The URL can be used to link to this page

Drainage Report 12-01-04 Approved CHRISTENSEN COMMERCIAL CENTER Drainage and Erosion Control Report proponent: Rick Christensen P.O. Box 189 11915 Clear Lake Road S. Eatonville, WA 98328 (360) 832-3621 Prepared By: Robert E. Tauscher, P.E. Jerome W Moirissette & Associates Ina, ".S 1700 Cooper Point Road SW, r B2 Olympia, WA 98502 Phone. (360) 352-9456 Pax. (360) 352-9990 Submitted: August 2004 Revised September 2004 RYYROUEp 1•=u2 cor-~s7tZ U~77 oK. ~rvr.~ E_rJ.,~~-e-d+-._• tz-is-o4- TABLE OF CONTENTS 1. DRAINAGE REPORT Section 1 - Project Description I Section 2 - Existing Conditions 1 Section 3 - Infiltration Rate/Soils Report I Section 4 - Wells 2 Section 5 - Fuel Tanks 2 Section 6 - Sub-basin Description 2 Section 7 - 100 Year Flood 3 Section 8 - Aesthetic Considerations 3 Section 9 - Facility Sizing and Downstream Analysis 3 Section 10 - Covenants, Dedications, and Easements 5 Section 11 - Articles of Incorporation 5 It. EROSION CONTROL REPORT Section 1 - Sequence 6 Section 2 - Trapping Sediment 6 Section 3A - Permanent Erosion Control 7 Section Y - Geoteehnical Report 7 Section 5 - Inspection 7 Section 6 - Control of Pollutants Other than Sediment 7 III. APPENDIX A. Soils Report B. Calculations and Hydraulic Analysis C. Commercial Stormwater Faciliks Maintenance Agreement 0. Thurston Region Stormwater Facilities Summary Form E. Site Plan F. Engineers Construction Inspection Report Form Christensen i Drainage and Erosion Control Report IWM&A N 03148 PROJECT ENGINEER'S CERTIFICATE "I HEREBY CERTIFY THAT THIS PROJECT, CHRISTENSEN COMMERCIAL CENTER, YELM, WASHINGTON HAS BEEN PREPARED BY ME OR UNDER MY SUPERVISION AND MEETS MINIMUM STANDARDS OF 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. Tauschen P.E. Jerome W. Morrissette & Associates Inc., P.S. V ' T9Vs c otwasw cy~ gFarnvsv ntsrEa~ 9XP(aES: (111071 p Christensen ii Drainage and Erosion Control Report JWM&A 4 03)48 CHRISTENSEN COMMERCIAL CENTER YELM, WASHINGTON DRAINAGE AND EROSION CONTROL REPORT PART I. DRAINAGE REPORT This report has been prepared as part of the requirements for the Site Plan Review for the subject site and in accordance with the "Stormwater Management Manual for the Puget Sound Basin, " 1992 and the City of Yelm requirements. Section I - Project Description: The existing proposed site consists of 6.08 Acres with numerous building and sports fields. The site lies on the southeast side of SR 507 in Yelm. Washington, in the Northeast quarter (N'E %G) of the Northwest quarter (NW 14) of Section twenty nine (29), Township seventeen (17) North, Range two (2) East. The assessors parcel number is 64303400501. The site is relatively flat. Attached in Appendix F is a copy of the sub-basin analysis developed for the site. The first phase of the project is to development parcel 3. The access roadway will be constructed as well as a new building and parking lot on parcel 3. The stormwater system will be collect from Lot 3, the internal roadway and the frontage improvements and convey to bio-filtration swale and eventually into an infiltration galleries for disposal. Roof runoff from the new buildings on lot 3 will be diverted to a drywell. The design infiltration rate is 10 inches/hour. Future development of the remaining three lots will require treatment and disposal of stormwater on each individual lot. The proposed pond could be upsized to accommodate the stormwater from the three lots after treatment. The stormwater system has been designed to the standards of the "Stormwater Management Manual for the Puget Sound Basin," 1992. The swales are sized for the 6-Month/24 Hour Design Event and the infiltration pond is sized for the 100 Year/24 Hour Design Event. Section 2 - Existing Conditions: The proposed is vacant with a few old structures which will be tom down. The site has a gentle slope towards the east with an elevation change from 350 feet at the south western side at SR 507 to 340 along the east side. Section 3 - Infiltration Rates/Soils Report: Christensen Drainage and Erosion Conwol Report J WM&A k 03148 Soils on the site are listed in the Soil Conservation Services Soil Survey of Thurston County Washington as Spanoway very gravelly sandy loam. Typical soils are a dark grayish brown and gravelly sandy loam near the surface with dark yellowish brown very gravelly sandy loam occurring within two feet of surface (See Soils Report and logs in Appendix A). The soil mapping from this soil survey indicates that the predominant soil group at this site is "B". An evaluation of the surficial soils was conducted and a copy of the soils information is located in Appendix A. The soils report confirms the soil survey mapping. The soil logs typically indicate gravel and sandy gravel to 18-108". The infiltration rate measured in a falling head test performed at 36 inches below the existing surface is 130 inches per hour. A description of the falling head infiltration test device used to perform the percolation test and infiltration tests results are found in Attachment A. Field percolation tests performed yielded a percolation rate range between three holes of 30 in/hr to 60 in/hr. Incorporating a factor of safety greater than 3, the estimated percolation rate used for desigm is 10 inches per hour. A preliminary soils report for the site completed for the owner, by John Knowles is attached for reference. Section 4 - Wells and Septic Systems: All existing wells on the onsite well will be decommissioned per Washington State Department of Health standards. A search was conducted to identify all existing groundwater wells in the vicinity of the proposed project. The nearest well is 300 feet southeast of the site at the Arco Gas Station at the comer of Bald Hills Road and SR 507. The proposed building will connect to the City of Yelm water system, no wells will be drilled for this development. The proposal will connect to the City of Yelm STEP sewer system. The City has determined the STEP system to be adequate for the proposed site. Section 5 - Fuel Tanks: Based on information from the current property owner, numerous site inspections, and the expressed intentions of the owner, it is evident that 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: Christensen Drainage and Erosion Control Report In/W&A # 03148 The improved portion of the site has been divided into three sub-basin tributary to the biofiltration Swale and the infiltration pond. A sub-basin analysis was conducted for this project and can be located in Appendix E of this plan. Section 7 - 100 Year Flood: The project does abut Yelm Creek and is proposed to be constructed outside the flood zone. A Shorelines Permit was approved by the City of Yelm. Section 8 - Aesthetic Considerations: All disturbed areas will be vegetated or landscaped. The stormwater facilities consist of a catch basins and conveyance piping to collect runoff and convey to the pond. The parking lot section meets the city of Yelm standards. 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 surroundine areas. Section 9 - Facility Sizing and Downstream Analysis: The impacts of the proposed development on stormwater runoff have been analyzed in accordance with the procedure described in the °Stormwater Management Manual for the Puget Sound Basin." 1992. All stormwater conveyance and detention systems were designed for the 100 Year /24 Hour Design Event as outlined in the above listed Manual. The hydraulic analysis for the on-site stormwater facilities can be found in Appendix B. The evaluation performed includes the pond storage and HYDRA analyses (HYDRA Version 5.85. duly 1994). Copies of the HYDRA Input and Output files and table summarizing the site area and pond voltnne characteristics are included in Appendix B. POST DEVELOPMENT SITE CHARACTERISTICS Total Site Area 6.08 Acres Pass-Through Drainage Area 0.0 Acres Parcel I Area Tributary to Facility Including Offsite (Acres): 0.86 Acres Total Onsite Area Tributary to Facility (Acres): 0.86 Acres Design Impervious Area Tributary to Facility (Acres): 0.50 Acres Chnstensen 3 Drainage and Erosion Control Report JWMBA ~ 03148 Design Landscaped Area Tributary to Facility (Acres): 0.37 Acres Design Total Tributary Area to Facility (Acres): 0.86 Acres Parcel 2 Total Area of Parcel: 1.95 Acres Area Tributary to Facility Including Offsite (Acres): 1.95 Acres Total Onsite Area Tributary to Facility (Acres): 1.95 Acres Stormwater Pond Area Tributary to Facility 0.39 Acres Design Impervious Area Tributary to Facility (Acres): 0.63 Acres Design Landscaped Area Tributary to Facility (Acres): 0.93 Acres Undesturbed Area Tributary to Facility (Acres): 0.39 Acres Design Total Tributary Area to Facility (Acres): 1.56 Acres Parcel 3 Total Area of Parcel: 110 Acres Total Area Tributary to Facility Including Offsite (Acres): 1.31 Acres Total Onsite Area Tributary to Facility (Acres): 1.31 Acres Design Impervious Area Tributary to Facility (Acres): 0.84 Acres Design Landscaped Area Tributary to Facility (Acres): 1.31 Acres Open Space Area (Acres): 0.79 Acres Design Total Tributary Area to Facility (Acres): 1.31 Acres Parcel 4 Total Area Tributary to Facility Including Offsite (Acres): 0.74 Acres Total Onsite Area Tributary to Facility (.Acres): 0.74 Acres Design Impervious Area Tributary to Facility (Acres): 0.49 Acres Design Landscaped Area Tributary to Facility tAcresy 0.25 Acres Design Total Tributary Area to Facility (Acres): 0.74 Acres Roadway Total Area Tributary to Facility Including Offsite (Acres): 0.40 Acres Total Onsite Area Tributary to Facility (Acres): 0.40 Acres Design Impervious Area Tributary to Facility (Acres): 0.34 Acres Design Landscaped Area Tributary to Facility (Acres): 0.10 Acres Design Total Tributary- Area to Facility (Acres): 0.40 Acres SCS Data Hydrologic Soil Group "B" Curve Numbers Impervious Areas 98 Pervious Areas 90 Undeveloped Lots - Meadow/Pasture 78 SYSTEM MINIMUM REQUIREMENTS Christensen 4 Drainage and Erosion Control Report JWM&A # 03149 On site Total Area (Acres): 6M Acres Required Pond Volume per HYDRA 10.294 CF Infiltration Rate with 9,267 sf Pond Bottom 2.15 CTS Svstem Performance Within the subject site, stormwater from parking lots and playground will be routed to a treatment device or across an adjacent bio-fitter swales and into infiltration galleries. Runoff from the new building and the gym roofs will be directed to drywells adjacent to the buildings. The onsite HYDRA analyses performed for the 24 hour - 100 Yen Event, the peak flow into the stormwater pond will be 4.63 CTS. The maximum storage volume expected in the pond per HYDRA 10,294 CF. The design infiltration rate is 2.15 CFS with the pond bottom of 9,267 SF and 11,559 CF of storage volume provided in the pond. Downstream Analysis There are no downstream impacts due to all stomwvater being detained and infiltrated on site. Section 10 - Covenants, Dedications, Easements: Operation and maintenance of the stormwater galleries, catch basins, and piping will be the responsibility of the property owner. The facilities will require routine maintenance and a draft Commercial/Industrial stormwater facilities maintenance agreement prepared for this proposal is located in Appendix D. Section 11 - Articles of Incorporation: The parcel is privately owned. Articles of Incorporation are not required for the proposal. Christensen Drainage and Erosion Control Report J %Wf&A P 03148 PART IL EROSION CONTROL REPORT Section I - Sequence: The following is the construction sequence for construction of the parking lots and ponds. 1. Install silt fences where shown on the improvement plans. 2. Rough grade parking lot areas. 4. Install stormwater pond and structures. 5. Finish grade, topsoil, fertilize, and seed disturbed areas. 6. Mulch landscaped areas if construction is performed between October 15 and April 15. 7. Once disturbed surfaces have developed suitable groundcover.. remove perimeter silt fences. Section 2 - Trapping Sediment: 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 adjacent properties and the existing on-site wetlands. Measures Taken to Control Sediment: • Filter Fabric Silt Fences located down-slope of all earthwork that may pose a potential of releasing sediment-laden water to the on- site infiltration pond and the 100 year flood plain. permanent sediment trapping will be accomplished in the wet pond, where vegetation and pond configuration will cause soil particles to drop out of solution as the stormwater passes through the area. All entrances are paved and site is surrounded by paved city streets. If a substantial amount of soil is being deposited on adjacent streets 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 Christensen 6 Drainage and Erosion Control Report JWMdA 4 03149 sediment-laden runoff escaping the site and entering the downstream environment during and after the construction of the project. Section 3 - Permanent Erosion Control: The following measures will be taken for soil stabilization to minimize the amount of sediment-laden runoff entering adjacent properties and the existing on- site wetlands. • Stabilization of cut and fill areas with hydro seeding and, if necessary, chopped hay mulching (or jute matting). Permanent erosion control on this site will be accomplished through the development of landscaping or grass groundcover on all unpaved disturbed areas. Section 4 - Geotechnical Report: There we no other incipiently unstable stormwater related conditions within the project site. hence; no other additional soil investigations or analyses are planned. Section 5-Inspection: The construction of stom water facilities on the subject site will be monitored by the Owner and the Owner's representative in accordance with the requirements of the Drainage Manual. The following is the recommended inspection sequence for the construction of stormwater facilities described above: I. At completion of rough grading. 2. At completion of paving, fine grading, fertilizing, seeding, and mulching. 3. At completion of the pond. Section 6 - Control of Pollutants Other Than Sediments: As the subject site development will consist of commercial use, it will most likely not involve the storage or use of non-sediment pollutants on this site. Temporary pollutant sources, such as cement truck wash-down waste, fuel spillage during equipment refueling, and construction waste materials may develop for short periods during the construction of the parking lots and stormwater facilities. Care will be taken to 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 stormwater facilities. Christensen 7 Drainage and Erosion Control Report 1 WM&A # 03149 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. Christensen 8 Drainage and Erosion Control Report J WM&A 4 03148 APPENDIX A Soils Report Soil Survey 158 Spanaway Series well drained soils on flood plains. These soils formed it alluvium. Slope is 0 to 3 percent. Elevation is 20 to 75 The Sparrow ay series consists of very deep, feet. The average annual precipitation is 40 to 50 somewhat excessively drained sods on terraces. These inches, the average annual air temperature is about 50 soils formed in glacial outwash and volcanic ash. Slope decrees F. and the average frost-free season is 150 s is 0 to 15 percent. Elevation is 100'.0 400 feet. The 200 days. average annual precipitation is 40 to 55 inches, the These soils are fine-silty, mixed, nonacid, mesic average annual air temperature is about 51 degrees F, Apuic Xerofluvents. and the average frost free season is 150 to 200 days- Typical patch of Sultan silt loam, 7 miles east of These soils are sandy skeletal. mixed. mesic Andic Lacey, about 1,000 feet east and 1,975 feet north of ;h Xerumbrepts. southwest corner of sec. 16, T 16 N., R. 1 E. Typical pecan of Spanaway gravelly sandy loam, 0 to 3 percent slopes. 4 miles southeast of Lacey; about 250 Ap-O to 7 inches, dark yellowish brown (10VR 3/4) sil feet west and 400 feet south of the northeast corner of loam, brown 110YR 5!3) dry, moderate fine and sec. 25. T 36 N.. R. 1 W medium granular structure; slightly hard. very friable. slightly sticky and slightly plastic, many fine A- 15 inches; black (1 2x11 gravelly sandy medium, and coarse roots; many very fine and fine loam. very dark grayish brown (10'YR 312) dry; weak tubular pores; slightly acid, abrupt smooth fine granular structure; loose, very friable, nohsticky boundary and nonelastic, many fine, medium. and coarse 3F-7 to 20 inches; dark yellowish brown (10VR 4741 roots: 25 percent pebbles, strongly act; dear silt loam, brown ;1 OYR 5/3) dry: moderate fine and smooth boundary medium subangular blocky structure; slightly hard Bw 15 to 20 Inches, dark yellowish brown (10YR 3114) very friable, slightly sticky and slightly plastic; man' very gravelly sandy loam, light alive brown (2.5Y very fine, fine, and medium roots many very fine Sr4) dry: weak fine subangular blocky structure: and fine tubular pores; slightly acid; clear wavy loose, very friable, nonsticky and nonplastic; many boundary fine, medium, and coarse roots: 55 percent pebbles, gw1 '0 to 25 inches; dark brown it DYR 3/3) silt loan medium acid: clear smooth boundary grayish brown (2.5Y 5/2) dry; common fine C 20 to 60 inches, dark yellowish brown (10YR 4,4) prominent red (25YR 5/8) mottles: moderate fine extremely gravelly sand, yellowish brown 110YR and medium subangular blocky structure, slightly 5:4) dry, single grained; loose; few fine roots, 80 hard, very friable, slightly sticky and slightly plastic percent pebbles, 10 percent cobbles, slightly acid. common fire and medium roots: common very fine The thickness of the solum ranges from 15 to 25 and fine tubular poresslightly acidgradual wavy inches. The content of coarse fragments in the control boundary section ranges from 50 to 85 percent. The weighted Bw2-25 to 45 inches; dark brawn (10YR 4/3) silt loan average texture of this section is very gravelly sand or light brownish stay (10YR 6/2) dry: common extremely gravelly sand- The umbric efepedon is 10 to medium prominent red (2.5YR 5/8) mottles, 20 inches thick. moderate medium and coarse subangular blocky The A horizon has hue of 10YR or 7.5YR, value of 3 structure: slightly hard, very friable, slightly sticky or 4 when dry and chroma of 1 or 2 when moist or dry and slightly plastic; few very fine and fine roots; fe' It is medium acid or strongly acid. The Bw horizon has very fine and fine tubular pores; slightly acid. value of 4 or 5 when dry and 3 or 4 when moist. It is gradual wavy boundary very gravelly sandy loam, very gravelly loam, or C-45 to 60 inches, grayish brown (10YR 5/2) silt loa: extremely gravelly sandy loam. The C horizon has hue light gray (10YR 7/2) dry; common medium of 10YR or 2.5Y, value of 5 or 6 when dry and 4 or 5 prominent dark brown (7.5YR 4/4) mottles: massiv when moist, and chroma of 3 or 4 when dry or moist It slightly hard. very friable. slightly sticky and slight' is extremely gravelly sand or extremely gravelly loamy plastic. slightly acid. sand and is slightly acid or neutral The soils are slightly acid or neutral in the control Sultan Series section and range from slightly acid to strongly acid below a depth of 40 inches. Mottles that have chroma The Sultan series consists of very deep, moderately of 3 or more are at a depth of more than 20 inches. Thurston County, Washington summer, irrigation is needed for lawn grasses, shrubs, and the average frost free period is 150 to 200 days. vines, shade trees, and ornamental trees. Mulch, Typically, the surface layer is black stony sandy loan - fertilizer, and irrigation are needed to establish lawn about 16 inches thick. The subsoil is very dark brown grasses and other small-seeded plants. Topsoil can be gravelly sandy loam about 6 inches thick. The ¢ stockpiled and used to reclaim areas disturbed during substratum to a depth of 60 inches or more is grayish - construction. brown extremely gravelly sand. The main limitation affecting septic tank absorption Included in this unit are small areas of Alderwood _ fields is a poor filtering capacity in the substratum If the soils on till plains, Baldhill soils on terminal moraines, density of housing is moderate or high, community and Everett. Indianola, and Nisqually soils on terraces. sewage systems are needed to prevent the Also included are small areas of Spanaway soils that contamination of water supplies caused by seepage have a gravelly sandy loam surface layer and small from onside sewage disposal systems. The slope areas of Spanaway stony sandy loam that have slopes j hinders the installation of the absorption fields. of 3 to 15 percent. Included areas make up about 15 Absorption lines should be installed on the contour percent of the total acreage. i" Douglas-fir is the main woodland species on this unit. Permeability is moderately rapid in the subsoil of the Among the trees of limited extent are Oregon white oak, Spanaway soil and very rapid in the substratum. lodgepole pine, and red alder Douglas-fir and Scotch Available water capacity is loud. Effective rooting depth k-_ pine are grown on Christmas tree plantations. On the is 60 inches or more. Runoff is slow, and the hazard of basis of a 100-year site curve, the mean site index for water erosion is slight. Douglas fir is 140. On the basis of a 50-year site curve, This unit is used mainly for hayland, pasture, or it is 108. The highest average growth rate of an homesHes. The main limitations affecting hay and unmanaged, even-aged stand of Douglas `ir is 145 pasture are the low available water capacity and the cubic feet per acre per year at 65 years of age. stones on the surface. Proper grazing practices, weed This soil is suited to year-round logging. Unsurfaced control, and fertilizer are needed to ensure maximum roads and skid trails are slippery when wet. Logging quality of forage- Rotation grazing helps to maintain the P reads require suitable surfacing material for year round quality of the forage. Because of the surface stones, use. Rounded pebbles and cobbles for road spreading animal manure, mowing, and seeding are construction are readily available on this unit. difficult. In summer, irrigation is needed for maximum Disturbance of the protective layer of duff can be production of most forage crops. Sprinkler irrigation is minimized by the careful use of wheeled and tracked the best method of applying water. The amount of wale - equipment. applied should be sufficient to wet the root zone but Seedling establishment and seedling mortality are the small enough to minimize the leaching of plant main concerns in the production of timber Reforestation nutrients _ can be accomplished by planting Douglas-fir seedlings. This unit is well suited to homesites. Pebbles, If the stand includes seed trees, natural reforestation of cobbles, and stones should be removed, particularly in cutover areas by Oregon white oak and lodgepole pine areas used for lawns. In summer, irrigation is needed occurs infrequently Droughtiness in the surface layer for lawn grasses, shrubs, vines, shade trees, and reduces the seedling survival rate When openings are ornamental trees. Mulch, fertilizer, and irrigation are made in the canopy, invading brushy plants can delay needed to establish lawn grasses and other small- the establishment of planted Douglas fir seedlings. seeded plants. Cutbanks are not stable and are subject Common forest understory plants are cascade to sloughing. Oregon-grape, salal, western brackenfern, western The main limitation affecting septic tank absorption swordfern, Indian plum, and Scotch-broom. fields is a poor filtering capacity in the substratum. If the This map unit is in capability subclass IVs. density of housing is moderate or high, community sewage systems are needed to prevent the 112-Spanaway stony sandy loam, 0 to 3 percent contamination of water supplies caused by seepage slopes. This very deep, somewhat excessively drained from onsite sewage disposal systems. soil is on terraces. It formed in glacial outwash and This map unit is in capability subclass IVs. volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 200 to 400 feet. 113-Spanaway stony sandy loam, 3 to 15 percent The average annual precipitation is 40 to 50 inches, the slopes. This very deep, somewhat excessively drained average annual air temperature is about 51 degrees F, soil is on terraces. It formed in glacial outwash and j W"J`A Jerome W. Mornssette & Associates Inc., P.S. 1100 Cooper Point Road SW, #8 2, Olympia, WA 98502-1110 (360)352-9456 1 FAX (360)352-9990 Soil Boring Log Project Number. a3~g8 Project Name: P;CV r;,,... ;,,y5 al Boring Number: i Location: Contractor. Total Depth of Hole: Rig Type: Evaluation Conducted By: 5. 6c,` 2` Project Engineer: -T- ~i< EO Method of Excavation: npp„t ~tiF,J qtr DEPTH COLOR Soil Description I. 54" _,6V .-.ac's Comments: Rtc r~,, Civil / Municipal / Geotechmcal Engineering and Planning - u- _ - L° FGA -nmc -7S5 EE~I~,1 TLST 10)0 A" _ I ~l___. LR CSC D' TIME I t - Jerome W. Morrissette & Associates Inc., P.S. 1700 Cooper Point Road SW, #32, Olympia, WA 98502-1110 (360)352-9456 / FAX (360)352 9990 Soil Boring Log Project Number: /4S Project Name: w sir., gm.A Boring Number: - Location: Date: Contractor: y,,anrc;- Total Depth of Hole:` Rig Type: Evaluation Conducted By: t" ~ q QS Project Engineer: T, ou awc~- Method of Excavation: rr-T•,; DEPTH COLOR Soil Description i. ;LA Comments: Civil / Mmiicipal / Geotechnical Er moenng antl Planning FAEzr -t5T7- $ z- - s Fc -h fb:4Zum - o~~u Ta7, _ytlio_H~ . ''Z (a «a3f.a ~enG il'.~Z , rr~? ~.FsT 11;q 7M f SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Rick Christiansen Retail SHEET 1 OF 1 PROJECT NO.: DATE. 3/25/03 PREPARED BY. John Knowles, P.E. 1 SITE ADDRESS OR LEGAL DESCRIPTION: North of SR507, immediately west of the Yelm Creek crossing (11628 SR 507, Yelm, WA) 2. PROJECT DESCRIPTION: Develop the site into a retail center with several office and retail buildings and all associated roadway and utility improvements. 3. SITE DESCRIPTION: The rectangular shaped project site is occupied by one abandoned residential building (to be removed) centrally located on the southern 113 of the site. Site relief is relatively flat with the exception of the eastern 1/4 of the site that slopes to the east at a 5% gradient. The extreme eastern portion of the site is a designated wetland bordering Yelm Creek. The site has relatively few trees and a light density of Scot's Broom growth throughout the site. The project site is bounded by undeveloped property to the north and east, a Chevron Mini Mart to the west, and SR507 to the south. On site soils are well drained and formed in glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED Five test pits were excavated by backhoe to a maximum depth of 120" below existing grade. Soils were inspected by entering and visually logging each test pit to a depth of four feet. Soils beyond four feet were inspected by examining backhoe tailings. Test pit soil log data sheets are included in this report. 5. ADDITIONAL SOILS WORK RECOMMENDED Atlditional soils work will likely be required once a site plan has been generated and the location of proposed drainage infiltration facilities are identified. fi. FINDINGS: The Soil Conservation Service of Thurston County mapped the onsite soils as a Spanaway Stony Sandy Loam (112). All test pits confirm this designation All test pits revealed very gravelly fine sandy loam surface soils, overlying a gravelly and cobbley coarse sand substratum. Substratum coarse soils were loose to slightly dense and had very few fines present. Winter water table was present in all test pits and should be considered high for the season. 7 RECDMMENDA710N5. The Spanaway soil series is a somewhat excessively drained soil that formed in glacial outwash. Infiltration rates are generally rapid in the substratum soils. The substratum soils should be targeted for all drainage infiltration facilities. A design infiltration rate of 20 in/hr would be appropriate for all targeted C horizon soils as recommended in the attached soil log information sheets During construction, care must be taken to prevent erosion of exposed soils. Drainage facility infiltration surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from compaction by site construction activities. Soils not properly protected will cause drainage infiltration facilities to prematurely fail. I hereby certify that I prepared this report, and conducted or supervised the performance of related work. I certify that I am qualified to do this work. I represent my work to be complete an accurate within the bounds of uncertainty inherent to the practice of soils s coca, and to be suitable for its intended use. 01 e' ~P S SIGNED: ~J w •NAglr~yl~. O T .un DATE kiWINWORDWEKFiLES\0]tdsoils rpt) M114 ~ecrsF~° 'gs70vAL t" ErIRES 200 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 1 OF 5 PROJECT NO.. 0314 DATE: 3/25/03 PREPARED BY: John Knowles, P.E. SOIL LOG: At LOCATION: 30 ft. east and 20 ft. south of the N.W. property corner. 1. TYPES OF TEST DONE. 2. SCS SOILS. SERIES: 3. LAND FORM: None Spanaway Stony Sandy Loam Terrace (112) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL. 6. DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP: 116'- B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER: Level 116" Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION. See Following chart 12. SITE PERCOLATION RATE. See FSP 13. FINDINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 inlhr less for drainage infiltration facilities located in the C2 horizon soils at 30" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 88" + below the existing grade. Soils Strata Description Soil Log #1 Hoa [).nth color Texlure oCL oO RG CF STR MOT IND CEM ROO <X> FSP A 0'- 22" 10YR2/2 VGrVFiSaLm 20 <5 <50 1S9K - - - mf 2-6 2 Bw 22"- 25' t0YRT2 VGrVFiSaLm 20 - <60 1SBK - - - mf 2-6 3 C1 25"- 30" 10YR4/6 ExGr& <5 Q5 SG - - - H >20 15 CnbLmMSa C2 301-100' 10YRY4 ExGr& <5 - <90 SG - - - - >20 20 CcbCSa SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET. T OF 5 PROJECT NO.: 0314 DATE. 3/25103 PREPARED BY: John Knowles, P.E. SOIL LOG. #2 LOCATION: 400 ft. east and 20 ft. south of the N.W. property corner. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 1 LAND FORM. None Spanaway Stony Sandy Loam Terrace (112) 4. DEPOSITION HISTORY' 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial oulwash & volcanic ash GROUP: 88"+ B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER: Level 88" Greater than bottom of hole 10. POTENTIAL FOR EROSION RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE. See FSP 13. FINDINGS & RECOMMENDATIONS. Use a design infiltration rate of 20 in/hr for drainage infiltration facilities located in the C2 horizon soils at 30" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 88" + below the existing grade. Soils Strata Description Soil Log #2 Haa Depth Color Texture %CL %ORG OF STR MOT IND CEM ROO <X> FSP A 0"- 18' 10YR22 VGNFISaLm <20 <5 <50 1SBK - - - mf 2-6 2 Bw 18' 21 10YR312 VGrVFiSaLm <20 <60 1SBK - - - mf 2~6 3 C1 21'- 30" t0YR416 ExGr& 15 - 75 SG - - - H >20 15 Cobi-mMSa C2 30-100 10YR514 ExGr& <5 - <90 SG - - - - >20 20 Coli SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Chnstianen Retail SHEET: 3 OF 5 PROJECT NO.. 0314 DATE: 3125103 PREPARED BY: Jahn Knowles, P.E. SOIL LOG. #3 LOCATION: 210 ft. east and 20 ft. south of the N,W. property corner. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES. 3. LAND FORM: None Spanaway Stony Sandy Loam Terrace (112) 4. DEPOSITION HISTORY 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP 91"+ B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER: Level 91' Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONCING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE. See FSP 13. FINDINGS & RECOMMENDATIONS. Use a design infiltration rate of 20 in/hr for drainage infiltration facilities located in the C2 horizon soils at 32" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 91" + below the existing grade. Soils Strata Description Soil Log #3 Harz Depth Color Texture %CL %ORG CF STR MOT INC) CEM ROO X FSF A 0'- 20" 10YR2/2 VGrVFiSaLm 120 <5 <50 1S8K - - - mt 2-5 2 Bw 2(1 23 10YR3/2 VGNFISaLm <20 - <60 1SBK - - - mf 2-5 3 C1 23"- 32' 10YR4/6 ExGr & <5 - Q5 SG - - - H X20 1-- CabLmMSa C2 32'-100 10YR514 ExGr & <5 - 'ea SG - - - - >20 2C CobCSa SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET. 4 OF 5 PROJECT NO.: 0314 DATE. 3/25/03 PREPARED BY: John Knowles, P.E. SOIL LOG: #4 LOCATION: 100 ft. east and 200 ft, south of the N.W. property corner. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES. 3. LAND FORM: None Spanaway Stony Sandy Loam Terrace (112) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW Glacial outwash & volcanic ash GROUP: 106"+ B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER: Level 106" Greater than bottom of hole 10. POTENTIAL FOR EROSION Sli RuIVORF PONDING ght Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE. See FSP 13. FINDINGS & RECOMMENDATIONS. Use a design infiltration rate of 20 in/hr for drainage infiltration facilities located in the C2 horizon soils at 31" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 106" + below the existing grade. Soils Strata Description Soil Log #4 Hor Deo[b Color Texture %CL %0RG CF STR MOT IND CEM ROO <x> FSP A 0"- 20" 10YR2/2 VGrVFSaLm <20 <5 <50 1SBK - - - Mf 2-6 2 B. 201 23 10YR312 VGNF5aLm <20 <60 1SBK - - - mf 2-6 3 C1 23"- 31" 10YR416 ExGr& <5 - <75 SG - - - H >20 15 CobLmMSa C2 31"-120' 10YR514 ExGr& <5 - <90 SG - - - >20 20 CobCSa SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 5 OF 5 PROJECT NO.. 0314 DATE, 3125103 PREPARED BY John Knowles, P.E. SOIL LOG. #5 LOCATION: 250 ft. west and 50 ft. north of the S.E. property corner. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES, 3. LAND FORM: None Spanaway Stony Sandy Loam Terrace (112) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial outwash & volcanic ash GROUP: 90" ± B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 90" Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PGNGING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE. See FSP 13. FINDINGS & RECOMMENDATIONS. Use a design infiltration rate of 20 in/hr for drainage infiltration facilities located in the C2 horizon soils at 28" or greater below the existing ground surface. Maintain minimum separation requirements above the high winterwater table observed at 90"+ below the existing grade. Soils Strata Description Soil Log #5 H07 Depth Color Texture %CL %ORG CF STR MOT NO CEM ROO <X> FSP A 0"- 10YRZ2 VGrVFiSaLM a20 <5 <50 13BK - - - nrf 2-6 2 20" 3w 20'- 10YR312 VGrVFiSaLm <20 - <60 1SBK - - - mf 2-6 3 22 C1 22 10YR4I6 ExGr& <5 - 75 SG - - - ff >20 15 28' CObLmMSe C2 28 10YR514 ExGr& <5 - <90 SG - - - >20 20 110' Cobcs. Abbreviations Textural Class Structure Grades of Structure Texture STR Cobble -Cob Granular - Gr Strong -3 Stone - St Block - Blk Moderate -2 Gravel) - Gr Plat - PI Weak -1 Sand - Sa Massive - Mas Loam -Lm Single Grained -SG Silt - Si Sub-Angular Block - SBK Clayey - CI Coarse - C Very -V Extreme) - Ex Fine - F Medium - M Induration & Cementation IND CEM Weak -Wk Moderate - Mod Strong Str Mottles MOT 1 Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine -1 Faint - F Common - C Medium -2 Distinct - D Man - M Coarse -3 Prominent - P Roots ROO 1st Letter Abundance 2nd Letter Size Few _f Fine -f Common c Medium - m Man m Coarse -c APPENDIX B Calculations and Hydraulic Analysis CHRISTENSEN DRAINAGE DESIGN CALCULATIONS Existing and Pmvosed Conditions Pre - Developed 6.08 Acres School Site Table D.2 - Commercial - 85% impervious SCS Mapping Soil Type Spanoway Gravely Sandy Loam 0-3 % Slopes, Type B Curve Number for Type B Soil - 94 - 5.45 inches of runoff Post - Developed Table D.2 - Commercial - 85% impervious Curve Number for Type B Soil - 94 - 5.45 inches of runoff Curve Number for Impervious - 98 - 5.91 In of Runoff Lots 1, 2 84 = 154,817 at = 3.55 Ac, left undisturbed Parcel3-91,673 sf 91,673 Sr = 210 Acres Proposed Landscape = 20,648 SF = 0,47 Acres Proposed 23,963 SF Parking Lot= 23,963 SF = 0.55 Acres Proposed 10,998 SF Building = 10,998 SF = 0.25 Acres Proposed 1489 SF Sidewalk = 1,489 SF = 0.03 Acres Total Impervious 36,450 SF = 084 Acres Undesturbed Open Space Area = 34,575 SF = 0.79 Acres Parcel Percent Impervious 40 % Parcel 2 - 85,082 at 85,082 SF = 1.95 Acres Proposed Landscape= 40,712 SF = 093 Acres Proposed Parking Lot = 17,618 SF 0.40 Acres Proposed Building = 9,000 SF = 021 Acres Proposed Sidewalk= 832 SF = 0,02 Acres Total Impervious 27,450 SF 0.63 Acres Undesturbed Area = 16,920 SF = 0.39 Acres Parcel Percent Impervious 32 % Parcel 1 - 37,520 si 37,520 SF = 0.86 Acres Proposed Landscape = 15,905 SF = 0 37 Acres Proposed Parking Lot = 12,300 SF - 0.26 Acres Proposed Building = 8,400 SF = 0.19 Acres Proposed Sidewalk = 915 SF = 0.02 Acres Total impervious 21,615 SF - 0.50 Acres Parcel Percent Impervious 58 % Parcel 4 - 32,215 at 32,215 SF = 0.74 Acres Proposed Landscape = 10,816 SF = 0.25 Acres Proposed Parking Lot= 12,000 SF = 0.28 Acres Proposed Building = 8,400 SF = 0.19 Acres Proposed Sidewalk = 999 SF 0.02 Acres Total impervious 21,399 SF = 049 Acres Parcel Percent Impervious fib % Internal Roadway- 18,407 sf Area 18,407 SF = 044 Acres Proposed Landscape 3,762 SF = 3,762 SF = 0.09 Acres Proposed 11,145 SF Pavement= 11,145 SF = 0.26 Acres Proposed 3,500 SF Sidewalk= 3,500 SF 008 Acres Total Impervious 14,645 SF = 0.34 Acres Parcel Percent Impervious 80 % CHRISTENSEN DRAINAGE DESIGN CALCULATIONS Total Site Area 264,897 SF - 8.08 Acres Total Developed Area 213,402 SF = 4.90 Acres Total Pond Area 9,267 SF = 0.21 Acres Total Undisturbed Area 51,495 SF = 1.18 Acres Total Landscaped Area 143,338 SF = 3.29 Acres Total Impervious 121,559 SF = 2,79 Acres Total Site Percent Impervious 46 % Frontage Improvements- 6,451 at Area 6,451 SF = 015 Acres Proposed Landscape = 1,011 SF = 0.02 Acres Proposed 4.306 SF Pavement = 4,306 SF = 0.10 Acres Proposed 1,134 SF Sidewalk= 1,134 SF = 0.03 Acres Total Impervious 5,440 SF = 0.12 Acres Parcel Percent Impervious 84 % ON SITE INFILTRATION POND SIZING On Site Area 264,897 SF= 6.08 Acres Off Site Area 6,451 SF = 0.15 Acres On Site Impervious 121,559 SF = 279 Acres off Site Impervious 5,440 SF= 0.12 Acres Site Percent Impervious 46 % Design Landscape Area 144,349 SF = 3 31 Acres Undisturbed Open Space Area 91,843 SF= 211 Acres Total Area Tributary to Faplity = Site Area - Open Spam 219,853 SF = 5.05 Acres Per HYDRA the runoff volume 24 hr/100yr Storm Event = 10285 cf Per HYDRA the incoming runoff rate 24hr/100yr Storm Event = 4 63 cfe Total volume provided= 11559 pf>10.285 cf OK Bottom area = 9267 sf Using 10 inthr infiltration rate, over a 9267 sf Bottom, Infiltration Rare = 2.15 cfs SWALE 03 SIZING FOR PARCEL 3 S 6 INTERNAL ROADWAY AND FRONTAGE IMPROVEMENTS 100-Year Evert 6-Month Event Length 155 ft 159 ft Bottom Width 8 R 8 ft Per HYDRA the depth of flow = 6.85 2.92 in Per HYDRA the runoff velocity = 0.57 f/s 0.38 Us Side Slopes 31 31 Residence Time 5.33 min 900 min Mannings n 1120 0 ,20 Swale Depth provided = 22.8 in 22.8 in SWALE#2 SIZING FOR PARCEL 1 100-Year EyeM 8-Month Event Length 200 ft 100 ft Bottom Width 5 ft 5 ft Per HYDRA the depth of flow = 2 88 in 1.12 in Per HYDRA the renoff velocity = 0 49 f/s 0 28 f/s Side Slopes 3:1 31 Residence Time 3.38 min 546 min Mannings n 0.20 010 Swale Depth provided = 18 in 18 m SWALE H SIZING FOR PARCEL 2 100-Year Event 6-Month Event Length 200 It 100 ft Bottom Width 5 ft 5 ft Per HYDRA the depth of flow = 4.73 in 1.86 in Per HYDRA the runoff velocity = 0.66 Vs 0.38 f/s Side Slopes 3.1 31 Residence Time 2.53 min 4.03 min Mannings n 0.20 0.20 Swale Depth provided = 18 in 18 in JOB CHRISTENSEN DEVEOLPMENT REM STORMWATER DESIGN 100 YEAR 24 HOUR REM EVENT FOR STORAGE SIZING TOT 6.15 FIL C:\HYE\IA.INC NEW PARKING LOT STORMWATER REM C:\HYDRA\CMD\CHRISTEN.CMD REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE REM CHRISTENSEN DEVELOPMENT STORMWATER IMPROVEMENT. REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER REM MANUAL FOR THE PUGET SOUND BASIN REM THE DESIGN PIPE 1S A 12 INCH PVC PIPE WITH REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE, REM SEVENTH EDITION, LINDBURG), MINIMUM COVER OF 2 FEET, REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01 REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9. DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9 CND 6, 0.9, 0.20, 3, 5, 3, 1, 0, 0, 0, U REM PARCEL 4, FRONTAGE AND INCITE ROADWAY ARE DISRECTED TO THE SWALEI, PARCELS REM 1 & 2 ARE DISSECTED TO THE BWALE2. REM BUILDING ROOF RUNOFF WILL BE COLLECTED AND CONVEYED TO INDIVIDUAL REM INFILTRATION GALLERIES FOR DISPOSAL REM PARCEL 3 IS SEPARATED INTO 3 SUBBASINS NEW PARCEL 3 SUB13ASIN A SCS 0.58, 0.40, 98, 90, 20, 0.02, 89 INL 99 DPI 53, 343.50, 341.70 HOL PARCEL3A NEW PARCEL 3 SUBDASIN B SCS 0.37, 0.40, 98, 90, 20, 0.02, I5 RF,C PARCF.L3A INL 99 DPI 54, 341.60, 342.00 HOL PARCEL38 NEW PARCEL 3 SUBBASIN C SC, 0.29, 0.40, 9S, 90, 20, 0.02, 110 REC PARCEL3B INL 99 DPT 72, 342.00, 341.00 HOL PARCEL3C REM THE FRON'T'AGE IMPROVEMENTS STORMWATER IS COLLECTED IN A CATCH BASIN AT REM THE NW CORNER OF THE NEW ROADWAY INTERSECTION WITH SR 507. THE STORMWATER REM THEN IS PIPED TO THE CATCH BASIN AT THE SOUTHWEST CORNER OF THE NEW REM ROADWAY. THE CATCH BASIN ALSO COLLECTS THE SOUTH AND WEST SIDE OF THE NEW REM ROADWAY STORMWATER. THE SOUTHWEST CATCH BASIN DISCHARGES TO THE REM NORTHEAST CATCH BASIN WHICH COLLECTS THE EAST AND NORTH SIDE OF REM THE NEW ROADWAY STORMWATER. THE NORTHEAST CATCH BASIN DISCHARGES REM INTO THE SWALE BETWEEN PARCELS 2 AND 3 AND INTO THE POND. NEW FRONTAGE IMPROVEMENT, SCS 0.15, 0.84, 98, 90, 20, 0.02, 210 INL 99 DPI 193, 344.50, 343.80 HOL FRONTAGE NEW LOT 4 SCS 0.74, 0.66, 98, 78, 20, 0.024, 251 INL 99 CHA 251, 351, 346, 351, 346 HOL LOT4 NEW SOUTH AND WEST ROADWAY SCS 0.22, 0.80, 98, 90, 20, 0.006, 156 REC FRONTAGE REC LOT4 INL 99 DPI 20, 343.80, 341.00 HOL SWROADWAY NEW NORTH AND EAST ROADWAY SCE 0.22, 0.BO, 98, 90, 20, 0.008, 156 AEC SWROADWAY INL 99 DPI 70, 343.76, 341.50 HOL NEROADWAY NEW LOT 1 Sr- 0.86, 0.58, 98, 78, 20, 0.007, 426 INL 99 CHA 426, 447, 344, 347, 344 HOD LOT1 NEW LOT 2 SCS 1.95, 0.58, 98, 78, 20, 0.024, 251 INL 99 CHA 251, 351, 346, 351, 346 HOL LOTS REM SWALE 1 TREATS THE STORMWATER FROM THE FRONTAGE, ROADWAY AND PARCEL 3 REM FRONTAGE ROADWAY WHICH DISCHARGE INTO AND FLOW BETWEEN PARCELS 2 AND 3 REM AND INTO THE INFILTRATION POND. SWALE 2 TREATS THE STORMWATER FROM THE PARCEL 1 WHICH DISCHARGES INTO A CH. SWALE 3 TREATS THE STORMWATER FROM THE PARCEL 2 WHICH DISCHARGE INTO A CH AND IS COMBINED WITH FLOW FROM SWALE SAND FLOW NORTH OR PARCEL 2 INTO NEW SWALE 1 REC PARCELK PEC NEROADWAY INL 99 CHA 100, 346, 344.5, 343.13, 341.13 HOL SWALEI NEW SWALE 2 AEC LOT1 INS 99 CHA 100, 344, 342, 344.5, 341 ROL SWALE2 NEW SWALF 3 REC LOT2 INL 99 CHA 100, 346, 344.5, 344.9, 441 ROL SWALE3 NEW INFILTRATION POND REC SWALEI RED SWALE2 REC SWALE3 RED (0/2.15/11559/2.15 RES 343, 341, 343, OVER END r:\HYDRA\CMD\ HYDRA Version 5.85 ;.w.morrissette & associates Page 1 -_c-_- - - - _ _ - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3 Sep 104 CFC CHRISTENSEN DEVEOLPMENT PARCEL 3 SUBBASIN A Pipe Design Link Lonq Slope Invert San Sto Qdes Depth GrOp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vol Up/DR HGLDp HGLDn Estimated d/D Cover DiffOP DiffDR Cost I 53 0.0389 341.14 0.0 0.5 0.54 2.00 343.50 341.70 * 4 339.07 0.0 0.0 6.17 2.36 347.46 344.55 0 II.89 2.63 -3.96 -2.85 LateraL length- 53 Upstream length- 53 PARCEL 3 SUBBASIN R Pipe Design Link Long Slope Invert San Sto Qdes Depth GtOp tips SrCh/Ult Slam Up/Dn Inf Mis Vet Up/Dn HGLDp HGLDp Estimated On Cover DitfUp DiffDn Cost 2 54 0.0026 338.SR 0.0 0.9 O.R8 2.00 341.60 342.00 R 338.74 0.0 U.0 2.53 2.72 344.55 344.27 0 n.R9 3.26 -2.95 I.ateral length- 54 Upstream length- 107 PARCEL 3 SUBBASTN C Pipe Design Link Long Slope Invert_ San Ste Qdes Depth GrUp GrDn SrCh/Dlt Din. Up/Ds Inf Mis Vol Up/Dn HGLDp HGLUn Estimated d/D Coven DitfUp DiffDn Cost 3 72 n.n0b4 338.14 0.0 1.2 1.15 2.00 342.00 341.00 * 8 338.28 0.0 0.0 3.30 3.26 344.27 343.70 0 0.77 2.72 -2.27 -2.7n - fateraL length- 72 Upstream length- 179 FRONTAGE IMPROVEMENTS Pipe Design Link Long Slope Invert San St. Qdes Depth GrUp GrDn SrCh/Dlt Din. UP/Dn Inf Mis Vel Up/Dn HGLDp HGI,Dn Estimated d/D Cover D.ifftip DitfDn Cost 4 193 0.0036 342.14 0.0 D.1 0.15 2.00 344.50 343.80 4 341.44 0.0 0.0 1.87 2.36 350.08 349,48 0 0.80 2.36 -5.58 -5.68 Lateral length- 193 Upstream length- 193 C:\HYDRA\CMO\ HYDRA Version 5.85 j.w.morrissette s associates Page 3 - - - - ===c.o--- - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CFS CHRISTENSEN DEVEOLPMENT 9 251 351.00 351.46 -0.5 7.77 3.000 0.00 1.60 1.60 0 0.0199 346.00 346.46 -0.5 0.46 5.00 0.00 O.n0 0.54 3.000 Froude Number - 0.16 - Lateral length= 251 Upstream length= 251 SWALE 1 Channel Long Invert Surf FreBrd Width Shape San Sto Flow Estimated Link Slope Up/Dn Up/Du Up/Dn Depth L/C/R Int MIS Vel Cost 10 100 343.13 343.70 2.3 8.43 3.000 0.00 2.35 2.35 0 0.0200 341.13 341.70 2.8 0.57 5.00 0.00 0.00 0.61 3.000 Fronde Number = 0.16 Lateral length= 100 Upstream length= 813 SWALE 2 Channel Long Invert Surf FreBrd Width Shape San Sto Flow Estimated Link Slope Up/On Up/Dn Up/Dn Depth L/C/R Tel Mis Vet Cost 11 100 344.SO 344.74 -0.7 6.44 3.000 o.no 0.67 0.67 0 0.0350 341.00 341.24 0.8 0.24 5.00 0.00 0.00 D.49 3.000 Froude Number - 0.i9 Lateral length- 100 Upstream length- 526 SWALE 3 Channel Lang Invert Surf FreBrd Width Shape San Ste Flow Estimated Link Slope Op/Du Up/Du Ep/Dn Depth L/C/R Inf Mis Val Cost 12 100 344.50 344.89 1.1 7.36 3.000 0.00 1.60 1.60 0 0.0350 341.00 341.39 3.1 0.39 5.00 0.00 0.00 0.66 3.000 Froude Number - 0.2n Lateral Length- 1.OU Upstream length- 351 - Later,] length- 0 Upstream length- n INFILTRATION POND Reservoir Cost Invert - - Maximum Flow Values Link Ex£ii Up/Dn/ovr San 1nt Ste MIS Design 14 0 343.00 Incoming 0.00 0.00 4.63 0.00 4.63 0 341.00 Discharge 0.00 0.00 2.15 0.00 2.15 343.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored n 0 10294 0 10294 - C:\HYDRA\CMD\ HYDRA Version 5.R5 j.w.morrissette & associates Page 4 - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CFS CHRISTENSEN DEVEOLPMENT Lateral length- 0 Upstream length- 1690 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 1 _ - - _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 NONE Status of DEFAULTS at start of run. ! Command file : C:\HYDRA\CMD\CHRISTEN.CMD Input units are read as USA Warnings are turned OFF Output sent to display Detailed Output sent to printer 0£f Output sent to file Verbose 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 I 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 1 Maximum plot value Selected by HYDRA Type of hydrographie plot Compact Sanitary Tlnw by Diurnal Curve Delay to start of actual storm 0.00 I Rational Method computations OFF SCS computations Santa Barbara Continuous simulation computations ON I ! Maximum d/D for pipe design/analysis n,900 ! Match point position on pipe O.UO or I.vert Number of allowable diam drops 999 Mimimum drop thru manhole 0.000 I Manning's n Variable Routing technique Quick I Calculate sanitary flows ON I Calculate infiltration flows ON Calculate mist flows ON Listing of acceptable diameters !Changed by the POO command): 4 6 8 10 12 15 18 <1 24 27 30 33 36 39 42 45 48 54 60 66 72 78 84 90 96 102 108 114 120 132 _ _ 1: SOB CHRISTENSEN DEVEOLPMENT 2: REM STORMWATER DESIGN 100 YEAR 24-HOUR 3: REM EVENT FOR STORAGE SIZING 4: 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\CHRISTEN.CMD 11:45 3-Se 104 CHRISTENSEN DEVEOLPMENT 6: FIL C:\HYE\IA.INC ------START OF SUB-FILE - 1: 2: HYE 10 o.n04 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0. 005 b 30.005 0.005 0.005 0.005 0.005 O.OU6 0.006 U.006 0.006 0.006 0.006 0.007 + 4: 0.007 n.007 0.007 0.007 0.007 0.00B2 0.0082 0.0082 0.0082 0.00 82 0.0082 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0134 0.0134 0.0134 0.0180 0.0180 0.034 0.054 + 6: 0.027 0.018 0.0134 0.0134 0.0134 0.0088 0.0088 0.0088 0.0088 0 .0088 0.0088 0.0088 + 7: 0.008B 0.0088 0.0088 0.0088 0.0088 0.0072 0.0072 0.0072 0.0072 o.no72 0.0072 0.0072 + 8: U.0072 0.0072 0.0072 0.0012 0.0072 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 + 9: 0.0057 0.0051 0.0057 U.005/ 0.0057 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.005U + 10: 0.0050 n.oo50 O.UO5U ii.0050 0.0050 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 11: U.0040 0.0040 0.004n 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 %n040 0.0040 P 12: 0.0040 0.0040 0.0040 0.0040 0.0040 n.004n 0.0040 0.0040 0.0040 0.0040 0.0040 o.oa4O + 13: 0.0040 0.0040 0.0040 0.0040 0.004U 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 O.0n4U / O.UO40.^.tep time 10.00 Minutes Tr,tal in o,igin,1 hyetograph 0.17 Inches Adjustinq hystograph from 10.00 minutes to 60.00 minutes Total volume rain in production hyetograph 6.15 Inches Maximum intensity 1.01 Inches/Hr Working hyeFOgraph in INCHES/HOUR: 0.00 0.50 1.00 1.5U 2.00 Time In/Hr t---------+---------+--------- I.---------+ 60 0.15 1==- 1 1 120 0.16 1-- 1 1 180 0.20 1- 1 1 1 240 n.23 1== 1 300 0.27 1-- - I 360 0.32 1-°-=°- I 420 0.40 1----- I I 1 1 480 1.01 1--------- I - - - I 54U 0.47 ! --I 600 0.32 660 0.31 1 I 720 0.27 - - 780 0.25-=-- 840 0.21 900 0.20 960 O.IB 1020 0.17 1-- 1 1080 0.15 1-- 1140 0.15 1= C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 3 C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVELLPMENT 1200 0.15 1-- 1260 0.15 1- - 1320 0.15-°° 1380 0.15 I=-- 1440 0.15 1-- 1500 0.00 1 - 15: RET END OF OUR FILE 7: NEW PARKING LOT STORMWATER 8: 9: REM C:\HYDRA\CMD\CHRTSTEN.CMD 10: 11: REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 12: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE 13: REM CHRISTENSEN DEVELOPMENT STORMWATER IMPROVEMENT. 14: REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER 15: REM MANUAL FOR THE PUGET SOUND BASIN 16: REM THE DECTGN PIPE IS A 12 TECH PVC PIPE WITH 17: REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE, 18: REM SEVENTH EDITION, LINDBURG(, MINIMUM COVER OF 2 FEET, 19: REM MINIMUM DEPTH OF 2 FEET, MINTMUM VELOCITY OF 0.01 20: REM F'1'/SEC, MTNTMUM SLOPE OF 0.001 AND d/0 OF 0.9. 21: 22: DPD 0.009, 4, 2, 2, n,nl, 0.001, 0.9 Manninqs n u.)0900 Minimum diameter 4.UO lnches Minimum depth 2.n0 -.,e.t Miuimum c wr 2.00 Feet_ Minimum velocity 0.0100 Feet/Sec Minimum slope 0.00100 D/d 0.9000 Maximum diameter 132.n0 Inches 23: CHD 6, 0.3, 0.20, 3, , 3, 1, U, 0, 0, n 24: 25: REM PARCEL 4, FRONTAGE. AND ONSITE ROADWAY ARE DISRECTED TO THE SWALEI , PARCELS 26: REM 1 & 2 ARE DISRECTED TO THE SWALE2. 27: REM BUILDING ROOF RUNOFF WILL BE COLLEC'T'ED AND CONVEYED TO TNDTVIDUAL 28: REM INFILTRATION GALLERIES FOR DISPOSAL 29: 30: REM PARCEL 3 IS SEPARATED TNTO 3 SUBBASTNS 31: NEW PARCEL 3 SUBBASIN A 32: STS 0.58, 0.40, 98, 90, 20, 0.02, 89 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 4 . - - - - - _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3 Sep 104 CHRISTENSEN DEVEOLPMEN'T Land segment 0.580 Acres Portion impervious 0.400 Curve number (CM) for Impervious 98.000 Curve number (CN) for Pervious 90.000 K Factor 20.000 Slope of land 0.0200 Sheet Ilow distance 89.000 Feet Computed concentration time 0.5:1 Minutes Total Time of Concentration 0.52 Minutes Total rainfall falling on impervious 5179.68 CuFt Impervious runoff 4989.16 CuFt Portion off impervious 9b.21 £ Peak CFS rainfall falling on impervious 0.24 Cu Ft/Sec Peak CFS runoff from impervions 0.23 CuFt/Ser Equivalant "C" oif impervious 0.98 Total rainfall falling on pervious 7768.93 CuFr Pervious runoff 6312.17 CuFt Portion off pervious 81.25 % Pack CFS rainfall falling on pervious 0.35 CuFt!Sec Peak CFO runoff from pervious 0.31 CuFt!Sec Equivalent "r" off pervious 0.8E Total raintall falling on segment 12948.21 -',Ft Total segment runoff 11295.33 7nFt Portion oft: segment 87.23 Peak CFS rainfall fallinq on segment 0.59 CuFt/Sec Peak CFS runoff fri)m segment 0.54 CuE't/Sec Dguivala nt "C" off segment 0.91 Hydroqraph oft land segment : I - impervious runoff in ;F£ P - Pervious runoff in CPS T Total runoff in CFS 0.00 11.20 u.40 0.60 n.80 Time t_ + 0 0.01 0.00 0.01 1 6o 0.I13 0.00 0.03 I 120 u.04 0.02 0.06 ITT 1 1 1 1 180 0.05 0.04 0.09 IPIT I I I 240 0.06 0.06 0.12 I * T I 300 0.07 O.OH 0.15 1' T I I I 360 0.09 0.11 0.20 1 TI I I 420 0.23 0.31 U.54 I IT P I 480 0.11 0.16 0.27 1 1 P 1 1 540 0.01 0.10 0.17 1 IP T I I 600 0.07 0.11 0.18 1 TP T I I 660 0.06 0.08 0.14 1 IP T I I 720 O.U6 0.09 0.15 1 IF T I I 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 5 - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep 104 CHRISTENSEN DEVEOLPMENT 780 0.05 0.07 0.11 IIP T I 840 n.o5 0.07 0.12 I IF T I 900 0.04 0.06 0.10 IIP T 1 1 960 0.04 0.06 0.10 IIP T I 1020 0.03 0.05 0.08 1' T I 1080 0.04 0.05 0.09 IIP T I 1140 0.03 0.05 0.08 I* T I I I 1200 0.04 0.05 0.09 IIPT I I I 1260 0.03 0.05 0.08 1* T I I 1320 0.04 0.05 0.09 IIPT I 1380 n.03 0.05 0.08 1` T I 1440 0.00 0.00 0.01 1 1 1 1 1 Time _ _ - + 0.00 U.2U 0.40 0.60 0.80 33: INL 99 Inlet hydrographs I - Incoming hydrograph X. - Exit hydrograph to system R - Pond or reservoir/1 0.00 0.20 0.40 n.60 0.60 Time +___________i_________+_-_______t 0 0.01 0.01 0.00 1 I 1 1 1 60 0.03 0.03 0.00 1 1 1 1 1 120 O.n6 0.06 0.00 1 * ! ( ! 160 0.09 0.09 0.00 I 240 0.11 0.12 0.00 I 300 0.15 0.15 0.00 ' 360 0.2U 0.20 0.00 *1 420 0.54 0.54 0.00 480 0.27 0.27 0.00 540 0.17 0.11 0.00 600 0.18 0.18 0.00 1 660 0.14 0.14 0.00 I 1 1 1 720 0.15 0.15 0.00 1 1 1 1 X80 n.11 n.ll 0.00 1 1 1 1 840 0.12 0.12 0.00 1 1 1 900 0.10 0.10 0.00 1 960 0.10 0.10 0.00 1020 0.08 0.08 O.On 1080 0.09 0.09 0.00 1140 O.na 0.08 0.00 1200 O.U9 0.09 ?.UU 1260 0.08 0.08 0.00 1320 0.09 0.09 O.OU 1380 0.08 0.08 0.00 1440 0.01 O.U1 0.00 Time + + - 0.00 0.20 0.40 0.60 0.80 34: DPI 53, 343.50, 341.70 Length 53.00 Feet Ground ele,,Li un up 343.50 FeNt Ground elevation down 341.70 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 6 _ _ - - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManuingsN 0.00900 MinSlope 0.00100 Link number 1 NOTE: Adjusting hydrographs for worst case situation @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec Storm flow (no SF) 0.538 Cuft/Sec Design flow including SF 0.538 Cutt/Sec Combined SF 1.000 Design diameter 4.00 Inches Invert elev up 341.14 Feet Invert elev down 339.07 Feet Slope 0.0389 Depth of fluid in pipe 3.56 Inches d/D U.890 Partial flow velocity 6.459 Feet/Sec Downstream hydrograph in CPS (Initial time-0.14 min): 0.0000 0.2000 0.4000 0.6000 0.80n0 Time f._________+-__- 0 O.OOR4 I 60 0.0287 I 120 0.0575 1- 180 0.0880-° 240 0.1186-- 300 0.1515 I I 360 0.2014 1=------- 420 0.5381 1--------- 1=-- °1-==.--_- 1 1 480 0.2686 =-==-1- 540 0.1735 600 0.1801 1-------- I I I 660 0.1428 I-=-=== I I I 720 0.1478 1 I 78n 0.1128 1- 1 840 0.1218 1 900 0.0991 1-- 960 0.1047 I' - 1020 0.0788 1080 0.0902 1 1140 0.0793 1200 0.0900 - - 1260 0.0798 1- 1320 0.0897-=- 1380 0.0803 1- ! 1440 0.006U I I Time + 0.0000 0.2000 0.4000 0.6000 0.8000 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 7 - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 35: HOL PARCEL3A Tag PARCEL3A Link 1 From line 35 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold[1] 36: 37: NEW PARCEL 3 SUBBASIN B 38: SCS 0.37, 0.40, 98, 90, 20, 0.02, 75 Land segment 0.370 Acres Portion impervious 0.400 Curve number (CN) fur Impervious 98.000 Curve number (CN) for Pervious 90.000 K Factor 20.000 Slope of land 0.020U Sheet flow distance 75.000 Feet Computed conrentrati.on time 0.44 Minutes 'T'otal Time of Concentration 0.44 Minutes Total rainfall falling on impervious 3304.03 C, Ft Impervious runoff 3178.66 Cu Ft Portion off impervious 96.21 S Peak CFS raintall falling on impervious 0.15 CuFt/Sec Peak CFS runoff from impervious 0.15 Cu Ft/Sec Equivalent "C" off impervious 0.98 Total rainfall falling on pervious 4956.04 CuFt Pervious runoff 4026.39 CuFt Portion off pervious 81.24 8 Peak CFS rainfall falling on pervious 0.23 CuFt/Sec Peak CFS runoff from pervious 0.20 CuFt/Sec Equivalant "C" nit pervious 0.86 Total rainfall falling on segment 8260.06 Cu Ft Total segment runoff 7205.05 Cu Ft Portion off segment 87.23 9 Peak CFS rainfall falling on segment 0.38 CuFt/Sec Peak CFS runoff from segment 0.34 CuFt,'Sec Equivalant "C" off segment 0.91 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 8 _ - - - - C \HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Hydrograph off land segment : I - Impervious runoff in CPS P - Pervious runoff in CPS T - 'Dotal runoff in CFS 0.00 0.10 0.20 n.30 0.40 Time - 0 0.01 0.00 0.01 1 1 60 0.02 0.00 0.02 1* 1 120 0.03 0.01 0.04 1 IT 1 180 0.03 0.02 0.06 IPI 'I I 240 0.04 0.04 0.08 1 T 1 300 0.05 0.05 0.10 1 TI I I 960 0.06 0.07 0.13 1 IP I T I 420 0.15 0.20 0.34 1 1 1 PI T 480 0.07 0.10 0.1/ I I PI T I 540 0.05 0.07 0.11 1 1 P T I boo 0.05 0.07 0.11 1 1 P T I b60 0.04 0.05 0.05 I IP T I I I 720 0.04 0.06 0.09 I I P T I I I 780 n.03 0.04 0.07 I TP T I I I H40 U.03 0.05 0.08 1 1 P T 1 I I 900 0.03 0.04 0.05 I IP T I I 96n 0.03 0.04 O.U7 11P T I 1020 0.02 0.03 0.05 I1P T I 1080 0.02 n.0a 0.06 IIP T I I I 1140 0.02 0.03 0.05 IIP T I I 1200 0.02 0.03 0.06 IIP T I I 1260 0.02 0.03 0.05 IIP I I I 1320 0.02 0.03 0.06 IIP 'I I I 1380 0.02 0.03 0.05 11P T 1440 0.00 0.00 0.00 I I Time. +---------I-----------------------------t O.OU U.10 0.20 0.30 0.40 39: REC PARCEL3A Hold[Numj 1 LOOkinq up Newry number 1 40: INL 99 Inlet hydrographs I - Incoming hydrograph R - Exit hydrograph to system R - Pond or reservoir/l C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 9 - - - - - - - - - - - C:`,H YDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DF.VEOLPMENT 0.00 0.10 0.20 0.30 0.40 Time +---_---_-t-- __---t---------- o n.01 0.01 0.00 1 60 0.02 0.02 0.00 1* 120 0.04 0.04 0.00 1 " 180 0.06 0.06 0.00 1 240 0.08 0.08 U.00 I 300 0.10 0.10 O.UO I 360 0.13 0.13 0.00 1 420 0.34 0.34 0.00 1 480 0.17 0.17 O.OU I 540 0.11 0.11 0.00 1 600 0.11 0.11 o.on I 660 0.09 0.09 0.00 1 * 1 1 720 0.09 0.09 0.00 1 * 1 1 780 n.O7 0.07 0.00 1 1 1 1 R40 0.08 0.08 0.00 1 900 0.06 0.06 O.On I 960 0.07 0.07 0.00 1 1020 0.05 0.05 0.00 1080 0.06 0.06 0.00 1140 0.05 0.05 0.00 1 1200 O.OG 0.06 0.00 1260 0.05 0.05 O.nO * 1 1 132n u.06 0.06 0.on * 1 I 1380 D.0S 0.05 0.00 1 * 1 1 1 1 1440 0.00 U.00 0.00 1 1 1 1 Time t---------t' _----t---------t O.UO 0.10 0.20 n.3n 0.40 41: DPI 54, 341.60, 342.00 Length 54.on Feet Ground elevation up 341.60 Feet Ground elevation down 342.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 Mi.nSlope 0.00100 Link number NOTE: Adjusting hydrngraphs for worst case situation @Adding Sto into Event @Addinq Diurnal into Design @Adding Event into Design Average Design Flow O.On Cu Ft/Sec Storm tlV. (no SF) 0.882 Cutt/Sec Design Ile. including SF 0.882 Cuft/Sec Combined SF 1.000 Design diameter 8.00 Inones Inv rt elev up 339.88 Feet Invert elev down 338.74 Feet slope 0.00259 Depth of fluid in pipe 7.12 Inches d/D n.R90 Partial tLOw velocity 2.646 Feet/Sec C:\HYDRA\CMD\ HYDRA Version 5.85 l.w.morrissette s associates Page 10 _ C:',HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Downstream hydrograph in CF:3 (Initial time=0.34 min): O.0000 0.2500 0.5000 0.7500 1.0000 Time + + 0 0.0138 1 60 0.0479 I- 12U 0.093) 1-- 180 0.1448 '40 0.1939--' I 300 0.2486 -------I 360 0.3290 I- 4-0 0.8B19 I 1 "-j 480 0.4383-- ---I---- I 540 0.2845-- 600 0.2935 °1- 660 0.2352 - I 720 0.2414 1- - "'----I 180 0.1844 840 0.1995 I- - 900 U.1629 I 960 0.1719 I 1020 0.1287 1 1080 0.1479 1140 U.1311 1200 0.1478 ~I 1260 0.1314 1320 0.1477---- liB0 0.1316 1--- 1440 0.0098 1 1 1 Time O.0000 0.2500 0.5000 0.7500 ,.nco(u 42: HOL PARCEL3B Tau PARCEL3B Link From line 4L in file ,HYDRA\CMD\CHRISTEN Sent to Hold[l] 43: 44: NEW PARCEL 3 SUBBASTN C. 4S: SCS 0.29, 0.40, 98, 9U, 2(), 0.02, 110 Land segment 0.290 Acres Portion impervious 0.400 Curve number (CN) for Impervious 98.000 Curve number (CN) for Pervious 90.000 K Factor 20.000 Slope of land 0.0200 Sheet tlow distance 110.000 Feet Computed concentration Lime 0.65 Minutes Total Time of Concen LiaLiun 0.65 Minutes Total rainfall falling on impervious 2589.64 Cu Ft C:\HYDRA\CMD\ HYDRA Version 5.85 l.w.morrissette s associates Page 11 - T_=__ - - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Impervious runoff 2491.81 Cu Ft Portion off impervious 96.22 LL Peak CPS rainfall falling on impervious 0.12 CuFt/Sec Peak CPS runoff from impervious 0.12 CuFt/Sec Equivalent "C" off impervious 0.98 Total rainfall falling on pervious 3884.46 Cu Ft Pervious runoff 3156.40 Cu Ft Portion off pervious 81.26 % Peak CPS rainfall falling on pervious 0.18 CuFt/Sec Peak. CFS runoff from pervious 0.15 Cu Ft/Sec Equivalent "C" off pervious 0.86 Total rainfall falling on segment 6474.10 Cu Ft Total segment runoff 5648.20 Cott Portion off segment 87.24 8 Peak CFS rainfall falling on segment 0.30 Cu Ft/Sec Peak CPS runoff from segment 0.27 Cu Ft/Sec Equivalent "C" off segment 0.91 Hydrograph oft land segment : I - Impervious runoff in r_FS P - Pervious runoff in CPS T - Total runoff I. CFS 0.00 0.10 0.20 0.30 0.40 Time 0 0.00 o.no 0.00 I I 60 0.01 0.00 0.01 1 1 120 0.02 0.01 0.03 11T 1 180 0.03 0.02 0.04 IPIT I 240 0.03 0.03 0.06 1 T I 300 0.04 0.04 0.08 1* T I I I 360 0.05 0.05 0.10 1 ` T'1 I 420 0.12 0.15 U.27 1 11 P I T I 4BO 0.06 0.08 0.14 1 I P I T I 540 0.04 O.nS 0.09 1 IP T I I I 600 0.04 0.05 O.n9 I IP T I I I 660 0.03 O.n4 U.07 I IP T I I I 720 0.03 0.04 0.07 I IT T I I 1 1 780 0.02 O.U3 0.06 IIP I I I I Hon 0.03 0.04 0.06 1 IP T I I 900 0.02 0.03 U.05 IIP T I I I 96U 0.02 0.03 0.05 IIP T I 1020 0.02 0.02 0.04 I` T I 1060 0.02 0.03 0.05 IIP T I 1140 0.02 0.02 0.04 1- T I 1200 0.02 0.03 0.05 IIP 'f I I 1260 0.02 0.02 0.04 1- T I I 1320 0.02 0.03 O.U5 IIP T I I 1380 0.02 0.02 0_n4 1' T 1440 0.00 0.00 0.00 1 1 1 1 Time f__ + 0.00 0.10 0.20 0.30 0.40 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 12 C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 46: REC FARCEL39 Hold[NUm] 1 Looking up record number 2 47: INL 99 Inlet hydrographs I - Incoming hydrograph X - Exit hydrograph to system R - Pond or reservoir/l 0.00 0.10 0.20 0.30 0.40 Time 0 0.00 0.00 0.00 1 1 1 60 n.01 0.01 0.00 1 1 120 0.03 0.03 0.00 1 180 0.04 0.04 0.00 1 240 0.06 0.06 0.00 1 300 0.08 0.08 0.00 1 360 0.10 0.10 0.00 1 *1 420 0.27 0.27 0.00 1 I 1 1 1 460 0.14 0.14 0.00 1 1 ' 540 0.09 0.09 0.00 1 b00 0.09 0.09 0.00 1 660 0.07 0.07 0.00 I 720 0.07 0.07 0.00 1 * 1 78n n.n6 n.o6 0.00 B40 0.06 0.06 0.00 900 0.05 0.05 0.00 960 0.05 0.05 0.00 1 1020 0.04 0.04 n.00 I 1080 0.05 0.05 U.00 I " 1140 0.04 0.04 n.00 I 1200 0.05 U.05 0.00 1 1260 0.04 0.04 0.00 1 1 1 1 1 1320 0.05 0.05 0.00 1 1380 0.04 0.04 n.uo I 1440 0.00 0.00 0.00 1 1 Time +____-____}-________}_________{_--------I 0.00 0.10 0.20 0.30 0.40 4B: DPI 72, 342.n0, 341.OU Length 72.00 Feet Ground elevation up 342.00 Feet Ground elevation down 341.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 MinSlope 0.00100 Link number 3 NOTE: Adjusting hydrographs for worst case situation @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 13 - _ -o==== C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Storm flow (no SF) 1.150 Cuft/Sec Design flow including SF 1.150 Cutt/Sec Combined IF 1.000 Design diameter 8.00 Inches Invert elev up 338.74 Feet Invert elev down 338.28 Feet Slope 0.00639 Depth of fluid in pipe 6.16 Inches d/D 0.770 Partial flow velocity 3.975 Feet/Sec Downstream hydrograph in CFS (Initial time=0.30 min): 0.0000 0.5000 1.0000 1.5000 2.0000 Time 0 0.0180 1 1 1 1 1 60 O.n627 I 120 0.1221 1= 180 0.1892 240 0.2529 - 300 0.3247 1----= 360 0.4292 1=~~= 420 1.1503 1 480 0.5746 1- = 540 0.3695 I-=--- I 600 0.3848 1------- 660 0.3058 720 0.3167 780 0.2391 I° 840 0.2620 1 900 0.2116 1--- 960 0.2257 1==== 1020 0.1670 1- 1080 0.1941 I=- 1140 0.1708 1-- 1 1200 0.1940 1=== I I 1260 0.1111 1- I I 1320 0.1938 1-°- 1 1 1380 0.1714 1-- 1 1440 0.0137 1 1 1 1 Time 0.0000 0.5000 1.0000 1.5000 2.0000 49: HOL PARCEL3C Tag PARCEL3C Link 3 From line 49 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold[l] 50: C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 14 _ _ - - . _ - - - - _ C:\HYDRA\CMD'\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 51: REM THE FRONTAGE IMPROVEMENTS STORMWATER IS COLLECTED IN A CATCH BASI N AT 52: REM THE NW CORNER OF THE NEW ROADWAY INTERSECTION WITH SR 507. THE ST ORMWATER 53: REM THEN IS PIPED TO THE CATCH BASIN AT THE SOUTHWEST CORNER OE' THE N EW 54: REM ROADWAY. THE CATCH BASIN ALSO COLLECTS THE SOUTH ANN WEST SIDE OF THE NEW 55: REM ROADWAY STORMWATER. THE SOU'T'HWEST CATCH BASIN DISCHARGES TO THE 56: REM NORTHEAST CATCH BASIN WHICH COLLECTS THE EAST AND NORTH SIDE OF 57: REM THE NEW ROADWAY STORMWATFR. THE NORTHEAST CATCH BASIN DISCHARGES 58: REM INTO THE SWALE BETWEEN PARCELS 2 AND 3 AND INTO THE PONE). 59: 60: NEW ERONTAGE IMPROVEMENTS 61: SCS 0.15, 0.84, 9B, 90, 20, 0.02, 210 Land segment 0.150 Acres Portion impervious O.R40 Curve number (CF! for Impervious 99.000 Curve number (ON) for Pervious 90.000 K Factor 20.000 Slope of land 0.0200 Sheet flow distance 210.000 Feet Computed concentration time 1.24 Minutes Total Time of Concentration 1.24 Minutes Total raintall falling on impervious 2812.89 Cu Ft impervious runoff 2707.n4 CuFt Portion cef impervious 46.24 'a Peak CE'S rainfall felling on impervious 0.13 CuFt/Set. Peak CFS runoff from impervious 0.12 CuFt/Sec Equivalent "r" nit impervious U.97 Total rainfall falling oa pervious 535.79 CuFt Pervious runoff 435.45 CuFt Portion off pervious 81.27 k Peak CFS rainfall. falling on pervious 0.0245 CuFt/Sec Peak CFS runoff from pervious 0.0208 CuFt/Sec Equivalent "C" oft m,vious 0.85 Total rainfall falling on segment 3348.68 Cu Ft Total seqment runoff 3142.49 Cu Ft Portion off segment c 91.84 8 Peak -FS rainfall falling on segment 0.15 Cu Ft/Sec Peak CFS runoff from segment 0.15 fuFt/Sec Equivalent "r" off segment U.95 r:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette s associates Page 15 _ _ - - - - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-9ep-104 CHRISTENSEN DEVEOLPMENT Hydrograph oft land segment : I - Impervious runoff in CFS P - Pezvious runott in CPS T - Total runoff in CPS 0.00 U.05 0.10 0.15 n.20 Time + 0 0.00 0.00 0.00 1 60 0.01 0.00 0.01 1 120 0.02 0.00 0.02 1 IT I 180 0.03 O.n0 0.03 1 IT 240 0.03 0.00 0.04 1 * 1 300 0.04 0.01 0.04 1 IT I 360 0.05 0.01 0.06 IP IT 420 0.1: 0.02 0.15 1 P I T 480 O.U6 0.01 O.U8 IP T T 540 0.04 0.01 0.04 1 1 T 600 0.04 0.01 0.05 IP ITI 660 0.03 o.01 0.04 1 IT I 720 0.03 n.01 0.04 IT I 780 0.02 0.00 0.03 IT 840 0.03 0.01 0.03 1 IT I 9110 0.02 0.00 0.02 I IT 960 0.02 :1.00 0.03 I IT 1020 0.02 0.00 0.02 1 IT in8o 0.02 0.00 0.02 1 IT 1 1 1 1140 0.02 U.00 0.02 1 IT 1 1200 0.01 o.on 0.02 1 1. 1 1 1 1260 0.02 0.00 0.02 I IT I 1320 0.02 0.00 0.02 1 IT I 1 1 1 13H0 0.02 0.00 0.02 1 • I 1440 0.00 0.n0 0.00 1 1 T.me 0.00 0.05 0.10 0.15 0.20 b2: iNL 99 Tnlet hydrographs I - Incominq hydrograph x Foil hydrograph to system R - Pond or reservoir/I 0.00 O.n5 u.10 0.15 0.20 Time + + 0 0,00 U.n0 0.00 60 0.01 0.01 n.00 120 0. 0a 0.02 0.00 180 0.03 0.03 0.00 I 240 0.04 0.04 O.nU 300 0.04 0.04 0.00 1 360 0.06 0.06 0.00 1 42n 0.15 U.15 0.00 1 480 0.08 0.08 0.00 1 540 0.04 0.04 0.00 1 600 0.05 0.05 n,n0 I *I 660 0,04 U.n4 0.00 1 k C:\fiYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 16 - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 720 0.04 0.04 0.00 1 780 0.03 0.03 0.00 1 840 0.03 0.03 0.00 900 0.02 0.02 0.00 1 960 0.03 0.03 0.00 1 102U 0.02 0.02 0.00 1* 1 1 1 1 1080 0.02 n.02 0.00 1 1140 0.02 0.02 0.00 I 1200 0.02 0.02 0.00 1 ' 1260 0.02 0.02 0.00 1 1320 0.02 0.02 0.00 1 1380 0.02 0.02 0.00 1 1440 0.00 0.00 0.00 1 Ti.. _t______________ ___t-________t 0.un U.DS 0.10 0.15 0.20 63: DPI 193, 344.50, 343.80 Iength 193.00 Feat Ground elevation up 344.50 Feet Ground elevation down 343.80 Peet minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN n,00goo MinSlcpe 0.00i00 Link number 4 NOTE: Adjusting hydr,graphs for worst case situation @Adding Sto into Event @Adding Diurnal into Design @Adding E,,ent into Design Average Design Flow 0.00 CuFt/.3ec Storm tlow (no SF) 0.145 Cuft/Sec Design flow including IF 0.145 CutL/Sec Combined SF 1.000 Design diameter 4.00 Inches Invert elev up 342.14 Feel Invert elev down 341.44 Feet Slope 0.00363 Depth oY tLuid in pipe 3.20 inches d/D 0.800 Partial flow "'l"'1ty l.'417 Fret/SPc Downstream 'aydrograph in CFS tinitial time-1.b8 min): 0.0noo 0.0500 n.Lnoo 0.1500 0.2000 Time + 2 0.0045 62 n,p145 1 122 0.0228 1- = 182 0.0300 242 0.0372 1 302 0.0448 I 362 0.0572 1- 422 0.1454--------- 1_-- - -`-1----- 482 0.0755 1'-----1-... 1 ! 542 0.0435-t I 1 602 U.0502 - I C:\HYDRA\CMD\ HYDRA Version 5.85 i.w.moriissetts 6 associates Page 17 - - C:AHYDRAVCMDACHRIGTEN.CMD 11:45 3-Sap-104 CHRISTENSEN DEVEOLPMENT 662 0.0357 1 722 0.0409 782 0.0282= 842 0.0333-==-- 902 0.0250 1-- 962 0.0285 1= 1022 0.0199 1--- 1082 0.0242 1- - 1142 0.0203 1- = 1202 0.0239 I-== 1262 0.0206 1--- 1322 0.0237 1---- 1382 0.0208 1- 1 1 1 1442 0.0023 1 Time + 0.0000 0.0500 0.10on 0.1500 0.2000 64: HOL FRONTAGE 'T'ag FRONTAGE L.i uk 4 From line 64 In Tile C:\HYDRA\CMD\CHRISTEN Sent to Hcld[21 65: 66: NEW LOT 4 67: SCS 0.74, 066, 98, 78, 20, 0.024, 251 Land segment U.740 Acres Portion impervious 0.660 Curve number (CN) for impervious 98.000 Curve number (CN) for Pervious 78.000 K Factor 20.000 Slope of land 0.0240 Sheet ties distance 251.000 Feet Computed concentration time 1.35 Minutes Total Time of Gmcentretion 1.45 Mimites Total rainfall falling on impervious 109U3.29 Cu Ft impervious runoff 10493.04 Cu Ft Portion off impervious 96.24 k Peak CPS rainfall f~llinq on impervious 0.50 Cu Ft/Sec Peak CFS runoff from impervious 0.48 Cu Ft/Sec Equivalant "C" off impervious 0.97 Total rainfall falling on pervious 5616.84 CuFt Pervious runoff 3394.34 Cu Ft Portion off pervious 60.43 1 Peak CFS rainfall falling on pervious 0.26 Cu Ft/Sec Peak CFS runoff from pervious 0.15 Cu Ft/Sec Equivelant "r" off pervious 0.58 C:\HYDRA\CMD\ HYDRA Version 5.R5 j.w.morrissette & associates Page 18 eecec-v _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Total rainfall falling on segment 16520.13 CuFt Total segment runoff 13887.37 CuFt Portion off segment 84.06 % Peak CFS rainfall falling on segment 0.75 CuFt/Sec Peak DES runoff from segment 0.63 Cu Ft/Sec Equivalant "C" off segment 0.84 Hydrograph off land segment : I - Impervious runoft in CFS P - Pervious runoff in CFS T - Total runoff in CFS 0.00 0.20 0.40 0.60 0.80 Time + 0 0.02 0.00 0.02 1 60 0.06 0.00 0.06 1 ! 120 0.08 0.00 0.08 1 180 0.11 0.00 0.11 1 240 0.13 0.01 0.14 1 IT 300 0.15 0.03 0.18 1 IT I 360 0.19 0.04 0.24 In IIT I I 42n 0.48 0.15 0.63 1 P I I IT 480 0.25 0.09 0.34 1 P I I I I I s40 0.14 0.06 0.20 ! P I TI I I 600 0.17 0.06 U.23 I P I IT I I 660 0.12 0.05 0.17 In I T I I 720 0.13 0.05 0.19 1 P I T 700 U.09 0.04 0.13 IP I T 840 0.11 0.05 0.16 IP I T 900 0.08 0.04 0.12 IP I T I 960 0.09 0.04 0.13 IP I T I I I I 102n 0.07 0.03 0.10 1 I T I I I I 1080 0.08 0.03 0.11 It 1 I' I I I 1140 0.07 0.03 0.10 IPI T I I 1200 0.08 0.03 0.11 IP I T I I I 1260 O.U7 n.03 0.10 IPI T I I I 1320 0.08 0.03 0.11 IP I T I I I 1380 0.07 0.03 0.i0 IPI T I I I 1440 0.01 0.00 ().O1 I I I I Time r + - + - U.00 0.20 0.40 0.60 0.80 68: INL 99 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 19 =ce _ _ _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Inlet hydrographs : I - Incoming hydrograph X - Exit hydroyraph to system R - Pond or reservoir/l 0.00 0.20 0.40 0.60 0.80 Time 0 0.02 0.02 0.00 I I I 1 1 60 0.06 0.06 0.00 1 120 0.08 0.08 0.00 180 0.11 0.11 0.00 240 0.14 0.14 0.00 I 300 0.18 0.18 0.00 1 * 1 360 0.24 0.24 0.00 1 I* 420 0.63 0.63 0.00 1 I* 480 0.34 0.34 0.00 1 1 540 0.20 0.20 0.00 1 *1 1 600 0.23 0.23 0.00 It I I 660 0.1.7 0.17 0.00 * 1 1 1 720 U.I9 0.19 0.00 1 * 1 1 1 780 0.13 0.13 0.00 1 * 1 840 0.16 0.16 0.00 I 900 0.12 0.12 0.00 1 1 960 0.13 0.13 0.00 1 1020 0.10 0.10 0.00 I 1080 0.11 0.17. 0.00 1 1140 0.10 0.10 0.00 1200 0.11 0.11 0.00 1260 O.lu 0.10 0.00 I 1320 0.11 0.11 0.00 1380 0.10 0.10 0.00 1440 0.01 0.01 0.00 Time t---------+__ _ O.u0 0.20 0.40 0.60 0.80 69: CHA 251, 351, 346, 351, 346 Length 251.00 Feet GrDp 351.00 Feet GrDn 346.00 Feet InvOp 351.00 Feet InvDn 346.00 Feet Link number 5 NOTE: Adjusting hydrographs Tor worst case situation @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.632 Cuft/Sec Design flow includiny SF 0.632 Cuft/Sec Combined SF 1.000 THE Maximum velocity 6.0000 FPS CND Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Left side slope 3.0000 CHD Bottom width 5.00 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 20 . . _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3 Sep 104 CHRISTENSEN DEVEOLPMENT CHD Right side slope 3.0000 CHD Minimum freeboard 1.0000 Feet CHD Eafiltration 0.0000 IPH Channel Slope 0.0199 Design flow 0.63 Cuft/Sec Depth of flow 3.26 Inches 0.27 Feet Velocity 0.40 Ft/Sec Travel time 10.44 Minutes Width of surface 6.63 Feet Downstream hydrograph in CIS (Initial time-10.44 min): 0.0000 U.20D0 0.4000 0.6000 0.8000 Time + _ 10 0.0173 1 1 1 70 0.0554 130 0.0837 190 0.1089 1 250 0.1415 1==-- 1 310 0.1781-- 370 0.2365 I--~- -1- 430 U.6320 I 1--------- I-----==-_-I' 490 0.3416 I-- - I 550 0.1983-- 610 0.2310 =-1- 670 0.1657 1---- 1 730 D.1896 1------= I 790 0.1326 1--- - I I I 850 U.15S5 - I I I 910 0.1181 1----- 970 0.1331 I- - 1030 n.0950 1- 1090 0.1136-= 1 1 1 1150 0.0970-== 1210 0.1126- 1270 0.0987 1- 1330 0.1117-=-- 1390 0.1002 - 1450 0.0097 Time - + - + 0.0000 0.2000 0.4000 0.6000 0.8000 70: HOL LOT4 Tau LOT4 Link . From line 70 I. file C:\HYDRA\CMD\CHRISTEN Sent, to Hold[3] 71: C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 21 . - - C:\HYDRA\CMD',CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 72: NEW SOUTH AND WEST ROADWAY 73: SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 hand segment 0.220 Acres Portion impervious 0.800 Curve number (CN) for Impervious 98.000 Curve number (CN) for Pervious 9U.000 K Factor 20.000 ^lope of land 0.00800 Sheet flow distance 156.000 Feet Computed concentration time 1.45 Minutes Total Time of Concentration 1.45 Minutes Total rainfall falling on impervious 3929.11 Cu Ft Impervious runoff 3781.27 Cu Ft Portion oft impervious 96.24 2 Peak CFS rainfall falling on impervious 0.18 Cu Ft/Sec Peak CFS runoff from impervious 0.17 Cu Ft/Sec Equivalant "r" off impervious 0.99 Total rainfall fallinq on pervious 982.28 CuFt Pervious runoff 798.33 CuFt Portion off pervious 81.27 % Peak CFS rainfall. falling on pervious 0.0449 Cu Ft/Sec Peak IFS runoff from pervious 0.0380 Cu Ft/Sec Equivalant "C" oft pervious 0.85 Total rainfall falling on segment 4911.39 Cu Ft 'T'otal segment runoff 4579.61 Curt Portion off segment 93.24 0 Peak CPS rainfa Ll falling on segment 0.22 Cu Ft/Sec Peak CFS runoff from segment 0.21 Cu Ft/Sec Equivalant "C" off segment 0.94 Hydrograph off land segment : I - Impervious runoff in CPS P Pervious runoff in CfS T - Total runoff in CPS 0.00 0.10 0.20 0.30 0.40 Time - 4------_--}_____-__-I 0 0.01 0.00 0.01 I I I 1 1 60 0.02 0.00 0.02 I* I I I I 120 0.03 0.00 0.03 1" 1 1 1 1 180 0.04 0.00 0.04 1 1 ! 240 0.05 U.01 0.05 1 * 1 300 0.05 0.01 0.06 1 IT I 360 0.01 0.01 0.08 1 IT I 420 0.17 0.04 0.21 I P I I T 480 0.09 U.02 0.11 IP T T I 540 0.05 0.01 0.06 IT I I I 600 0.06 0.n] 0.07 1 IT I I I I C:\HYDRA\CMD\ HYDRA Version 5.85 1.w.morrissette & associates Page 22 - _ - _ C \HYDRA\CMD\L'HRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 660 0.04 0.01 0.05 1 IT I 720 0.05 0.01 0.06 1 IT I f 780 0.03 0.01 0.04 1 TT I 840 0.04 0.01 0.05 ST I 90U 0.03 0.01 0.04 1 CT I 960 0.03 0.01 0.04 1 IT I I 1020 0.02 0.01 o.n3 IIT I 1080 0.03 U.01 U.04 I IT I 1140 n.02 0.01 n.03 ;IT 1 1200 0.03 0.01 0.03 1 * 1 1260 0.02 0.01 0.03 IIT I 1320 0.03 0.01 0.03 1 * 1 1380 0.02 0.01 0.03 IIT I 1440 0.n0 0.00 0.60 1 Time +-________t_ 0.()() 0.10 0.20 0.30 0.40 '74: REC FRONTAGE Hnld[Num] _ Lookinq up record number 4 75: REC LOT4 Hold[NUm] 3 Looking up record number 5 76: INL 99 Inlet hydrogrsphs I - Incoming hydrograph X, Exit hydr09raph t, system R - Pond or reservoir/1 0.00 0.10 0.20 0.30 0,40 Time I__ + __f_ 0 0.01 0.01 n.00 ] 60 0.02 0.02 o.Uo 1 120 0.03 0.03 U.no I 180 0.04 0.04 0.00 * 1 240 0.05 0.05 0.00 300 0.06 0.06 0.00 ] 360 0.08 0.08 O.On I 420 n,21 0.21 o.un I 1 + 1 480 0.11 0.11 0.00 1 * 1 1 S40 0.06 0.06 0.00 1 600 0.07 0.u7 n.UO 1 ] t 660 o.U5 n.n5 0.0n 700 U.06 o.n6 n. On 1 1 1 780 0.04 0.04 o.OU I 840 0.05 0.05 0.00 1 900 0.04 0.04 0.00 1 960 U.04 0.04 U.no I 1020 6.03 0.03 O.ou 1080 0.04 0.04 0.00 1140 0.03 0.03 0.00 1 1100 0.03 O.U3 0.00 1 * ! 1260 0.03 0.03 0.00 1 + C:\HYDRA\CMD\ HYDRA Version 5,85 j.w.morrissette & associates Page 23 C:\n YDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 1320 0.03 0.03 0.00 I * I 1380 0.03 0.03 0.00 1 ' I I 1440 0.00 0.00 0.00 1 1 Time +_________t_______ __t_ 0.00 0.10 0.20 0,30 0.40 77: DPI 20, 343.80, 341.00 Length 20.00 Feet Ground elevation up 343.80 Feet Ground elevation down 341.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars MenningsN 0.009D0 MinSlope 0.00100 Link number 6 NOTE: Adjusting hydrographs for worst case situation @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.989 Cuft/Sec Design tlow including SF 0.989 Cuft/Sec Combined SF 1.000 Design diameter 4.00 Inches Invert .Iev up 341.44 Feet Tnvert e1ev down 338.64 Feet Slope 0.1400 Depth of fluid in pipe 3.48 Inches d/D 0.870 Parti,al flow velocity 12.180 Feet/Sec Downstream hydrograph in CFS (Initial time-0.03 min): 0.0000 0.2500 0.5000 0.7500 1.0000 Time ___r_ - 4_________} 0 0.0281 60 0.0890-- 120 0.1394-== ISO 0.1823 1 I I I 240 0.2320 I--- 300 0.2878 1-- =1- 360 0.3755 - - -I=-- 1 420 0.9888 1-°•---.=1 - I- - ==1 480 0.5291 --==--1- - 540 0.3049 --°=1- I 600 0.3550 = - 1 660 0.2537-- 720 0.2922 1= -1- 780 0.2034°=---= 840 0.2383 1==-- = =-1 900 0.1805 1 1 960 0.2041-= l 1020 0.1434 1==-- 1080 0.1740 1=-- - 1140 0.1470-- 1200 0.1704 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 24 - - - - - _ - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 1260 0.1500 I-- - I 1 1 1320 0.1700 1--=' 1380 0.1510 1=-- 1440 0.0154 1 Time _ 0.0000 0.2500 0.5000 0.7500 1.0000 78: HOL SWROADWAY Tag SWROADWAY Link 6 From line 78 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold[2] 79: 80: NEW NORTH AND EAST ROADWAY 81: SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 Land segment 0.220 Acres Portion impervious 0.800 Curve number (CN) for Impervious 98.000 Curve number (CN) for Pervious 90.000 K Factor 20.000 Slope of land 0.00800 Sheet flow distance 156.000 Feet Computed concentration time 1.45 Minutes Total Time of Concentration 1.45 Minutes Total. rainfall falling on impervious 3929.11 CuFt Impervious runoff 3781.27 CuFt Portion ,if impervious 96.24 c Peak CPS rainfall falling on impervious 0.18 Cu Ft/Sec Peak CPS runoff from impervious 0.17 Cu Ft/Sec Equivalant "C" off impervious 0.91 Total rainfall falling on pervious 982.28 Cu Ft Pervious runoff 798.33 Cu Ft portion off pervious 81.27 Peak CPS rainfall falling on pervious 0.0449 C_u Ft/Sec Peak CFS runoff from pervious 0.0380 CuFt/Sec Equivalent "C" oft pervious 0.85 Total rainfall falling on segment 4911.39 Cuff Total segment runoff 4579.61 CuFt Portion off segment 93.24 % Peak CFS rainfall falling on segment 0.22 CuFt/Sec Peak CFS runoff from segment 0.21 Cn Ft/Sec Equivalant "r" off segment 0.94 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette u associates Page 25 - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Hydrograph off land segment : I - Impervious runoff in CPS P - Pervious runoff in CPS T - Total runoff in CFS 0.00 0.10 0.20 0.30 0.40 Time 0 0.01 0.00 0.01 1 1 1 1 1 60 0.02 0.00 0.02 1` 1 1 1 1 120 0.03 0.00 0.03 1 180 0.04 0.00 0.04 1 240 0.05 0.01 0.05 1 1 1 300 0.05 0.01 0.06 1 IT I 360 0.07 0.01 0.08 1 IT I 420 0.17 0.04 0.21 1 F I T 480 0.09 o.n2 0.11 1P I T 1 1 540 0.05 0.01 0.06 1 IT I 600 0.06 0.01 0.07 1 IT I 660 0.04 0.01 0.05 1 IT I 720 0.05 0.01 0.06 1 IT I 780 0.03 0.01 0.04 I IT I 840 0.04 o.n1 0.05 1 IT I 900 0.03 0.01 0.04 1 IT I 960 0.03 0.01 0.04 1 IT I 1020 0.02 0.01 0.03 IIT I 1080 0.03 0.01 0.04 1 IT I 1140 0.02 0.01 0.03 IIT I 1200 0.03 0.01 0.03 I * I 1260 0.02 0.01 0.03 IIT I 1320 0.03 0.01 0.03 1 * I 1380 0.02 0.01 0.03 IIT I 1440 0.00 0.00 0.00 1 1 Time 0.00 0.10 0.20 0.30 0.40 82: PET SWROADWAY Hold[Mum] 2 Lookinq up record number 6 83: INL 99 Inlet hydrographs I - Incoming hydrogrdph X - Exit hydrograph to system R - Pond or reservoir/l C:\HYDRA\CMD\ HYDRA Version 5.85 ).w.morrissette & associates Page 26 - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 0.00 0.10 0.20 0.30 0.40 Time t_________t________ 0 0.01 0.01 0.00 1 60 0.02 0.02 0.00 I* 120 0.03 0.03 0.00 1 SAO 0.04 0.04 0.00 1 * 1 240 0.05 0.05 0.00 300 0.06 0.06 0.00 360 O.OR O.OR 0.00 ( * f 420 0.21 0.21 n.00 I 480 0.11 0.11 0.00 1 * 1 1 540 0.06 0.06 0.00 1 " 1 1 600 0.07 0.07 0.00 1 " 660 0.05 U.n5 U.00 I I 720 0.06 0.06 0.00 1 * 1 780 0.04 0.04 0.00 I 1 840 0.05 0.05 0.00 1 " 1 900 0.04 0.04 0.00 1 * 1 1 960 0.04 0.04 0.00 1 * I I 1020 0.03 0.03 0.00 1 1 1080 0.04 0.04 0.00 * 1 1140 0.03 0.03 0.00 1200 O.U3 0.03 0.00 1260 U.03 0.03 0.00 1 1320 0.03 u.0-i 0.00 1 1380 0.03 0.03 0.00 I * I I 1440 0.00 0.00 0.00 1 Ti., 4 0.00 0.10 0.2U 0.30 0.40 84: DPI 70, 343.76, 341.50 Length 70.00 Feet Ground elev. Lion up 343.76 Feet Ground elevation down 341.50 Feet Minimum di.m'ter 4.00 Inches Lump sum cast 0.00 Dollars ManuingsN 0.00900 MinSlope 0.00100 Link number NOTE: Adjusting hydrographs for worst case si.tuatior" @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.011 CuFt/Sec. Storm flow (no SF) 1.20n Cu£t!Sec Design flow including SF 1.200 Cnfl./Sec Combined .",F 1.000 Design diameter 10.00 lnches Invert elev up 338.64 Feet Invert elev down 338.54 Feet Slope 0.00146 Depth of fluid in pipe 8.90 Inches d/D 0.890 Partial flow velocity 2.305 Feet/Se,- C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page - 27 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Downstream hydrograph in FEE (Initial time-0.51 min): 0.0000 0.5000 1.0000 1.5000 2.0000 Ti.B --_-__-y_ -4 1 0.0334 1 bl 0.1094 1- 121 0.1719 1-- 181 0.2253 1-=-- 241 0.2663 1--°- 1 301 0.3518-- 1 361 0.4592-= 421 1.2003 1------ - -1- 481 481 0.6392 ~1- 1 541 0.3652 601 0.4310 1------ 661 0.3038 721 0.3511 = 781 0.2427 1 841 0.2656 901 0.2187= 961 0.24'13 - 1021 0.1127 1 1 1081 0.2100 1 I 11.41 0.1-772 1 1 1201 0.2056 1 1 1 1 1 1261 0.1816 1--- 1321 0.2052 I 1381 0.1820 I-- 1441 0.0187 1 1 Time + - 0.0000 0.500() 1.0000 1.5000 2.0000 85: HOL NFROADWAY Tag NEROADWAY Link 7 From time 89 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold[2] 86: 87: NEW LOT 1 BH: CIS O.H6, 0.58, 98, 7H, 20, 0.007, 426 Land segment U.B60 Acres Portion impervious 0.580 Curve numbel (CN) for Impervious 98.000 Curve number (CN) for Pervious 78.000 K Factor 20.000 Slope of land 0.00700 Sheer flow distance 426.000 Feet Computed concentration time 4.24 Minutes Total Time of Concentration 4.24 Minutes Total rainfall falling on impervious 11135.4G Cuff C:\HYDRA\CMD\ HYDRA Version 5.85 l.w.morrissette 6 associates Page 28 - _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 r,HRISTENSEN DEVEOLPMENT Impervious runoff 10718.54 Cu Ft Portion off impervious 96.26 0 Peak CFS rainfall failing On imperviuus 0.51 CuFt/Sec Peak CFS runoff from impervious 0.47 ruFt/Sec Equivalant "C" off impervious 0.92 Total rainfall falling on pervious 8063.61 CuFt Pervious runoff 4875.84 ru Ft Portion oft pervious 60.47 a Peek CPS rainfall falling on pervious 0.37 CuFt/Sec Peal: CFS runott from pervious 0.20 Cu Ft/Sec Equivalant "C" oft pervious 0.55 Total rainfall falling on segment 19199.07 CnFt Total segment runoff 15594.38 CUFF Porf.ron off segment : 91.22 Peak CPS rairnfa Ll fulling on segment 0.88 CuFt/Sec Peak CFS runoff from segment 0.67 Cn Ft/Sec Equivalant "r" off segment 0.77 Hydrograph off land segment : i Impervious r,~ngff in CPS P - Pervious runoff in CFS T Tnbil runoff in CFS 0.00 0.20 0.40 (1,60 n.80 Time f--------- i----__---+ 0 0.02 0.00 0.0- 60 0.05 0.00 0.115 120 0.08 0.00 0.08 180 0.11 0.00 0.11 IT 240 U.13 0.02 0.15 300 0.15 0.04 0.19 IP I TI 360 0.19 0.06 0.26 I P II T 420 0.47 0.20 0.6/ PI I T 1 4811 0.29 0.1" 11.44 P I IT 540 n.13 0.07 0.20 1 P I TI 600 0.18 0,10 0.28 P I I 'P 660 0.11 0.07 0.18 P I T I I I 7211 0. ] 4 0, 08 0.22 P 1 T 7R0 U.10 0,06 0.16 1 P I T I I 840 0.11 0,06 0.17 I P I T I 900 0.09 0,06 0.14 1 PI T I 9bo 0.09 0.05 0.15 1 P I T 1 1020 6.07 0.05 11.12 IP I T I 1080 0.08 0.05 n.12 IP I T I 1140 0.07 0.05 0.12 IP I T 1200 0.07 0.05 U.12 If I T 1260 0.07 0.05 0.12 IP I T 1320 0.01 0.05 0.12 IP I T ! 1380 0.07 0.09 0.12 IT I T 1440 0.01 0.01 0.02 1 Time + 0.00 0.20 0.40 0.60 0.80 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 29 C:\HYDRA\CMD\CHRTSTEN.CMD 11:45 3 Sep-104 CHRISTENSEN DEVEOLPMENT 89: INL 99 Inlet hydrographs : I - Incoming hydroqraph X - Exit hydrograph to system R Pond or reservoir/l 0.00 0.2n 0.40 0.60 0.80 Time ._____t 0 0.02 0.02 0.00 1 60 0.05 0.05 0.00 ! 120 0.08 0.08 0.00 Ian 0.11 0.11 0.00 1 * 1 1 240 0.15 0.15 0.00 1 300 0.19 0.19 0.00 1 *1 360 0.26 0.26 0.00 1 ' 420 0.67 0.67 0.00 1 490 0.44 0.44 D.DO I I* 540 0.20 0.20 0.00 *I 600 0.2B 0.28 0.00 660 0.18 0.18 0.00 1 720 0.22 0.22 0.00 1 780 0.16 0.16 0.00 * I 840 0.17 0.17 0.00 1 900 U.14 0.14 0.00 ! * ! 960 0.15 0.15 0.00 1 * 1 1020 0.12 0.12 0.00 1080 0.12 0.12 0.00 * I 1140 0.12 0.12 O.OU I 1200 0.12 0.12 O.OD I 1260 0.12 0.12 0.00 1 1320 0.12 0.12 0.00 1 1380 0.12 0.12 0.00 1 1440 0.02 0.02 0.00 1 Time +__-______t_______ -______________a 0.00 0.20 0.40 0.60 0.80 90: CHA 426, 347, 344, 347, 344 Length 42G.00 Feet GrUp 347.00 Feet GrUn 344.00 Feet I',f)p 347.00 Feet Inv Dn 344.00 Feet Link number 6 NOTE: Adjusting hydrographs for worst case situation @Addinq Sto into Event @Adding Diurnal into Design @Addinq Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (ne SF) 0.673 Cu£t/Sec Design flew including SF 0.673 Cuft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 30 _ - C:\HYDRA\CMD\CHRZSTEN.CMD 11:45 3-Sep 104 CHRISTENSEN DEVEOLPMEN CHD Mannings "n" 0.2000 CHD Left side slope 3.0000 CND Bottom width 5.00 Feet CHD Right side slope 3.0000 CHD Minimum freeboard 1.0000 Feet CHD Exfiltration 0.0000 IPH Channel Slope 0.00/04 Design flow 0.67 Cuft/Sec Depth of flow 4.56 Inches 0.38 Feet Ve1OCitY 0.29 Ft/Sec Travel time 24.52 Minutes Width of surface 7.28 Feet Downstream hydrograph in CFS (Initial time-24.52 min): 0.0000 0.2000 0.4000 0.6000 0.8000 Time +_____-___r--____-__t_________________ 25 0.0162 B5 0.0544 - 145 0.0847 1-- 205 0.1106°=-- -65 0.1478 325 0.1909==-- -=''--I 385 0.2558--=---I°° 445 0.6727 505 0.4397 1= 569 0.1993 625 0.2796 6B5 0.1832 I- 745 0.2190 805 0.1557 1- 865 0.1730 925 0.1430 985 0.1457-== - 1045 0.1182-~ = 1105 0.1219 1165 0.1196-==-- 1225 0.1219 1~ - 1 1285 0.1206 1345 0.1220 1405 0.1214 1465 0.0154 f Time _+___________________t___ 0.0000 0.20n0 n.4000 0.6000 0.8000 91: HOL LOT1 Tag : LOTI Link B From line 91 In file C:\HYDRA\CMD\CHRISTFN sent to Hold[3j C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette ff associates Page 31 - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 92: 93: NEW LOT 2 94: SCS 1.95, 0.58, 98, 78, 20, 0.024, 251 Land segment 1.95n Acres Portion impervious 0.580 Curve number (CN) for Impervious 98.000 Curvy number (CN) for Pervious 78.000 K Factor 20.000 Slope of land 0.0240 Sheet flow distance 251.000 Feet Computed concentration time 1.35 Minutes Total Time of Concentration 1.35 Minutes Total rainfall falling on impervious 25249.01 CuFt Impervious runoff 24298.99 Cu Ft Portion off impervious 96.24 8 Peak CPS rainfall falling on impervious 1.15 CuFt/Sec Peak CFS runoff from impervious 1.12 CuFt/Sec Equivalent "C" off impervious 0.97 Total rainfall falling on pervious 18283.77 Cu Ft Pervious runoff 11049.13 CuFt Portion off pervious 60.43 8 Peak CFS rainfall falling on pervious 0.83 CuFt/Sec Peak CF5 runoff from pervious 0.49 CuFt/Sec Equivalent "r" otf pervious 0.58 Total rainfall falling on segment 43532.77 Curt Total segment runoff 35348.12 Cu Ft Portion off segment 81.20 0 Peak CFO rainfall falling on segmP.nt 1.99 Cu Ft/Ser. Peak CPS runoff from segment 1.60 Cu Ft/Sec Equivalant "C" off segment 0.81 Hydrograph off land segment : I - Impervious runoff in CFS P - Pervious rnnotf in CFS T - Total runoff in US C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette 6 associates Page 32 e--_ e--------- _-__-_P--_ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRIS'TENSEN DEVEOLPMENT 0.00 0.50 1.00 1.50 2.00 Time 0 0.04 0.00 0.04 I I 1 1 60 0.13 0.00 0.13 I 120 0.19 0.00 0.19 1 180 0.25 0.01 0.25 1 * 1 1 1 240 0.30 0.04 0.34 1 IT I I 1 300 0.35 0.08 0.44 IP I T I I 360 0.45 0.14 0.59 I P I IT 1 420 1.12 0.49 1.60 1 PI II IT 1 480 0.58 0.29 O.B8 I P IT T I I I 540 0.33 0.18 U.51 I P I TI I I 600 0.38 0.21 0.60 1 P I IT I 660 U.27 0.16 0.43 1 P I T I i 720 0.31 0.18 0.49 I P I TI 1 1 780 U.21 0.13 0.35 I PI T I I B40 0.25 0.15 0.40 I P I T 1 I 900 0.19 0.12 0.31 IP I T I I 960 0.22 0.13 0.35 I PI T I I 1020 0.15 0.10 0.25 IPI T I I IOBO 0.16 U.11 l>.30 IF I T I I 1140 0.15 0.10 0.25 IPT T I I 1200 0.18 0.11 0.29 IP I T I I 1260 n.16 0,10 0..6 IPT T I I 1320 0.18 U.11 0~p.29 IP I T I I 1380 0.16 0.10 0.-,6 IPI T 1440 0.02 0.01 0.02 1 1 Time i _l- 0.00 0.50 1.00 1,5o 2.00 95: INL 99 Inlet hydrographs : I - incoming hydrograph x Exit hydrograph to system R - Pond or reservoir/l 0.00 0.50 1.00 1.50 2.00 Time 4-- 0 0.04 0.04 ?.00 1 1 60 0.13 0.13 0.00 1 ' 1 120 0.19 ..19 0.00 180 0.25 0.25 0.00 1 240 0.34 0.34 n.00 1 1 1 1 300 0.44 0.44 0.00 1 360 0.59 0.59 0.00 1 I* 420 1.60 1.60 0.00 1 I* 480 0.88 O.B8 U.00 I 540 0.51 0.51 0.00 1 *I 600 0.6o U.6u 0.00 1 660 0.43 0.43 0.00 I 720 0.49 0,49 0.00 1 *I I 780 0.35 0,35 0.00 1 840 0.40 0.4U 0.00 1 900 0.31 0,31 0.00 1 * 1 960 0.35 0,35 0.00 1 * 1 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 33 - - - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 1020 0.25 0.25 U.00 I 1080 0.30 0.30 0.00 I * I I 1140 0.25 0.25 0.00 1 1200 0.29 0.29 0.00 1 1260 0.26 0.26 0.00 1320 0.29 0.29 0.00 1380 0.2G 0.26 0.00 1 ' 1 1 1440 0.02 0.02 0.00 I I I Time 0.00 0.50 1.00 1.50 1.00 96: CHA 251, 351, 346, 351, 346 Length 251.00 Feet GrOp 351.00 Feet Cron 346.00 Feet Invlip 351.00 Feet Inv Un 346.00 Feet Link number 9 NOTE: Adjusting hydrographs for worst case situation @Adding St, into Event @Adding Diurnal into Design @Adding Event Into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SP) 1.604 Cu£t/Sec Design flow including SF 1.604 Cnft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.1000 r,HD Left side slop, 3.0000 CHD Bottom width 5.00 Feet CHD Right side slope 3.O000 CHD Minimum Treeboard 1.0000 Feet CHD ExftI tretion 0.0000 IPH Chann,l Slope 0.0199 Design flow 1.60 Cuft/Sac Depth of flow 5.54 Inches 0.46 Feet Velocity 0.54 Ft/.".ec Travel time 7.69 Minutes width of surface 7.17 Feet Downstream hydrogsaph in US (Initial time=7.64 min); C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 34 - - _ C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sup-104 CHRISTENSEN DEVEOLPMENT 0.0000 0.5000 1.0000 1.5000 2.0000 Time F__ 8 0.0400 66 0.1263 128 0.1939 - 188 0.2545 248 0.3394 1- 308 0.4366-°~ - 368 0.5893 428 1.6042 -1- 488 n-8772 ---°'---1=---•- 548 0.51'1 I - ~I 608 0.5959 1=--- --1- 668 0.4301 = 1 728 0.490E = 789 0.3452 - 848 0,4031 I- 908 0.3081 1---- 968 0,3456 - 1028 0,2482 1088 n,2953 I- 114H 0.2536 - 1208 0,2929 I---- 1268 0.2581 1 - 1328 0.2910 1 1388 0.2619- 1448 0.0248 Time --t- 0.0000 0.5000 1.0000 1.5000 2.0000 97: ELL LOT' Tag LnT2 Link From line 97 In £i.Le C:\HYDRA\CMD\CHRISTEN Sent to Hold[4] 98: 99: REM SWALE 1 TREATS THE STORMWATER FROM THE FRONTAGE, ROADWAY AND MARC EL 3 100: REM FRONTAGE ROADWAY WHICH nISCHARGE INTO AND FLOW BETWEEN PARCELS L AND 3 101: REM AND INTO THE INFILTRATION POND. -WALE 2 TREATS THE STORMWATER FRO M THE PARCEL, 1 WHICH DISCHARGES INTO A CB. SWALE. I TREATS THE STORMWATER FROM THE PARCEL 2 WHICH DISCHARGE INTO A CB AND IS COMBINED WITH FLOW FROM -WALE 2AND PLOW NORTH OR PARCEL 2 INT 102: 103: NEW SWALE 1 104: REC PARCEL3C Hoid[Num] 1 Looking up record number f 105: REC NEROADWAY Ilold[Num] 2 Looking up record number 7 C:\HYDRA\CMD\ HYDRA Version 5.85 i.w.murrissette l associates Page 35 _ _ ---__c_ _ C:\HYDRA\CMD\CHRI9TEN.CMp 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMEN 106: INL 99 107: CHA 100, 346, 344.5, 343.13, 341.13 Lenyth 100.00 Feet GrOp 346.00 Feet GYDm 344.50 Feet InvHp 343.13 Feet InvDn 341.13 Feet Link number 10 NOTE: Adjusting hydrographs for worst case situation @Addinq Sto into Event @Addinq Diurnal into Design @Addinq Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 2.351 Cu£t/Sec Design flow inoludinq SF 2.351 Cuft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Left side slope 3.0000 CHD ?nttom width 5.00 Feet CHD Right side slopA 3.0000 CHD Minimum treehoard 1.On00 Feet CHD Exfiltretion 0.0000 SPH Channel Slope 0.0200 Design flow 2.35 Cutt/Sec Depth of flow G.85 Inches 0.57 Feet Velocity 0.61 Ft;Sec Travel time 2.71 Minutes Width of surface 8.43 Feet Downstream hydrograph in TER (Initial time-3.02 min): 0.0000 1.0000 ;..0000 3.0000 4.0000 Time + + 3 0.0510 1 1 1 1 63 0.1714 1- 1 123 0.2960 1=- 183 0.4154 ! 243 n.5397 1--- 1 303 0.6778 1 I I 363 0.8898 423 2.3506-=---=---=-=.-I- - 463 1.2130 l---==--l- 1 543 0.7370===- = 603 0.8165 1=-----_= 663 0.6127 723 0.6688 1~- 783 0.4638 H43 0.5488 1-_ 1 903 0.4285 1- 1 963 0.4750-=- 1023 0.3411 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette u associates Page 36 _ _ _ _ _ _ - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT 1083 0.4058 I- ] 1143 0.3503-- 1203 0.4011-= 1263 0.3550-= 1323 0.4011 1=== 1383 0.3550 1--- 1443 0.0324 1 Time _ } 0.000u 1.0000 2.0000 3.0000 4.0000 108: HOL SWALEI Tag SWALEI Link 10 From line 108 In file C:\HYDRA\CMD\CHRISTEN Sent to H,ld[1] 109: 110: NEW SWALE 2 III: REC LOT]. Hold[Num] 3 Looking up record number 8 112: INL 99 113: CIA 100, 344, 342, 344.5, 341 Length 100.00 Feet GrUp 344.00 Feet GrDn 342.00 Feet Insup 344.50 Feet InVDn 341.00 Feet Link number 11 NOTE: Adjusting hydrographs for worst case situation @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.673 Cuft/Sec Design flow including SF 0.673 Cu£t/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Left side slope 3.0000 CHD Bottom width 5.00 Feet CHD Right side slope 3.0000 (HID Minimum freeboard 1.0000 Feet CHD Exfiltration 0.0000 IPH Channel Slope 0.0350 Design flow 0.67 Cuft/Sec Depth of flow 2.88 Inches 0.24 Feet Velocity 0.49 Ft/Sec Travel time 3.38 Minutes C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 37 _ _ - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT Width of surface : 6.44 Feet Downstream hydrograph in CFS (Initial time=27.90 min): 0.0000 0.2000 0.4000 0.6000 0.8000 Time - 26 0.0158 1 1 1 1 1 88 0.0554 1 1 148 0.0844 1=== I 208 0.1108 1= 1 268 0.1477 1--=-= I 328 0.1900-=--=__= I 388 0.2559 I== 448 - - 1 - 448 0.6727°==°= _=--=======1°= 508 0.4406 1- _ - _ °1====---1- 568 0.2005 1- - _ -°=1 62B 0.2797 1- - - 688 0.1820 748 0.2190 1=== BOB 0.1557 I 868 0.1741 1==--- I 928 0.1425 1-- I 988 0.1451 1 1048 0.1187 1=°= 1 1108 0.1214°=== 1166 0.1187 1= 1228 0.1214 = 1288 0.1214 1----- 1348 0.1214 I-°=== 1 1408 0.1214 1===== 1468 0.0158 Time 0.0000 0.2000 0.4000 0.6000 0.8000 114: HOL SWALE2 Tag SWALE2 Link 11 From line 114 In file C \HYDRA\CMD\CHRISTEN Sent to Hol.d[21 115: 116: NEW SWALE 9 117: REC LOT' Hold[Num] 4 Looking up record number 9 118: INL 99 119: CHA 100, 346, 344.5, 344.5, 341 Length 100.00 Feet GrUp 346.00 Feet GrDn 344.50 Feet Invup 344.50 Feet InvDR 341.00 Feet Link number 12 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 38 - C:\HYDRA\CMD\CHRISTE'N.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMENT NOTE: Adjusting hydrographs for worst case situation @Adding Stc into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 1.604 Cuft/Sec Design flow including IF 1.604 Cuft/Sec Combined SF 1.000 CHD Manimom velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Lett side slope 3.0000 CHD Bottom width 5.00 Feet COD Right side slope 3.0000 CHD Minimum freeboard 1.0U00 Feet CHD F.zfilh ration 0.0000 ILE Channel Slope 0.0350 Design flow 1.6n C.ft/Sec Depth of flow 4.73 lnches 0.39 Feet Velocity 0.66 Ft/Sec Travel time 2.53 Minutes Width of surface 7.36 Feet Downstream hydrngraph in CFS (Initial time--10.22 min): 0.0000 0.5000 1.0000 1.5oo0 2.0000 Time -__~__-__-__-t 10 0.0177 71) 0.1258 7 130 0.1950-'-- 190 0.2516 - 250 0.3397--°-- 310 0.4341-_--=- 370 0.5914 430 i 1.6042 I- 490 490 0.8745 -°------I-° - 550 0.5096 I- -I 610 0.5977 --1- 670 0.4270 I 730 0.4907 -°-I 790 0.3460 850 0.4026 I I I 410 0.3083 I--- I I I 970 0.3460 - I t 1 1030 0.2454 1090 0.2957 1= 1150 U.2516 1210 0.2957--=- 1270 0.2579 1~- I 1 1330 0.2594 - 1390 0.2642 I- - 1 1450 0.0252 1 Time r___________________f______--_y------- C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 39 - - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep-104 CHRISTENSEN DEVEOLPMF.NT 0.0000 0.5000 1.0000 1.5000 2.0000 120: HOl, SWALE3 Tag SWALE3 Link 12 From line 120 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold[3] 121: 122_ NEW INFILTRATION POND 123: REC SWALEI Hold Lou.] 1 Looking up record number 10 124: REC 3WALE2 Eold[Num] 2 Looking up record number ll 125: REC SWALE3 He ld[Nur] 3 Lookinq up record number 12 126: RED (0/2.15/11559/2.15 1 0.000 2.150 2 11559.000 2.150 127: RES 343, 341, 343, OVER Number of points on Volume/Discharge curve . Maximum capacity of reservoir INFINITE inlet elevation 343.00 Ecet Outlet. elevation 341.On Feet Link number 19 NOTE: Adjusting hydrographs for worst case siLuction @Adding St, into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flnw 0.00 CuFt/Sec Storm flue (no SF) 4.628 CufL/Sec Design [low including SF 4.628 Cuft/Sec Combined SF 1.000 Diversion hydrographs : i Incoming hydrograph in CFS X Exit hydrograph in CFS V - Volume of Reservoir in Cuff divided by1000n C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates P,,,, 40 - - C:\HYDRA\CMD\CHRISTEN.CMD 11:45 3-Sep 104 CHRIS'TENSEN DEVEOLPMENT 0.00 1.25 2.50 3.75 5.00 Time 3 0.11 0.11 0.00 63 0.36 0.36 II.00 123 0.57 0.57 0.00 1 1B3 0.78 0.78 0.00 I * J 243 1.03 1.03 0.00 1 303 1.31 1.31 0.00 1 *I 36, 1.74 1.74 0.00 1 423 4.63 2.15 0.89 V 1 x 1 1 483 2.53 2.15 1.03 1 v I X 11 543 1.4`. 2.15 0.78 1 V IT X I 603 1.70 2.15 0.61 V 11 x I 1 663 1.22 2.15 0.28 IV II x 723 1.38 2.15 0.00 1 1 x 793 0.98 0.99 0.00 1 843 1.13 1.11 0.00 1 903 0.87 M7 U.00 963 0.97 0.97 0.00 1 1 1023 0.71 0.71 0.00 1 1083 0.82 0.82 0.00 1 1143 U.'i2 0.72 0.00 1 ` 1203 0.82 0.82 0.00 1263 0.74 0.74 0.00 1 * 1 1323 0.82 0.82 0.00 1 * 1 1383 0.75 0.75 0.0(1 I 1443 0.08 0.08 0.00 1 Time + 0.00 1.25 2.50 3.75 5.o, 128: END C:\HYDRA\CMD\ HYDRA Version 5.85 J.w.morrissette & associates Page 41 C:\HYDRA\CMD\CHRISTEN.CMD 11;95 3-Sep-109 CHRISTENSEN DEVEOLPMENT S U M M A A Y O E' A N A I. Y S I S------ Run number on command tile 34 Number of links 14 Number of hydrographs 62 TotaL sanitary population 0 Total sanitary area 0.00 Acres Total storm area 5.38 Acres Number of pumps 0 Number of reservoirs 1 Number of diversion structures : 0 Number of inlets 12 Length of new pipe 9E2.00 Feet Length of existing pipe 0.00 Feet Length of channel 1226.00 Feet Length of gutter 0.00 Feet Length of transport units 0.00 Feat Length ^f pressure pipe n.Oo Feet Closing DRF and NDX Files JOB CHRISTENSEN DEVEOLPMENT REM STORMWATER DESIGN 6 MONTH 24-HOUR REM EVENT FOR TREATMENT SIZING TOT 1.79 FIL C:\HYDRA\HYE\6mTC.INC NEW PARKING LOT STORMWATER REM C:AHYDRAVCMDACHRIST6.CMD REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED REM DURING THE 6 MONTH 24 HOUR EVENT FOR TREATMENT FOR THE REM CHRISTENSEN DEVELOPMENT STORMWATER IMPROVEMENT. REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER REM MANUAL FOR THE PDGET SOUND BASIN REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE, REM SEVENTH EDITION, LINDBERG), MINIMUM COVER OF 2 FEET, REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01 REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9. DPD 0.009, 4, 2, 2, 0.01, O.OU1, 0.9 CHD 6, 0.3, 0.20, 3, 8, 3, 1, 0, 0, 0, 0 REM PARCEL 4, FRONTAGE AND ONSITE ROADWAY ARE DISRECTED TO THE SWALF.1, PARCELS REM I & 2 ARE DISSECTED TO THE SWALE2. REM BUILDING ROOF RUNOFF WILL BE COLLECTED AND CONVEYED TO INDIVIDUAL REM INFILTRATION GALLERIES FOR DISPOSAL REM PARCEL 3 IS SEPARATED INTO 3 SUBBASINS NEW PARCEL 3 SUBBASIN A SCS 0.5B, 0.40, 98, 90, 20, n.D2, 8°i INL 99 DPI 53, 343.50, 341.70 SOL PARCEL3A NEW PARCEL 3 SUBBASIN B SCS 0.37, 0.40, 98, 90, 20, 0.02, 75 REC PARCEL3A INT. 99 UPI 54, 341.60, 342.00 HOL PARCEL3B NEW PARCEL 3 SUBBASIN C SCS 0.29, 0.40, 98, 90, 20, 0.02, 110 REC PARCEL38 INL 99 DPI 72, 342.00, 341.00 HOL PARCEL3C REM THE FRONTAGE IMPROVEMENTS STORMWATER IS COLLECTED IN A CATCH BASIN AT REM THE NW CORNER OF THE NEW ROADWAY INTERSECTION WITH SR, 507. THE STORMWATER REM THEN IS PIPED TO THE CATCH BASIN AT THE SOUTHWEST CORNER OF THE NEW REM ROADWAY. THE CATCH BASIN ALSO COLLECTS THE SOUTH AND WEST SIDE OF THE NEW REM ROADWAY STORMWATER. THE SOUTHWEST CATCH BASIN DISCHARGES TO THE REM NORTHEAST CATCH BASIN WHICH COLLECTS THE EAST AND NORTH SIDE OF REM THE NEW ROADWAY STORMWATER. THE NORTHEAST CATCH BASIN DISCHARGES REM INTO THE SWALE BETWEEN PARCELS 2 AND 3 AND INTO THE POND. NEW FRONTAGE IMPROVEMENTS SCS 0.15, 0.84, 98, 90, 20, 0.02, 210 INL 99 DPI 193, 344.50, 343.80 HOP FRONTAGE NEW LOT 4 SON 0.74, 0.66, 98, 78, 20, 0.024, 251 ILL 99 CHA 251, 351, 346, 351, 346 SOL LOT4 NEW SOUTH AND WEST ROADWAY SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 REC FRONTAGE REC LOT4 INL 99 DPI 20, 343.80, 341.00 HOL SWROADWAY NEW NORTH AND EAST ROADWAY SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 REC SWROADWAY INL 99 DPI 70, 343.76, 341.50 HOL NEROADWAY NEW LOT 1 SCS 0.86, 0.58, 96, 76, 20, 0.007, 426 INL 99 CHA 426 347, 344, 347, 344 HOP LOT! NEW LOT 2 SCS 1.95, 0.58, 98, 78, 20, 0.024, 251 INL 99 CHA 251, 351, 346, 351, 346 HOL LOTS REM SWALE 3 TREATS THE STORMWATER FROM THE FRONTAGE, ROADWAY AND PARCELS REM FRONTAGE ROADWAY WHICH DISCHARGE INTO AND FLOW BETWEEN PARCELS 2 AND 3 REM AND INTO THE INFILTRATION POND. SWALE 2 TREATS THE STORMWATER FROM THE PARCEL 1 WHICH DISCHARGES INTO A CH. SWALE 3 TREATS THE STORMWATER FROM THE PARCEL 2 WHICH DISCHARGE INTO A CB AND IS COMBINED WITH FLOW FROM SWALE SAND PLOW NORTH OR PARCEL 2 INTO NEW SWALE 1 NET PARCEL3C REC NEROADWAY INL 99 CHA 100, 346, 344.5, 343.13, 341.13 HOL SWALEI NEW SWALE 2 REC LOT1 INL 99 CHA 100, 344, 342, 344.5, 341 HOL SWALE2 NEW SWALE 3 SEE L0T2 INL 99 CHA 159, 346, 344.5, 343.13, 341.54 HOL SWALE3 NEW INFILTRATION POND REC SWALEI REC SWALE2 REC SWALE3 RED (0/2.15/11559/2.15 RES 343, 341, 343, OVER END C:\HYDRA\CMD\ HYDRA Version 5.65 j wma Page 1 C:\HYDRA,CMD\03148.CMD 10:53 11-Nov-104 CPS CHRISTENSEN DEVEOLPMENT PARCEL 3 SOBBASIN A Pipe Design Invert Depth Min San Sto Vel Design Estimated Link Long Diem Slope Up/Dn Up/D. Cover Inf Mis d/D CFS Cost 1 53 4 0.0340 341.14 2.36 2.00 0.0 0.2 4.90 0.25 0 339.34 2.36 0.0 0.0 0.55 - - Lateral length= 53 Upstream length- 53 PARCEL 3 SUBBASIN B Pipe Design Invert Depth Min San Sto Vel Design Estimated Link Long Diam Slope Up/Dn Up/Du Cover Inf MIS d/D CFS Cost 2 54 6 0.0026 339.06 2.54 2.00 0.0 0.4 2.1R 0.41 0 338.9^ 3.OB 0.0 0.0 0.89 - Lateral length- 54 Upstream length- ln7 PARCEL 3 SUBBASIN C Pipe Design Invert Depth Min San Sto Vol Design Estimated Link Lang Diam Slope Up/Dn Up/En Cover In£ His d/D CFS Cost 3 72 6 0.0064 338.92 3.08 2.00 0.0 0.5 3.28 0.53 0 338.46 2.54 0.0 0.0 U.77 Lateral length- 72 Upstream length- 179 FRONTAGE IMPROVEMENTS Pipe Design Invert Depth Min an Sto Vel Design Estimated Link Long Diam Slope Up/Dn Up/Dn Cover Inf Mis d/D CFS Cost 4 193 4 0.0036 342.14 2-36 2.00 0.0 0.1 1.63 0.09 u 341.44 2.36 0.0 0.0 0.51 - Lateral length- 193 Upstream length= 193 LOT 4 Channei Long Invert Surf FreBrd Width Shape San Ste Flow Estimated Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R In£ Mis Vol Cost 5 251 351.00 351.14 -0.1 8.82 3.000 O.OU 0.31 0.31 0 0.0199 346.OU 346.14 -0.1 0.14 8.00 n.00 0.00 0.27 3.000 Fronde Number - 0.13 Lateral length- 251 Upstream length= 251 C:\HYDRA\CMD\ HYDRA Version 5,85 jwma Page 2 _ - _ C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CFS CHRISTENSEN DEVEOLPMENT x+. SOUTH AND WEST ROADWAY Pipe Design Invert Depth Min San Sto Vel Design F.9timated Link Long Diam Slope Up/Dn Up/Dn Cover Inf MIS d/D CFS Cost 6 20 4 0.1400 341.44 2.36 2.00 010 0.4 9.14 0.37 0 338.64 2.36 0,0 0.0 0.0 Lateral length= 20 Upstream length= 464 NORTH AND EAST ROADWAY Pipe Design Invert Depth Min San Sto Vel Design Estimated Link Long Dian Slope Up/Dn Up/Du Cover Inf MIS d/D CFS Cost 1 7D 8 0.0010 338.64 5.12 2.21 O.G 0.5 1.56 0.45 0 338.57 ...73 0.0 0.0 0.76 Lateral length- 70 Upstream Length= 534 LOT 1 Channel Long Invert Surf FreHrd Width Shape an Stu Flow Estimated Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vet (:ust 8 426 347.00 347.17 -0.2 9.03 3.000 0.00 0.27 0.27 0 0.0070 344.00 144.17 -0.2 0.17 8.00 O.On 0.00 0.19 3.000 Fronde Number 0.08 Lateral length- 426 Upstream length- 426 LOT 2 Channel Long Invert Surf FreBrd Width Shape San Ste Fluw Estimated Link Slope Up/Dn Up;Dn Up/Dn Depth L/C/R lnf Mis Vol Cast 9 251 351.00 351,22 0.2 9.34 3.000 0.00 0.71 0.71 0 0.0199 346.00 346.22 -0.2 U.22 6.00 0.00 0.00 0.37 3.000 Fronde Number = n,14 Lateral length= 251 Upstream length- 2,51 *x* SWALE 1 Channel Long Invert Surf Fre0rd Width Shape San Ste Flow Estimated Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Int mi. Vel Cost 10 100 343.13 343.40 2.6 9.63 3.000 0.00 0.98 0.98 0 0.0200 341.13 341.40 3.1 0.27 8.01) 0.00 0.00 0.41 3.000 Froude Number = 0.15 C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 3 - C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CFS CHRISTENSEN DEVEOLPMENT Lateral length- 1.00 Upstream length= 813 SWALE 2 Channel Long Invert eur£ FreBrd Width Shape San Ste Flow Estimated Link Slop- Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vol Cost 11 100 344.50 344.61 -0.6 8.64 3.000 0.00 0.27 0.27 0 0.0350 341.00 341.11 0.9 0.11 8.00 0.00 0.00 0.31 3.000 Fronde Number - 0.17 - Lateral length- 100 Upstream length- 526 SWALE 3 Channel Long Invert Surt FreBrd Width Shape San Sto Flnw Estimated Link Slope Up/Dn Up/Dr, Up/Dn Depth L/C/R Int Mis Vel Cost 12 159 343.13 343.40 2.6 9.64 3.000 U.00 0.71 0.71 0 0.0I00 341.54 341.61 2.7 0.27 8.U0 0.00 0.00 0.29 3.000 Froude Number - 0.10 - Lateral length= 154 Upstream length- 410 - Lateral length= 0 Upstream length= 0 INFILTRATION POND Reservoir Cost Invert Maximum Flow Values Link Exfil Up/Dn/Ovr San Inf Sto Mis Design 14 0 343.00 InCOminq 0.00 0.00 1.35 O.uu 1.35 0 341.00 Discharge 2.00 0.00 1.35 0.0n 1.35 343.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored 0 0 0 0 0 Lateral length- 0 Upstream length= 1749 Q \HYDRA\CMD\ HYDRA Version 5.85 wma Page 1 - - _ C:\HYDRA\CMD\03148,CMD 10:53 11-Nov-104 NONE Status of DEFAULTS at start of run. I I Command file : C:\HYDRA\CMD\03148.CMD I Input units are read as USA I Warnings are turned OFF 1 Output sent to display Brief I Output sent to printer off I 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 NIT SET 1 Print heading at tup of page ON Number of steps in hydrograph 96 Step length in minutes 15 Significant flow in hydrograph 0.010 Infiltration Diurnalization Factor 0,980 I Maximum plot value Selected by HYDRA I Typ P. of hydrographic plot Compact i Sanitazy flow by Diurnal Curve Delay to start of actual storm 0.00 I Rational Method computations OFF SCS computations Santa harbor. I Continuous simulation computations ON I ( Maximum d/D for pipe design/analysis 0.900 1 Match point position on pipe O.00 or Invert Number of allowable diem drops 999 Mimimum drop thin manhole 0.000 Mann log's n Variable Routing technique quick I I Calculate sanitary flows ON Calculate infiltration flows IN I 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 1: JOB CHRISTENSEN DF.VEOLPMENT REM STORMWATER DESIGN 6 MONTH 24-HOUR 3: REM EVENT FOR TREATMENT SIZING 4: 5: TOT 1.79 Total rainfall 1.79 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 j wma Page C:\HYDRA\CMD\03148.CMD 1U:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT 6: FIL C:\HYDRA\HYE\6.TC.INC ------START OF SUB-FILE------ 1: EYE 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 0.08U 0.080 0.150 + 4:0.080 0.200 0.290 0.160 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 n.080 0.100 0.100 0.100 + 7: 0.100 0.100 0.090 O.u8n 0.08U 0.080 0.060 0.060 0.06n + 8: 0.060 0.060 0.060 0.060 0.050 0.050 0.040 0.040 n.04u + 9: 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 + In: 0.040 0.040 U.040 0.040 0.040 0.n4n 0.040 0.040 0.040 + 11: 0.040 n.040 0.040 0.040 0.040 0.040 12: PET Step time 15.00 Minutes Total in original hye.tograph 1.79 Inches Total volume rain in production hyetograph 1.79 Inches Maximum intensity 0.76 Tnches/Hr END OF SOB-FILE 7: NEW PARKING LOT STORMWATER 8. 9: REM C:\HYDRA\CMD\CHRIST6.CMD 10: 11: REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 12: REM DURING THE 6 MONTH 24 HOUR EVENT FOR TREATMENT FOR THE 13: REM CHRISTENSEN DEVELOPMENT STORMWATER IMPROVEMENT. 14: REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER 15: REM MANUAL FOR THE PUGET SOUND BASIN 16: REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH 17: REM A MANNINGS n OF O.n09 (CIVIL ENGINEERING REFERNFCE, 18: REM SEVENTH EDITION, LTNDBURG), MINIMUM COVER OF 2 FEET, 19: REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCI'T'Y OF 0.01 20: REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9. 21: 22: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9 Maunings n 0.00900 Minimum diameter 4.00 Inches Minimum depLh 2.00 Feet minimum cover 2.00 Feet Minimum velocity 0.0100 Feet/Sec Minimum slope 0.0010n D/d n.900n Maximum diameter 132.00 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 3 _ - -r_ _ C:\HYDRA\CMD\03148.CMD 10:51 11-Nov 104 CHRISTENSEN DEVEOLPMENT 23: CHD 6, 0.3, 0.20, 3, 8, 3, 1, 0, 0, 0, 24: 25: REM PARCEL 4, FRONTAGE AND ONSITE ROADWAY ARE DISRECTED TO THE SWALEI PARCELS 26: REM 1 f 2 ARE DISRECTED TO THE SWALE2. 27: REM BUILDING ROOF RUNOFF WILL BE COLLECTED AND CONVEYED TO INDIVIDUAL 28: REM INFILTRATION GALLERIES FOR DISPOSAI. 29: 30: REM PARCEL f IS SEPARATED LNTO 3 :'tBBASINS 31: NEW PARCEL 3 SUBBASIN A 32: SCS 058, 0.40, 98, 90, 20. U.02, 69 Computed concentration time 0.52 Minutes Total Time of Concentration 0.52 Minutes Petal rainfall falling on impervious 1507.47 Cu Ft Tmpervious runoff 1318.89 Cu Ft Portion off impervious 87.49 E Peak CIE rainfall fallinq on impervious 0.18 CuFt/Sec Peak CFS runoff from impervious 0.15 Cu Ft/Sec. Equivalent "C" off impervious 0.87 Total rainfall falling on pervious 2261.20 C.Pt Pervious runoff 1158.68 Cu Ft Portion off pervious ;1.24 R Peak CPS rainfall falling on pervious 0.27 Cu Ft/Sec Peak CIE runoft from pervious 0.0951 CuFt/Sec Equivalant "C" Off pervious 0.36 Total rainfall falling on segment 3768.67 CuFt Total segment runoff 2477.58 Cu Ft Portion off segment 65.14 6 Peak CFS rainfall falling on segment ".44 Cu Ft/Sec Peak CFS runoff from segment 0.25 CvPt/Sec Equivalent "r" off segment 0.56 33: INL 99 34: DPI 5i, 343.50, 341.70 Length 53.UO Feet Ground elevation up 343.50 Feet hound elevation down 941.70 Feet Minimum diameter 4.00 Inches Lump sum cost n.oo Dollars Manning3N 0.00900 MinSlope 0.0010" Link number 1 @Adding Stn into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow D.nO Cu Ft/Sec Storm flow (no SF) 0.249 Cuft/Sec C:\HYDRA\CMD\ HYDRA Version 5.85 j was Page 4 - - - ---v C \HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Design flow includinq SF 0.249 Cuft/Sec Combined IF 1.000 Design diameter 4.00 Inches Invert elev up 341.14 Feet Invert elev down 339.34 Feet Slope 0.0340 Depth of fluid in pipe .20 Inches d/D 0.550 Partial flow velocity 4.904 Feet/Sec 35: HOL PARCEL3A Tag PARCEL3A Link 1 From line 35 In file C:\HYDRA\CMD\0314H Sent to Hold[1] 36: 37: NEW PARCEL 3 SUBBASIN B SR: SCS 0.37, 0.40, 98, 90, 20, 0.02, 75 Computed concentration time 0.44 Minutes Total Time of Concentration 0.44 Minutes Total rainfall falling on impervious 961.66 Cu Ft Impervious runoff 841.39 Cu Ft Portion off impervious 87.49 % Peak CFS rainfall falling on impervious 0.11 CuFt/Sec Peak CFS runoff from impervious 0.0987 CuFt/Sec Equivalant "r" off impervious 0.87 Total rainfall falling on pervious 1442.49 CuFt Pervious runoff 739.20 CuFt Portion off pervious 51.24 8 Peak CFS raintall falling on pervious 0.17 CuFt/Sec Peak ITS runoff from pervious O.u611 C'uFt/Sec Equivalant "r" off pervious 0.36 Total rainfall falling on segment 2404.15 CuFt Total segment runoff 1580.59 Cu Ft Portion ott segment 65.74 t Peak CPS rainfall falling on segment 0.28 CuFt/Sec Peak CPS runoff from segment 0.16 Cu Ft/Sec Equivalant "C" off segment 0.56 39: REC PARCEL3A Hold[Num] 1 Looking up reocr,l number C \HYDRA\CMD\ HYDRA Version 5.85 j wmo Page 5 - __c C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT 40: INL 99 41: DPI 54, 341.60, 342.00 Length 54.00 Feet Ground elevation up 341.60 Feet Ground elevation down 342.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 MinSlope 0.0010D Link number @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec Storm flow (no SF) 0.408 Cuft/Sec Design flow including SF 0.408 Cuf.t,Sec Combined SF 1.000 Design diameter 6.00 Inches Invert elev up 339.06 Feet Invert elev down 338.92 Feet slope 0.00258 Depth of fluid in pipe 5.34 Inches d/D 0.890 Partial flow velocitY 2.179 Feet/Sec 42: HOL PARCEL3B Tag PARCEL38 Link 2 From line 42 In file C:\HYDRA\CMD\03148 Sent to Hold[1] 43: 44: NEW PARCEL 3 SOBBASIN r 45: SCS 0.29, 0.40, 98, 90, 20, 0.02, 110 Computed concentration time 0.65 Minutes Total Time of Concentration 0.65 Minutes Total rainfall falling or, impervi.nus 753.73 CuFt Impervious runoff 659.41 CuFt Portion off impervious 87.49 % Peak CFS rainfall falling nn impervious 0.0888 CuFt/Sec Peak CPS runoff from impervious 0.0761 Cu Ft/Sec Equivalant "C" off impervious 0.86 Total rainfall falling on pervious 1130.60 Curt Pervious runoff 579.30 CuFt Portion off pervious 51.24 8 Peak CFS rainfall falling on pervious 0.13 Cu Ft/Sec Peak CFS runoff from pervious 0.0470 CuFt/Sec Equivalant "C" off pervious 0.35 C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 6 - _z - C:\HYDRA\CMD\03148.CM0 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Total rainfall Calling on segment 1884.33 Cu Ft Total segment runoff 1238.71 Cu Ft Portion off segment 65.74 % Peak CPS rainfall falling on segment 0.22 Cu Ft/Sec Peak CPS runoff from segment 0.12 CuFt/Sec Equivalent "C" cif segment 0.55 46: REC PARCEL3B Hold[Nut] 1 Looking up record number 2 47: INL 99 48: DPI 72, 342.00, 341.00 Length 72.00 Feet Ground elevation up 342.00 Feet Ground elevation down 341.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN O.U0900 MinSlope 0.00100 Link number 3 @Addi.ng Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cuet/Sec Storm flow (no SF) 0.532 Cuft/Sec Design flaw including OF 0.532 Cuft/Sec Combined SF 1.000 De.tgn diameter : 6.00 Inches Invert elev up 338.92 Feet Invert elev down 338.46 Feet slope 0.00640 Depth of fluid in pipe 4.62 Inches d/D 0.77n Partial flow velocity 3.283 Feet/Sec 49: HOL PARCEL3C Tay PARCEL3C Link . From line 49 in file C:\HYDRA\CMD\03148 Sent to Hold[I] 50: 51: REM THE FRONTAGE IMPROVEMENTS STORMWATER IS COLLECTED IN A CATCH HASI N AT 52: REM THE NW CORNER OF THE NEW ROADWAY INTERSECTION WITH SR 507. THE ST ORMWATER 53: REM THEN IS PIPED TO THE CATCH HASIN AT THE SOUTHWEST CnRNER OF THE N EW C:\RYDRA\CMD\ HYDRA Version 5.85 j wma Page 7 C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT 54: REM ROADWAY. THE CATCH BASIN ALSO COLLECTS THE SOUTH AND WEST SIDE OF THE NEW 55: REM ROADWAY STORMWATER. THE SOUTHWEST CATCH BASIN DISCHARGES TO THE 56: REM NORTHEAST CATCH BASIN WHICH COLLECTS THE EAST AND NORTH SIDE OF 57: REM THE NEW ROADWAY STORMWATER. THE NORTHEAST CATCH BASIN DISCHARGES 58: REM INTO THE SWALE BETWEEN PARCELS 2 AND 3 AND INTO THE POND. 59: 60: NEW FRONTAGE IMPROVEMENTS 61: SCS 0.15, 0.84, 98, 9n, 20, 0.02, 210 Computed concentration time 1.24 Minutes Total Time of Concentration 1.24 Minutes Total rainfall falling on impervious 818.71 Cu Ft Impervious runoff 710.08 CuFt Portion off impervious 87.46 Peak CFS rainfall falling on impervious 0.0964 Cu Ft/Sec Peak CPS runoff from impervious 0.0793 CuFt/Sec Equivalant "C" off impervious 0.82 Total rainfall felling on pervious 155.94 Cu Ft Pervious runoff 79.87 CuFt Portion off pervious 51.22 3 Peak CPS rainfall falling on pervious 0.0184 cuFt/Sec Peak CFS runoff from pervious 0.00619 ruFt/Sec Equivalant "C" off pervious 0.34 Total rainfall falling on segment 974.66 Cu Ft Total segment runoff 795.95 Cu Ft Portion off segment 81.67 £ Peak CPS rainfall falling on segment 0.11. Cu Ft/Sec Peak CFS runoff from segment 0.0855 CuFt/Sec Equivalant "r" off segment 0.74 62: TNL 99 63: DPI 193, 344.50, 343.80 Length 193.00 Feet Ground elevation up 344.50 Feet Ground elevation down 343.80 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0,00900 MinSlope 0.00100 Link number 4 @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no Sri 0.0855 Cuft/Sec Design flow including SF 0.0855 Cuft/Sec Combined SF 1.n00 Design diameter 4.00 Inches C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 8 - _ C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Invert elev up 342.14 Feet Invert elev down 341.44 Feet Slope 0.00363 Depth of fluid in pipe 2.28 Inches d/D : 0.,7D Partial flow velocity 1.635 Feet/Sec 64: HOL FRONTAGE Tag FRONTAGE Link 4 From line 64 In file C:\HYDRA\CMD\03148 Sent to HOld]2] 65: 66: NEW LOT 4 67: SCS 0.74, 0.66, 98, 78, 20, 0.024, 2S1 Computed concentration time 1.35 Minutes Total Time of Concentration 1.35 Minutes Total rainfall falling on impervious 3173.48 Cu Ft Impervious runoff 2775.53 Crier Portion off impervious 87.46 S Peak CE'S rainfall falling on impervious 0.37 CuFt/Sec Peak CFS runoff from impervious 0.31 CuFt/Sec Equivalant "C" if impervious 0.82 Total rainfall falling on pervious 1634.82 Cu Ft Pervious runoff 338.78 Cu Ft Portion off pervious 20.72 B Peak CPS rainfall falling on pervious 0.19 CuFt/Sec Peak CFS runoff from pervious 0.00930 CuFt/Sec Equivalant "C" off pervious 0.0483 Tot.,l rainfall falling on segment 4R08.30 Cu Ft Total segment runoff 3714.30 CuFt Portion off segment 64.77 F Peak CFS rainfall falling on segment 0.57 CnFt/Sec: Peak CFO runoff from segment 0,91 ruFt/Sec Egnivalant "r" off segment 0.54 68: INL 99 65: CHA 251, 351, 346, 351, 346 Length 251.00 Feet GrUp 351.00 Feet GrDn 34b.00 Feet InvUp 351.00 Feet TbvDo 346.00 Feet Link number 5 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design C:\HYDRA\CMD\ HYDRA Version 5.85 wma Page 9 - - C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Average Design Flow O.OU Cu Ft/Sec Storm flow (no SF) 0.306 Cuft/Sec Design flow including SF 0.306 Cuft/Sec Combined SF 1.00D CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Left side slope 3.0000 CHD Bottom width 8.00 Feet CHD Right side slope 3.0000 CHD Minimum freebnard 1.0000 Feet CHD Exfiltratinn 0.0000 IPH Channel Slope 0.0199 Design flow 0.31 Cuft/Sec Depth of flow 1.63 Inches 0.14 Feet Velocity 0.27 Ft/Sea Travel rime 15.58 Minutes Width of surface 8.82 Feet 70: HOL LOT4 Tag LOTH Link 5 From line 70 In file C:\HYDRA\CMD\03148 Sent to HOld[31 71: 72: NEW SOUTH AND WEST ROADWAY 73: SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 Computed concentration time 1.45 Minutes Total Time of Concentration 1.45 Minutes Total rainfall falling on impervious 1143.60 OuFt Impervious runoff 1000.15 CuFt Portion oft impervious B7.46 5 Peak CPS rainfall felling on impervious 0.13 CuFt/Sec Peak CFS runoff from impervious 0.11 CuFt;Sec Equivalent "C" off impervious 0.81 Total rainfall falling on pervious 285.90 CuFt Pervious runoff 146.42 CuFt Portion off pervious 51.21 & Peak CPS rainfall falling on pervious 0.0337 Cu Ft/Sec Peak DES runoff from pervious 0.011.2 CuFt/Sec Equivalent "C" off pervious 0.33 Total rainfall falling on segment 1429.49 Cu Ft Total segment runoff 1146.56 ru Ft Portion off segment 80.21 8 C:\HYDRA\CMD\ HYDRA Version 5.85 j wma Page 10 - - - C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Peak CFS rainfall falling on segment 0.17 Cu Ft/Sec Peak CFS runoff from segment 0.12 Cu Ft/Sec Equivalent "c" oft segment 0.72 74: REC FRONTAGE H,dd[N.) . Looking up record number 4 75: REC LOT4 Hold[Nund 3 Looking up record number 5 76: INL 99 77: DPI 20, 343.80, 341.00 Length 20.00 Feet Ground elevation up 343.80 Feet Ground elevation down 341.00 Feet Minimum diameter 4.00 Inches Lump sum cost O.nO Dollars ManningsN 0.0090() MinSlope 0.(10100 Link number 6 @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (nu SF) 0.374 Cuft/Sec Design flow including SF 0.373 Cuft/Sec Combined OF 1.000 Design diameter 4.00 Inches Invert elev up 341.44 Feet Invert .Iev down 336.64 Feet Slope 0.1400 Depth of fluid in pipe 1.88 Inches d/D 0.470 Partial flow velocity 9.139 Feet/Sec 78: HOL SWROADWAY Tay SWROADWAY Link 6 From line 78 In file C:\HYDRA\CMD\03148 Sent to Hold[2] 79: 80: NEW NORTH AND EAST ROADWAY R1: SCS 0.22, 0.80, 98, 90, 20, 0.008, 156 Computed concentration time 1.45 Minutes Total Time of Concentration 1.45 Minutes Total rainfall fallinq on impervious 1143.60 CuFt Impervious runoff 1000.15 CuFt Portion off impervious R7.46 C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 11 C:\HYDRA\CMD\0314R.CMD 10:53 11-Nov-104 CHRISTE11SEN DEVEOLPMENT Peak CFS rainfall falling on impervious 0.13 Cu Ft/Sec Peak CFS runoff from impervious 0.11 Cu Ft/Sec Equivalant "C" off impervious 0.81 Total rainfall falling on pervious 285.90 CuFt Pervious runoff 146.42 CuFt Portion off pervious 51.21 % Peak CFS rainfall falling on pervious 0.0337 r_u Ft/Sec Peak CFS runoff from pervious 0.0112 Cu Ft/Sec Equivalant "C" otf pervious 0.33 Total rainfall falling on segment 1429.49 Cu Ft Total segment runoff 1146.56 lift Portion off segment 80.21 % Peak CPS rainfall falling on segment 0.17 CuFt/SeC Peak CFS runoff from v,gment 0.12 CuFt/Sec Equivalent "C" off segment 0.72 82: REC SWROADWAY Hold[Num] 2 Looking up record number 6 83: INL 99 64: UPI 70, 343.76, -141.50 Length 70.00 Feet Ground elevation up 343.76 Feet Ground elevation down 341.50 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 MinSlope 0.00100 Link number 7 @Adding Sic into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec Storm flow (.n, SF) 0.451 Cutt/SeC Design flow including SF : 0.451 Cutt/Sec Combined SF 1.000 Design diameter 8.00 Inches Tuvert elev up 338.64 Feet invert elev down 338.57 Feet Slope 0.00100 Depth of fluid in pipe 6.08 inches d/D 0.760 Partial flow velocity 1.564 Feet/Sec 85: HOL NEROADWAY Tag NEROADWAY Link From line 85 In file C:\HYDRA\CMD\03148 C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 12 C:\HYDRA\CM0\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Sent to Hold[21 86: 87: NEW LOT 1 88: SCS 0.86, 0.58, 98, 78, 20, 0.007, 426 Computed concentration time 4.24 Minutes Total Time of Concentration 4.24 Minutes Total rainfall falling on impervious 3241.05 CuFt Impervious runoff 2831.18 CuFt Portion off impervious 87.35 8 Peak CFS rainfall falling on impervious 0.38 Cu Ft/Sec Peak CFS runoff from impervious 0.27 Cu Ft/Sec Equivalant "C" off impervious 0.71 Total rainfall falling on pervious 2346.97 Cu Ft Pervious runoff 485.06 Cu Ft Portion off pervious 20.67 % Peak CPS rainfall falling on pervious 0.28 Cu Ft/Sec Peak CFS runoff from pervious 0.0133 CuFt/Sec Equivalant "C" off pervious 0.0483 Total rainfall falling on segment 5588.02 Cu Ft. Total segment runoff 3316.24 CuFt Portion off segment 59.35 % Peak CFS rainfall failing on segment 0.66 Cu Ft/See, Peak CPS runoff from segment 0.27 Cu Ft/Sec Equivalant "C" off segment 0.41 89: INC 99 90:' CHA 426, 347, 344, 347, 344 Length 426.00 Feet Crop 347.00 Feet OrDn 344.00 Feet Invop 347.00 Feet InvDn 344.00 Fe,t Link number 8 @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.n0 CuFt/Sec Storm flow (no SF) 0.270 Cuft/Sec Design flow includinq SE' 0.270 Cufti Ser_ Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Lelt side slope 3.0000 CHD Bottom width 8.00 Feet CHI Right side slope 3.0000 CHD Minimum freeboard 1.0000 Peet C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 13 - - C:\HYDRA\CMD\03148.CM0 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT CHD Exfiltration 0.0000 IPH Channel Slope 0.00704 Design flow 0.2'7 Cutt/Sec Depth of flow 2.06 Inches 0.17 Feet Velocity 0.19 Ft/Sec Travel time 38.35 Minutes Width of surface 9.03 Peet 91: HOL LOT1 fag LOT1 Link 8 From line 91 In file r:\HYDRA\CMD\03148 Sent to Hold [31 92: 93: NEW LOT 2 94: SCS 1.95, 0.58, 98, 78, 20, 0.024, 251. Computed concentration time 1.35 Minutes Total Time of Concentration 1.35 Minutes Total rainfall falling on impervious 7348.90 CuFt Impervious runoff 6427.35 Cu Ft Portion off impervious 87.46 Y, Peak CFS rainfall falling on impervious 0.87 Cu Ft/Sec Peak CPS runoff from impervious 0.71 Cu Ft/Sec Equivalant "C" off impervious 0.82 Total rainfall falling on pervious 5321.62 CuFt Pervious runoff 1102.78 Cu Ft Portion off pervious 20.72 T Peak CFS rainfall falling on pervious 0.63 Cu Ft/Sec Peak CFS runoff from pervious 0.0303 Cu Ft/Sec Equivalant "C" off pervious 0.0483 Total rainfall falling on segment 12670.52 CuFt Total segment runoff 7530.13 CuFt Portion off segment 59.43 t Peak CIS cainiall tilling on segment 1.49 CuFt,Se, Peak C~IFD runoff from segment 0.71 CuFt/Sec Equivalent "C" off segment 0.48 95: INL 99 96: CHA 251, 351, 346, 351, 346 Length 251,00 Feet Grllp 351.00 Feet GrDn 346.00 Feet InvDp 351.00 Feet lnvDn 346.00 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 j wma Page 14 _ C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT Link number 9 @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec Storm flow (no SF) 0.709 Cuft/Sea Design flow including SF 0.709 Cuft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Mannings "n" 0.2000 CHD Lett side slope 3.0000 CHD Bottom width 8.00 Feet CHD Right side slope 3.0000 CHD Minimum freeboard 1.000U Feet CHD Exfiltration 0.0000 IRE Channel Slope 0.0199 Design flow 0.71 Cuft/Sec Depth of flow 2.69 Inches 0.22 Feet Velocity 0.37 Ft/Sec Travel time 11.40 Minutes Width of surface 9.34 Feet 97: HOL LOT2 Tag L0T2 Link From line 97 In file C:\HYDRA\CMD\03148 Sent to HoId[4] 98: 99: REM SWALE 3 TREATS THE STORMWATER FROM THE FRONTAGE, ROADWAY AND PARC EL3 100: REM FRONTAGE ROADWAY WHICH DISCHARGE INTO AND FLOW BETWEEN PARCELS 2 AND 3 101: REM AND INTO THE INFILTRATION POND. SWALE 2 TREATS THE STORMWATER FRO M THE PARCEL 1 WHICH DISCHARGES INTO A CB. SWALE 3 TREATS THE STORMWATER FROM THE PARCEL 2 WHICH DISCHARGE INTO A rB AND IS COMBINED WITH FLOW FROM SWALE RAND FLOW NORTH OR PARCEL 2 INT 102: 103: NEW SWALE.. 104: REC PARCEL3c Hold[Num] 1 Looking up record number 105: REC NEROADWAY Hold[Nnm] Looking up record number 7 1U6: INL 99 107: SEA 100, 346, 344.5, 343.13, 341.13 Length 100.00 Feet GrUp 346.00 Feet GrDu 344.50 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 15 --_.c_ C:\HYDRA\CMD\03148.CMD 10:53 11 Nov-104 CHRISTENSEN DEVEOLPMENT Invup 343.13 Feet InVDn 341.13 Feet Link number 10 @Adding Ste into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 Cu Ft/Sec Storm flow (no SF) 0.983 Cuft/Sec Design flow including SF 0.983 Cuft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS CHD Manniugs "n" 0.2000 CHD Left side slope 3.0000 CHD Bottom width 8.00 Feet CHD Right side slope 3.0000 CHD Minimum freeboard 1.0000 Feet CHD Exfiltratiou 0.0000 !PH Channel Slope 0.0200 Design flow 0.98 Cutt/Ser. Depth of flow 3.25 Inches 0.27 Feet Velocity 0.41 Ft/Sec Travel time 4.03 Minutes Width of surface 9.63 Feet 108: Hot SWALEI Tag SWALEI. Link 10 From line 108 In file r:\HYDRA\CMD\03148 Sent to Hold[1] 109: 110: NEW SWALE 2 111: REC LOT1 Hold[Nn.] 3 LOnkinq up cerord number fl 112: INL 99 113: CHA 10U, 344, 342, 344.5, 341 Length 100.00 Feet GrDp 344.00 Feet GrDn 342.00 Feet Inv Op 344.50 Feet InvDn 341.00 Feet Link number '_1 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.270 ruff/Sec Design flow including SF 0.270 Cuft/Sec C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 16 C:\HYDRA\CMD\03148.CMD 10:53 11-NO,,-104 CHRISTENSEN DEVEOLPMENT Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CND Minimum velocity 0.3000 FPS CHD Manninq_s "n" 0.2000 CHD Left side slope 3.0000 CND Bottom width 8.00 Feet CHD Right side slope 3.0000 CHD Minimum freeboard 1.0000 Feet CHD Exfiltration 0.0000 IRS Channel Slope 0.0350 Design flow 0.27 CutVSec Depth of flow 1.28 Inches 0.11 Feet vciocity 0.31 Ft/Sec Travel time 5.46 Minutes Width of surface 6.64 Feet 114: HOL SWALE2 Taq SWALE2 Link 11 From line 114 In file C:\HYDRA\CMD\03148 Sent to Hold[23 115: 116: NEW SWALE 3 117: REC LOT' Hold[Nu.] 4 Looking up record number 9 11B: 1NL 99 119: CHA 159, 346, 344.5, 343.13, 341.54 Length 159.00 Feet GrOp 346.00 Feet Ginn 344.50 Feet TnvOp 343.13 Feet Inv Dn 341.54 Feet Link number 12 @Addi.ng Sto into Event @Addinq Diurnal into Desiqn @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (r, SF) 0.709 Cuft/Sec Design flow including SF 0.709 Cuft/Sec Combined SF 1.000 CHD Maximum velocity 6.0000 FPS CHD Minimum velocity 0.3000 FPS DES Mannings "n" 0.2000 CHD Left side slope 3.0000 CHD Bottom width 8.00 Feet CHD Right side slope 3.OOOD CHD Minimum freeboard 1.0000 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 jwma Page 17 - ' - C:\HYDRA\CMD\03148.CMD 10:53 11-Nov-104 CHRISTENSEN DEVEOLPMENT CHD Exfiltrati.on 0.0000 IPH Channel Slope 0.01000 Design flow 0.71 Cuft/Sec Depth if flow 3.29 Inches 0.27 Feet Velocity 0.29 Ft/Sec Trevel time 9.00 Minutes Width of surface 9.64 Fe@t 120: HOL SWALE3 Tag SWALE3 Link 12 From line 120 In file G \HYDRA\CMD\03148 Sent to Hold[3] 121: 122: NEW INFILTRATION POND i23: RED SWALEI Hold[Nnm] 1 Looking up record number In 124: REC SWALE2 Hold[Num] 2 Looking up record number 11 125: REC SWALE3 Hold[Num] 3 Looking up record number 12 126: RED (0/2.15/11559/2.15 127: RES 343, 341, 343, OVER Number of points on Volume/Discharge curve 2 Maximum rapacity of reservoir INFINITE Inlet elevation 343.00 Feet Vutlet elevation : 341.00 Pont Link number 13 @Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 1.346 Cuft/Sec Design flow including IF 1.346 Cuft/Sec Combined SF 1.000 128: END C:\HYDRA\CMD\ HYDRA Version 5.85 jw a Page 18 C:\HYDRA\CMD\03148.CMD 10:53 11 Nov-104 CHRISTENSEN DEVEOLPMENT S U M M A R Y O F A N A L Y S I S------ Run number on command file 9 Number of links 14 Number of hydrographs 61 Total sanitary population 0 Total sanitary area 0.00 Acres Total storm area 5.38 Acres Number of pumps 0 Number if reservoirs i Ni=ber of diversion .structures 0 Number of inlets 12 Length of new pipe 462.00 Feet Length nt existing pipe 0.00 Feet Length of channel 1287.00 Feet Lenqth of gutter 0.00 Feet Length of transport units 0.00 Feet Length of pressure pipe 0.00 Feet Closing DBF and NDX Files APPENDIX C Commercial Stormwater Facilities Maintenance Agreement COMMERCIAL/INDUSTRIAL AGREEMENT TO MAINTAIN STORMWATER FACILITIES AND TO IMPLEMENT A POLLUTION SOURCE CONTROL PLAN BY AND BETWEEN RICK CHRISTENSEN ITS HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER "OWNER") AND CITY OF YELM (HEREINAFTER "JURISDICTION-) The upkeep and maintenance of stormwater facilities and the implementation of pollution source control best management practices (BMPs) is essential to the protection of water resources. All property owners are expected to conduct business in a manner that promotes environmental protection. This Agreement contains specific provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs. LEGAL DESCRIPTION: Parcel number 64303400501, 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 SHALL: (1) Implement the stormwater facility maintenance program included herein as Attachment "A". (2) Implement the pollution source control program included herein as Attachment "B" (3) Maintain a record (in the form of a log book) of steps taken to implement the programs referenced in (1) and (2) above. The log book shall be available for inspection by Jurisdiction staff at the proposed site during normal business hours. The log book shall catalog the action taken, who took it, 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 necessary. OWNER is encouraged to photocopy the individual checklists in Attachment "A" and use them to complete its inspections. These completed checklists would then, in combination, comprise the monthly log book. (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 log book, with any additional explanation needed, shall normally suffice. For any activities conducted by paid parties not affiliated with OWNER, include a copy of the invoice for services. (d) An outline of planned activities for the next year. THE JURISDICTION SHALL: (1) Provide technical assistance to OWNER in support of its operation and maintenance activities conducted pursuant to its maintenance and source control programs. Said assistance shall be provided upon request, and as Jurisdiction time and resources permit, at no charge to OWNER. (2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with OWNER. (3) Review this agreement with OWNER and modify it as necessary at least once every three (3) years. REMEDIES: (1) If the JURISDICTION determines that maintenance or repair work is required to be done to the stormwater facilities existing on OWNER, property, the JURISDICTION shall give the owner of the property within which the drainage facility is located, and the person or agent in control of said property, notice of the specific maintenance and/or repair required. The JURISDICTION shall set a reasonable time in which such work is to be completed by the persons who were given notice. If the above required maintenance and/or repair is not completed within the time set by the JURISDICTION, written notice will be sent to the persons who were given notice stating the JURISDICTION'S intention to perform such maintenance and bill the owner for all incurred expenses. The Jurisdiction may also revoke stormwater utility rate credits for the quality component or invoke surcharges to the quantity component of OWNER bill if required maintenance is not performed. (2) If at any time the JURISDICTION determines that the existing system creates any imminent threat to public health or welfare, the JURISDICTION may take immediate measures to remedy said threat. No notice to the persons listed in Remedies (1), above, shall be required under such circumstances. (3) The owner grants unrestricted authority to the JURISDICTION for access to any and all stormwater system features for the purpose of performing maintenance or repair as may become necessary ander 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 home by the parties responsible for said reimbursements. (5) The owner hereby grants to the JURISDICTION a lien against the above- described property in an amount equal to the cost incurred by the JURISDICTION to perform the maintenance or repair work described herein. 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 more to the benefit of each present or future successor in interest of said property or any part thereof, or interest therein, and to the benefit of all citizens of the JURISDICTION. Owner Owner STATE OF WASHINGTON ) )SS COUNTY OF THURSTON ) On this day and year personally appeared before me, and known to be the individual(s) described, and who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this day of , 200 Notary Public in and for the State of Washington, residing in Dated at , Washington, this day of , 200_. STATE OF WASHINGTON ) )SS COUNTY 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 APPROVED AS TO FORM: INSTRUCTIONS FOR PERSON MAINTAINING STORMWATER SYSTEM The following pages describe the maintenance needs of the stormwater conveyance, storage and disposal components of the system designed for this site. This maintenance effort shall be the responsibility of the RICK CHRISTENSEN or his 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 (Sp] inch in 24 hours. Inspection findings should be recorded on photocopies of Maintenance Checklist forms. Checkoff 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 responsible jurisdiction. Please do not hesitate to call, especially if you are unsure whether a situation you have discovered may be a problem. ATTACHMENT "A": MAINTENANCE PROGRAM COVER SHEET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: ATTACHMENT "A": MAIWENANCE PROGRAM Maintenance Checklist W Cmvgance Systems (Pines, OitUea and Swabs) Drainage System rM Feature Pmaient Carraftes. a drack W CondAiona Met ShOWd Exist Sesdmem& Addumubted Sediment met exceeds Pipes 0ebris 2" of the diameter of the arse. Pipe cleaned oiag sedmantaM rleCna. Vegetation that reduees free All vagabond, removed an ware, flows freely Vegeretk, movement of water through pave Mdd.'h Pips. Damaged, Pmtecdve coating is damaged rust is rusted, bell using more Man 50% redecoration cmabats. W any part of the pipe. Pipe is repaired or replaced Any dent Mat significantly Impedes flaw (b, decreases the cross seniors area W pipe by more then 20%). Pipe repaired or repacetl. Dumping of and waztes such as grass Oman, and bromm s imo basin, Unsighthy accumulation of nondegradable matenals such as Remove trash and debate and dispose M as Open glass, plastic, metal, foam and cmted described by Clfy Weste Management M S ditches Tresh & Oebns pa r Section. Sediment Accompaist.eminent that exceeds Dark carped of a Sediment and debrisx M buildup 20% of t. Mpulln depth. that it matches deapn. Vegetation (peg., -for'sMUbe w message) that reduces free Water Kowa freely Mbugh dltohes. Gnasy VIIII n mends of water through decks. vin samon should be aft Wane Em.lan demageto M $lope. See Panda Cneacker t See Ponds Checklist. Rock An' out a place or umg (if Maintenance Person can sea native appllwNe) soil beneath the rack lining. Metal. rocks to design standard ebb ease Maine See Catkin Basins cheddast See Catch Basin. ch.1,11. M S Swedes n0pbD~hos bris bad above for Dncnes Sea above fop Michas. & vegeation may need to be repanted after M See above ear Ditches. boasts g. Aerate... and resell and mukk bare areas. Mideast g.a. height at a mmlmum not Goa. rover Is aperse and weeay or fi inches fo, best sbmmvater treatmera ined a- ..,-a with woody Remove woody growth, narrator, and M vegetation reseed as necessary MS See Ponds Chords[ Sae ponds Checklist. Conversion W If pxalde speak vaM homeowner and homeowner to repaint that.waW eraa he reabred. Contact raimpetbb Svab has been flged in or beached by Cdy b tapper, praWem an on rettiI M that, vmWplb, shrubbery, etc valuntaddy. use A survey' may be ceases to check grades. Grades need to he in 1-5% range d possible. vale does Water abnds'm. 1. or flaw vNOCity Made is leas Men 1%undimmams may A not drsdn is vary slow Stagnation accus. need to be deterred. It you are unsure adather a pmbbm avdss, pease conduct Me Jurisdiction and ask for bchnical assistance. Com. dab A = Annual lMamh or April prof nor) M = Monthly )tee schedule) 5-After maprs. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Energy Ellmipators a n System em Frequenq Feature J Problem Conditions to check for Contlitions that SM1OUItl Exist only one layer of rock exists above Missing or the natural soil in area 5 square moved feet or larger, or any exposure to A Rock d rock native sail. Replace rocks to design standards. Rock-filled trench for Missing or discharge moved large rock (30 It. Each) so that rock is A from nd. rock Trench is not full of rack, visible above edge of trench. Pipe plugged Dipersion with Accumulated sediment that M trench sedemm exceeds 20% of the design deth, Pi cleanedlfiushed Perforation Over 10 of perforations in pipe are M s plugged plugged with debris and sediment Clean or replace perfiouata,! pipe Usual evitlence of water discharging at concentrated points Not along much normal condition is a dischargin'sheet flOW' of water along trench) Trench must be redesigned or or rebuil g water Intent is to prevent erosion to starMard. Elevation of lip of trench M,S property damage . should be the same flat at all points. Water flows out Maintenance person observes top of water flowing out during any storm 'distributer Is" than design stem) or it is Facility must be rebuilt or redesigned t ' catch causing or appears likely to cause standards. Pipe is probably plugged or M, S basin damage . damaged and needs replacement Receiving area Water in receiving area is causing Stabilize slope with grass or other oversatura or has potential of rousing vegetation, or rock if condition is M,S ted landslide severe . If you are unsure whether a problem exists, passe contact me Jurisdiction and ask for technical assistance Comments, A = Annual (March or April preferetl) M = Monthly (see schedule) 5 =After After major storms ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Infiltration Systems 2lnage System Frequency Fe.lure d Problem Conditions to check for Conditions that Should Exist JTrash B domes bufdup in See Maintenace Checklist for M, S General and Ponds, See Maintenance Checklist for Pontls. Poisonous See Maintenace Checklist for M I'lastalson ponds See Maintenance Checklist for Pontls. Fire hazard or See Maintenace Checklist for M, S ollugon Ponds. $ee Maintenance Checklist for Pontla. Vegetation not growing or is See Maintenace Checklist for M overgrown Pontls. See Maintenance Checklist for Points. See Maintenace Cheekfst for M Rodent holes Ponds. Sae Maintenance Checklist for Ponds. See Maintenace Checklist for M Insects Ponds. See Maintenance Checklist for Ponds. Sediment is removedantllor facility is Asa) torture test indicates cleared so that inffiratlon system Sediment facility is not working at its works according to design. A sediment Storage buildup in designed capabilities or was trapping area is installed to reduce, A area s !em incorrect) tles ru.N. sediment bans at info rt~filtmtion area. Additional volume is added through Storage area excavation to provide nestled storage drains slowly A sail texture test beicates So)!!s aerated and retofilled to improve (mare than 48 facility is not working at its drainage. Contact the City for hours) or desgned capabilities or was information on its requirements A overflows inconectl des' med. ushandog excavation. Any sediment and debris filing area to 10% of depth from sump bottom to bottom of outlet Sediment pipe or obstructing flow into the Fm trapping area connector e. Clean outsum to desi ntle N Add a imppirp area by comb T, a Sediment sump for angling of solids. Segregate trapping area Stormwater enters inf&alion settling area from rest of facility . One Time not sent area drcectt wfhout treatment Contact G {ar u)dance. FA visua inspection I e or no Sediment and water frays through filter during M Rock fitters dsbes heavy role storms. Replace gravel el N rock finer. 11youare unswe wtrether a problem exists, please contact the Jurisdiction alt ask for technical assistance. Comments' Key A , Annual (March or April prefaced) M = Monthly (see schedule) S : After major storms Accumulafed aedaneto that exceeds 10% of the designed pond depth. Buried a partially bused Sediment octet structure probably Sediment donned out to designed pond Storage buildup in indicates significant shape and depth; pond reseeded if M area sediment Oe ts. necaramr, to control emosion part of dike afincl which has t led 4 inches lower than Dike should be built back to the design A Pond dikes des eievaban. elevatam. y one layer of rock ts above native soil in Emergenry 5 square feet a larger, overflowny exposure to native A s II Re lace rocks to desi n standards. mergency a pan as no area overflow I large rocks to haddle One Time spillway rgency overflows. Carried City for guidance If you are unsure whether a problem elders, please contact Me Jurisdiction and ask for technical assistance. Comments: Key A = Annual (March or Apol preferred) M = Monthly (see schedule) S - After major storms ATrACHMENT "A" (CONTINUED) Maintenance Checklist for Ponds uraga System Frequency Feature J Problem Conditions to check for Conditions that Should Exist Durtrpxg al yard wastes such as grass clipping such as grass clippings and branches into basin. Unsightly accumulation of Trash $ nondegradable materials de ins such as glass, plastic Remove trash and Ponds and dispose as buildup in metal, foam, and coated prescribed by City Waste management M, S General and paper, Section. fresh rack Bar screen over outlet more Replace screen. Remove trash and debts plugged or than 25% covered by debris and dispose as Prescribed by City Waste M,S missing or missing. management Section Remove poisonous vegetation Do not spray Any poisonous vegetation chemicals on vegetation without obtaining Poisonous which may constitute a guidance from the Cooperative Extension M vegetation hazaN to the antic Service and approval from the City. Presence of chemicals such as natural gas, oil and Find sources of pollution and eliminate them. Fire hazard gasoline, obnoxious color, Water is free from noticeable color, odor, or M S or pollution odor, or sludge noted, contamination. For dressy ponds, selectively thatch, aerate, and reseetl p.MS. Grass cutting unnecessary unless digsted by aesthetic. For wetland ponds, hand plant nursery -grown For greasy ponds. grass wetland plants in here areas. Contact the cover a sparse and weedy Cooperative Extension Service for direction Vegetation or is overgrown. For on invasive species such as purple not growing watland ponds, plants are loosestrife and reed canary grass. Pond or is sparse or invasive species bottoms should have uniform dense M overgrown are resent. covers a of desired plant species, Any evidence of rodent hales if f b, h y is acting as a dam or bent, or any evidence of water piping Rodents destroyed and dam or bens Rodent through dam or berm via repaired. Conrad the Thurston County M holes rodent holes Health Department for guidance . When leads surd as wasps and hornets interfere with maintenance activities, or Inserts destroyed or removed from site. when mosquitos become a Contact Cooperative Edension Service for M Insects nuisance. uitlance. Tree growth does not allow maintenance access or interferes with maintenance activity fl.e., slope mowing, silt removal, or equipment movements). If trees are Trees do not hinder maintejadivibes es. not interfering with accessSelectively cultivate trees s for A Tree rowin leave Uses alonefirewood. Chek around inlets and outlets for signs of erosion. Check banns for signs of sliding or settling Action is needed where enoded Fintl causes of enosion aM m. tlamage tlamage over 2 Then slopes should be stabg Erosion on inches deep and where appropriate erosion contral eg., Sde shwas Deems or at there is potential for rock reinforcement, planting M of pond entrancelexil continued enosion, whi action. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Catch Basins and Inlets image System Conditions that Should Frequency Feature J Problem Conditions to check for Exist No mash or debris located immediately in front of Trash, debris Tmah or debris in front of the catch basin catch basin opening. and sediment opening is blocking capacity by more than Grate is kept dean and _MS General m or on basin 10%. allows water to enter. Sediment or debris (in the basin) that exceeds 113 the depth from the bottom of No sediment or tlebris in basin to invert of the lowest pipe into or out the catch basin Catch M the basin basin du out and clean. Trash or debris in any inlet or pipe blacking Inlet and outlet pipes free M'S more than 113 of its height of trash or debns. Structural damage to Comer of frame extender more than 314 frame and/or inch past curb face into the street (if M to slab applicable), Frame is even with cut. Tap slab has holes larger than 2 square inches or cracks wider than 114 inch (intent is to make sum all material is running into Top slab is free of holes M the basin and cracks. Frame not sitting flush on top slab. I.e., separation of more than 314 inch of the Frame is sitting gush on M frame from the to slab. top slab. Cracks wider than 112 inch and longer than 3 feet any evidence of soil particles Basin replaced or repaired Cracks in entering catch basin through cracks, or to tlesgn standards. basin maintenance person judges that structure is Contact a professional A walls/botom unsound, en mser for evaluation. Cracks wider than 112 inch and longer than 1 foot at the joint of any mlehioutlet pipe or No cracks more bran 1/4 any evidence of soil particles entering catch inch wide at the joint of A basin through cracks. inleVoutlet . Basin replaced or repaired Basin has sell ed mare than 1 inch or has to design standards. SedlemenVm rotated more than 2 inches out of Contact a professional A iseli nment alignment . en Ineer for evaluation, ssenca a chemicals su as na ura or r ar re , or s u 9e or other gas , oil, and gasoline. Obnoxious color, Basin isrdug out and M. S pollution odor, or sludge noted. clean. Outlet pipe is Vegetation or roots growing in inleVoutlet dogged with pipe joints that is more than six inches tall No vegetation or root M. S vegetation and less than six inches aped. growth present If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: A = Annual (Mares or April pretered) M =Monthly (see schedule) S = ARer major storms ATTACHMENT "B" POLLUTION SOURCE CONTROL PROGRAM Pollution source controls are actions taken be a person or business to reduce the amount of pollution reaching surface water and groundwater. A conscious control program is of significant importance to the RICK CHRISTENSEN, as runoff will be directed to a constructed wetland and infiltration disposal facility that will ultimately introduce the collected runoff into the shallow groundwater system. Many pollutants generated on commercial sites can not be removed from the runoff by conventional treatment and may eventually enter the shallow groundwater system. Hence, it is of great importance to limit the development of these pollutants in the generated stormwater runoff. The subject controls are also known as "Best Management Practices" (BMP's), include: • Minimizing vegetation/groundcover disturbance. • Stabilizing existing exposed soil surfaces through fertilizing and seeding, and mulching with chopped hay during the wet season (15 October through 15 March). • Maintaining roof, sidewalk and paved driveway areas free of debris accumulation; refraining from using soaps and detergents in washing these exterior surfaces; and carefully controlling activities in these areas so as to preclude hazardous materials spills (i.e. chemical storage, vehicle maintenance, etc.). • Substitute non-toxic products for toxic materials, recycle used oil and antifreeze immediately. • Refrain from storing hazardous or toxic chemicals or other substances. Where it is imperative to store such materials, enclose them in a lockable cabinet. • Limit the use of fertilizers and pesticides to the precise amount recommended by professionals working the area. Pollution source controls are needed because of the contamination found in runoff from commercial areas and the effect of this contamination on aquatic life and human health. Research on urban runoff in the Puget Sound area and elsewhere has found oil and grease, nutrients, organic substances, toxic metals, bacteria, viruses, and sediments at unacceptable levels. Effects of contaminated runoff include closure of shellfish harvesting areas and swimming areas, mortality of young fish and other aquatic organisms, tumors on fish and impairment of fish reproduction. APPENDIX D Thurston Region Stormwater Facilities Summary THURSTON REGION FACILITY SUMMARY FORM PROPONENT'S FACILITY IDENTIFIER: Rick Christensen NAME OF ROAD TO ACCESS FACILITY: 106th Avenue W. HEARINGS EXAMINER CASE NUMBER: DEVELOPMENT REVIEW PROJECT NO.: BUILDING SITE APPLICATION NO.: PARCEL NUMBER(S) 64303400501 To be completed by Utility Staff: Utility Facility Number: Project Number: Parcel Number Status: Basin & Subbasin: Responsible Jurisdiction: PART I - Project Name & Proponent Project Name: Christensen Commercial Center Project Owner: Rick Christensen Project Contact: Rick Christensen Address: P.O. Box 189, Eatonville, WA 98328 Telephone: (360) 832-3621 Project Proponent: Rick Christensen Christensen t Facilities Summary Report JWM&A#03!48 Address: P.O. Box 189, Eatonville, WA 98328 Telephone: (360) 832-3621 Project Engineer: Robert F. Tauscher, P.E. Firm: J.W. Morrissette & Associates Inc., P.S. Telephone: (360) 352-9456 Fax: (360) 352-9990 PART 2 - Project Location Section: 29 Township: 17N Range: 2E PART 3 - Type of Permit Application Type of Permit: Administrative Site Plan Review Other Permits: Shoreline Site Plan Review 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: Commercial, Industrial Onsite: Number of Lots: 4 Christensen 2 Facilities Summary Report JWM&A N 03149 Avg. Lot Size: N/A Building Permit/Commercial Plat: Proposed Buildings Footprint (Acres): 0.04 Parking Lot and Sidewalk(Acres): 1.60 Gravel Surface (Acres): 0 Lattice Block Paving (Acres): 0 Public Roads, On and Off site (incl. gravel shoulder) (Acres): 0.36 Private Roads (incl. gravel shoulder) (Acres): 0 Onsite Impervious Surface Total (Acres): 2.79 PART 5 - Pre-Developed Project Site Characteristics Stream Through Site N Steep Slopes 10%) N Erosion Hazard N 100-Year Flood Plain Y Wetlands N Seeps/Springs N High Groundwater Table N Aquifer Sensitive Area N Other Christensen 3 Facilities Summary Report JWM&A 0 03148 PART 6 - Facility Description - On Site Area Tributary to Facility Including Offshe (Acres): 6.53 Acres Total Onsite Area Tributary to Facility (Acres): 6.08 Acres Design Impervious Area Tributary to Facility (Acres): 2.79 Acres Design Undisturbed Area Tributary to Facility (Acres): 0.00 Acres Design Open Space Area Not Tributary to Facility (Acres): 1.18 Acres Design Landscaped Area Tributary to Facility (Acres): 3.29 Acres Design Total Tributary Area to Facility (Acres): 4.90 Acres Enter a check mark and number, i.e., one (1), for the type of facility: Wet Pond Detention 0 Wet pond water surface area, acres 0 Dry Pond Detention 1 Underground Detention: 0 Infiltration Trench: 0 Dry Well Infiltration: 0 Other: Infiltration Gallery: 0 Outlet Type (Enter a check mark and number, i.e., one (1), for each type present): Filter: 0 Oil/Water Separator: 0 Single Orifice: 0 Multiple Orifice: 0 Weir: 0 Spillway: 0 Pump(s): 0 Other: PART 7 - Release to Groundwater Design Percolation Rate to Groundwater: 10 in/hr PART 8A - Release to Surface Water All stormwater from this site is infiltrated on site with no release to any surface waters. Christensen 4 Facilities Summary Report ]WM&A # 03148 APPENDIX E Site Plan APPENDIX F ENGINEERS CONSTRUCTION INSPECTION REPORT FORM APPENDIX F ENGINEER'S CONSTRUCTION INSPECTION REPORT FORM Project Name: Project Number: Location (address, or other): Pond Information: 1. Type: - 2(a). After pond construction, have infiltration tests and/or soil logs been completed? 2(b). Indicate test results and compare with design criteria (pre-construction soils information). Do the post-construction values indicate a need to modify system design? Explain. 3. Outlet Type Filter, Oil Water Separator, Single orifice, Oil Water Separator, Multiple orifice, slot, V-notch, Other Page F - I 4, Outlet works at correct elevation(s), filter fabric installed properly (if needed), etc. 5. Spillway at correct elevation, slope, adequately armored, etc. Conveyances: 1. Channels properly graded, sloped, planted, etc. 2. Sewers at prop,, grade, inleis as designed, trenches as designed, pipe bedding proper', prepared, backfilling procedures correct, materials as specified, etc. Roof Leaders: 1. Do roof leaders drain to infiltration trenches or as shown on the approved plans. Erosion Control: 1. Erosion facilities in place at the specified time relative to other construction. 2. Construction entrance pad as specified. Page F - 2 3. Did facilities keep sediment, mud etc, out of water bodies, wetlands, and from crossing the property boundary. 4. Are permanent erosion control measures in place and as designed. Signature and Seal: 1 or someone under my direct supervision have adequately inspected the project during construction and to the best of my knowledge the project was built according to the approved plans and specifications except as noted above. Signature/Date Page F - 3