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Prelim Drainage and Erosion Control
C'I~RISTENSEN C~~ i~IERCI~.L CENTER PRELIM~~~IAR r' Drainage and Erosioli Control Report Proponent: Rick Christensen P.O. Box 189 11915 Clear bake Road S. Eatonville, WA 98323 (360) 832-3621 1-'r;pat°ed By: Robert E. Tauscher, P.E. Jerome W. Morrissette & Associates Iric., P.S. 1700 Cooper Point Load SW, #B2 Olympia, WA 9~s':~02 Phone. (360) 352-9456 Fax. (360) 33?_-9990 Subrsiitted: Dccem~.=~r X003 CHRISTENSEN COMMERCIAL CENTER PRELIMINARY 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. Morrissette & Associates Inc., P.S. 1700 Cooper Point Road SW, #B2 Olympia, WA 98502 Phone. (360) 352-9456 Fax. (360) 352-9990 Submitted: December 2003 TABLE OF CONTENTS I. DRAINAGE REPORT Section 1 -Project Description 1 Section 2 -Existing Conditions 1 Section 3 -Infiltration Rate/Soils Report 1 Section 4 -Wells 2 Section 5 -Fuel Tanks 2 Section 6 -Sub-basin Description 2 Section 7 - 100 Year Flood 2 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 II. EROSION CONTROL REPORT Section 1 -Sequence 6 Section 2 -Trapping Sediment 6 Section 3 -Permanent Erosion Control 7 Section 4 - Geotechnical 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 Facilities Maintenance Agreement D. Thurston Region Stormwater Facilities Summary Form E. Site Plan Christensen Drainage and Erosion Control Report JWM&A # 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 MINIlVIUM 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. Tauscher, P.E. Jerome W. Morrissette & Associates Inc., P.S. 4~ ~ ~w~o~ ~ a !3'° ~ ~° `~FCISTER~ ~ ~SIONAL~ ~ L'(~~(/3 ~~rwri n2 m' C~ r:tiFIR Christensen Drainage and Erosion Control Report JWM&A # 03148 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 1 -Project Description: The existing proposed site consists of 5.49 Acres with numerous building and sports fields. The site lies on the southeast side of SR 507 in Yelm, Washington, in the Northeast quarter (NE 1/4) of the Northwest quarter (NW %4) 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 overall project will involve the construction of a new building, removing two existing buildings, new paved parking lot, remodel of the gymnasium and half street improvements on SR 507. The stormwater system will be collect and convey to either a treatment devices or bio-filtration swales and eventually into an infiltration galleries for disposal. The design infiltration rate is 6 inches/hour. Roof runoff from the new building and expansion of the gymnasium will be diverted to dry wells. The stormwater system has been designed to the standards of the "Stormwater Management Manual for the Puget Sound Basin," 1992. The swales and treatment devices are sized for the 6-Month/24 Hour Design Event and the infiltration galleries are sized for the 100 Year/24 Hour Design Event. Section 2 -Existing Conditions: The proposed site includes many buildings, sports facilities, and parking lots. Runoff from the roof, playground and parking lot is currently infiltrated through and into the subsoil via drywells and natural infiltration. The site has a gentle slope towards the southwest with an elevation change from 341 feet at the north eastern side at SR 510 (Yelm Avenue) to 334 along the southwest corner. Section 3 -Infiltration Rates/Soils Report: Christensen Drainage and Erosion Control Report JWM&A # 03148 Soils on the site are listed in the Soil Conservation Service's 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 sandy gravel to 15-100". The Soils Report recommends a design infiltration rate of 20 in/hr. Using a factor of safety of two the design infiltration used is 10 in/hr. Section 4 -Wells and Septic Systems: A search was conducted to identify all existing groundwater wells in the vicinity of the proposed project. The nearest well is 200 feet southeast of the site at the Arco Gas Station of the corner 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 school. 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: The improved portion of the site has been divided into three sub-basin tributary to the separate infiltration systems. Project site runoff will be routed through treatment devices for treatment an then to infiltration galleries for disposal. A sub-basin analysis was conducted for this project and can be located in Appendix E of this plan. Section 7 - 100 Year Flood: Christensen Drainage and Erosion Control Report JWM&A # 03148 2 The project does abut Yelm Creek and is proposed to be and is proposed to be constructed outside the flood zone. A Shorelines Permit will be submitted with 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 wetpond. 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 surrounding 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, July 1994). Copies of the HYDRA Input and Output files and table summarizing the site area and pond volume characteristics are included in Appendix B. POST DEVELOPMENT SITE CHARACTERISTICS Total Site Area 5.49 Acres Pass-Through Drainage Area 0.0 Acres Basin A -Parcel 1 Area Tributary to Facility Including Offsite (Acres): Total Onsite Area Tributary to Facility (Acres): Design Impervious Area Tributary to Facility (Acres): Design Landscaped Area Tributary to Facility (Acres) Design Total Tributary Area to Facility (Acres): Basin B -Parcel 2 Area Tributary to Facility Including Offsite (Acres) Total Onsite Area Tributary to Facility (Acres): 0.90 Acres 0.90 Acres 0.48 Acres 0.42 Acres 0.90 Acres 0.99 Acres 0.99 Acres Christensen Drainage and Erosion Control Report JWM&A # 03148 Design Impervious Area Tributary to Facility (Acres): 0.68 Acres Design Landscaped Area Tributary to Facility (Acres): 0.31 Acres Design Total Tributary Area to Facility (Acres): 0.99 Acres Basin C -Parcel 3 Total Area Tributary to Facility Including Offsite (Acres): 1.30 Acres Total Onsite Area Tributary to Facility (Acres): 1.30 Acres Design Impervious Area Tributary to Facility (Acres): 0.93 Acres Design Landscaped Area Tributary to Facility (Acres): 0.37 Acres Design Total Tributary Area to Facility (Acres): 1.30 Acres Basin D -Parcel 4 Total Area Tributary to Facility Including Offsite (Acres): 0.90 Acres Total Onsite Area Tributary to Facility (Acres): 0.90 Acres Design Impervious Area Tributary to Facility (Acres): 0.47 Acres Design Landscaped Area Tributary to Facility (Acres): 0.43 Acres Design Total Tributary Area to Facility (Acres): 0.90 Acres Basin E -Roadway Total Area Tributary to Facility Including Offsite (Acres): 0.30 Acres Total Onsite Area Tributary to Facility (Acres): 0.30 Acres Design Impervious Area Tributary to Facility (Acres): 0.30 Acres Design Landscaped Area Tributary to Facility (Acres): 0.00 Acres Design Total Tributary Area to Facility (Acres): 0.30 Acres Basin F -Frontage Improvements 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): 0.31 Acres Design Landscaped Area Tributary to Facility (Acres): 0.09 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 SYSTEM MINIMUM REQUIREMENTS On site Total Area (Acres): 5.49 Acres Required Pond Volume per HYDRA 12,850 CF Infiltration Rate with 8,120 sf Pond Bottom 3.75 CFS Frontage Improvements Christensen 4 Drainage and Erosion Control Report JWM&A # 03148 Total Area (Acres): 0.40 Acres Required Pond Volume per HYDRA 790 CF Infiltration Rate with 8,120 sf Gallery Bottom 0.22 CFS System Performance Within the subject site, stormwater from parking lots and playground will be routed to a treatment device or across an adjacent bio-filter 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 Year Event, the peak flow into the stormwater pond will be 2.96 CFS. The maximum storage volume expected in the pond per HYDRA 12,850 CF. The design infiltration rate in 3.75 CFS with the pond bottom of 16,189 SF and 32,378 CF of storage volume provided in the pond. The frontage improvements HYDRA analyses performed for the 24 hour - 100 Year Event, the peak flow into the stormwater gallery will be 0.30 CFS. The maximum storage volume expected in the gallery per HYDRA 790 CF. The design infiltration rate in 0.22 CFS with the gallery bottom of 960 SF and 864 CF of storage volume provided in the gallery. Downstream Analysis There are no downstream impacts due to all stormwater 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 JWM&A # 03148 PART II. EROSION CONTROL REPORT Section 1 -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 galleries 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. 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 Drainage and Erosion Control Report JWM&A # 03148 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 are no other incipiently unstable stormwater related conditions within the project site, hence; no other additional soil investigations or analyses are planned. Section 5 -Inspection: The construction of stormwater 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: 1. At completion of rough grading. 2. At completion of paving, fine grading, fertilizing, seeding, and mulching. 3. At completion of the ponds. 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 ofnon-sediment pollutants on this site. Temporary pollutant sources, such as cement truck wash-down waste, fuel spillage during equipment refueling, and construction waste materials may develop for short periods during the construction of the parking lots and stormwater facilities. Care will be taken to 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 Drainage and Erosion Control Report JWM&A # 03148 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 Drainage and Erosion Control Report JWM&A # 03148 APPENDIX A Soils Report 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 1/3 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: Additional soils work will likely be required once a site plan has been generated and the location of proposed drainage infiltration facilities are identified. 6. 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. RECOMMENDATIONS: 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 'ence, and to be suitable for its intended use. ~ 0~ ~~ SIGNED: f ~~~ ~` w:t~y~~~~r 3 ti ~~ K~~° DATE: Z S'~ 03 '~ ~= "k_•` ~ u :r ~ (c:1WINWORDWEKFILES\0314soilsrpt) ~ ~ ~,s' d 2fi1 14 .~L, 'SSIC1Nat ~~ EXi~IRES: ~~ 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: #1 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: 1 ~ 6" + 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.in/hr less for draina e g 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 Horz A Bw C1 Depth 0"- 22" 22"- 25" 25"- 30" Color Texture 10YR212 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4/6 ExGr & CobLmMSa 10YR5/4 ExGr & CobCSa Soil Log #1 %CL %ORG CF STR MOT IND CEM ROO <X> FSF <20 <5 <50 1SBK - - - mf 2-& 2 <20 - <60 1SBK - - - mf 2-6 3 <5 - <75 SG - - - ff >20 15 <5 - <90 SG - - - - >20 20 C2 30"-100" SOiL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 2 OF 5 PROJECT.NO.: 0314 DATE: 3/25/03 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: 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: 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 Horz A Bw C1 Depth 0"- 18" 18"- 21" 21 "- 30" Color Texture 10YR2/2 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4l6 ExGr & CobLmMSa 10YR5/4 ExGr & CobCSa Soil Log #2 %CL %ORG CF STR MOT <20 <5 <50 1SBK - <20 - <60 1SBK - <5 - <75 SG - <5 - <90 SG - IND CEM ROO <X> FSP - - mf 2-6 2 - - mf 2-6 3 - - ff >20 15 - - - >20 20 C2 30"-100" SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 3 OF 5 PROJECT NO.: 0314. DATE: 3/25/03 PREPARED BY: John 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 S H02 A Bw C1 B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOU; DEPTH: LAYER: Level 91" Greater than bottom of hole 10. POTENTIAL FOR: Goncinr.~ ,~,~,.~... OILS 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: g1" + ~iignt . 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. - DeQth 0"- 20" 20"- 23" 23"- 32" Color Texture 10YR2/2 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4/6 ExGr & CobLmMSa 10YR5/4 ExGr 8 CobCSa Soils Strata Descrip Soil Log #3 %CL %ORG CF <20 <5 <50 <20 - <60 <5 - <75 tion STR MOT IND 1SBK - _ 1SBK - _ SG - _ CEM ROO <X> FSF - mf 2-6 2 - mf 2-6 3 - ff >20 1~ C2 32"-100" <5 - <90 SG - _ - - >20 2C 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 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 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 Horz A Bw C1 Depth 0"- 20" 20"- 23" 23"- 31" Color Texture 10YR2/2 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4/6 ExGr & CobLmMSa 10YR5/4 ExGr 8 CobCSa Soil Log #4 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <50 1 SBK - - - mf 2-6 2 <20 - <60 1 SBK - - - mf 2-6 3 <5 - <75 SG - - - ff >20 15 <5 - <90 SG - - - - >20 20 C2 31"-120" SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION Horn A Bw C1 C2 PROJECT TITLE: Rick Christianen Retail SHEET: 5 OF 5 PROJECT NO.: 0314 DATE: 3/25/03 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: g0^ + B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 90" 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 28" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 90" + below the existing grade. - Soils Strata Description Soil Log #5 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP 0"- " 10YR2/2 VGrVFiSaLm <20 <5 <50 1 SBK - - - mf 2-6 2 20 20"- " 10YR3/2 VGrVFiSaLm <20 - <60 1SBK - - - mf 2-6 3 22 22"- " 10YR4/6 ExGr & <5 - <75 SG - - - ff >20 15 28 CobLmMSa 28"- 10YR5/4 ExGr 8 <5 - <90 SG - - - - >20 20 110" CobCSa Abbreviations Textural Class Texture Structure STR Grades of Structure Cobble -Cob Granular - Gr Stron - 3 Stone - St Block - Blk Moderate - 2 Gravel) - Gr Plat - PI Weak - 1_. Sand - Sa Massive - Mas Loamy - Lm Sin le Grained - SG Silt - Si Sub-An ular Block - SBK Cla e - CI Coarse - C Ve - V Extreme) - Ex Fine - F Medium - M Induration & Cementation IND CEM Weak - Wk Moderate -Mod Stron - 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 158 Spanaway Series The Spanaway series consists of very deep, somewhat excessively drained soils on terraces. These soils formed in glacial outwash and- volcanic ash. Slope is 0 to 15 percent. Elevation is 100 to 400 feet. The average annual precipitation is 40 to 55 inches, the average annual air temperature is about 51 degrees F, and the average frost-free season is 150 to 200 days. These soils are sandy-skeletal, mixed, mesic Andic Xerumbrepts. Typical pedon of Spanaway gravelly sandy loam, 0 to 3 percent slopes, 4 miles southeast of Lacey; about 250 feet west and 400 feet south of the northeast corner of sec. 25. T. 36 N.. R. 1 W. A-0 to 15 inches; black (10YR 2/1) gravelly sandy loam, very dark grayish brown (10YR 3/2) dry; weak fine granular structure; loose, very friable, nonsticky and nonplastic: many fine, medium, and coarse roots; 25 percent pebbles; strongly acid; clear smooth boundary. Bw-15 to 20 inches; -dark yellowish brown (10YR 3/4) very gravelly sandy loam, light olive brown (2.5Y 5/4) dry; weak fine subangular blocky structure; loose, very friable, nonsticky and nonplastic; many fine, medium, and coarse roots; 55 percent pebbles; medium acid; clear smooth boundary. C-20 to 60 inches; dark yellowish brown (10YR 4/4) extremely gravelly sand, yellowish brown (10YR 5/4) dry; single grained; loose; few fine roots; 80 percent pebbles, 10 percent cobbles; slightly acid. The thickness of the solum ranges from 15 to 25 inches. The content of coarse fragments in the control section ranges from 50 to 85 percent. The weighted average texture of this section is very gravelly sand or extremely gravelly sand. The umbric epipedon is 10 to 20 inches thick. The A horizon has hue of 10YR or 7.5YR, value of 3 or 4 when dry, and chroma: of 1 or 2 when moist or dry. It is medium acid or strongly acid. The Bw horizon has value of 4 or 5 when dry and 3 or 4 when moist. It is very gravelly sandy loam, very gravelly loam, or extremely gravelly sandy loam. The C horizon has hue' of 10YR or 2.5Y, value of 5 or 6 when dry and 4 or 5 when moist, and chroma of 3 or 4 when dry or moist. It is extremely gravelly sand or extremely gravelly loamy sand and is slightly acid or neutral. Sultan Series The Sultan series consists of very deep, moderately Soil Survey well drained soils oh flood plains. These soils formed in alluvium. Slope is 0 to 3 percent. Elevation is 20 to 75 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about SG degrees F, and the average frost-free season is 150 to 200 days. These soils are firie-silty, mixed, nonacid, mesic Aquic Xerofluvenis. Typical pedon of Sultan silt loam, 7 miles east of Lacey; about 1,000 feet east and 1,975- feet north of th southwest corner of sec. 16, T. 18 N., R. 1 E. Ap-0 to 7 inches; dark yellowish brown (10YR 3/4) sip' loam, brown (10YR 5/3) dry; moderate fine and medium granular structure; slightly hard, very friable, slightly sticky and slightly plastic; many fine;:.. medium, and coarse roots; many very fine and finE tubular pores; slightly acid; abrupt smooth boundary. BA-7 to 20 inches; dark yellowish brown (10YR 4/4) silt loam, brown (10YR 5/3) dry; moderate fine and. medium subangular blocky structure; slightly hard, very friable, .slightly sticky and slightly plastic; mane very fine, fine, and medium roots; many very fine and fine tubular pores; slightly acid; clear wavy boundary. Bw1-20 to 25 inches; dark brown (10YR 3/3) silt loam grayish brown (2.5Y 5/2) dry; common fine prominent red (2.5YR 5/8) mottles; moderate fine arid medium subangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic common fine and medium roots; common very fine and fine tubular pores; slightly acid; gradual wavy boundary. Bw2-25 to 45 inches; dark brown (10YR 4/3) silt loarr., light brownish gray (10YR 6/2) dry; common medium prominent red (2.5YR 5/8)'mottles; moderate medium and coarse subangular blocky structure; slightly hard, very friable, slightly sticky and slightly plastic; few very fine and fine roots;. feW. very fine and fine tubular pores; slightly acid; gradual wavy boundary. C-45 to 60 inches; grayish brown (10YR 5/2) silt loam, light gray (10YR 7/2) dry; common medium prominent dark brown (7.5YR 4/4) mottles; massivE slightly hard, .very friable, slightly sticky and slightly plastic; slightly acid. The soils are slightly acid or neutral in the control section and range from slightly acid to strongly acid below a depth of 40 inches. Mottles that have chroma of 3 or more are at a depth of more than 20 inches. r~ Thurston County, Washington ~' summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn =- '; grasses and other small-seeded plants. Topsoil can be ~~ stockpiled and used to reclaim areas disturbed during t construction. f The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the .:density of housing is moderate or high, community ~ sewage systems are needed to prevent the - contamination of water supplies caused by seepage ~ from onsite sewage disposal systems. The slope ~ hinders the installation of the absorption fields. ~ Absorption lines should be installed on the contour. Douglas-fir is the main woodland species on this unit. ..Among the trees of limited extent are Oregon white oak, lodgepole pine, and red alder. Douglas-fir and Scotch pine are grown on Christmas tree plantations. On the ~f__ basis of a 100-year site curve, the mean site index for -- Douglas-fir is 140. On the basis of a 50-year site curve, it is 108. The highest average growth rate of an ~ unmanaged, even-aged stand of Douglas-fir is 145 ~ cubic feet per acre per year at 65 years of age. ~ ~' This soil is suited to year-round logging. Unsurfaced roads and skid trails are sli e when wet. Lo m pP rY 99~ 9 roads require suitable surfacing material for year-round use. Rounded pebbles and cobbles for road construction are readily available on this unit. Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and tracked equipment. Seedling establishment and seedling mortality are the main concerns in the production of timber. Reforestation -can be accomplished by planting Douglas-fir seedlings. If the stand includes seed trees, natural reforestation of cutover areas by Oregon white oak and lodgepole pine occurs infrequently. Droughtiness iri the surface layer reduces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay .the establishment of planted Douglas-fir seedlings. Common forest understory plants are cascade Oregon-grape, salal, western brackenfern, western swordfern, Indian plum, and Scotch-broom. This map unit'is in capability subclass IVs. 112-Spanaway stony sandy loam, 0 to 3 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and volcanic ash. The native vegetation is rnainfy grasses, ferns; and a few conifers.. Elevation is 200 to 400 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about 51 degrees F, G;--- E~ 9 and the average frost-free period is 150 to 200 days. Typically, the surface layer is black stony sandy loan about 16 inches thick. The subsoil is very dark brown gravelly sandy loam about 6 inches thick. The substratum to a.depth of 60 inches or more is grayish brown extremely gravelly sand. Included in this unit are small areas of Alderwood soils on till plains, Baldhill soils on terminal moraines, and Everett, Indianola, and Nisqually soils on terraces. Also included are small areas of Spanaway soils that have a gravelly sandy loam surface layer and small areas of Spanaway stony sandy loam that have slopes of 3 to 15 percent. Included areas make up about 15 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly for hayland, pasture, or homesites. The main limitations affecting hay and pasture are the low available water capacity and the stones on the surface: Proper grazing. practices, weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of the forage. Because of the surface stones, spreading animal manure, mowing, and seeding are difficult. In summer, irrigation is needed for maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant .nutrients. This unit. is well suited to homesites. Pebbles, cobbles, and stones should be removed, particularly in areas used for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small- seeded plants. Cutbanks are not stable and are subject to sloughing. The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. This map unit is in capability subclass IVs. 113-Spanaway stony sandy loam, 3 to 15 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and N Z ~--- N ~' W m Z w W '2 VJ Z _ . _ __ r~ V Z 2 2~ 7 Z `O V O '~ n L.L 2 I"~ } W J_ N .N. __ _ W N ~ w w 0 ~ N ~ O V W Q N O "T O a 0 N v APPENDIX B Calculations and Hydraulic Analysis CHRISTENSEN PRELIMINARY DRAINAGE DESIGN CALCULATIONS Existin4 and Proposed Conditions Pre -Developed 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 BSoil - 94 - 5.45 inches of runoff Post -Developed Table D.2 -Commercial - 85% impervious Curve Number for Type BSoil - 94 - 5.45 inches of runoff Curve Number for Impervious - 98 - 5.91 In of Runoff Basin A -Parcel 1 - 38,196 sf, Exisitng Impervious 0 sf 38,196 SF = 0.9 Acres New 25,053 SF Parking Lot = 12,300 SF = 0.28 Acres New 8,400 SF Building = 8,400 SF = 0.19 Acres Total Impervious 20,700 SF = 0.48 Acres Parcel Percent Impervious 54 Basin B -Parcel 2 - 42,963 sf, Exisitng Impervious 0 sf 42,963 SF = 0.99 Acres New 20,400 SF Parking Lot = 20,400 SF = 0.47 Acres New 9,000 SF Building = 9,000 SF = 0.21 Acres Total Impervious 29,400 SF = 0.67 Acres Parcel Percent Impervious 68 Basin C -Parcel 3 - 58,430 sf, Existing Impervious 0 sf 58,430 SF = 1.3 Acres New 29,415 SF Parking Lot = 29,415 SF = 0.68 Acres New 11,000 SF Building = 11,000 SF = 0.25 Acres Total Impervious 40,415 SF = 0.93 Acres Parcel Percent Impervious 69 Basin D -Parcel 4 - 37,676 sf, Existing Impervious 0 sf 37,676 SF = 0.9 Acres New 12,000 SF Parking Lot = 12,000 SF = 0.28 Acres New 8400 SF Building = 8,400 SF = 0.19 Acres Total Impervious 20,400 SF = 0.47 Acres Parcel Percent Impervious 54 Basin E -Roadway - 12,211 sf Area, Exisitng Impervious 0 sf 12,211 SF = 0.3 Acres New 12,211 SF Impervious = Total Impervious 12,211 SF = 0.28 Acres Parcel Percent Impervious 100 Total Portion of the Lot Improved 123,126 SF = 2.83 Acres Total Pond Area 16,189 SF = 0.37 Acres Total Open Space/Landscaped Area 99,829 SF = 2.29 Acres Total Lot 239,144 SF = 5.49 Acres Lot Percent Impervious 51 Basin F -Frontage Improvements 18671 sf Area, Existing Impervious 9,936 sf 18,671 SF = 0.4 Acres New 3,672 SF Roadway = Total New Impervious = 9,936 + 3,672 = 13,608 SF = 0.31 Acres Percent Impervious Increase 73 % 0.0 CHRISTENSEN PRELIMINARY DRAINAGE DESIGN CALCULATIONS ON SITE INFILTRATION POND SIZING On Site - 51 % Impervious 139,315 SF = 3.20 Acres Per HYDRA the runoff volume 24 hr/100yr Storm Event = 12850 cf Per HYDRA the incoming runoff rate 24hr/100yr Storm Event = 0.36 cfs Total volume provided = 32378 cf >12850 cf OK Bottom area = 16189 sf Using 10 in/hr infiltration rate, over a 16189 sf Bottom, Infiltration Rate = 3.75 cfs BASIN F -INFILTRATION GALLARY SIZING -FRONTAGE IMPROVEMENTS Frontage Improvements - 100% Impervious 13,608 SF = 0.31 Acres Per HYDRA the runoff volume = 790 cf Drywell size 3' deep, 3' wide, 320 long = 2880 cf Drywell volume x 30% voids = 864 cf Total volume provided = 864 cf > 790 cf OK Bottom area = 960 sf Using 10 in/hr, over a 16378 sf Bottom, Infiltration Rate = 0.22 cfs ROOF INFILTRATION TRENCH VOLUME PROVIDED DRYWELL SIZING DDECM Table 8.2 Soil Group A - 125cf/1000sf of Roof Roof Area -Parcel 1 Building at 8,400 sf/building Drywell for 8,400 sf building = (125cf/1,000sf)(8,400sf) = 1,050 cf Use Drywell 47' x 15' x 5' x 30% voids= 1,058 cf DDECM Table 8.2 Soil Group A - 125cf/1000sf of Roof Roof Area -Parcel 2 Building at 9,000 sf/building Drywell for 9,000 sf building = (125cf/1,000sf)(9,OOOsf) = 1,125 cf Use Drywell 50' x 15' x 5' x 30% voids= 1,125 cf DDECM Table 8.2 Soil Group A - 125cf/1000sf of Roof Roof Area -Parcel 3 Building at 11,000 sf/building Drywell for 11,000 sf = (125cf/1,000sf)(11,OOOsf) = 1,375 cf Use Drywell 62' x 15' x 5' x 30% voids= 1,395 cf DDECM Table 8.2 Soil Group A - 125cf/1000sf of Roof Roof Area -Parcel 4 Building at 8,400 sf/building Drywell for 8,400 sf building = (125cf/1,000sf)(8,400sf) = 1,050 cf Use Drywell 47' x 15' x 5' x 30% voids= 1,058 cf JOB CHRISTENSEN DEVEOLPMENT REM PRELIMINARY STORMWATER DESIGN -- 100 YEAR 24-HOUR REM EVENT FOR DETENTION SIZING TOT 6.15 FIL C:\HYE\1A.INC NEW PARKING LOT STORMWATER REM C:\HYDRA\CMD\CHRIST.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 IS 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 CHD 6, 0.3, 0.20, 3, 3, 3, 1, 0, 0, 0, 0 NEW SUB BASIN SCS 3.2, 0.51, 98, 90, 20, 0.008, 156 CHA 100, 327, 323, 326, 323 INL 99 DPI 70, 340.58, 336.88 HOL SUBBASIN NEW INFILTRATION POND REC SUBBASIN DPI 35, 336.88, 335 RED (0/0, 32378/3.75) RES 323, 323, 327, OVER END C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 - -- ---------------------------------------- C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CFS CHRISTENSEN DEVEOLPMENT *** SUB BASIN Channel Long Invert Surf FreBrd Width Shape San Sto Flow Estimated Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost 1 100 326.00 326.72 0.3 7.30 3.000 0.00 2.96 2.96 0 0.0300 323.00 323.72 -0.7 0.72 3.00 0.00 0.00 0.80 3.000 Froude Number = 0.20 *** SUB BASIN Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 2 70 0.0010 323.00 0.0 3.0 2.96 12.32 340.58 336.88 18 322.93 0.0 0.0 2.48 17.58 323.96 323.89 0 0.64 13.95 16.62 12.99 ---------------------------------------------------- Lateral length= 170 Upstream length= 170 *** INFILTRATION POND Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 3 35 0.0010 322.93 0.0 3.0 2.96 10.48 336.88 335.00 18 322.90 0.0 0.0 2.48 13.95 323.89 323.85 0 0.64 12.10 12.99 11.15 ---------------------------------------------------- Lateral length= 35 Upstream length= 205 ---------------------------------------------------- Lateral length= 0 Upstream length= 0 *** INFILTRATION POND Reservoir Cost Invert -------------- Maximum Flow Values ----------------- Link Exfil Up/Dn/Ovr San Inf Sto Mis Design 5 0 323.00 Incoming 0.00 0.00 2.96 0.00 2.96 0 323.00 Discharge 0.00 0.00 1.54 0.00 1.54 327.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored 0 0 12850 0 12850 ---------------------------------------------------- Lateral length= 35 Upstream length= 205 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 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 Off 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 Print heading at top of page ON Number of steps in hydrograph 166 Step length in minutes 60 Significant flow in hydrograph 0.010. Infiltration Diurnalization Factor 0.980 Maximum plot value Selected by HYDRA Type of hydrographic plot Compact Sanitary flow by Diurnal Curve Delay to start of actual storm 0.00 Rational Method computations OFF SCS computations Santa Barbara Continuous simulation computations ON Maximum d/D for pipe design/analysis 0.900 Match point position on pipe 0.00 or Invert Number of allowable diam drops 999 Mimimum drop thru manhole 0.000 Manning's n Variable Routing technique Quick Calculate sanitary flows ON Calculate infiltration flows ON Calculate misc flows ON Listing of acceptable diameters (Changed by the PCO command): 4 6 8 10 12 15 18 21 24 27 30 33 36 39 42 45 48 54 60 66 72 78 ~ 84 90 96 102 108 114 120 132 1: JOB CHRISTENSEN DEVEOLPMENT 2: REM PRELIMINARY STORMWATER DESIGN -- 100 YEAR 24-HOUR 3: REM EVENT FOR DETENTION SIZING 4: 5: TOT 6.15 Total rainfall 6.15 Inches 6: FIL C:\HYE\lA.INC C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 2 ---------------------------------------=====10 27 19-Dec-103 C:\HYDRA\CMD\CHRISTEN.CMD CHRISTENSEN DEVEOLPMENT ------START OF SUB-FILE------ l: 2: HYE 10 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0. 005 + 3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.007 + 4: 0.007 0.007 0.007 0.007 0.007 0.0082 0.0082 0.0082 0.0082 0.0082 0.0082 0.0095 + 5: 0.0095 0.0095 0.0095 0.0095 0.0095 0.0134 0.0134 0.0134 0.0180 0.0180 0.034 0.054 + 6: 0.027 0.018 0.0134 0.0134 0.0134 0.0088 0.0088 0.0088 0.0088 0 .0088 0.0088 0.0088 + 7: 0.0088 0.0088 0.0088 0.0088 0.0088 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 + 8: 0.0072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 + 9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 + 10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 11: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 12: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 13: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 14: 0.0040 Step time 10 00 Minutes Total in original hyetograph 0.17 Inches Adjusting hyetograph from 10.00 minutes to 60.00 minutes Total volume rain in production hyetograph 6.15 Inches Maximum intensity 1.01 Inches/Hr Working hyetograph in INCHES/HOUR: 0.00 0.50 1.00 1.50 2.00 Time In/Hr +--- ------+---------+---------+------- --+ 60 0.15 I=== 120 0.16 I=== 180 0.20 ~___ = 240 0.23 === == 300 0.27 ~___ _= 360 0.32 I=== ==_ 420 0.40 ~___ ____= 480 1.01 ~___ ______~__________ 540 0.47 I=== ======I 600 0.32 I=== === 660 0.31 I=== === 720 0.27 I=== == 780 0.25 ~___ __ 840 0.21 === = 900 0.20 I=== = 960 0.18 I=== = 1020 0.17 ~__= 1080 0.15 I=== 1140 0.15 I=== C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 3 -------------------------- C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT 1200 0.15 I=== 1260 0.15 I=== 1320 0.15 I=== 1380 0.15 ~___ 1500 0.00 15: RET ------ END OF SUB-FILE ------ 7: NEW PARKING LOT STORMWATER 8: 9: REM C:\HYDRA\CMD\CHRIST.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 DESIGN PIPE IS A 12 INCH 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, MINIMUM VELOCITY 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 23: CHD 6, 0.3, 0.20, 24: NEW SUB BASIN 25: SCS 3.2, 0.51, 98, Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 3, 3, 3, 1, 0, 0, 0, 0 90, 20, 0.008, 156 Land segment Portion impervious Curve number (CN) for Impervious Curve number (CN) for Pervious K Factor Slope of land Sheet flow distance Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff 0.00900 4.00 Inches 2.00 Feet 2.00 Feet 0.0100 Feet/Sec . 0.00100 0.9000 132.00 Inches . 3.200 Acres . 0.510 . 98.000 90.000 . 20.000 . 0.00800 156.000 Feet 1.45 Minutes . 1.45 Minutes 36433.58 CuFt 35062.73 CuFt C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 4 C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT Portion off impervious 96.24 ~ Peak CFS rainfall falling on impervious 1.66 CuFt/Sec Peak CFS runoff from impervious 1.61 CuFt/Sec Equivalant "C" off impervious 0.97 Total rainfall falling on pervious 35004.82 CuFt Pervious runoff 28449.63 CuFt Portion off pervious 81.27 $ Peak CFS rainfall falling on pervious 1.60 CuFt/Sec Peak CFS runoff from pervious 1.35 CuFt/Sec Equivalant "C" off pervious 0.85 Total rainfall falling on segment 71438.40 CuFt Total segment runoff 63512.36 CuFt Portion off segment 88.91 ~ Peak CFS rainfall falling on segment 3.26 CuFt/Sec Peak CFS runoff from segment 2.96 CuFt/Sec Equivalant "C" off segment 0.91 Hydrograph off land segment I - Impervious runoff in CFS P - Pe rvious runoff in CFS T - Total runoff in CFS 0.00 1.00 2.00 3.00 4.00 Time +---------+---------+---------+---------+ 0 0.06 0.00 0.06 ~ ~ I I I 60 0.18 0.01 0.19 ~* I I I I 120 0.28 0.08 0.36 I IT I I I I 180 0.36 0.17 0.52 IP IT I I I I 240 0.43 0.26 0.69 ~ PI T I I I I 300 0.51 0.35 0.86 I PI T I I I I 360 0.64 0.49 1.13 ~ PI T I I I 420 1.61 1.35 2.96 I I P I I TI I 480 0.84 0.74 1.59 I PI I T I I I 540 0.47 0.43 0.90 I PI T I I I I 600 0.56 0.50 1.06 ~ PI T I I I 660 0.39 0.36 0.74 I* T ~ I I I 720 0.45 0.41 0.86 ~ PI T I I I I 780 0.31 0.29 0.59 I* T I I I I 840 0.37 0.34 0.70 ~ PI T ~ I I I 900 0.27 0.25 0.53 * T I I I I 960 0.31 0.29 0.60 I* T I I I I 1020 0.22 0.21 0.42 I* T I I I I 1080 0.27 0.24 0.51 IPI T I I I I 1140 0.22 0.21 0.43 I* T I I I I 1200 0.26 0.24 0.50 IPI T I I I I 1260 0.23 0.21 0.44 I* T I I I I 1320 0.26 0.24 0.50 IPI T I I I I 1380 0.23 0.22 0.44 I* T I I I I 1440 0.02 0.02 0.04 I I I I I Time +---------+---------+---------+---------+ 0.00 1.00 2.00 3.00 4.00 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 5 ---------------------------------- C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT 26: CHA 100, 327, 323, 326, 323 Length 100.00 Feet GrUp 327.00 Feet GrDn 323.00 Feet InvUp 326.00 Feet InvDn 323.00 Feet NOTE: Gutter Hydrograph added to Storm Hydrograph. 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 Storm flow (no SF) . Design flow including SF Combined SF CHD Maximum velocity CHD Minimum velocity CHD Mannings "n" . CHD Left side slope CHD Bottom width CHD Right side slope CHD Minimum freeboard CHD Exfiltration Channel Slope Design flow Depth of flow Velocity Travel time Width of surface Downstream hydrograph in CFS (Initial time=2.08 min): 0.0000 1.0000 2.0000 3.0000 4.0000 Time +---------+---------+---------+---------+ 2 0.0576 62 0.1940 (= 122 0.3575 ~___ 182 0.5223 ~____ 242 0.6869 I=====_ 302 0.8635 ~________ 362 1.1336 ~_________= 422 2.9619 ~_________~_________~_________~ 482 1.5863 I=====____~_____ 542 0.8977 ~________ 602 1.0597 ~__________ 662 0.7441 ~_____= 722 0.8627 =====___ 782 0.5923 I===== 842 0.7034 ====== 902 0.5266 I==== 962 0.5994 ~_____ 0.00 CuFt/Sec 2.962 Cuft/Sec 2.962 Cuft/Sec 1.000 6.0000 FPS 0.3000 FPS 0.2000 3.0000 3.00 Feet 3.0000 1.0000 Feet 0.0000 IPH 0.0300 2.96 Cuft/Sec 8.60 Inches 0.72 Feet 0.80 Ft/Sec 2.08 Minutes 7.30 Feet C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.mor.rissette & associates Page 6 ------ C:\HYDF.A\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT 1022 0.4229 I=== 1082 0.5095 ~___= 1142 0.4316 I=== 1202 0.5030 ~___= 1262 0.4388 ~__= 1322 0.4976 I==== 1382 0.4448 ~__= 1442 0.0447 Time +---------+---------+---------+---------+ 0.0000 1.0000 2.0000 3.0000 4.0000 27: INL 99 28: DPI 70, 340.58, 336.88 Length 70.00 Feet Ground elevation up 340.58 Feet Ground elevation down 336.88 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 MinSlope 0.001 00 Link number 2 NOTE: Adjusting hydrographs for worst case situation @Adding Sto into Event C~Adding Diurnal into Design C~Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 2.962 Cuft/Sec Design flow including SF 2.962 Cuft/Sec Combined SF 1.000 Design diameter 18.00 Inches Invert elev up 323.00 Feet Invert elev down 322.93 Feet Slope 0.001 00 Depth of fluid in pipe 11.52 Inches d/D 0.640 Partial flow velocity 2.483 Feet/Sec Downstream hydrograph in CFS (Initial time=2.55 min): 0.0000 1.0000 2.0000 3.0000 4 .0000 Time +----- ----+---------+---------+------- --+ 3 0.0581 63 0.1975 I= 123 0.3601 I=== 183 0.5227 I==== 243 0.6853 I===== = 303 0.8595 I===== __= 363 1.1383 ~_____ ____= 423 2.9619 ~_____ ____~_________~_________~ 483 1.5913 I===== ====I===== 543 0.8944 I===== ___ 603 1.0570 ~_____ ____= 663 0.7434 I===== = 723 0.8595 ~_____ __= 783 0.5924 I===== C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 7 C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT 843 0.7085 ~______ 903 0.5227 I==== 963 0.6040 ~_____ 1023 0.4182 ~__= 1083 0.5111 I==== 1143 0.4298 I=== 1203 0.4995 I==== 1263 0.4414 I=== 1323 0.4995 ~___= 1383 0.4414 I=== 1443 0.0465 Time +---------+---------+---------+---------+ 0.0000 1.0000 2.0000 3.0000 4.0000 29: HOL SUBBASIN Tag SUBBASIN Link 2 From line 29 In file C:\HYDRA\CMD\CHRISTEN Sent to Hold [1] 30: 31: NEW INFILTRATION POND 32: REC SUBBASIN Hold [Num] 1 Looking up record number 2 33: DPI 35, 336.88, 335 Length 35.00 Feet Ground elevation up 336.88 Feet Ground elevation down 335.00 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.009 00 MinSlope 0.001 00 Link number 3 NOTE: Adjusting hydrographs for worst case situation @Adding Sto into Event c~Adding Diurnal into Design C~Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 2.962 Cuft/Sec Design flow including SF 2.962 Cuft/Sec Combined SF 1.000 Design diameter 18.00 Inches Invert elev up 322.93 Feet Invert elev down 322.90 Feet Slope 0.001 00 Depth of fluid in pipe 11.52 Inches d/D 0.640 Partial flow velocity 2.483 Feet/Sec Downstream hydrograph in CFS (Initial time=2.78 min): C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 8 --------------------------------------------------------------- C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 Time 3 63 123 183 243 303 363 423 483 543 603 663 723 783 843 903 963 1023 1083 1143 1203 1263 1323 1383 1443 Time CHRISTENSEN DEVEOLPMENT 0.0000 1.0000 2.0000 3.0000 4.0000 0.0581 0.1975 I= 0.3601 ~__= 0.5227 I==== 0.6853 I====== 0.8595 I=====__= 1.1383 I=====____= 2.9619 ~_________~_________~_________~ 1.5913 ~_________~_____ 0.8944 ~_______= 1.0570 I=====____= 0.7434 I====== 0.8595 =====__= 0.5924 I===== 0.7085 ~_____= 0.5227 ~___= 0.6040 I===== 0.4182 I=== 0.5111 I==== 0.4298 ~__= 0.4995 I==== 0.4414 I=== 0.4995 ~___= 0.4414 I=== 0.0465 0.0000 1.0000 2.0000 3.0000 4.0000 34: RED (0/0, 32378/3.75) 1 0.000 0.000 2 32378.000 3.750 35: RES 323, 323, 327, OVER Number of points on Volume/Discharge curve 2 Maximum capacity of reservoir INFINITE Inlet elevation 323.00 Feet Outlet elevation 323.00 Feet Link number 4 NOTE: Adjusting hydrographs for worst case situation C~Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 2.962 Cuft/Sec Design flow including SF 2.962 Cuft/Sec Combined SF 1.000 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 9 C:\HYDRA\CMD\CHRISTEN.CMD 10:27 19-Dec-103 CHRISTENSEN DEVEOLPMENT Diversion hydrographs I - Incoming hydrograph in CFS X - Exit hy drograph in CFS V - Volume of Reservoir in CuFt divided by10000 0.00 1.00 2.00 3.00 4.00 Time +---------+---------+------- --+---------+ 3 0.06 0.01 0.02 I 63 0.20 0.06 0.07 II I 123 0.36 0.14 0.15 I I I 183 0.52 0.25 0.25 I* I I 243 0.69 0.38 0.36 I * I I 303 0.86 0.52 0.48 I * I I I 363 1.14 0.69 0.64 I VX I 423 2.96 1.22 1.27 I XV ~ II I 483 1.59 1.54 1.28 ~ I V XI 543 0.89 1.42 1.10 I I V X I 603 1.06 1.27 1.02 ~ VI X 663 0.74 1.13 0.88 I V X 723 0.86 1.02 0.82 I VIXI 783 0.59 0.91 0.71 ~ IV X 843 0.71 0.82 0.66 I *X 903 0.52 0.75 0.58 ~ IVX 963 0.60 0.69 0.55 I *X 1023 0.42 0.62 0.48 I IVX ~ I 1083 0.51 0.57 0.46 ~ *X I 1143 0.43 0.53 0.42 I *X I 1203 0.50 0.51 0.42 I V* ~ I -1263 0.44 0.50 0.40 *X I 1323 0.50 0.49 0.41 I V* I I 1383 0.44 0.48 0.39 I *X I I 1443 0.05 0.39 0.27 ~ VX 1503 0.00 0.31 0.16 IVX ~ ~ I 1563 0.00 0.18 0.09 X I I I 1623 0.00 0.11 0.05 I I I I I 1683 0.00 0.06 0.03 I ~ I I I 1743 0.00 0.04 0.02 I I I I I 1803 0.00 0.02 0.00 I I I I Time +---------+---------+------- --+---------+ 0.00 1.00 2.00 3.00 4.00 36: END C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 10 -----------------------------------=====10:27 19-Dec-103 C:\HYDRA\CMD\CHRISTEN.CMD CHRISTENSEN DEVEOLPMENT ------ S U M M A R Y O F A N A L Y S I S------ Run number on command file Number of links Number of hydrographs Total sanitary population Total sanitary area Total storm area Number of pumps Number of reservoirs Number of diversion structures Number of inlets Length of new pipe Length of existing pipe Length of channel Length of gutter Length of transport units Length of pressure pipe 5 5 44 0 0.00 Acres 3.20 Acres 0 1 0 1 105.00 Feet 0.00 Feet 100.00 Feet 0.00 Feet 0.00 Feet 0.00 Feet Closing DBF and NDX Files JOB CHRISTENSEN DEVELOPMENT REM PRELIMINARY STORMWATER DESIGN FOR THE FRONTGAE REM IMPROVEMENTS -- 100 YEAR 24-HOUR REM EVENT FOR DETENTION SIZING TOT 6.15 FIL C:\HYE\lA.INC NEW PARKING LOT STORMWATER REM C:\HYDRA\CMD\CHRISTF.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 IS 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 CHD 6, 0.3, 0.20, 3, 3, 3, 1, 0, 0, 0, 0 NEW SUB BASIN SCS 0.31, 0.73, 98, 90, 20, 0.008, 156 CHA 100, 327, 323, 326, 323 INL 99 DPI 70, 340.58, 336.88 HOL SUBBASIN NEW INFILTRATION GALLERY REC SUBBASIN DPI 35, 336.88, 335 RED (0/0, 864/0.22) RES 323, 323, 327, OVER END C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\CHRIST-1.CMD 10:42 19-Dec-103 CFS CHRISTENSEN DEVEOLPMENT *** SUB BASIN Channel Long Invert Surf FreBrd Width Shape San Sto Flow Estimated Link Slope Up/Dn Up/Dn Up/Dn Depth L/C/R Inf Mis Vel Cost 1 100 326.00 326.21 0.8 4.23 3.000 0.00 0.30 0.30 0 0.0300 323.00 323.21 -0.2 0.20 3.00 0.00 0.00 0.40 3.000 Froude Number = 0.17 *** SUB BASIN Pipe Design Link Long Slope Invert San Sto Qdes Depth GrUp GrDn SrCh/Dlt Diam Up/Dn Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 2 70 0.0010 323.00 0.0 0.3 0.30 13.23 340.58 336.88 8 322.93 0.0 0.0 1.38 17.58 323.39 323.32 0 0.58 13.95 17.19 13.56 ---------------------------------------------------- Lateral length= 170 Upstream length= 170 *** INFILTRATION GA Link Long Slope Diam 3 35 0.0010 8 Lateral Lateral LLERY Invert Up/Dn 322.93 322.90 length= length= Pipe Design San Sto Qdes Depth GrUp GrDn SrCh/Dlt Inf Mis Vel Up/Dn HGLUp HGLDn Estimated d/D Cover DiffUp DiffDn Cost 0.0 0.3 0.30 11.38 336.88 335.00 0.0 0.0 1.38 13.95 323.32 323.28 0 0.58 12.10 13.56 11.72 ------------------------------------ 35 Upstream length= 205 ------------------------------------ 0 Upstream length= 0 *** INFILTRATION GALLERY Reservoir Cost Invert -------------- Maximum Flow Values ---- --------- ---- Link Exfil Up/Dn/O vr San Inf Sto Mis Design 5 0 323.00 Incoming 0.00 0.00 0.30 0.00 0.30 0 323.00 Discharge 0.00 0.00 0.20 0.00 0.20 327.00 Overflow 0.00 0.00 0.00 0.00 0.00 Stored 0 0 790 0 790 Lateral length= 35 Upstream length = 205 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 1 C:\HYDRA\CMD\CHRIST-1.CMD 10:42 19-Dec-103 NONE Status of DEFAULTS at start of run. Command file C:\HYDRA\CMD\CHRIST-l.CMD Input units are read as USA Warnings are turned OFF Output sent to display Detailed Output sent to printer Off Output sent to file 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 Print heading at top of page ON Number of steps in hydrograph 166 Step length in minutes 60 Significant flow in hydrograph 0.010 Infiltration Diurnalization Factor 0.980 Maximum plot value Selected by HYDRA Type of hydrographic plot Compact Sanitary flow by Diurnal Curve Delay to start of actual storm 0.00 Rational Method computations OFF SCS computations Santa Barbara Continuous simulation computations ON Maximum d/D for pipe design/analysis 0.900 Match point position on pipe 0.00 or Invert Number of allowable diam drops 999 Mimimum drop thru manhole 0.000 Manning's n Variable Routing technique Quick Calculate sanitary flows ON Calculate infiltration flows ON Calculate misc flows ON Listing of acceptable diameters (Changed by the PCO command): 4 6 8 10 12 15 18 21 24 27 30 33 36 39 42 45 48 54 60 66 72 78 84 90 96 102 108 114 120 132 1: JOB CHRISTENSEN DEVEOLPMENT 2: REM PRELIMINARY STORMWATER DESIGN FOR THE FRONTGAE 3: REM IMPROVEMENTS -- 100 YEAR 24-HOUR 4: REM EVENT FOR DETENTION SIZING 5: 6: TOT 6.15 Total rainfall 6.15 Inches 7: FIL C:\HYE\lA.INC C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.mo~-rissette & associates Page 2 --------------------------------- C:\HYDRA\CMD\CHRIST-l.CMD ------------------------ 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT ------ START OF SUB-FILE------ 1: 2: HYE 10 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0. 005 + 3: 0.005 0.005 0.005 0.005 0.005 0.006 0.006 0.006 0.006 0.006 0.006 0.007 + 4: 0.007 0.007 0.007 0.007 0.007 0.0082 0.00 82 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: 0.0088 0.0088 0.0088 0.0088 0.0089 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 0.0072 + 8: 0.0072 0.0072 0.0072 0.0072 0.0072 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 0.0057 + 9: 0.0057 0.0057 0.0057 0.0057 0.0057 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 0.0050 + 10: 0.0050 0.0050 0.0050 0.0050 0.0050 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 11: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 12: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 13: 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 0.0040 + 14: 0.0040 Step time 10.00 Minutes Total in original hyetograph 0.17 Inches Adjusting hyetograph from 10.00 minutes to 60.00 minutes Total volume rain in production hyetograph 6.15 Inches Maximum intensity 1.01 Inches/Hr Working hyetograph in INCHES/HOUR: 0.00 0.50 1.00 1.50 2.00 Time In/Hr +---------+---------+---------+-------- -+ 60 0.15 I=== 120 0.16 ~__= 180 0.20 I==== 240 0.23 I===== 300 0.27 I===== 360 0.32 ~_____= 420 0.40 I=====___ 480 1.01 ~_________~__________ 540 0.47 I=========I 600 0.32 I====== 660 0.31 ~_____= 720 0.27 ~_____ 780 0.25 ~____= 840 0.21 I==== 900 0.20 I==== 960 0.18 ~___= 1020 0.17 ~__= 1080 0.15 I=== 1140 0.15 ~__= C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 3 C:\HYDRA\CMD\CHRIST-l.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT 1200 0.15 ~___ ~ ~ ~ 1260 0.15 I=== 1320 0.15 ~___ 1380 0.15 ~___ 1440 0.15 I=== 1500 0.00 ~ ~ 15: RET ------ END OF SUB-FILE ------ 8: NEW PARKING LOT STORMWATER 9: 10: REM C:\HYDRA\CMD\CHRISTF.CMD 11: 12: REM THIS FILE CREATES STORMWATER RUNOFF FLOWS GENERATED 13: REM DURING THE 100 YEAR 24 HOUR EVENT FOR STORAGE FOR THE 14: REM CHRISTENSEN DEVELOPMENT STORMWATER IMPROVEMENT. 15: REM THE METHODOLOGY IS CONSISTANT WITH THE 1992 STORMWATER 16: REM MANUAL FOR THE PUGET SOUND BASIN 17: REM THE DESIGN PIPE IS A 12 INCH PVC PIPE WITH 18: REM A MANNINGS n OF 0.009 (CIVIL ENGINEERING REFERNECE, 19: REM SEVENTH EDITION, LINDBURG) MINIMUM COVER OF 2 FEET, 20: REM MINIMUM DEPTH OF 2 FEET, MINIMUM VELOCITY OF 0.01 21: REM FT/SEC, MINIMUM SLOPE OF 0.001 AND d/D OF 0.9. 22: 23: DPD 0.009, 4, 2, 2, 0.01, 0.001, 0.9 Mannings n Minimum diameter Minimum depth Minimum cover Minimum velocity Minimum slope D/d Maximum diameter 24: CHD 6, 0.3, 0.20, 3, 3, 3, 1, 0, 0, 0, 0 25: NEW SUB BASIN 26: SCS 0.31, 0.73, 98, 90, 20, 0.008, 156 Land segment Portion impervious Curve number (CN) for Impervious Curve number (CN) for Pervious K Factor Slope of land Sheet flow distance Computed concentration time Total Time of Concentration Total rainfall falling on impervious Impervious runoff 0.00900 4.00 Inches 2.00 Feet 2.00 Feet 0.0100 Feet/Sec 0.00100 0.9000 132.00 Inches 0.310 Acres 0.730 98.000 90.000 20.000 0.00800 156.000 Feet 1.45 Minutes 1.45 Minutes 5052.03 CuFt 4861.95 CuFt C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 4 ---------------------------------------------------------- C:\HYDRA\CMD\CHRIST-1.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT Portion off impervious Peak CFS rainfall falling on impervious Peak CFS runoff from impervious Equivalant "C" off impervious Total rainfall falling on pervious Pervious runoff . Portion off pervious Peak CFS rainfall falling on pervious Peak CFS runoff from pervious Equivalant "C" off pervious Total rainfall falling on segment Total segment runoff Portion off segment Peak CFS rainfall falling on segment Peak CFS runoff from segment Equivalant "C" off segment Hydrograph off land segment ~ ~ I IT I I IT IP I T I I P I IT I P P II T IP I T I P I TI I P I T I I P I T I I P I T I I P I T I I IT I P I T I I IT I I IT IT I IT I I I - Impervious runoff in CFS P - Pervious runoff in CFS T - Total runoff in CFS 0.00 0.10 0.20 0.30 0.40 Time +---------+---------+---------+---------+ 0 0.01 0.00 60 0.03 0.00 120 0.04 0.00 180 0.05 0.01 240 0.06 0.01 300 0.07 0.02 360 0.09 0.03 420 0.22 0.07 480 0.12 0.04 540 0.07 0.02 600 0.08 0.03 660 0.05 0.02 720 0.06 0.02 780 0.04 0.02 840 0.05 0.02 900 0.04 0.01 960 0.04 0.02 1020 0.03 0.01 1080 0.04 0.01 1140 0.03 0.01 1200 0.04 0.01 1260 0.03 0.01 1320 0.04 0.01 1380 0.03 0.01 1440 0.00 0.00 Time 0.01 0.03 0.04 0.06 0.07 0.09 0.12 0.30 0.16 0.09 0.10 0.07 0.08 0.06 0.07 0.05 0.06 0.04 0.05 0.04 0.05 0.04 0.05 0.04 0.00 I 96.24 ~ 0.23 CuFt/Sec 0.22 CuFt/Sec 0.97 1868.56 CuFt 1518.64 CuFt 81.27 ~ 0.0853 CuFt/Sec 0.0723 CuFt/Sec 0.85 6920.59 CuFt 6380.59 CuFt 92.20 ~ 0.32 CuFt/Sec 0.30 CuFt/Sec 0.93 TI IT IT I IT I I 0.00 0.10 0.20 0.30 0.40 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 5 -------------------------- C:\HYDRA\CMD\CHRIST-1.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT 27: CHA 100, 327, 323, 326, 323 Length 100.00 Feet GrUp 327.00 Feet GrDn 323.00 Feet InvUp 326.00 Feet InvDn 323.00 Feet NOTE: Gutter Hydrog raph added to Storm Hydr ograph. Link number 1 NOTE: Adjusting hyd rographs for worst case situation @Adding Sto into Event @Adding Diurnal into Design C~Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.295 Cuft/Sec Desi gn flow including SF 0.295 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 Bottom width 3.00 Feet CHD Right side slope 3.0000 C HD Minimum freeboard 1.0000 Feet CHD Exfiltration 0.0000 IPH Channel Slope 0.0300 Design flow 0.30 Cuft/Sec Depth of flow 2.46 Inches 0.20 Feet Velocity 0.40 Ft/Sec Travel time 4.17 Minutes Width of surface 4.23 Feet Downstream hydrograph in CFS (Initial time=4.17 min): 0.0000 0.1000 0.2000 0.3000 0 .4000 Time +---------+--- ------+---------+------- --+ 4 0.0080 64 0.0261 I== 124 0.0429 I=== 184 0.0582 I===== 244 0.0734 ~______ 304 0.0895 =====___ 364 0.1153 ========== 424 0.2953 I=====____~--- -==========----~ 484 0.1566 ~_________~___ __ 544 0.0881 (_______= 604 0.1042 ~_________~ 664 0.0727 I=====_ .I 724 0.0846 I=====__ 784 0.0577 ~_____ 844 0.0689 ====== 904 0.0513 I==== 964 0.0586 ~_____ C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.mo:rrissette & associates Page 6 C:\HYDRA\CMD\CHRIST-l.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT 1024 0.0411 I=== 1084 0.0498 I==== 1144 0.0420 I=== 1204 0.0491. ___= 1264 0.0427 I=== 1324 0.0486 I==== 1384 0.0432 I=== 1444 0.0044 Time +---------+---------+---------+---------+ 0.0000 0.1000 0.2000 0.3000 0.4000 28: INL 99 29: DPI 70, 340.58, 336.88 Length 70.00 Feet Ground elevation up 340.58 Feet Ground elevation down 336.88 Feet Minimum diameter 4.00 Inches Lump sum cost 0.00 Dollars ManningsN 0.00900 MinSlope 0.00100 Link number 2 NOTE: Adjus ting hydrographs for worst case situation c~Adding Sto into Event c~Adding Diurnal into Design c~Adding Event into De sign Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.295 Cuft/Sec Design flow including SF 0.295 Cuft/Sec Combined SF 1.000 Design diameter 8.00 Inches Invert elev up 323.00 Feet Invert elev down 322.93 Feet Slope 0.001 00 Depth of fluid in pipe 4.64 Inches d/D 0.580 Partial flow velocity 1.376 Feet/Sec Downstream hydrograph in CFS (Initial time=5.02 min): 0.0000 0.1000 0.2000 0.3000 0 .4000 Time +----- ----+---------+---------+------- --+ 5 0.0081 65 0.0266 I== 125 0.0428 I=== 185 0.0579 I===== 245 0.0729 I====== 305 0.0892 I=====_ _= 365 0.1158 I====== ===I= 425 0.2953 ~______ ___~_________~_________~ 485 0.1563 ~____== ===I===== 545 0.0890 ~______ _= 605 0.1042 ~____== ===I 665 0.0729 I====== 725 0.0845 I=====_ = 785 0.0579 I===== C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & associates Page 7 C:\HYDRA\CMD\CHRIST-1.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT 845 0.0683 I====== 905 0.0509 ~____ 965 0.0591 I===== 1025 0.0417 I=== 1085 0.0498 I==== 1145 0.0417 I=== 1205 0.0486 ~____ 1265 0.0428 I=== 1325 0.0486 I==== 1385 0.0428 ~__= 1445 0.0046 Time +---------+---------+---------+---------+ 0.0000 0.1000 0.2000 0.3000 0.4000 30: HOL SUBBASIN Tag SUBBASIN Link 2 From line 30 In file C:\HYDRA\CMD\CHRIST-1 Sent to Hold [1] 31: 32: NEW INFILTRATION GALLERY 33: REC SUBBASIN Hold (Num] 1 Looking up record number 2 34: DPI 35, 336.88, 335 Length 35.00 Feet Ground elevation up 336.88 Feet Ground elevation down 335.00 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 c~Adding Sto into Event @Adding Diurnal into Design @Adding Event into Design Average Design Flow Storm flow (no SF) Design flow including SF Combined SF Design diameter Invert elev up Invert elev down Slope Depth of fluid in pipe d/D Partial flow velocity 0.00 CuFt/Sec 0.295 Cuft/Sec 0.295 Cuft/Sec 1.000 8.00 Inches 322.93 Feet 322.90 Feet 0.00100 4.64 Inches 0.580 1.376 Feet/Sec Downstream hydrograph in CFS (Initial time=5.44 min): C:\HYDRA\CMD\ HYD RA Version 5.85 j.w.mor_rissette & associates Page 8 C:\HYDRA\CMD\CHRIST-1.CMD 10 42 19-Dec-103 CHRISTENSEN DEVEOLPMENT 0.0000 0.1000 0.2000 0.3000 0.4000 Time +---------+---------+---------+----- ----+ 5 0.0081 65 0.0266 I== 125 0.0428 ~__= 185 0.0579 I===== 245 0.0729 I====== 305 0.0892 ~_______= 365 0.1158 ~____=====I= 425 0.2953 ~_________~_________~_________~ 485 0.1563 ~_________~____= 545 0.0880 ~_______= 605 0.1042 ~____=====I 665 0.0729 I=====_ 725 0.0845 ~______= 785 0.0579 ~____= 845 0.0683 ~_____= 905 0.0509 I==== 965 0.0591 ----- 1025 0.0417 ~__= 1085 0.0498 I==== 1145 0.0417 I=== 1205 0.0486 ~___= 1265 0.0428 ~__= 1325 0.0486 I==== 1385 0.0428 ~__= 1445 0.0046 Time +---------+---------+---------+------ ---+ 0.0000 0.1000 0.2000 0.3000 0.4000 35: RED (0/0, 864/0.22) 1 0.000 0.000 2 864.000 0.220 36: RES 323, 323, 327, OVER Number of points on Volume/Discharge curve 2 Maximum capacity of reservoir INFINITE Inlet elevation 323.00 Feet Outlet elevation 323.00 Feet Link number 4 NOTE: Adjusting hydrographs for worst case situation @Adding Sto into Event C~Adding Diurnal into Design c~Adding Event into Design Average Design Flow 0.00 CuFt/Sec Storm flow (no SF) 0.295 Cuft/Sec Design flow including SF 0.295 Cuft/Sec Combined SF 1.000 C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.morrissette & assoc iates Page 9 C:\HYDRA\CMD\CH RIST~I.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT Diversion hydro graphs I - Incoming hydrog raph in CFS X - Exit hy drograph in CFS V - Volume of Reservoir in CuFt divided by10000 0.00 0.10 0.20 0.30 0.40 Time +---------+---------+------ ---+---------+ 5 0.01 0.00 0.00 65 0.03 0.01 0.01 I I 125 0.04 0.03 0.01 ~ XI 185 0.06 0.04 0.02 IV X I 245 0.07 0.06 0.02 IV XI 305 0.09 0.07 0.03 I V X I 365 0.12 0.09 0.04 I V X II 425 0.30 0.18 0.08 I V I X I II 485 0.16 0.20 0.06 ~ V ~ I XI 545 0.09 0.15 0.04 I V I X 605 0.10 0.12 0.04 ~ V IX 665 0.07 0.10 0.03 I V I X 725 0.08 0.09 0.03 ~ V IX 785 0.06 0.07 0.02 IV IX 845 0.07 0.07 0.02 IV 905 0.05 0.06 0.02 IV IX 965 0.06 0.06 0.02 IV 1025 0.04 0.05 0.02 IV IX 1085 0.05 0.05 0.02 ~V 1145 0.04 0.05 0.02 V IX 1205 0.05 0.05 0.02 IV 1265 0.04 0.05 0.02 ~V IX 1325 0.05 0.05 0.02 ~V 1385 0.04 0.05 0.02 ~V IX 1445 0.00 0.03 0.01 ~ X 1505 0.00 0.02 0.00 ~X Time +---------+---------+------- --+---------+ 0.00 0.10 0.20 0.30 0.40 37: END C:\HYDRA\CMD\ HYDRA Version 5.85 j.w.mo:rrissette & associates Page 10 C:\HYDRA\CMD\CHRIST-l.CMD 10:42 19-Dec-103 CHRISTENSEN DEVEOLPMENT ------ S U M M A R Y O F A N A L Y S I S------ Run number on command file Number of links Number of hydrographs Total sanitary population Total sanitary area Total storm area Number of pumps Number of reservoirs . Number of diversion structures Number of inlets Length of new pipe Length of existing pipe Length of channel Length of gutter Length of transport units Length of pressure pipe 2 5 44 0 0.00 Acres 0.31 Acres 0 1 0 1 105.00 Feet 0.00 Feet 100.00 Feet 0.00 Feet 0.00 Feet 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 404 Yelm Avenue 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 under Remedies 1 and/or 2. (4) The persons listed in (1), above, shall assume all responsibility for the cost of any maintenance and for repairs to the stormwater facility. Such responsibility shall include reimbursement to the JURISDICTION within 30 days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate for liquidated judgments. If legal action ensues, any cost or fees incurred by the JURISDICTION will be borne by the parties responsible for said reimbursements. (5) The owner hereby grants to the JURISDICTION a lien against the above- described property in an amount equal to the cost incurred by the JURISDICTION to perform the maintenance or repair work described herein. This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the Jurisdiction. It shall run with the land and be binding on all parties having or acquiring from OWNER or their successors any rights, title, or interest in the property or any part thereof, as well as their title, or interest in the property or any part thereof, as well as their heirs, successors, and assigns. They shall inure to the benefit of each present or future successor in interest of said property or any part thereof, or interest therein, and to the benefit of all citizens of the JURISDICTION. Owner Owner STATE OF WASHINGTON ) SS COUNTY OF THURSTON ) On this day and year personally appeared before me, and lo7own to be the individual(s) described, and who executed the foregoing instrument and aclrnowledge 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 aclrnowledge 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 APPROVED AS TO FORM: Notary Public in and for the State of Washington, residing in 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 YELM COMMUNITU SCHOOLS or its assigned representative. In general, system components should be inspected in accordance with the Maintenance Checklists included as Attachment "A" at the rear of this document. Use the suggested frequency indicated on the left side of the Checklist Forms: (1) Monthly (M) from November through April (2) Annually (A), once in late summer (preferably September) (3) After major storm events (S)>1 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: ATT~l~NNtENf "A" MAINTENANCE PROGRAM Maintenance Checklist for Closed Detention. Systems (PipeslTanksj requency ° Drainage. Systems Problem / ~/ ~ _ Condipon& To , Condi-Eions That Shall Exist Feature • . Chedc For , : ' ' - M Storage area (Pipe Plugged.air vents (small One-Half of the end area of a vent'is Vents free of debrisand blocked at any point with debris d _ tank) pipe that ; :an sediment: sediment. Plugged vent can cause connects catch siiorage area. to collapse.' - basin fo _ storage, PiPe). Debris and ' ' Accumulated sediment depth All sedimentand debris + sediment exceeds is% gfdiameter. ... x . ~remoued3rornstorage area ' ~ E ample:. 72 inch storage:,tank . Hrould re u~re Ge Q arnng when . Contact the County for. . danc sediment reaches dept[i of 10 " gui e on sedunent remoVa(and disposal in~hes.- . A Joints between /any crack etlowing material to leak ' Alt joints between tank/pipe tank/pipe section into facii ~y sections are s..ated. A Tank/pipe bent Rny part oftank/pipe is noticeably Tank/ i e re P P paired or out of shape bent out of stia ~. P~ replaced to design. Contact a professional engineer for evaluation. M,S Manhole Cover not in . Cover is missing .or. only Partially in tikanhole is dosed: place place. Rny open manhole requires rnainterrani~. R Locking Mechanism cannot 6e opened 6y M°chanism-opens with proper mechanism not .one maintenance person with tools working Proper tools; Botts into'frame-have . less than 1/2-inch of thread (may not-apply to self='(odting: lids). A Cover d'rfricuft One maintenance person cannot Cover can.be removed and ` - tq remove _ remove lid after applying.80 pounds ' reinstalled by one 01= i rfL Intent is to keep cover from maintenance-person. sealing. off. access to maintenance. A Ladder rungs NFaintenance person judges That Ladder meets design unsafe ladder is unsafe tlue to missing , standards and allows rungs, misalignment, rust, or cracks. Ladder' must be fixed or secured maintenance persons safe a c s inmediately_ c e s. It ~ ~u ice ~,n~"~re u~I~c4hor u n~nhlem avi + CC u w~ ~.. ~.nici ~.r9~ ~iva$e ivi tn~t,a Prv~eJJiV hlal Cl llf. 11 fleet. Comments: ~: A =Annual (March or April preferred) M =Monthly ,(see schedule) S = Pifier major storms (use 1-inch in 24 hours as a gujdeline) J=19 A~ACHINEi~iT "A" (CONfiNUE~) Maintenance Checklist for Catch Basins and (ntets Frequency Drainage ..Problem Conditions.To Check For System .. / .' Conditions Tha# Should Exist Feature M,S General _ - Trash,. debris, .Trash or debris in,front of the catch No trash or debris aocated . ' `. and sedimenf> :basin opening is blocking capacit i e m nr on.basm by:more than 70% y i nm diatefy.in fiort of catch basin.openin G a e - - ~ ,.. g. r t .is kept dean and allornrs water to enter. = .:. M Sediment or debris (ih the basm) :. No sedirrient or debris m th e - ..:that exceeds 1/3 the depth from the ;catch. basin: Catch basin is bottom of basin to invert of the d lowest pipe.rato; or out of the. basin ug out and dean.: . M S ~ Trash •or debns in any inlet or prpe Inlet and outlet ~ P pys free of .; .blocking moreahan 113 fit o s. heigh t:. trash or debris. ;,.:,. ,.. . M' S#ructtrral :Comer.-offrame extends more than Frame is even with•curb ~damagea - / o 3 4 mch past Garb face into the frame and/ •s r . or t eet (rf applicable). .,top stab M Z'np slab.has holes larger' than 2 q h Top stab is free o€ holes and s uare;inc es.or cracks w;der than cracks -?!4•mch,(intent is:to make sure all: . . ~ •:rrraterzalis•running rr>fo the_bzsinj. . M 'Frame notartfing-bush on top slab„ er separat-on,of more than 3/4 Frame:is sitting flush on top - :inch of the::frame froni.the op siafi. stab. '~' ;Cracks io .basrn C?acks.wider than 72 inch and vrialls/bottom longerfhan;3 feet any evidence f ` Basm replaced or repaired ~to , o `so7 particles entering catch basin. through cracks; or maintenanc ' design stahdards. Contact a professional engineer for a e . .person judges that structure is . evalu tion: , _ unsound:... A ~ Clacks wider than 12 mch and longer than 1 foot at the joint f i tVo cracks more than 1/4 inch . o ar y _ ?nlet/outlet,pipe or any evidence.of `soifpartrcl>s enteri ' wide at the joint of intet/oaflet pipe..Contact a professional . ng catcfi basin - through..cracks: engineer for evaluation. _ A Settlern~nt/ .Basin-has settled more than 1 inch misaTrgnmen# or has.rofated more than 2 i ch 8asrn replaced or repaired to : n es - . out of alignment desrgnstandards:. Gontacta processional engineer for evaluation..' M,S Flre hazardbr ' ;Presence of chemicals sucfi as other pollution natural gas oil and asol No color; odor, or sludge. , , g ine. Oiirioxious color, odor nr sludg Basin is dug out and clean: , e. noted. M,S Out(et pipe is Vegetation or roots growm m clogged with inlet/outlet g pipe joints that: is m ' ` ~ ' ` No vegetation or rodt growth ore vegetation than six; incfies tall and Tess than ix present s inches apart.. tf you are unsure whether a problem exists,. please c©ntact a Professiona9 Engineer. J-21 ,: , . ATTACHMENT,.,A.. (CONT[l~UE~) , Maintenance Checklist for lnfiltralion. Systems Frequency_ }; 4 ~ Drainage Profilem Conditions to Check For . Conditions That Should E;ist System ~ _ Feature M,S .. General Trash & debris .See Mairitenarice Checklist for See Maintenance Gheckfist - :buildup in pond Ponds. ` ,. .. forPonds. M ~Po~sonous ' See liAeintenapce Cheddist for See Maintenani~ Checklist ,. , vegetation,',. Ponds foi• Ponds IUf,S Fire i~azard or ` See Maintenance Checklist for See lUlaintenance Checklist pollution.; _ i 'Ponds for Ponds. M , ;, ,V etationnot., See.Mlaintenance Checkiistfor . See Maintenance Checklist. . ,growingo~ts Ponds forPonds- .. M Rodent°holes ,. rSeeMainfenan~ Checklist for ;.: See Maintenance Checklist - ; sPonds:. _ : - for Pods. M insects". See Maintenance Checklist for ~ `See t~iiaintenant~ Cheddst ` _. .Ponds.: ' for Porads. ~; .. A Storage; . Sediment _ A soil texture lest indicates taGlity~ is' ... Sedirrient is removed and/or . area butldup in not working at its'd~srgned ~ rac~irty~ts cleaned soahat ,. system:; :" :capab~i~ties orwas-incorrectly inflltrationsysterri'works -. ": - - 'd~s~gned~' accordrng~to~aesign:: A r ,< _ s~d~m=ntfi ra . in .area is' PA 9 ,: _ ,' diment rnsfalfed to reduce se transport rnto:'innttrtion area q Storage°area A?soii texture tesf indicates facilely"is Addfioiral volurn~ is added .. :: drarnsslowly notworkrng atrts designed through excauat~on to provide , _ _. ;: -- (more'thari 48" - `capabiGiies`orw2sancorrectly ? needed storage: S~ii'is' ,. :hours) or : designed::- ,.. _ ; .aerated and rotofrlled to~ ~over9ows' rmprove~drairia'ge ~xContact .tFie County for infomiafaon on its requirements regarding. excavation: tilt . Sediment Any sedimentand debris filling.area Clean out sump to design. trapping area to 10% of depth fcom.sump bottom ' depth: to bottom of outlet pipe or obstructing flow into the: conaedor P!Pe- ~: One Time Sediment StQmrwater enters infiltrafton area Add a trapping area by rapping area directly withouf treatment. constructing` asuriip for not present settling of solids. Segregate settling area from rest of faciTity..~ Contact the County "for guidance: ~ M Rock, filters Sediment and By visual inspection tittle or no water "Replace gravel in rack filter. debris . flows through fifter during heavy rain storms.. if' you are unsure whether a problem exists, please contact a Professional Engineer_ 3-25 ATTACHMENT "A" ~CONiit~UED) Maintenance Checklist for Energy D'-ssipators if you are unsure whether a problem exists, please contact a Professional Engineer. Comments: ~' A=Anntjal (March or April preferred) M=Monthty,(see schedule} S=After major storms (use 1-inch in 24 hours as e guideline) Frequency. Drainage Problem Condfiorts to Check For Conditions.That Should Exert System ~ Feature - A. Rock pad Missing or Oniy one layer ofrodc exists above Replace rocles`fo design moved rock rsative soil. in area 5 square feet or, _ = standard: larger; or any exposure of native sod: A Rock-filled ~ Missing or. Trench is riot full of rock Add large rock (+ or - 301b: trench for moved rock each) so that rock is visible discharge. above edge oftrench. from pond M Dispersion Pipe plugged Accumulated sediment that exceeds Pipe cleaned/flushed. trench with sediment. 20°~ of the design depth. , IiA Perforations Over 1 /2. of perforations in pipe are Clean or replace perforated' , . plugged plugged with debris and sediment pipe. M,S Not discharging vtstsal evidence ofwater_ Trench must be redesigned or water properly diischarging at concentrated.points re6uift to standard. Elevation along trench (normal condition is a of tip of trench should be-the "sheet flow" of water along trench). same (flat} at all points. intent is to prevent erosion damag=_. M,S Water flows out Maintenance person observes Facility must be rebuilt or top of. water.flowing out during any, Strom redesignsd.ao stagdartfs. "distributor" less.than the design stone or it is . Pipe is probably plugged or . catch basin `causing or appears ikefy to cause damaged aridneeds damage. reptacernenti. . M,S. Red°iving:.area :Water in.receiaing.area.is causing. Stabilize s3ope-with grass or over=saturated orhas potential of causing other,vegetaf3on, or rock if; .. .landslide. condition:is severe. Confact a professional engineerfor evaluation. J-27 ATTACHMENT "A" (CONTiNlJED) Maintenance Checklist for Fencing/Shrubbery Screen/Other Landscaping _. i' i j - I i i s a - Problem Conditions to Chedc For Conditions That Should Exist Frequency Drains e 9 / / System , M ' Feature General ` Missing or Any defed'in the fence or screen rmits easy entry to a facil"rty: t h rFee lac d to f rm a sof d~bs broken. pe a t bamerao entry- parts/dead .shrubbery M,S ' Erosion ..., _ Erosion has resulted in.an opening under a fence thatallows entry by' Replace soil under.fence so that no-opening exceeds 4 - people or Pets mches•inheight. dn~,ly. Shrubbery; is growing out of control Shrubbery is trimmed and weeded to provideapp°aling . M vegetation or is infested with weeds: aesthetics. Do not.use chemicals to control weeds. Damaged parts Posts out of plumb. more than 6 Posts, plumb to wifhin Y-1/2 inches of plumb. A V1Fre . inches: Fences Top rails bent more thari'6 inches' , , Top`rad #ree of bends greater A - than 1 inch. - Any part of fence (including- posts, •:: .~ Fence es aligned and meets -- q,. . top rails, and fabric) more than 1 design standards. -foot out of design alignment. I Missing or loose tension wire. Tension wire in place and holding fabric. r q - ` Missing or loose trarbed.wire that is ':Barbed,wire in place with less ; A sagging more;than 2 a72 inches. than:3/4-mcfi sag; b..tween between posts. posts E,,,terision, ann missing, broken, or 1 Extenswn aim in place with o bends larger than 3!4 inch. A /2 tien# out of shape more than: l - n inches. A Deteriorated Part or parts that have a rusting or scaling condition that has affected Structurally adequate posts or parts with a uniform protective paint or . protective structural adequacy. coating. coating Openings iri Openings in fabric are such that an, No openings in fabric. . M ,fabric 8-"inch diameter bait could fd .through. unsure whether a problem exists, please contact a Professional Engineer.. Ef you are vvml-nont ~. - S_~Z-' A=Annual (March or April preferred) M=Monthly (see schedule). S=P;fEer rlajor storms (use 1-inch in 24 hours as a guideline) 3-28 ATi'ACHMEN'F "A'' (CONTtt~6E1ED) Maintenance C(ieckjist ror Gates ~ Frequencq .,.. Drainage ~:, / Problem Conditions to Check For - Conditions That Should. Exist System 1/ : ; :. Feature M ` GQnerai Qamaged or Gate is broken, jammed, or.m'issing. Pond has:a functioning gate . ' -. - „,._ - m~ssmg.. to allow a of eo le and ~Y P ... P . components maintenance equipment such es moweis and badchoe. If a . iodc'is used, make sure the - County-field sfafftiave a•key. ;. M ; .. - Broked or missing hinges such that Hinges ~ntacf and lobed. •'Gate , ' gate cannot be easily: opened and is woiking ireey. - ; ' closed b a maintenance rson: y ~ A - - Gate is out of plumb more~than 6; Gate is s6gned anif vertical. ,, inches and more than 1 foot: out of. design alignment'' _ A - M~ssmg stretcher bands, and ties: Stretcher bar,. bands, and ties . , _ ~in place. 3-29 ~tTTACHIIIfENT •,A•• (GONTIl~l1ED) Checkli n st for Conveyance Systems (Pipes; Ditches, and Swales) ce NEaintena em Conditions to Check For Conditions That Should Exist FFequency .. Drainage Probl :. System Feature _ , tated sediment that exceeds sed of all sediment. e an S . Pipes M Sediment i;< Accumu of the diameter of ttie pipe. 20% debn d ° debris. . Vegetation V etation that reduces free ` e9 Alf vegetation removed so flows freely through water . M movement of water through pipes. - ; Pipes; Damaged Protective-coating ~ damaged; rust P'~pe repaired or rroptaced- A (rusted;'bent, ` •is'causing more,than 50% ioration fo any part of prpe:. . t or crushed) er de Any dent that significantly impedes Pipe repaired or replac..~d. M- #low (i.e., decreases the cress _ ' section area of pipe by more-than : : ; 20%J ' Pipe'has major cracks or tears. pipe repaired or replaced. IvI .,.:: ~ allowing groundwater leakage. n Op , .Trash $~ d=bris - Dumping of yard wastes such as; ings and branches mto cli Remove trash and debrs tine `dispose•as prescribed Y P ; . M,S ditches pp grzss , Unsightly accumulaf<on. of basin County.. ::: ; _ -.: - ; :. nondegradable materials such' as glass, plastic; metal, foam, and .coated paper. lated sediment that ez~eds Ditch cleaned: of all sediment M Sediimenf Accumu 20% of the design depth. and,: debris so that it matches buildup design., Vegetation Vegetation (e. weedy shrubs or g" V1later flows freely through Grassy vegetation ditches A saplings) that reduces free movements of water through.. . should t>e bit alone. . ditches. ,.: ,. Eros~oQ See Ponds Gheckiist. .. ; , See Ponds Checklist - M damage to f slopes- : - Rock fining out Maintenance person-can see natnr~ Replace rooks to design standard A of place or soil beneath the rock fining. . ..missing (rf . applicable} , See Catcti Basins Checklist 'See Catch Basins Checklist Varies Cafah ' basins Trash 8~ debris .See above for Ditches. See above for Ditches. NI,S Swates See above for Ditches: Vegetation may need to tie I ~ E I M Sediment ~,:.:~a,,., replanted after cleaning. ~-~0 Frequency Drainage / Problem Conditions to Check t=or Conditions That Should Exist System ~/ Feature M Vegetation not Grass cover is sparse and seedy or Aerate, soils°and reseed and growing of areas are overgrown with woody mulch bare areas .Maintain _ - overgrown vegetation. grass height at a rniriirnum of 6 inches.for best, stormwatec treatment Remove woody growth, iecontour, and reseed . : ;.. , `. _ as necessary. ;- M,S ~ : Erosion ~ See bonds Checklist See Ponds Checkrrst . ' ~damage.to _ , slopes M -~ _ Conversion by,; ,Swale. his been t7ed in or,6focked _... If possrble, speak with ° , homeowner to . -byshed, woodpile, shrubbery, etc_ homeowner and request that : incorrrpa6ble swalearea be restored. _. use ; ' Contact the County to report . - ,. , .; `..:: ": - .: ';, ; . m if not rec~iEed pro6'Ie voluntarily: .. q Swale does not Water stands nawale or flow A survey, may be needed to drain` velocity is very s1ow:.S`agnation check;;grades: Grades need .: „_. . ._ _ occurs:-:, - ' a to be in 1-5/o ran'e`if . _ 9 ~, .. , : ... puss If grad `ble: a is less than :.. , . = . 1_% uriderdrains may.need to ;.._ be installed.. {f you are unsure wFlether'a problem extsfs, .please confect a P~ofessionaf EnginPar. Comments: ~ ... . ~. ~ `,. A=Annual (March or Apnl prAferred) M=Motift{y (see schedule) S-After mayor stoims (use 1-mcfl ri 24 hours as a guideline) J-31 A'iTACE-{IIIiEI'~T "A" (CONT1NUcE}) / Maintenance Checklist for Grounds (Landscaping) i r, E i i . Frequency Drainage / Problem Conditions:, to Chedk For Conditions ThaYShould Fist System ~/ • Feature M General Weeds s Weedsgrowing in more than 20%: -ofthe•landscaped area (trees and Weeds present,in less than- 5% of'the landscaped-area. :, ), (nonpoisonou . shrubs only) Insect hazard .Any. presence of poison ivy or other. No poisonous vegetation or ' t~ poisonous vegetafion or insect in rnsectnests present • nests. lanscaped area: S ... M :'Trash 'or filter • See Ponds Checkfsst See Ponds Chedkfist - , Erosion of Notrceablp nlls.ar= seen in . Causes of erasion area ,:.. ' M S Ground {andscaped areas. med grid steps, taken,to ~denf Sufiace slow dorNnfspread,out the '.water:- Eroded areas are. - filled, "contoured and"seeded_ e A Trees and - Damage Gmbs or parts. of trews or shntbs : that are split or broken which: affect store Trim tees/shrubs to. r shap~_ Replace trees(shrubs • . shrubs. ,~ 'riiore"than 25°/a,afthe total foliage of with"severe damage: _ :the tree or shrub. .:. _ - . Tres onshrubs tha# have tr~en _ Reptant tree; inspecting for M ' blown down or knocked over.. mjuryto stem.or roots. Replace 'rf severely :damaged. :. Trees or shrubs; which are riot : Place;"stakes and rubber A coated t'w„szround young ing supported or are lean atel adeq _ ' " ... - . - y u n' of the roots. treeslshnitis for support ,; . ~ oiler, causing°ezposu If you are, unsuf^e whether a problem exists, please contact a Professional Eng'irteer. Co~rirrmerlts: " Keu: A=Arifiual (March or April .preferred) M=Monthly (see schedule) S=After major storms (else 1'=inch' in 24 hours"as a guideline) 3-32 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 in to 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 offish 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 1 -Project Project Name: Project Owner: Project Contact: Address: Telephone: Project Proponent: Name & Proponent Christensen Commercial Center Rick Christensen Rick Christensen P.O. Box 189, Eatonville, WA 98328 (360) 832-3621 Rick Christensen Christensen Facilities Summary Report JWM&A # 03148 1 Address: P.O. Box 189, Eatonville, WA 98328 Telephone: (360) 832-3621 Project Engineer: Robert E. 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: 1 Christensen Facilities Summary Report JWM&A # 03148 2 Avg. Lot Size: N/A Building Permit/Commercial Plat: Proposed Buildings Footprint (Acres): 0.84 Concrete Sidewalk Paving (Acres): 0.50 Gravel Surface (Acres): 0 Lattice Block Paving (Acres): 0 Public Roads (incl. gravel shoulder) (Acres): 0.00 Private Roads (incl. gravel shoulder) (Acres): .0.28 Onsite Impervious Surface Total (Acres): 2.00 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 Facilities Summary Report JWM&A # 03148 3 PART 6A -Facility Description - On Site Area Tributary to Facility Including Offsite (Acres): 3.20 Acres Total Onsite Area Tributary to Facility (Acres): 3.20 Acres Design Impervious Area Tributary to Facility (Acres): 3.00 Acres Design Landscaped Area Tributary to Facility (Acres): 1.63 Acres Design Total Tributary Area to Facility (Acres): 3.60 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 7A -Release to Groundwater Design Percolation Rate to Groundwater: PART 8A -Release To Surface Water 10 in/hr All stormwater from this site is infiltrated on site with no release to any surface waters. PART 6B -Facility Description -Frontage Improve Area Tributary to Facility Including Offsite (Acres): Total Onsite Area Tributary to Facility (Acres): Design Impervious Area Tributary to Facility (Acres): Design Landscaped Area Tributary to Facility (Acres): Design Total Tributary Area to Facility (Acres): ements 0.40 Acres 0.40 Acres 0.31 Acres 0.09 Acres 0.40 Acres Christensen Facilities Summary Report JWM&A # 03148 4 Enter a check mark and number, i.e., one (1), for the type of facility: Wet Pond Detention p Wet pond water surface area, acres 0 Dry Pond Detention 0 Underground Detention: 0 Infiltration Trench: 0 Dry Well Infiltration: 0 Other: Infiltration Gallery: 1 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: p Weir: 0 Spillway: 0 Pump(s): 0 Other: PART 7B -Release to Groundwater Design Percolation Rate to Groundwater: 10 in/hr PART 8B -Release To Surface Water All stormwater from this site is infiltrated on site with no release to any surface waters. Christensen Facilities Sunvnary Report JWM&A # 03148 5 APPENDIX E Site Plan t ~ `,,03/4 ` C?. ~14c3 Ldw,,~ l~/l9/Z003 U;40;03 fiM z - o ~ I ~ __ I V~ ^ o n I m ~~~ I ~ V I I I I I ~ I I I I I f o I I I I v1 D z I I I I I I ~ ~ ~I I I I ~ I I ~ I I I I ~ I I I I ~t I I I I ~I I I I I I ~ I I I I I ~ I I pp~~ I I ~^' I I I Cf .I I I I r^ ~ ~+~J I ~. ~Q ~ rn l I 0 00 -I 40•? I ~ N I vZi I ? ~ I 2 ~ I it I I I I I I I I 'F L N00'1 T38"E 439.90' ~ 1. I i I p,i: T 27. ~ 15' EASEME 199.74'f P TYP .3 ' ~ I; ~ I 220.14 t PRO TYPE 3 ,, p ~ ~' ~ f~ ~rA ^ ~A y O ~ '~~ I ^~ OA ~I o Q ~ xa V~" c ~ o ~ I,~ ~ ~" w~ ~nm ~ ~ ~~ti~ ~ o m q ~ , r ~ m m ~~ ~, r ~ T n 2 W ~ Z ~N ~ l~ y A I ~ ~ I I ~ n .. C ~ n a Z O I ~ V ~ ~ S t0 ~ • ~. (mil ~ ~ ~, r A N ~ I + ~. m c 1 m l~ 1, m~ I V : I ~ t( i Q ~ ~ ~ m I n ,~ ~ n -c ~ o a ~i 1 t e ~ ~ ~ w I ~ ~ SWALE : ' ~ SWALE ~, Q° m a ~~ ~ zzo.la't sac o O ~ o n N = I ~ °. .~: LRbtlf l - 199.74't _ - a , S WA L ~ 0 y T ~ _ ~ (~ _ ~ ' -------- --- - - ao't ' o ' ~~ ~ 2~ I ~ : A (/1 lD i I v ~~~ ~ • ~ a ~~ D ~ o n ~ C o~ ~.~ ~ t ' N ~ ~ ~ ~ ~ ~ ~ e wX W Q rn w : v ~ A ~ ~ ~ ~ ~• ~ -I ~~ J .~:.,~. ~._~~ ~ y n'1 ~ o 110 t tv s V ml ~ C ~ ' N a 'LS D ~ ~ m n i H o I ''` 2 D ' ~- ~ ¢ 1sr ^~ °~ _ Cd ~ l / ~n -I ~ ,\ I 35 is rn rn o c ~ ~ ~ ~ TYPE 5 _ IL t I ~ ~ Z ,~ I ~ I W c~ N e------------------------ -----------------------------~ ~\ µ /~ ~ ~ ~ 1T1 Z7 i ~ ti \ ~ ~ E ~ Z 1T1 i ~ ~~o ~~ I ~ ~~ E~ 0(n i ~ ~ ~ \ ~ w ~ ~ ^~ 342~~„ N ~ iRl ~ E ~ ~ ~+ I A r E C i ~ ~+ m ~bbC~. -i ~ E w ~ ~ ~~ ~ ~ E _ x m F Eoo E EOCE I'l i c,'~ 2 ~ I ~ a g ~ E ~ ~ "* ~ E of ~`~o~ .'' : ~ \ m ~ z o I ~ max E F E F E ~~E `~'~ _ ~ '1q3~ o ° I rn E ~~ E E i3 E E o F F ``"w~ "`` ~ E E a E. E ~~~.~ /~ E E~ E S E E N~o E E ~ `/ I ~ E\ ~ E~ F E mA~a~ F E F F E ~~~ _ E ~_ ~ ~ E~ ~ ~~ ~ E ~ o~ ~ ~ ~ ~ E E (n t I E ~'~ ~ ~~~ YelrnE e E ~ E E E E E -I I ~ F F E "~~ ~ .F ~ur~q Cheek ~ E F F E E E \~ m I ~ s E F E E E E ~~ F E ms. ~ 3¢p•` E ~ E E Z E f0.0(k --- - E-.__\~ E - E' 329.89'E __ i .- E E I ~ 432.86 09 9+ \~~ 500'03'22"E 439.89' _ ~~ ~ 7N.7 ~ m f~Tl '_d'~c~~ki~~ ~>a~ r yu~ f n ~ > QQ9 ~ ~ ~ ~ v ~ ~~ 6 r < ~ r r~ H ' s "€ M ~ ^~ Z~ m m W m Z ~' !!~ °4m~~ ~GI~iA'~~ m m ~~ ~ ~ `~ g ~ ` f r ~in~ ~N s ~ ~ A Z 'al o ~~'r Vl p S ~t~ ;~ r ~ g (") cn Z w ~m~4 ~_-i Z s ~ Z 33 ~ € v p 1. n (7 Z ,~ ~~~~ ~~ ~~ a~ i ~ p ~~~°~ ~ ~ ~ ~ ~ m ~ a ~~ g :g °~ ~ ~~~~~~~ ~ ~ v ~ > ~ °' ~ ~ = r w -~ mr~ w ~D-i o ^' ~zm N 0 ,, IV 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 DESCRIPTIOi~: 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 1/3 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: Additional soils work will likely be required once a site plan has been generated and the location of proposed drainage infiltration facilities are identified. 6. 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. W inter water table was present in all test pits and should be considered high for the season. 7. RECOMMENDATIONS: 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 ~ence, and to be suitable for its intended use. / p'S ,. ~~ ~ ti K~~,r. SIGNED: '~ ~'~ ~ ~ f~~ ~ ~~ ~ ~` LV:1.gf~ C f~ DATE: S~ ~3 ` `~, ~ ~ ~ ,P M`, (c:1WINWORDIJEKFILES\0314soilsrpt) "y~r,''~ ~~ i . ,~ 2s>>a U ~` ~'~ `~ CISI'E~l' ~H~' S;S1CiNAI.. ~~G EXi-INES: ~~~/d ~~~..~ Abbreviations Textural Class Texture Structure STR Grades of Structure Cobble -Cob Granular - Gr Stron - 3 Stone - St Block - Blk Moderate - 2 Gravel) - Gr Plat - PI Weak - 1 Sand - Sa Massive - Mas Loam - Lm Sin le Grained - SG Silt - Si Sub-An ular Block - SBK Cla e - CI Coarse - C Ve - V Extreme) - Ex Fine - F Medium - M Induration & Cementation IND CEM Weak - Wk Moderate -Mod Stron - 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 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: #1 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 RAPE: See FSP 13. FINDINGS & RECOMMENDATIONS: Use a design infiltration rate of 20 in/hr 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 Hoe Deoth A 0"- 22" Bw 22"- 25" C 1 25"- 30" C2 -30"-100" Color Texture 10YR2/2 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4/6 ExGr 8 CobLmMSa 10YR5/4 ExGr & CobCSa Soil Log #1 %CL %ORG CF STR MOT <20 <5 <50 1SBK - <20 - <60 1 SBK - <5 - <75 SG - <5 - <90 SG - IND CEM ROO <X> FSP - - mf 2-6 2 - - mf 2-6 3 - - ff >20 15 - - - >20 .20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 2 OF 5 PROJECT NO.: 0314 DATE: 3/25/03 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: 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: 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. a Soils Strata Description Soil Log #2 Hoe Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 18" 10YR2/2 VGrVFiSaLm <20 <5 <50 1SBK - - - mf 2-6 2 Bw 18"- 21" 10YR3/2 VGrVFiSaLm <20 - <60 1SBK - - - mf 2-6 3 C1 21"- 30" 10YR4/6 ExGr & <5 - <75 SG - - - ff >20 15 CobLmMSa C2 30"-100" 10YR5/4 ExGr & <5 - <90 SG - - - - >20 20 - CobCSa SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 3 OF 5 PROJECT NO.: 0314 DATE: 3/25/03 PREPARED BY: John 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: g1° + B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 91" 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 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 Horz A Bw C1 Depth 0"- 20" 20"- 23" 23"- 32" Coior Texture 10YR2/2 VGrVFiSaLm 10YR3/2 VGrVFiSaLm 10YR4/6 ExGr ~ CobLmMSa 10YR5/4 ExGr & CobCSa Soil Log #3 %CL °,%ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <50 1SBK - - - mf 2-6 2 <20 - <60 1SBK - - - mf 2-6 3 <5 - <75 SG - - - ff >20 15 <5 - <90 SG - - - - >20 2C C2 32"-100" 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 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 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 Horz Depth Color Texture A 0"- 20" 10YR2/2 VGrVFiSaLm Bw 20"- 23" 10YR3/2 VGrVFiSalm C1 23"- 31" 10YR4/6 ExGr & CobLmMSa C2 31"-120" 10YR5/4 ExGr & CobCSa Soil Log #4 %CL %ORG CF STR MOT <20 <5 <50 1SBK - <20 - <60 1SBK - <5 - <75 SG - <5 - <90 SG - 8 IND CEM ROO <X> FSP - - mf 2-6 2 - - mf 2-6 3 - - ff >20 15 - - >20 20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Rick Christianen Retail SHEET: 5 OF 5 PROJECT NO.: 0314 DATE: 3/25/03 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: g0" + B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 90" Greater than bottom of hole A 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 28" or greater below the existing ground surface. Maintain minimum separation requirements above the high winter water table observed at 90" ± below the existing grade. Herz Depth Color Texture A 0"- 10YR2/2 VGrVFiSaLm 20" Bw 20"- 10YR3/2 VGrVFiSaLm 22" C1 22"- 10YR4/6 ExGr & 28" CobLmMSa C2 28"- 10YR5/4 ExGr & 110" CobCSa Soils Strata Description Soil Log #5 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <50 1SBK - - - mf 2-6 2 <20 - <60 1SBK - - - mf 2-6 3 <5 - <75 SG - - - ff >20 15 <5 - <90 SG - - - - >20 20