 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 APPII;OVEID AS TO k'O)ft1VI: STATE OF WASIE~TGTON ) SS COiJNT'~' OF TI~U1tSTON ) Owner 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 ' II\1STItgJCTI®115 F'®It I'E1tS®N IVIA)<NTAI[1~TI1VG S~'®ItNiV6~AB'EIt SXSTEIVI 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 findings should be recorded on photocopies of the Maintenance Checklist forms. Check of the problems you looked for each time an inspection was performed. Maintenance should be undertaken to correct deficiencies found and comments on problems found and actions taken entered on the forms. Completed Checklist Forms should be filed.and incorporated in the annual report to be issued in May of each year. 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 A'I'1'ACTTMENT KA": MAIN'T'ENANCE PR®GTtAM C®VETZ STTEE'T' Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: i~ A'i'T'ACIEIIVIEN~' ~~": P®I.I.,IJ'I'I®N S®TJItCE C®N~'it®i. Pit®GRAIdI EROSI®N AND SEDII~IEN'T C®N~'it®I. D1VIP's WHAT AItE P®I.I~IJ'I'i®N SOiJitCE C®NT'it®i,S, AND WHY AltE 'I'IIEY NEEDED? Pollution source controls are actions taken by a person or business to reduce the amount ' of pollution reaching surface and ground waters. Controls, also called "best management practices" (BMPs), include: i, 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) 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 azeas and the effect of this contamination on aquatic life and human health. Reseazch 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 azeas and swimming areas, mortality of young fish and other aquatic organisms, tumors on fish, and impairment of fish reproduction. 1VIAT'EltiAl<,S USED AND WAS'T'ES GENEItA'i'ED Of particulaz concern are drives and parking areas. Because of heavy vehicle usage, the concentration of oil and grease in stormwater may exceed the Ecology guidelines of 10 mg/l. Although there are no local data to confirm this view, limited reseazch in the San Francisco Bay area found the mean concentration of oil and grease in stormwater to exceed 10 mg/1. t ItEQiTIItIEID AC~'I®NS 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 be 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. P®imds 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 an infiltration pond. 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 chemigls 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, (dryfinfiltration) 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 Annually a e sure t at t o nprap un er e m e pipe is intact and that no native soil is exposed. Also Replace rocks or clean out sediment. check for accumulations of sediment more than '/2 the height of the rocks. Outlet Quarterly The rip rap overflow should be intact and clear ep ace rip 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 osits. Dikes Annually Any part of the dike that has settled Build the dike back to the original elevation. si nificantl . 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 cleanouts 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. Cateli 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 or 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 Y: 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 entering the 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'/. inch between the frame and the stab 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 tie 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. OiUWater separator Quarterly Water surface in catch basin has significant Remove the catch basin lid and (jdownturned "T' i b sludge, oil, grease, or scum layer covering all f f skim off oil layer. Pour oil into a ow or e n or most o the water sur ace. 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 local jurisdiction. 1 1 1 1 1 1 1 1 1 1 1 1 1 ~einciing, Slaroabbery Screens, 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 blocks easy entry to the facility. Make sure erosion, or replace the screen erosion hasn't created an opening 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 appealing provide . 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 IY Missin or loose barbed wire. 9 ep ace or repair a e wire so that it 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. Conve ance Pi es Ditches and Swales Y P > Part of When to What to Check For What to Do System to Check it Check Pipes Annually Accumulated sediment should not exceed 20% Clean out pipes of all of the diameter of the pipe. Vegetation should sediment and debrs. not reduce free movement of water through Remove all vegetation so pipes. Ensure that the protective coating is not that water flows freely damaged and rusted. Dents should not through pipes. Repair or significantly impede flow. Pipe should not replace pipe. have major cracks or tears allowing water to 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 & Annually Check for vegetation (e.g., weedy shrubs or v m nt f th d th f li t Clear blocking vegetation so that water flows freel Swales a uces e ree mo e e o ngs) re sap water through ditches or Swales. y through ditches. Grassy vegetation should be left . alone. Open ditches & Quarterly Check around inlets and outlets for signs of Eliminate causes of erosion. Swales erosion. Check slopes for signs of sloughing Stabilize slopes by using i t i t l or settling. Action is needed where eroded appropr a e eros on con ro 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 8 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 are 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 lie needed to slow. Stagnation occurs. check grades. Grades need to be in 7-5% range if possible. If grade is less h 1% g an , un erdrains may t need to be installed. Glrounds and I.andseajping 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 or litter 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 stow 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. trees/shrubs for support. Access Roads and Ease>tnents 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 stormwater 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 debris. Access road Annually Any obstructions that reduce clearance above Clear along and over and along the road to less than 14 feet. roadway so there is enough clearance. Road surtace Annually Check for potholes, ruts, mushy spots, or Add gravel or remove wood woody debris that limit access by maintenance vehicles. as necessary. Shoulders and Annually Check for erosion along the roadway. Repair erosion with ditches additional soil or gravel. Drywalls, French IDra~ns, or IDownspouts 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. ff 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. art of the downspout that P eads to the drywall. Perform moss removal as desired. Pressure wash or use fatty acid solutions i f i hl i nstead o g y tox c pesticides or chlonne bleach. Install a zinc strip as a preventative. r 1 1 1 1 1 1 1 1 1 1 1 ~~~~1'~4 St®rwate~ Faci~~ties Summa T~IiJRSTON R.EGI®N FACILITY SU1VilVdARY F®I~1VI PROPONENT' S FACILITY IDENTIFIER: NAME OF ROAD TO ACCESS FACILITY: HEARINGS E~S;ANIINER CASE NUMBER: DEVELOPMENT REVIEW PROJECT NO.: BUILDING SITE APPLICATION NO.: PARCEL NUMBER(S) Twin County Credit Union Yehn Avenue, (SR 510) 21724120300 To be completed by Utility Staff: Utility Facility Number: Project Number: Parcel Number Status: Basin & Subbasin: Responsible Jurisdiction: PAIST 1- Pr®,~ect Naffie & Proponemmt 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 t Telephone: (360) 357-9917, Ext. 4402 Project Engineer: Robert E. Tauscher, P.E. Firm: J.W. Morrissette & Associates Inc., P.S. Telephone: (360) 352-9456 Fax: (360) 352-9990 PANT 2 -Project Location Section: 24 Township: 17N Range: 1 E PART 3 -Type off Peranit App9ication 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: Nisqually River Zoning: C-1 Onsite: Number of Lots: N/A Avg. Lot Size: N/A Building Permit: New Building Footprint (Acres): 0.06 Existing Impervious (Acres): 1.12 New Sidewalk, Parking Lot, Fire Lane and Access Roads (Acres): 0.051 Disturbed Pervious Areas (Acres): 1.171 Lattice Block Paving (Acres): N/A Public Roads (Acres): Disturbed Area Total (Acres): PE'I' S -Pre-IDeveloped Project Site Characteristics Stream Through Site N Steep Slopes (> 10%) N Erosion Hazard N 100-Year Flood Plain N Wetlands N Seeps/Springs N High Groundwater Table N Aquifer Sensitive Area N Other: PART 6 -Basin 1-Facility I9escription 0.00 1.171 Area Tributary to Facility Including Offsite (Acres): 0.39 Acres Total Onsite Area Tributary to Facility (Acres): 0.39 Acres Design Impervious Area Tributary to Facility (Acres): 0.1 S 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 facil ity: 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 OiUWater Separator: 0 Single Orifice: 0 Multiple Orifices: 0 . Weir: 0 Spillway: 0 Pump(s): 0 Other: PAlaT 7- basin 1-Release to Groundwater Design Percolation Rate to Groundwater: 10 in/hr PAIt'I' 6 - basin 2 -Facility description Area Tributary to Facility Including 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 check mazk and number, i.e., one (1), for the type of facil ity: Wet Pond Detention 1 Wet pond water surface azea, 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: 0 Oil/Water Separator: 0 Single Orifice: 0 Multiple Orifices: 0 Weir: 0 Spillway: 0 Pump(s): 0 ' Other: PARE' 7- basin 2 -Release to Groundwater Design Percolation Rate to Crroundwater: 10 in/hr PARS' S -Release To Surface V6~ater All stormwater from this site is infiltrated on site with no release to any surface waters. ~~~~1®~ ~S~~ ~~ SECTION 24, RANGE 1E, TOWNSHIP tl N - ----------------------------------- ------~Br.EarpaP~r~r--------------------------------------------------- _ _ _ YELM AVE. 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I ,~ U' J 11 s ~ J < / ! m ( ~---' o ~~W~B T~~a a / ---~ ~- ~~O I7YPE I @ DEC. ~ ~ a'~ 145 LF tl'PYL .0097 w~ --~~E 1 ~ ~ I ~~~ I AIM=744.32 a ~ _ RIM=314 5 TI714110J01 P ~/ q; `i ~ ~ ~ ~ • FL=341.62 SE ~ ° N ~ \ FL=34 . n ~g `~' ~ yf~ Y~ FL=341,57 W ~ NISWALLY VALLEY I ¢~ / •0 ~ (~ ~Cp MOOSE 1905 / / e tiw m r~ G J o- ~ PD aox 757 e I ~ Pa/ ~ I I2'T~, ~R~ \ ~ I rc n n ' ~ YELM WA 98597 { I p9 >` ' 0P / EL=P' 7 ~ \ \~ ~ ? a i , 'fir ~ ~ ~ / ' eti / °I ~ ~A A~ `~ da ,, m P Q vn+210800 nl / `6~0' / I ~ I ~ I x o ~ n,R wsovaur vauEY ~ .,~ 6 \ \\ \ @ ~ 5`L _~ /~ MOOSE 7905 ~ / ~. j / I ~ I v VA A~~ vv I ,~~° '~_ % Poeax757 I ~ / rR~o / I II v VA a v 1 a ,~ t // rELM wa 9e597 I / e~ / I ~ ~ /~tY`,j, Cn A ~ ~ R, ~_ _ - ~ ~ , ~ p ~ ~ i ~ / / I~ ~ y~aym~°yo \I~\I J ~' .'~/ pt10~ P~ / ~.IiuES~MIeEZ . ®' /// '1 1 \ ~~~y~(0~ ~o \II ~ \ 41`EL. ~ 45,~1wF1~SR / PORiw100R1A LPWq 98368 ~ ~ (~~ 'P 4 Q, /' JAMES RAMIREZ I ~ \ J y ~ ~ v.~ ~4' OEC 1 I ~y ~ ~`~ o-p0 ~ / / 407 NCiORIA LP AI \ q A p ,yz \ ( 67M EL 340.0 i~ ~ PW 27714210500 \ Y/ PORT i0W5EN0, WA 98768 ~ 9Q~ik ,~ \ 1 I I 3:I SIDES ~~// 4x ~~ SCHOOL asT, z ~-' /. \V v a~y~ _ ~ ~ ` I I ~~ ~ ,~ Po eox ~. 4tD~4(easeuNE'e7 + \ ~ P~ \ \ \ k / ~ / ~ >a KLAI. WAE 1~OF2~09.151 , / ~ ~ \ 1\ _ ~// \ \ /' W EXISnNG \1 1 _ -_~_~ ] \\~ELL\R SPILLWAY ~I~~I \ NE %4 NOF ¢Cifpy 4OF THE S 100 ~ \ \ FL 743.0 ( , I ~ . •~u. 1171 40000 TOWNSHIP 17 NOR1H, CE I EAST W.M. E E C HORSAK MATCH LINE SEE RIGHT `='~ ~4BWAER~97~EYRDSE VERTICAL DA NM SCALE; 1'=20 FEET 0 f0 20 40 PROPOSED LEGEND ACCESSIBLE ROUTE PROPOSED CURB PROPOSED ASPHALT PROPOSED CONCRETE WAIX EX LEGEND EX CURB i0 REMAIN FM FORCE MAIN SEVER o SE7V£R GIEANWi QS SEWEF MANHOLE ~W WAIFR LRlE D7 WATER VALVE ® WATER METER t} FlRE NIDRANT Q CATCH BASIN C GAS LINE Lp CAS VALVE ® GAS METER UCP UNOERGRWND POWER :- . POWER 1RANSFORMER ~ aa'~ vim{ LUMIAIRE od ,uNCnoN eox UGL UNDERCRWNO COWUIr 50 - EA75nNC STORM . Exlsnr4c CONCRETE B~ & TqG ~~ 04 "ASy3C, Q'P~~ 7*~~'~ '9 37839 ~p OA R`~19'2W~ t>E' 48/OVAL EXPIRES: 02 07/08 PARCEL # 21724120300 1105 YELM AVE. NO DATE BY APPR REVISIONS APPROVED FOR CONSTRUC'iION Jw.M. o7h7/07 ,Ciyil•Municipal•GeotechnicalEngineeringandPlanning o6sicNEDBY DA,E New Building Addition BY+ DAiE u.w./r.D.w. m/n/m Twin Star °cvEL°PMENT Renew a"eiNECR C,A.D.D. BY OAIE Basin Boundaries Jerome W. Morrissette & Associates Inc., P.S. Rr. Credit Union APPROVAL CHECKED BY DALE EXPIRES m/n/m 1700 Cooper Pt. Road S.W. ~8-2, Olympia, Wa. 98502-1110 Ph 360.352.9456 Fx 360.352.9990 °ArE PLOrTEO 05132-1 Sife 1`~~1~ 5~~~ ~~ SECTION 24, RANGE 1E, TOWNSHIP 17 N - u~~ l,- ,`,t„- ..-tar-. _. c. _ .... _ _ _._ _. - -___ - _~ .r i=-'~'R - - __ ~. ; ~ ,~ _ ____ ___ =--- _ ___ _ _ _____ _ ____ ___ ______ __FIT¢WVauTYLNr______ _ ____._ . _ _______ _ ______ __ ______ d ~ ~: ~ _ ___ __ _ - --- ----- ---- ---- -- I" ~ YELM AVE. 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' FUTURE 3' SIDEWALK " -~JWg-~'~',: 28 ruri Ex a/w BY OTHFA9 ~, _ \ ~. ,' .._ _r~_ ~_._ __~~. _'~.._~~-_~__ -. 551']6 l4"C SI951 r ~_In- ~.__ _--~~_ FrX~._._,____-,.:r._-_- ° NEW RIW ,\-y- -l _- \ __ _______~. _:_ -r --__ i•'-. - _T - - P ~ IS D< R/W 10 BE CFOICA iEO~ _ y~ e I F 1 Cr / ~/ ~j \ IS' CF R/W i0 BE pEDICA]CD ~ k'' AS REQUIRED ~~ ~ OC) I „ / I aS R[ppREp JL__ _ '+ ' - --- ~ ' - ' ' ' - ' ~ - y - ' ' - ' _ yy Y Y ~ ~_ _ _ _ _ _ _ _ _ _ ~. _ _ _ _ _ _ _ '_ ' ' ' - ' - NEW R!W _ _ _ _ r"I r HawnF • -G Y -, p^•p - _ ~~ o lI _ _ _ ~ I j7 _ _ - _ - _ yiA' ' : r~ s G DE II ., I II Y ( / SEVER l B' vERr Prof ~ IX . z?" L7V~ r~ y / /` \\ z R - ~@ > o ~~ Y ~ 1 1 O--m '_cT_ rL Jns - M - IB o°~` l~ n dy ~ s~j7 .~ ~ I ~ e a I V IIRRIG\ ~ I epx / ~ ~~ AJ~;\, tl Elm 5 I ~ I - m~ ~ ~ \ - ~ I NEW REiDUCED PRESSURE ~y w ~ cR-I ~ ~ \- ~ - - ~ - - I ~ - 1 ~ ]5 `tB-5 - - ~ V f L' DEL ~ BACKFLOW A93EMBLY; ~ ~ L = I I 119E I II IR I 9 F ~ ~YII °0s rmE-1 / 9 O \_ \ RIM=7d401 \\ ~y 1 ~e FL-J+7.i9 , I c '~ iNE7 POND A° I I alu 7LL75 I~ •, A ,,l ~- ~ ~ '. •~ ! ~ ~.~~_~ I I H e III llll EL >ra]fi / o~ ~` dA / 'V~ ~ ,i ~ NEW ASPHALT e . r m ~ Y ~ A~Q~ -~/ ' ' I ~ / ,y: 6~ /` INS ALL CEMENT CONCRETE es ; ~ Y I 1 ` ~ / AF / /A I \~/ ~ _ _BAI~IIER CURB ~ ~ 9 P I ~ `1 ° ~ Ip /I /~€ +/I p / ~': - -(N~~-N~- ~~-" w -~ II~~_RELOCATED IUMINAIRE`~ ~~L S ~ `Y '8 1, // ~ " ~ SIDEWALK ' ~ ~ P I I (SEE ARCHffECT3 PLAN8~1~ ~~ G~ \ P ~ -~- ~I;,J~ 10'SIOE/ / ~ 9~B ~~~ PSI mil BUtDWG./ FIELOVYERIFY EXACT IACA~ION - NE~ROOF DRAIN 4 1 -~'' D III ! /'~ ~ S '- ~SETBALX OF E1it Y WATER SERVICE ~ COL ECTION SYSTEM P I I', / \ ~ NEW ASPHALT / ,'F " Q RELOCATE WATER SERYIC~ ~ ~ , ~ ~ / ^ x rWE~ ~~ \ PAVEMENT / / ti !~ A9 REOUIREO / ~ HmRA I 1 ~ ~ q0 ~ / ~., / I ~ / I 7x 051 '~ n~. O Cx IRR14_ P~I )m~ \\ ~ .. / / POW t + W 0 cm B' o[c o-.~, ~ ~ ~ .A~ 1 m4y ~ ~ ~ ~ ~ C ~Y ALL A' WHITE BTRIPIN6 1 Ir XEW 325 CF p00F ~ ' ( I '~~"' ~ ,\ O B --_ I ( (SEE CHITECT3 PLANS) I ~, ~ ~ /NP I DRAIN DRYWELU I P!~ \ ~\ ~,Y \ , ~ ~ ~\ / _-_ ~. I 1 DDC ~; (, \ , ~~~ ~ ~WP~ ~ I I~ ~ o i \\\ ` ~ _ \ ~ V~ \ ~' B•¢HCI J I Isa Racx ~i ~ E GHfffCT~S.1~fA 19. `~ ~ I \ 3 1r ~ V \• ~~ ,~2\\ \ 'qtr II - r~iP_E I c A~ I. \\\ \\ ~\\\ '\ WHITE I II ttla.JO I _ ~ r ~ p.\ \\\\\\\\\.\\\ ARRO' -_ \ \ y I LJ~I~I III LI ', \\\~`~ \\ \\\~\x,,\\ ~N I I ~ ~~~ I \ f / IE ~+rP ~ x SLEEVES FOR IRRIBATIO ANS) ~ TO BE COMPLETED / 'v\-- PHASE? f i\ ~ l Af / / a per/ / ~~ ,\~ //• -_. __ f _ ~ .~: NIl9R4 DXTWt n :` V ~II II _.__.- I I I F.F. 343.82 •~ j / II~._.... I I EXISTING 7 ~ • I( IWHITE THERM ,l 1 I I z 0.4• ro ~ /// A €~~n._.._ __. _I__.IW a BUILDING Torn al .. .'.: ., ~ ~RRO~YS Q R I NEW CANOPY WITH DRIVE ~. I 19: THROUGH TELLER 6 ATM q- - 3+DO .ilk 1 / /, 1 ~ o I _ KIOSKS (SEE ARCHITECTS ~_ _lo ~~ ~.r NEW ROOF DRAIN ~~?~tl __-o~ J `~ Ex PLANS) j COLL TI SY ~ t Gyy" rv I 13 II/1'cw ~. .,I /'~ / 1 ~ Y _ 4 II_. _. x SUPPLY u - ~ / i/ Y I w N ' i' _•_~ ~ Y ~ 1 I ~ m ~ i,~ / , ~. - i\_ E ~ N Y- '- - L / ({'¢r6! /A / 9 " N .NEW ASPH Li u F \ S -~ 7/ I -'ro ' 9 - l _ _ - _ ~ ~ ~ o LB J b"' pfC, , ~ 5M , ~° Id5 LF tl•PVL 0p9) ••~il ~CB-7 A / i1PE-I ~ ~ iME-J ~/ D ~ RIM~N/.JP _ ' u = \~' RIAG Jr4 ~yG L -~ ~ FL•761.61 SE ~ ~ - ° n W FL=!4 I. (((\ ~ ~ ` VV FLeJ61.5] W I O I,R tt SP e I I .P ; . \~~~ I \ ~ I 6sss '~e gyp. \ ` II - I ~\\~ \\~® \~ I EX>, FENCIFF,,D TpASH I \ ~ \ _ _' xir REGRADETRESIZE '"OEX. INFIITRATION c ~ ~ l 'To- A ~ ~ EN0009URE 111111 e \\ \ ll \~~.. ,. \ s ' a POND ~ ~ I = `FENCE I ~ ~ \ q~ • / . s I r Dfcr., ~ _ / I ~Af ~\1 1 A ~°~ ~' •4 NI NEW ECOLOGY I v ~, ~ Y ~ i 1• ~~ I a ~~ A ti~,y ~ ` ~ ~ A ~ > jv' ~ -~ PO / N~1Qe / % ~ 71]74130707 m N ~ RCI W ~ o v ~~ ~ ; v \ D4 \ ~'. -J ~ ( ` W i ~4. DEG 1 1 ~~~ ~ , a \r1F1 / ®/ Ex~ RI C P O PORT iOW$E Wp 98]68 f`v ~ ~ . . v;. FI ~ 1 I 1 I ~~- I / / ~ ~ ~ / ~ . w ~ 900 y ~' ~\ A~ZO • ~~ 1 i ~ / SR ~ I,~ / '~ / r ~ NEW IRRIGATION (SEE LANDSCAPE PLANB) a i ' PA I I 0'9 , : \ BOO m~ moo, q ~. I ~ r 1~ VIELL V. ~ I J ~ YB I / i - NC ; o ~- - - -/ I m / I , ~--MA?CTi~UNE SEE7jl HT I. r I I v CHAINLINK WALL i / ~ ,,B / / j EX BUILDUIG PROPOSED i LEGEND /~ h -•~•~•~•~ NEW $TORLI pRAIN •~// ~ \ ~ / , a~y. ~ EX BUMING O PROPpSEp NRB PROPDSCO ASPHALT / ~ ~\ \ ~ ~~ 4P ~ ~ PRDPpSED LENEN7 CONCRf1E /\ 1 ~ ` Vb n t / ~~% ~ r e d '/ ~ ` ~ 7nz.uD7DD ~; W PO STEVEN ANp DARLFNC RO1 CUT & FILL QUANTIT HWfLL IES / i / rpn rD Ion rfLU avE w ~ CUT:388 CY EX LEGEND t~ ~/ ~~, V ~ lftu WA 9859] ~ FILL:O CY a $[ATRarawpul "+ , ~~ pS $ENTR NANHIXE / / N WAICR VALVE ' ~ ~ ® WA1(R MCICR %f/ NOTES: b eaE HYDRANT pb • 1. SEE ARCHITECTS SITE PLAN ~ ura Basw FOR PHASING LIMITS '.., Gas vaLVt J/ 2. QUANTITIES SHOWN ARE FOR a •~ GAS uE1Ea ` PERMITTING PURPOSES ONLY. POWER rRAN$FDRMER / IT SHALL BE THE CONTRACTOR'S w,", luwalRE flESPON9181LITY TO VERIFY ALL QUANTITIES. C1J ,NNCr¢W Bpx vcN ' p PpN[R PALE LDVKER iREI / IXGOUWS WEC --___= EX LURE TO REMAIN rM FCRCE uAw sExtR MATCH LINE S EE L FT w warER LWE GAS LINE ~ `-^\~ ~ / I ~ -- - V UNDCRfROIINO POWER r ~-~ 1 // 'I J -..-_-. UNpCRCRgINO CONDUIT /' I ~lEy ` 1 i ~ SO F,YISiING $iptM o REUaW ~ ` I / / I / ' 7nzn7D]m NISWALLY v VGA ~RW A(LCY w I I ~• / ~ 4( •9 t MDOSC 1905 ' `~ // "~4C I Pp BOX ]5) u l PP/ r~.U 1 I A YELM WA 98591 m l 49 2r / _ / gq / / ZI )I/ZIOB00 ~ i / / 8V~ / NISOUALLY VALLfY YODSE 1905 / / • L , 7 E Pp BOX 757 ; ~ / p ~ ~ / YfLM WA 9859) i / ~- 89 yr0 / / + ~~ / / NEW IR910ATION ® ~+ / 71771 00]07 v+ y\„ 9 / / JAYE$ RAWRCI / 4pJ MCiORIA LP ~ ` r~tl' ~. / Lp / PO,47 IONSEAO WA 99168 711I4N05p0 sGroa wsi z % Y Pp Bpx as a so YELY, WA 98591 i 7n7r1d00p0 _ SW CpRN'CR LF NW r 0r THC ELAWE C HORSAx NF I/4 Q< SCCBW , IrBdB BERRY VALLEY Rp $f i0NN5NIP I] NCRTN, GE I TECH. WA 98597 EAST, WN. LEGAL DESCRIPTION I1CW A ES PR0 LOCATION L BB -- a i --2 W 2 C ' N.T~ 1 A7 0 h. h ~WHi VALLEY 9 U P e y~ G ~E, Kf LLwG 4'tQLUa VERTICAL DATUM SCALE I"=70 FEET DATUM w$DOT YW OWI Yl NEW RO d9 YffY a4E 0 10 20 40 ul~]a e9MTH ucx NGVD 1979 HEARINGS EXAMINER'S CONDITIONS OF APPROVAL I. THC LLw01RON5 ~ INE YIIIGA iCp p[iCRNWAiroN IX Npl-SIGNIFlCANCf ARC H[REBY R(FERENLCO ANp ARE CDRSDERED C6N0171pV5 DF THIS APPROVAL. 7 a[FllSf COfLECtICW AREAS SNALL BF DE9GNE0 i0 NEFf 1HC ITLN DC9CN GUIOELINE$ ARCHIICLNRAL DE IAIL$ Or tHE ENaOSINtF ARE RCWIREp. J PARKING SHALL BC PRONGED W ALLOROANCC MM IHf CITY CS KIN f)E'klCVNfNT NIDFLLYf $7ANpARp$ A wNNIVM DF JS STALLS ARE REWIRED MIN Ai LEAST 7 BEML HANDICAP ACCESSIBL C. d. ill[ GYL PLANS SHALL MGVOE A COMPLETE pETAILED LANDSCAPC PLAN IN ACCLROANCC MDI CHAPTER I].BO rNC, INGVOINL PRONSgNS FD4 IRRIW ilp4 ANp FOR NANICNANCE V lANpSCAPMG. LMDSGPE PLAN SHALL WauDF iYlY 11AN05CAPING ADJAaNt !D AOJDWINL RE9DENRAL USCS TYPE II LANDSCAPING ALONG THE PCRINCIER Cf RIE SIZE, ANO PDJA CENi i0 BU401NC5. 1YPE 10 UNDSLAPING MiH rR01J iAGE IYPROVENENTS. TYPE IV LANDSCAPWG IN 4LL PAFIfINL AREAS TYPE V IANp$CAWNG FpR ANY A80VC GRWND SiORNWARfl lAQLIi1ES 5. BUILWIG AND 9iC OES'GI, AND PEDESTRIAN LWNURDN plALt MEET THE CITY CF ttLM -ESKA' NIDCLINES CRITERIA fi. TVK APPLICPNt SHALL DEDICATE Tiro REOUWED RIGHT-pr-WAY NEEDED FOR fRONFALE WPRpRENENi$ 10 of LAYSiRUCICD A$ PART Dr THE L.D. 1. INE APNLANi SHALL OE9GN AND CONSiRVLi ALL $IpRNWAIER FAChIRES IN ACCORDANCF MiN GiY a 'ffLN $1DRYWA TER NINUAL A FINAL $ipRNWA TER RCPpai SHALL BC MaU0f0 W THE Gw MAN AIBY159pL 8. THC AWIICANi SHALL PRONpE WATER VSALE LALNLARLN$ MiH LINL PIAN $UBYSSIDN i0 DEIERYINF IF ADGIIpVAI WAtER SERYCE CONNECRIX45 AR( REgRREp 9. iM WA iFR USAGE LALCULAiIpN$ $IIBNIi1ED 'MIN LIML PLAN SUBM15$ION WLL DETERMINE IF AODIDpIAL SERER SERVICC [ONNECiNxNS ARE RCNIREO. lO THC APPLILANi S4A4 CLWNECI 10 THE CIfYS RECLNNCD WAl(R SYS/FM FOP ARRIGARDN PURPOSES. 11. THE APPLILANi SHALL NEEi ALL CONDIilONS idt CRpS$ LONNCLRON CONiRa AS REWIRED W SCLTION 746-190-d90 WAC INSTALLAi1D4 Cf A •RP• DCNCE I$ REONRCO. P I ANT A R RI !N l All H RANI CLX$ W A F N RANI Iz. THE M L C SH LL BE CSPONYBLE FDR f S ALi Lw DF ro L LL NtE YD S REWRED aNO WS7ALLED A$ PAR? a< DMLDPMENi. THE APPLICANT SHALL WORNNAY MTH tHE KLM PUBLIC YARNS pEPARTYENT 10 PURCHASE ANO INSTALL REWIRED HIDRANI LOCKS. HYpRANI LOCK pETAi15 SHML eE INCLUDED IN GNI PLAN Si/BY15510N. THE GNL PLAN SUBYISSCW SHALL MaUOf fIRC rLOW CALGILABWS ANp pENONSTRAiC THAI THE FIRf FLOW R[OIWRCNENf$ CF THE INTCRNARONAL FAT[ CWf HAVE BEEN NCI Al TNf GTE. SHEET INDEX 1. COVER /SITE PLAN 2. EXISTING CONDITIONS/DEMOLITION/ EROSION CONTROL PLAN 3. WATER, STORM & GRADING PLAN 4. LAYOUT PLAN 5. WATER AND STREET DETAILS 6. NOTES AND DETAILS THAI iRIANLULAR PORDON OF iHf NORTHWEST WARCFR IX !HE NOR INCAS? WARIER OF SECTION 24 TOWNSHIP 17 NORM RANLE i EAST, WN., LYWL SWiHNES7ERLY a IX YNPIA-1£LM ROAD EXCEPT BEGINNING Ai THE SW7HWES7CRLY CORNER W SAID SUBOIRSION' DiFNCE NCRiH ALONG THC NEST LWF THEREOF 70 Mf SOUTH MARCW OF OLYMPIA-YELP ROAD ?HENCE SWTHEASiCRLY ALCNG SAID MAFGW ]p0 FEET; THENCE SOUTHWESTERLY !D THC POINT OF BEGINNING. IN MURSiON LOUNlY, WASHINGTON cuL e[rDRE rN DIG: THE CONiRACIDR SHALL BE FULLY AESPON9BIE FGR THC IOCA BQV ANp PROtECRON OF ALL EXISIWL URLI/IES YHE CONiRACiOR SHALL VERIFY ALL Ui0.1TY LOCAi10N$ PRlryi f0 CPN$IRUC9IGN BY CALLING INE UNOfRLRgixp IOCAtC LME AI 1-800-d7a-5555 A MIMMUM a` 48 HalRS PRIOR l0 ANY LLNSTRUC710N T E T40 r°0~°r WAS"'".,y`m ~A e ~ °3g~ A~~?4 EXPIRES 02/07/03 PARCEL # 21724120300 1105 YELM AVE. SITE PLAN REVIEW nu uPi[ pi Prrr nc vnwrv~ A roved B JWN m/n/m ° pP y pESILNEpsr DAT New Building Addition T/n/o7RE.w. J.wY. PER CITY Dv YELH coNMENrs DS/,4/m ~~r2 `~o ~ Civil Municipal Geotechnical Engineering and Planning TWIn Star R.EW. w/n/m R:"°° °' °"'° Credit Union, Yelm Cover/Site Plan Jerome W. Morrissette & Associates Inc., P.S. LHELKEpBr DATE Washington o7/n/m ~ 1.~ 1700 Cooper PI. Road S.W. SB-2, Olympia, Wa. 98502-1110 Ph 360.352.9456 fx 360.352.9990 DaiE PLm¢D 05132-1 Site e ~~~ ~~ c®u~~ ~~~®~~ u~o®n~ ~~~ ~~~~ s®®~~~ ~a°~g~~®pv~~n~~°~s ~8~9l7~9Vf~G6te~ ~a~ 1 11~60•'i~~ BASE BID 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 11 ~ 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 RoofD ell L.S. $1500.00 $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 G ~~1~ '@''~' ~~1~ ~l'~ ~l~ ~~ ~~1'~ 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 (360) 943-1599 Date: September 23, 1996 Revised: November 12, 1996 Revised: April 14, 1997 _, ~>>~~. ~ D. yq t*~' , ' •G ~/~~' g n Z y ,s ~~ 'fc~Z4193~ ~w~ `~' Ci?S"I'~ sj~NAl. E~G~ EXPIRES: 11-27- ~-'~ 1 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 Section V ................... .... .. .... -Analysis of Stormwater System .... .... .... .. ..... 4 4 Section VI -Special Reports and Studies .............. 7 Section VII ........ -Erosion Control Plan .. : Section VIII . ............... ..... -Bond Quantities Worksheet ................... 8 9 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 n 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 CB Type 1 5 Each ~ S 750.00 S 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 160 L.F. S 18.00 $ 2 880 00 12" PVC Pipe 115 L.F. S 12.00 $ , . 1,380.00 Wet Pond A Lump Sum S 750.00 $ 750.00 Wet Pond B Infiltration Trench Lump Sum 75 L.F. S S 8,600.00 33.00 S S 8,600.00 2,475.00 Infiltration Pond 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. 5 Infiltration Pond I filt i T h . n rat on renc 8 Each of these items requires inspection and maintenance in accordance with the attached Attachment "A" Schedule. a Page 9 0 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 a do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: a ~ { 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 comments 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 iblay), 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, O especially if you are unsure whether a situation you have discovered may be a problem. 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Infiltration Systems Frequency Drainage System . J Problem Condeions to Check For Conditions That Should Exis Feaztue M,S General Trash 8 debris See Maimenartce Checklist for Ponds. See Meimenance Checklist tar Ponds buildup in and . ~ M Poisonous vegetazan See Maimenanca Checklist for Ponds. See Mairnenence Checklist for Ponds. M.S Fire hazard ar See Mairnenance Checlkli§ctar Ponds. See M+dmenance Checklist far Ponds. polltnton M - ~ Vegetation net See Maimenance Chedklst far Ponds. - See Mrdmenanra Checklist for Ponds. growmg er is overgrown M Rodern holes See Maimenance Checklist for Ponds. Sea Meirnenance Checklist far Ponds. M Insects See Maimenanca Chedklst for Ponds. See Mairnenence Checklist for Ponds. A Storage area Sedimern buildup to A sod texture test Indicates lacility s not working az its Sedimem is removed andlor facility a cteanea so system assignee canaotiimes or was incoreay desgned. thaz Irdihrazian system works accoroing ro aesgn. A sedimern trapping area rs installed to reauce sedimern transport imm infihradon area. A Storage area drains A sail texture test Indicates facility is not working az trs Addmonal volume is added through excavates ro slowN Imore than 48 designed capabliides dr was incorrectly destdned. provide needed storage. Soil is aerazed arcs hdurst or overtlows rototilled to improve drarnage. Cornea me Cily for irttortnazbn on rts ragwrements regarding axcavatton. M 5edimem trapping Arty sedimern and debns Tilling else to 105 of deem Clean out sump to design depth. area hom sump bottom to bottom ofrotnlat pipe or obstntctmg flaw inro the connector Dios. One Time Sedimem trouping Stormwazer emers mnhradon area direaty without Add a trapping area by constructing a sumo far area not presern treazmern. settling of solids. Segregate settling area Tram rest of lacility. Contact Crtv for guidarx~. M Rodk fibers Sedimern and debrs By visual irtsueaan lisle ar no wazer flows through fiber Replace gravel in rock liher. dunng heavy ram storms. h you are unsure whether a problem exst,, please costae the Jurisdiction and ask for technical ssistance. Comments: Kev A =Annual (March or Aodl prefered) M =Monthly Isee schedule) S = Aber major storms H I I Hl~l'IMCIV I N wuty t tlvu[_u~ Maintenance Checklist for Ponds r 1 D t Frequency Drainage System .~ Problem Condbans to Check For Candkans That Should Exist Feature S M General Trash & debris buildup Dumping df yard wastes such as grass clippings and Remove Dash and debris and dspdse as . in pond. branches irno basin. UnsigMry accumulazron of non- prescrbed by City Waste Management Batten. degrapaple mazenas such as grass. plasix;. metal, loam. and coazed papal. S M Trash rack plugged or Bar screen over outlet more than 259 covered by debris Replace screen. Remove trash and debris and . mssing or mssing, dspose as prescribed by City Waste Manwgement Sedan. M Poisonous vegetetan Arty parsanous vegetazan wnx:h may constatna a hazard Remove oosonous vegetazan. Oo not spray to the publie. 6camples of posorous vegetazan include: chemical on vegetatan wrtnout obtaining tansy ragwan, poison oak. slinging nenles. devilsclub. guidance from the Cooperalrre Extensan Service and approval Irom the CiN. M S Fre hazard or polltnan Presence of chemicals sum as nazuiel gas, oil, and Find sources of polludon end elimirtaze them. , gasoline, obnoxious coat, odor, or sludge noted. Water is irea from notaeable color, odor, ar cornaminazan. M Vegataoon not growing Far grassy ponds, grass cover s sparse and weedy dr s For gn~ssy ponds. setectivery tnazcn, aerate, and or s overgrown overgrown. For wetland ponds. piarns are sparse or reseed pones. Grass curtmg unnecessary unless invasne species era presern. dictated by aesthetxs. For wetlarxl ponds, harid- plant nursery~grown wetland plants lit bare areas. Cantaa the Cooperative Extensan Service for direcpon'on irtvasrve species such as purple basestme and reed canary grass: Pond eortoms should have uniform dense coverage df desired plain soecres. M Rddem holes Arry evdence of rodem holes d lacdiry is acang as a dam Rodems destroyed and dam ar berm repazred. or berm. or arty evtiience of water piping through dam ar Contact the Thurston County Hearth Department bens via rodem holes. lilt guidance. M Insects When insets such as wasps and homers interfere with Insects desuoyad or removed from site. Contact maintenartca acovrttes. or when mosquitpes becrome a Cdoperazrve Extensan Service for guidance. nuisance. A Tree groveh Tree growth does not allow mairneriarica access dr Trees do rat hinder mairnenarice activities.. imerteras with maimenance aatviry fie., slope mowing, Selectively cuhivate trees such as alders for sih removal, or equpmern mwemensl. h trees are not firewood. irnerfering wah access. leave Dees oboe. M Side slopes of pond Erosan an harms drat Chem around inles and pintas for sigre of erosidn. Fnd causes of eroson and eliminate them. Then emrancelexit Check berths for lists of sliding dr settling. Acdpn s lopes should be stahil¢ed by using appropriate raeded where eroded damage over 2 inches deep and erosion cornrol measurelsl; s.g., rddc where there s potenoal far' cornmued eroson. reinforcemem, planting of grass, compaptan, M Storage area Sedimern buildw in Accumulated sedimern that exceeds 10 % of the Sedimern deaned out to desigrxtd pond shape and pond designed pond depth. 8uned or part~alry buried Duller depth: pond reseeded tl necessary m comrol structure prdbaby indicates sgnrtxarn sediment erosion: deoosns. A Pand dices Settlemerns Any pan of dire which has settled 4 inches lower than Dice should be buih bade ro the desgn elevation. the design elevation. A Emergency Rodc mssing Only one layer of rock exists above nazive soil in area 5 Replace rodts to design standards. wertbwl square feet dr larger, or arty exposure a1 nawe soil spilfwav One Time Emergenty gveritow mssing Side of pond has no area with large rocks to handle Contact City for guidance. oaerfbwl emergerir:y overtbws. spillway ' M you are unsure whether a prohlem exsts, please cdntaG the Jursdictan and ask for technical assstance. . a Comments: Kev -` A =Annual (Marro dr p~nl prefem3d) M = Monthy (see schedule) D S =Attar major storms ` ATTACHMENT "A'° (CONTINUED) D Maintenance Checklist for Control Structure/Flow Restrictor ,a (structure that controls rate at which water exits facility) O a a a a Ora;rtage Systart~ Candaions To Candaions That Frequency Feaztua Proolem Chedr For Shauid Fist M gpu~re Trash & deans Oistanc~ between debns huildtn anq haaom of police All tram and deans remwaq. (inciuoas plate is iess than 1'h feet. stratmem) Swcturat Structure s not ~curery agacned to manhole wad and Swcture securary agac.~ea to wall anq qudet pae. A damage outlet ptpa stntcnrre should support at least i.000 pounos of uD or down pressure. Swaure a not in upngm posinan lalbw up to tON from Swcturt: m cgrtact posman. A plumot. Connectans to audat pae are not wazerttght and show Connections to outlet one are wazemgrtt squtaure A signs at rust. repaved ar mooted anq warxs as designed. M Ary holes-other than desgned holes-in the stn~cture. Swctura has ro holes atiter than designed hales M,S Caarmu[ Damaged or Caarout gate s not wazertght ar s missing. Gate is wazemgitt and wadts as destgned. gaze mssktg A Gam catutot be moved uo and dawn by one mavdenance Gate moves w and dawn easy and s warettfght. person M.S Chain laadmg m gate s mssing ar damaged Chain s in place and wattle as designed ,. A Gate is rusted over 50K of its sudaca area. Gate is repaired qr reoiatad to meat design standards. M S Caswaians Any vash, debts, seaimerrt, orvegHation bkkkirtg the ~ Plata is Irea at all obswcdgre and works as designed plare. . M.S Prerflgw pae Cbswaiors Arry Gash or dehds bbddng (ar havutg the poremsl at Pie is free at all oaswaions and works as designed. aloddrtg) the overtlow pipe. Q tt you era unsure whett>ar a problem exsts, please contaa the Jurisdiaian and ask brtechntcal assstartce. Commems: 0 o K~ A =Annual (Marvt or April preterted) M ~ Momhly (see schedule) ~ S = Afoar major stom>$