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20050067 Tahoma Terra - Preliim Drainage n U U ~~ i~ r-~ ~--~ L~ L~ ~, ~~ C ~--~ C C In L~J Tahoma Terra ~~}~ w ~ L~~oS Preliminary Drainage Report March 2005 DESIGN/BUILD .CIVIL AND TRANSPORTATION ENGINEERING. PLANNING • SURVEYING L~~~~~ Consulting Group In U U Lf n V In L~ n I~ U n LJ I U U Preliminary Drainage Report Tahoma Terra Yelm, Washington March 2005 Project Information Prepared for: Tahoma Terra L.L.C. Contact: Steven L. Chamberlain 4200 6th Ave .SE, Ste. 301 Lacey, WA 98503 (360} 493-6002 Reviewing Agency CITY: Project Number: Project Contact: Project Engineer Prepared by: City of Yelm, WA SCA Consulting Group 4200 6th Avenue SE, Ste. 301 Lacey, WA 98503 (360) 493-6002 FAX (360) 493-2476 Contact: Marek J. Danilowicz, PE Civil Engineer SCA Project: 04104 File Number: G:\text\pf\2004\04104\reports\pdr100507.doc ~~' ~ a~ {~ ~ ~7 ~ . ~ ~ pYg V 1 ~ I ~' ~ _ ,~ ~, 4. i.~~. e y~~~~~~ ,,f,~,;, ~~ _ ' PROJECT ENGINEERS CERTIFICATION: I hereby certify that this Drainage Report and Erosion Control Plan for Tahoma Terra in Yelm, Washington has been prepared by me or under my supervision and meets the intent of the City of Yehn Development Guidelines and Washington State Department of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basin unless noted otherwise, 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 for this development. ~ i n ,, In U I~ U II , U (~ I~ U In l__J Table of Contents PART I -DRAINAGE PLAN ...................................................................... 1 Section 1 -Proposed Project Description ................................................. 1 Section 2 - E~ustmg Conditions ........................................................... 7 Section 3 -Infiltration Rates/Sods Report ...................................... 7 Section 4 -Wells and Septic Systems ............. .............................. 8 Section 5 -Fuel Tanks .......... .. ........................................... ........ 8 Section 6 -Sub-Basin Description ......................................................... 8 Section 7 -Analysis of the 100-Year Flood ............................................... 8 Section 8 -Aesthetic Considerations for Facilities ....... .............. ........ 9 Section 9 -Facility Sizing and Downstream Analysis ................ .. ... 9 SECTION 10 -Covenants, Dedications and Easements .................... 9 SECTION 11-Property Owners Association Articles Of Incorporation .. 9 PART II -EROSION CONTROL PLAN ................................................. 10 Section 1 -Construction Sequence And Procedure .................................... 10 Section 2 -Trapping Sediment ................... .............................. ...... 10 Section 3 -Permanent Erosion Control & Site Restoration ......... ...... 11 Section 4 - Geotechmcal Analysis And Report .. .... .... ................ 11 Section 5 -Inspection Sequence .. .............. ...... .......... ............... 11 Section 6 -Control Of Pollutants Other Than Sediments ... ........... 11 PART III -MAINTENANCE PLAN ......................................................... 12 Section 1 -Required Maintenance ........................ ........................ .... 12 APPENDICES Appendix 1- Storm Drainage Calculations Appendix 2- Drainage Plan Appendix 3- FEMA Map Appendix 4- Facility Summary Forms Appendix 5 Soil Evaluation Report Appendix 6- Maintenance Agreement Appendix 7. Well Information Appendix 8- Vicinity Map Appendix 9- Basin Map 11 1 (-` r` a U ~' u n i~ 1~ part I Drainage plan t V `~ U n V n l__i (~ ~, In L~ In U Tahoma Terra Pre]iminarv Drainage Report PART 1-DRAINAGE PLAN The format of this report follows the outline provided in the Drainage Design and Erosion Control Manual for the Puget Sound Basin (WSDOE) per the City of Yelm Development Guidelines. Section 1 -Proposed Project Description Parcel Number: 2172 43 10100, 2172 43 40100 Total Site Area: 57+- acres Address: Tahoma Terra, LLC 14848 Longmire St. SE Yelm, Washington Zoned: MPC, R-14 Required Permits: Building, Grading, Paving, etc. Legal Description: City of Yelm Boundary Line Adjustment No, BLA-04- 0166-YL aPortion of the East Half of the Southeast Quarter of Section 23, The West Half of the Southwest Quarter, The Northeast Quarter of the Southeast Quarter and Southeast Quarter of the Southwest Quarter of Section 24, All in Township 17 North, Range 1 East, W.M. Site Location n The project site is located in the City of Yelm, Washington. Access to the site is from Yelm Ave, Longmire St. SE to the South and Berry Valley Road to the North. In See Vicinity Map, Appendix 8. `-' Project Overview ~' The Proponent is proposing to construct amixed-use development. The development has been divided into two separate Divisions. Division 1 (15+_ acres) consists of 89 single-family lots. Division 2 (25+_ acres) consist 127 single-family lots, Tract A, B, C, C D, and E will be developed later as commercial activities. In addition part of Division2 will be develop in the future to Community Park and 18 Fairway Town homes (17+- acres). Construction will include clearing and grading of the site, installation of underground utilities, on-site paving and concrete work. C Ifs U SCA Consulting Group March 2005 C Tahoma Terra Prelimina Draina a Re ort . IJ n ~J V n V n Post Development Basin Area Summary Basins Impervious Pavement Impervious Sidewalk Impervious Driveways Roofs Disturbed Pervious Total BASIN A 0.93 0.36 0.00 0.00 0.45 1.74 BASIN B 0.41 0.07 0.18 0.55 1.55 2.76 BAS I N C 0.38 0.17 0.10 0.31 0.99 1.95 BASIN D 0.35 0.08 0.24 0.72 1.34 2.73 BAS I N E 0.40 0.06 0.10 0.31 1.06 1.93 BASIN F 0.48 _ 0.12 0.09 0.28 0.84 1.81 BASING 0.53 0.05 0.37 1.10 1.73 3.78 BASIN H 0.50 0.07 0.21 0.62 1.19 2.59 BAS I N I 0.31 0.08 0.11 0.34 1.09 1.94 BASIN J 0.47 0.11 0.21 0.62 1.03 2.44 BASIN K 0.55 0.11 0.23 0.69 1.47 3.05 BASIN L 1.54 0.48 0.08 0.24 1.26 3.60 BASIN M 0.46 0.15 0.06 0.17 0.63 1.47 BASIN N 0.84 0.15 0.26 0.79 1.47 3.52 BAS I N O 0.25 0.11 0.05 0.14 0.36 0.90 BASIN P 1.23 0.25 0.15 0.45 1.28 3.36 BASIN Q 0.27 0.09 0.00 0.00 0.13 0.49 TOTAL 9.90 2.51 2.44 7.33 17.87 40.06 C Storm Drainage Improvements: n The completed project excluding Tract A through Tract E, and Community Park with Fairway Town homes will create approximately 9.90 acres of new impervious roadways, 2.51 acres of pervious sidewalks, 2.44 acres of pervious driveways, 7.33 acres of roof area, and 17.87 acres disturbed pervious area with community green areas. n Stormwater Treatment/Infiltration: ~' Stormwater treatment requirements are based on the 1992 edition of the WSDOE ~J Stormwater Management Manual using a design infiltration rate of 20-inches hour (and minimum requirements of 1000 cubic feet per acre of disturbed pervious and 3000 cubic feet per acre of impervious area.) StormShed and Spretsheet software were used to size treatment facilities. Preliminary treatment calculations are provided in Appendix I. See Appendix 8 for the Basin Map. C Basin A: Runoff from the proposed roadways will sheet flow to a series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide C stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. SCA Consulting Group _ 2 C March 2005 n 1.~~ n U n U n 4 V +n U In U C~ U U In L~ In U n 4n u {tom U Tahoma Terra Preliminarv Drainage Report Basin B: Basin B includes the 161ots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. Basin C: Basin C includes the 9 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Basin D; Basin D includes the 21 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. Basin E: Basin E includes the 91ots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas, The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide SCA Consulting Group March 2005 3 n a, V Tahoma Terra Preliminary Draina e Report r~ l.~ for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. n Lj Basin F: (~ Basin F includes the 8 lots with access road and internal landscaping areas. V Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The n storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- C line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. n ~ , V Basin G: Basin G includes the 32 lots with access road and internal landscaping areas. U Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The n storm water will then be discharged from the last catch basin into the bio-infiltration U swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- C line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 n for calculations. ~ Basin H: (n U Basin H includes the 181ots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 C for calculations. Basin I: C Basin I includes the 10 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The n storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel C which will provide stormwater treatment, storage, and infiltration. In addition an in- SCA Consulting Group 4 C March 2005 {~ U Tahoma Terra Preliminary Drainaee Report (~ line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 ~? for calculations. U Basin J: n !J Basin J includes the 181ots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of ~ street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation n consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide n for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. U Basin K: n l.~ Basin K includes the 20 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The V storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation C consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide n for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 i for calculations. C Basin L: Basin L includes the 71ots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation n consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel U which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 C for calculations. n Basin M: {l .J Basin M includes the 5 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel SCA Consulting Group 5 March 2005 n ~~ V Tahoma Terra Preliminary Drainaee Report V which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide nI 1 for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 U for calculations. t-1 I Basin N: U Basin N includes the 23 lots with access road and internal landscaping areas. Runoff from the proposed roadways will sheet flow to a low points where series of street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration C swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide ~ for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 U for calculations. r' ~.'1 Basin O: Basin O includes the 4 lots with access road and internal landscaping areas. (~' Runoff from the proposed roadways will sheet flow to a low points where series of U street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation C consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. i~ U Basin P: Basin P includes the 13 lots with access road and internal landscaping areas. (-` Runoff from the proposed roadways will sheet flow to a low points where series of (~ street side catch basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide stormwater treatment, storage, and infiltration. In addition an in- line infiltration gallery will provide underneath the bio-infiltration swales to provide C for storage and infiltration back to groundwater for the 100 year storm. See Appendix 1 for calculations. C Basin Q: Runoff from the proposed roadways will sheet flow to a series of street side catch C basins. The catch basins will be connected with a 12" storm pipe. The storm water will then be discharged from the last catch basin into the bio-infiltration swales or rain garden areas. The bio-infiltration swales consists of vegetation consisting of grass, C conifer shrubs and trees, compost-amended, soil, and pea gravel which will provide SCA Consulting Group 6 March 2005 I U Tahoma Terra Preliminary Drainage Report I V stormwater treatment, storage, and infiltration. In addition an in-line infiltration gallery will provide underneath the bio-infiltration swales to provide for storage and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Roof Runoff Roof runoff from each lot will be tight lined to individual lot roof drywells. The drywells shall be designed per WSDOE Stormwater Manual based on an average roof n size of 1,500 sf. for Soil Hydrologic Group `B' (Spanaway Gravelly Sandy Loam 110 ~ Series) and approved prior to building permit issuance. Section 2 -Existing Conditions n lJ The proposed site is relatively flat. The property located to the west is rolling and hilly with broad valley areas. The project site is currently occupied by one residential C building, dairy barns and several outbuildings centrally located on the parcel. The site is accessible from Berry Valley Road to the north; Longmire Street SE bound the site to ~ the south, residential to the east and undeveloped property to the west. Vegetation consists of actively used agricultural pastured grasses, trees and under story plants. The site is bisected by Thompson Creek, a low flow and sometimes intermittent stream that partially drains the wetlands located to the south of the proposed development. This creek flows north into the Nisqually River near the Centralia City Light Electrical Power facility. In addition, there are some wetlands associated with Thompson Creek. These wetlands have been analyzed by previous studies and are being updated utilizing "Best Available Science" techniques. C The property owners have a surface water right to extract and use a substantial amount of the available water. This water may be used for open space, parklands, and landscape area irrigation or converted to domestic use. This ro'ect is located in an a uifer sensitive area accordin to t P J q g he 1986 Thurston County Comprehensive Plan Map M-8. The site is within a 5-year and 10 year well head protection area. An Integrated Pest Management Plan will be developed for the project and provided to the DEVELOPER. I~-, Section 3 -Infiltration Rates/Soils Report U The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies the on- site soils as Spanaway Gravely Sandy Loam (110) series. (See Appendix 5). Geotechnical and Subsurface Exploration and Infiltrations Tests were performed by ~ William Parnell, PE Soil Engineer. His report, dated 14 January 2005, is included by reference. C No groundwater was encountered in the test pits, therefore the bottom of the bio- infiltration swales will be at least three feet above the seasonal high ground water C table, per WSDOE requirements. An infiltration rate of 20 inches per hour was used for design purposes. This is conservative rate based on actual infiltration rates observed in the field. C I~ U SCA Consulting Group ~ March 2005 U n U Tahoma Terra Preliminary Drainage Report C Section 4 -Wells and Septic Systems n Thurston County Environmental Health will be conducting as well as a site visit be U make to determine if there were any wells or existinglabandoned septic systems on the property. n Domestic and agricultural water supply to the properties are serviced by the three U wells. These wells along with their Water rights may provide opportunities for domestic water for the community. See Appendix 7 for location of identified wells on the project site. ~j Thurston County has no records of existing or abandoned septic systems on adjacent properties within 100 ft of the proposed infiltration facilities. Any septic systems found will be removed in accordance with Thurston County Department of Health standards. n City sewer and water will serve the entire development. This project will be served by a conventional gravity sewer collection system; a large S.T.E.P. tank and municipal effluent pump station. Effluent from Divisions 1 and 2 will be pump via a 3" - 4" n diameter force along Longmire Street connecting to and existing 3" diameter effluent main. V Division 1 and 2 will be served by extending an existing 8" diameter domestic water n line on Longmire Road into the project site. Additionally a 10" diameter line extension in the southeast corner from Nisqually estates will be needed. Tahoma Terra will be served throughout by Yelm's reuse water. A new 12' diameter C pipe extension will be installed along the Killian Road/ Tahoma Terra Boulevard into the project. Tahoma Terra will use the water to irrigate open space and landscape areas and possibly for creek maintenance and ground water recharge. C Section 5 -Fuel Tanks A review of the DOE's Leaking Underground Storage Tanks (LUST) list did not C indicate the presence of any existing or abandoned fuel tanks on or near the project site. In addition a site visit was conducted and no underground storage tanks were found. C Section 6 -Sub-Basin Description The project site is located within the Yelm Creek Drainage Basin per the Thurston ~ County Comprehensive Map M-4. There is no significant off-site runoff to the project site. There will be no runoff from the project site for the 100-year, 24-hour storm event. No handling of hazardous materials on this site is in forecast Section 7 -Analysis of the 100-Year Flood C The site is found in FEMA Panel Number 530310001 A, which lies within Zone X and Zone A. This project does lie adjacent to and contain a stream onsite and has been identified as a 100 year flood hazard area. However, local or spot flooding, if it exists, C usually is not shown on FEMA flood insurance rate maps, and especially if the source of flooding is related to lagging, development, or drainage modifications since the date of the map. Although the Engineer is alert to the possibility of flooding from such sources, it cannot be warranted that all areas subject to flooding on or down-gradient of the project site are represented on this map. See Appendix 3. SCA Consulting Group g In March 2005 U S~ ~-.J Tahoma Terra Preliminary Drainage Report ~ Section 8 -Aesthetic Considerations for Facilities All disturbed pervious areas will be vegetated and landscaped during construction. A landscape plan will be submitted and approved prior to construction. No pond is proposed for this project and thus fences and other unsightly features of such facilities r-, are not an issue. U Section 9 -Facility Sizing and Downstream Analysis Detailed storm drainage calculations are included in Appendix 1 of this report. All on- site stormwater runoff will be treated, stored, and infiltrated on-site. Calculations for sizing of facilities are included in Appendix 1. Since all stormwater will be infiltrated onsite, a downstream analysis was deemed unnecessary. (~i Section 10 -Covenants, Dedications and Easements ~, Drainage facilities including the bio-infiltration swales will require routine maintenance. A draft maintenance agreement between the owner and Thurston County is included in Appendix 6, which will allow City access to the facilities. ~, Thurston County will provide technical assistance at the owner's request. ~ Section 11 -Property Owners Association Articles Of Incorporation r' In light of the residential nature of this project, special covenants covering landscape, maintenance, signage, stormwater, and site maintenance may be put in place at the time of final platting. The Home Owners Association and/or their representatives will perform maintenance of these private storm drainage facilities. C ~' n U SCA Consulting Group g ~ March ?005 n V n L1 V LJ n n U ~' U I~' U V (-`~ L~ i ~~ ~J ~ Part II Erosion Control Plan C n L~ Tahoma Terra Preliminary Drainage Report PART II -EROSION CONTROL PLAN n Section 1 -Construction Sequence And Procedure ~ The proposed project will include an erosion control plan designed to contain silt and soil. within the project boundaries during construction, and permanent erosion control ~' afterwards. Erosion sedimentation control will be achieved by a combination of structuraUvegetation cover measures and construction practices tailored to fit the site. ~ Best Construction Management Practices (BMP's) will be employed to properly clear I and grade the site and to schedule construction activities. Before any construction U begins on-site, erosion control facilities shall first be installed. Schedule preconstruction conference with the city, contractor, project engineer, and construction- staking surveyor. The planned construction sequence is as follows: 1. Install rock construction entrances. Use 4" to 8" diameter spalls with 12" ~ minimum depth. 2. Install filter fabric fencing and construction fence where appropriate. 3. Clear site (grubbing and rough grading). 4. Designate an area for washing of equipment and concrete trucks to control the ~ runoff and eliminate entry into the storm drainage systems 5. During November 1 through March 31, all disturbed areas greater than 5,000 sf that are to be left unworked for more than twelve (12) hours shall be stabilized by one of the following: mulch, sodding or plastic covering. (-' 6. Provide catch basin inlet protection by installing silt socks under grates of all ~ inlets to drainage system. 7. Install utilities (water, sanitary sewer, power, etc.). C 8. Install pervious concrete, curbing, sidewalks, etc. 9. Landscape and/or seed all disturbed areas. 10. Maintain all erosion control facilities until the entire site is stabilized and silt runoff ceases. r, 11. After the site has been stabilized the infiltration trench will be restored to designed conditions. Section 2 -Trapping Sediment ~ The soils on-site belong to the Spanaway group and have slight erosion potential according to the SCS. During construction, care must be taken to prevent erosion of exposed soils. Drainage facility infiltration surfaces must be properly protected from C contamination by the fine-grained upper horizon soils and from compaction by site construction activities. Filter fabric fencing will be installed wherever runoff has the potential to impact downstream resources. This shall include the areas along ~ downstream property lines as shown on the erosion control plan. During construction, the Contractor will also be required to install filter fabric fencing as needed, and as directed by the Engineer and/or the City of Yelm. Catch basin protection shall be provided by installing silt socks under grates of all inlets to drainage system. C Stabilized construction entrances will be installed to prevent vehicles from tracking soil away from the site. If sediment is tracked off-site, it shall be swept or shoveled from paved surfaces on a daily basis, so that it is not washed into existing catch basins C and/or grass ditches. All disturbed/exposed soils shall be covered with straw or mulch to prevent erosion in C these areas. The Contractor will not be allowed to leave disturbed areas greater than 5,000 sf (that are to be left unworked for more than twelve (12) hours) uncovered during the rainy season from November 1 through March 31. Mulch, sodding or plastic covering will be used to prevent erosion in these areas. C SCA Consulting Group 10 C March 2005 L~ n U V V L n V In L~ Tahoma Terra Preliminarv Drainae~e Report Section 3 -Permanent Erosion Control ~ Site Restoration All disturbed areas will be paved, covered with a building, or landscaped with grass, shrubbery or trees per the development plans. Section 4 - Geotechnical Analysis And Report There are no slopes exceeding 15-percent, therefore, a geotechnical report was deemed unnecessary for slope analysis. See Appendix 5 for a complete soils description. Section 5 -Inspection Sequence In addition to City inspections, the Project Engineer shall inspect the facilities related to stormwater treatment, erosion control, storage and conveyance during construction. At a minimum, the following items shall be inspected at the time specified: The erosion control facilities should be inspected before the start of clearing and grading to ensure the following structures are in place: a. Construction Entrance b. Filter Fabric Fences c. Catch Basin Inlet Protection 2. The conveyance systems will be inspected during the construction process to ensure the following are installed correctly: a. Pavement Drainage b. Catch Basins c. Conveyance piping d. Roof Drain Piping 3. The permanent site restoration measures shall be inspected after landscaping is completed. The erosion control and conveyance items listed above shall be inspected as soon as practical following every significant rainfall event (2-inches in a 24-hour period) that occurs during construction. A final inspection will be performed to check final grades, settings of control structures and all necessary findings to complete as-built drawings and to fulfill requirements of certification. The Soils Professional shall perform a sufficient number of infiltration tests and/or soil logs after construction to determine the facility will operate as designed. Section 6 -Control Of Pollutants Other Than Sediments C Washout from concrete trucks shall not be dumped into the storm drain, or onto soil and pavement, which carries stormwater runoff. It shall be dumped into a designated area to be later backfilled or hardened and broken up for disposal into a dumpster. The Contractor is required to designate a washdown area for equipment and concrete C trucks. Catch basins inlet protection and filter fabric fencing shall remain in place until construction on the site is complete. I~ U SCA Consulting Group 11 ~' March 2005 ,~ ~~ r-, ~-, ~' Past MI U Maintenance Plan n L Tahoma Terra Preliminary Drainage Report n u ~ PART NI -MAINTENANCE PLAN U Section 1 -Required Maintenance n The on-site storm drainage facilities will require occasional maintenance. The following is based on minimum requirements as set forth in the Drainage Design and Erosion Control Manual of Thurston County. The required maintenance and frequency C of maintenance are as follows: The following pages contain maintenance needs for most of the components that are C part of your drainage system, as well as for some components that you may not have. Let us know if there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a C checklist for all system components on the following schedule: 1. Monthly from November through April. ~ 2. Once in late summer (preferably September). V 3. After any major storm (use 1" in 24 hours as a guideline), items marked "S" only. Using photocopies of these pages, check off the problems you looked for each time you ~ did an inspection. Add comments on problems found and actions taken. Keep these "Checked" sheets in your files, as they will be used to write your annual report (due in C May). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a uideline for i ti g your nspec on. You may call the CITY for technical assistance. Please do not hesitate to call, C especially if you are unsure whether a situation you have discovered may be a problem. ~ The on-site storm drainage facilities will require occasional maintenance. The following is based on minimum requirements as set forth in the Drainage Design and Erosion Control Manual of the City of Yelm. C r--, SCA Consulting Group 12 C March 2005 L.a ~.J f~ V ~--~ r-, U `n U ~, Appendix 1 Storm Drainage Calculations V {(`' U DRAINAGE CALCULATIONS ~ The following calculations are based on the requirements contained in the 1992 edition of the WSDOE Stormwater Management Manual. n DESIGN AND BASIN INFORMATION SUMMARY: I u V U In U V f~ +~ U Post-Development Basin Area Summary Basins Impervious Pavement Impervious Sidewalk Impervious Driveways Roofs Disturbed Pervious Total BASIN A 0.93 0.36 0.00 0.00 0.45 1.74 BAS I N B 0.41 0.07 0.18 0.55 1.55 2.76 BAS I N C 0.38 0.17 0.10 0.31 0.99 1.95 BASIN D 0.35 0.08 0.24 0.72 1.34 2.73 BASIN E 0.40 0.06 0.10 0.31 1.06 1.93 BASIN F 0.48 0.12 0.09 0.28 0.84 1.81 BASING 0.53 0.05 0.37 1.10 1.73 3.78 BAS I N H 0.50 0.07 0.21 0.62 1.19 2.59 BASIN I 0.31 0.08 0.11 0.34 1.09 1.94 BASIN J 0.47 0.11 0.21 0.62 1.03 2.44 BASIN K 0.55 0.11 0.23 0.69 1.47 3.05 BASIN L 1.54 0.48 0.08 0.24 1.26 3.60 BASIN M 0.46 0.15 0.06 0.17 0.63 1.47 BASIN N 0.84 0.15 0.26 0.79 1.47 3.52 BASIN O 0.25 0.11 0.05 0.14 0.36 0.90 BASIN P 1.23 0.25 0.15 0.45 1.28 3.36 BASIN Q 0.27 0.09 0.00 0.00 0.13 0.49 Total 9.90 2.51 2.44 7.33 17.87 40.06 {~ U I U n In L~ +r~ U BASIN A Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ----- (cfs) (hrs) (ac-ft) ac /Loss BASIN A 0.34 8 00 0 1144 1.29 SBUH/SCS TYPEIA 6 mo BASIN A 1.15 8.00 0.4047 1.29 SBUH(SCS TYPEIA 100 yr Drainage Area: BASIN A Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area CN Pervious 0.0000 ac 92.00 Impervious 1.2900 ac 98.00 Total 1.2900 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 Impervious TC Data: Flow type: Description: Sheet Afong Flow Line of Gutter Sheet Accross Roadway Channel Through Strom Water Pipe Sheet Accross Sidewalks Loss Method: SCS CN Number SCS Abs: 0.20 1nty: 10.00 min TC 0.00 hrs 0.14 hrs 0.9300 ac 0.3600 ac Length: Slope: 270.00 ft 0.40% 27.00 ft 2.00% 100.00 ft 0.50% 12.00 ft 2.00% Coeff: Travel Time 0.0110 6.46 min 0.0110 0 54 min 21.0000 1.12 min 0.0110 0.28 min MOVEHYD [BASIN A] TO [BASIN A - 6 mo] AS [6 mo] Peak Flow: 0.3354 cfs Peak Time: 8.00 hrs Hyd Vol: 4982.02 cf - 0.1144 acft MOVEHYD [BASIN A] TO [BASIN A -100 yrj AS [100 yrj Peak Flow: 1.1483 cfs Peak Time: $.00 hrs Hyd Vol: 17629.89 cf - 0.4047 acft Control Structure ID: Infiltration -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 330.0000 ft 340.0000 ft 0.10 Infi1: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWALE A Section Properties: Shape: Time Translation Size Material Mannings n Corr Metal -normal Length Slope 200.0000 ft 0.10 Width Bank Hgt ss1 8.0000 ft 3.0000 ft Up Node Dn Node DUMMY A Conduit Constraints: Min Vel Max Vel drop Ditch Routing Method: Hyd params By 0.0250 Mannings Formula Entrance Loss ss2 2.OOh:1 v 2.OOh:1 v Up Invert Dn Invert 0.0000 ft 0.0000 ft Min Cov Min Slope Max Slope Travel Min n ~, V Cj 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft ~ In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO U Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth r' 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft ~ Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft n U ROUTEHYD [BASIN A - 6 mo] THRU [BIOSWALE A] USING TYPE 1A AND [6 mo] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin C / Hya ----- ac cfs cfs ratio ft ---- ft/s ft/s _.._..__. C BIOSWALE A 1.2900 0.3354 --- 1.00 0.1302 Ditch 0 3721 - BASIN A ROUTEHYD [BASIN A -100 yr] THRU [BIOSWALE A] USING TYPE 1A AND [100 yr] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin C /Hyd --•-- ac cfs cfs ratio ft ---- ft/s ft/s ---------- C BIOSWALE A 1.2900 1 1483 -- 1 00 0 2813 Ditch 0.6681 --- BASIN A Node ID: INFILTRATION A C Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: ~ Length Width Void Ratio 200.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration C Node ID: BASIN A RLP Desc: Manhole structure C Start EI: Contrib Basin: 190.0000 ft Max EI~ Contrib Hyd: 200.0000 ft RLPCOMPUTE [BASIN A RLP] SUMMARY Storage Id: INFILTRATION A Discharge Id: Infiltration C 100 yrMatchQ=PeakO= 1.1483 cfs Peak Out Q: 0.2299 cfs -Peak Stg: 192.74 ft -Active Vol: 1512.49 cf C n {~ V ~' ~J I~ U u I~ U I U LJ ~J BASIN B Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN B 0.16 8.00 0 0523 0 59 SBUH/SCS TYPEIA 6 MO BASIN B 0.54 8 DO 0 1851 0 59 SBUH/SCS TYPEIA 100 YR Drainage Area: BASIN B Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.5900 ac 98.00 0.08 hrs Total 0.5900 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.4100 ac DRIVEWAYS 98.00 0.1800 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet ALONG FLOW LINE OF GUTTER 270.00 ft 1.64% 0.0110 3.10 min Channel PIPE FLOW 60.00 ft 0.50% 21.0000 0.67 min Sheet ACROSS PAVEMENT 18.50 ft 2.00% 0.0110 0.40 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN B] TO [BASIN B - 6 MO] AS [6 MO] Peak Flow: 0.1582 cfs Peak Time: 8.00 hrs Hyd Vol: 2278.59 cf - 0.0523 acft MOVEHYD BBASIN B] TO [BASIN B -100 YR] AS [100 YR] Peak Flow: 0.5395 cfs Peak Time: 8.00 hrs Hyd Vol: 8063 11 cf - 0.1851 acft Control Structure ID: Infiltration -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BIO SWALE B Section Properties: Shape: Time Translation Size Material Mannings n Corr Metal -normal Length Slope 120.0000 ft 1.00 Width Bank Hgt ss1 8.0000 ft 3.0000 ft Up Node Dn Node DUMMY B Conduit Constraints: Min Vel Max Vel drop Ditch Routing Metho Hyd params By d: Travel 0.0250 Mannings Formula Entrance Loss ss2 2.OOh:1 v 2.OOh:1 v Up Invert Dn Invert 0.0000 ft 0.0000 ft Min Cov Min Slope Max Slope Min In U n ~' ~1 n `~ U I~ U u 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft 1n/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.4190 ac 1.0405 cf 1.0405 cf 1.2627 ft/s 0.1005 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN B - 6 mo] THRU [BIO SWALE B] USING TYPE 1A AND [6 mo] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIO SWALE B 0.5900 0.1582 ---- 1.00 0.0463 Ditch 0 6609 - BASIN B ROUTEHYD [BASIN B -100 yr] THRU [BIO SWALE B] USING TYP E 1A AND [100 yr] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s BIO SWALE B 0.5900 0.5395 -- 1.00 0.1005 Qitch 0.9627 ---- BASIN B Node ID: INFILTRATION B Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 110.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN B RLP Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION B Discharge Id: Infiltration RLPCOMPUTE [BASIN B RLP] SUMMARY 100 yrMatchQ=PeakQ= 0.5395 cfs Peak Out Q: 0.1537 cfs -Peak Stg: 191.96 ft -Active Vol: 580.13 cf Basin C Event Summary: (-' BasinlD Peak Q Peak T Peak Vol Area ------- (cfs) (hrs) (ac-ft) ac Bann C 0.17 8.00 0.0576 0.65 Basin C 0.57 8.00 0.2039 0.65 n LJ {f~ U Drainage Area: Basin C Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area CN Pervious 0.0000 ac 78.00 Impervious 0.6500 ac 98.00 Total 0.6500 ac Supporting Data: Impervious CN Data: Roadway 98.00 SIDEWALK 98.00 DRIVEWAY 98.00 Impervious TC Data: Flow type: Description: Sheet Along Flow Line of Gutter Channel PIPE FLOW Sheet ACROSS PEVEMENT Sheet ACROSS SIDEWALK Sheet ALONG SIDEWALK Method Raintype Event /Loss SBUH/SCS TYPEIA 6 MO SBUHlSCS TYPEIA 100 YR Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min TC 0.00 hrs 0.17 hrs 0.3800 ac 0.1700 ac 0.1000 ac Length: Slope: 350.00 ft 0.50% 140.00 ft 0.50% 27.00 ft 2.00% 12.00 ft 2.00% 20.00 ft 5.00% Coeff: Travel Time 0.0110 7.27 min 21.0000 1.57 min 0.0110 0.54 min 0.0110 0.28 min 0.0110 0.29 min MOVEHYD [Basin C] TO [Basin C - 6 MO] AS [6 MO] Peak Flow: 0.1651 cfs Peak Time: 8.00 hrs Hyd Vol: 2510.32 cf - 0.0576 acft MOVEHYD (Basin C] TO BBasin C -100 YR] AS [100 YR] Peak Flow: 0.5660 cfs Peak Time: 8.00 hrs Hyd Vol: 8883.30 cf - 0.2039 acft Control Structure ID: Infiltration -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil. 20.00 in/hr Multiplier: 1 00 Reach ID: BIOSWALE C Section Properties: Shape: Ditch Routing Method Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 110.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up Invert Dn invert DUMMY C 0.0000 ft 0.0000 ft Travel I(-1 u 1~ J~ U Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope Min drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN C - 6 mo] THRU [BIOSWALE C] USING TYPE 1A AND [6 mo) ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ftls ft/s ---------- BIOSWALE C 0.6500 0.1651 - 1 00 0.0463 Ditch 0.5609 -- BASIN C ROUTEHYD [BASIN C -100 yr) THRU [BIOSWALE C) US1NG TYPE 1A AND [100 yr) ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE C 0.6500 0.5660 - 1.00 0.1005 Ditch 0 9627 - BASIN C Node ID: INFILTRATION C Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd' Length Width Void Ratio 200.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN C RLP Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION C Discharge Id: Infiltration RLPCOMPUTE [BASIN C RLP) SUMMARY 100 yrMatch Q: 0.5660 cfs Peak Out Q: 0.1537 cfs -Peak Stg: 192.04 ft -Active Vol: 680.13 cf C C CLEARHIS Basin D Event Summary: 8asinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss Basin D 0 16 8.00 0 0523 0.59 SBUHJSCS TYPEIA 6 MO Basin D 054 8.00 0.1851 0.59 SBUH/SCS TYPEIA 100 YR Drainage Area: Basin D Hyd Method: SBUH Hyd C Peak Factor: 484.00 Storm Dur: 24.00 hrs Area CN Pervious 0.0000 ac 78.00 Impervious 0.5900 ac 98.00 Total 0.5900 ac Supporting Data: Impervious CN Data: Roadway 98.00 C Driveway 98.00 Impervious TC Data: Flow type: Description: Sheet Along flow line of gutter Channel PIPE FLOW C Sheet ACCROSS PAVEMENT Sheet ALONG DRIVEWAY L Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min TC 0.00 hrs 0.11 hrs 0.3500 ac 0.2400 ac Length: Slope: 400.00 ft 1.80% 70.00 ft 0.50% 18.50 ft 2.00% 20.00 ft 5.00% Coeff: Travel Time 0.0110 4.85 min 21.0000 0.79 min 0 0110 0.40 min 0.0110 0.29 min MOVEHYD (Basin D] TO [Basin D - 6 MO] AS [6 MO] Peak Flow: 0.1571 cfs Peak Time: 8.00 hrs Hyd Vol: 2278.61 cf - 0.0523 acft MOVEHYD [Basin D] TO [Basin D -100 YR] AS [100 YR] Peak Flow: 0.5367 cfs Peak Time: 8.00 hrs Hyd Vol: 8063.20 cf - 0.1851 acft Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWALE D Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 70.0000 ft 1.00 Width Bank Hgt ss1 ss2 4.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up {nvert Dn Invert DUMMY D 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope drop Travel Min In U 4~ U n ~l In L~ In L~ 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN D - 6 MO] THRU [BIOSWALE D] USING TYPE 1A AND [6 MO ]ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE D 0 5900 0.1571 - 1.00 0.0370 Ditch 0 5521 -- BASIN D ROUTEHYD [BASIN D -100 YR] THRU [BIOSWALE D] USING TYP E 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q % Fult nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE D 0.5900 0 5367 - 1.00 0 0801 Duch 0 9737 --- BASIN D Node ID: INFILTRATION D Desc: Manhole structure Start EI: 190 0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 200.0000 ft 8.0000 ft 39.00 Node ID: BASIN D RPL Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION D Discharge Id: INFILTRATION RLPCOMPUTE [BASIN D RPL] SUMMARY 100 yrMatch Q: 0.5367 cfs Peak Out Q: 0.1523 cfs -Peak Stg: 192.02 ft -Active Vol: 579.21 cf (-' {{~' L~ In U In U I(-' U +n I BASIN E Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN E 0.13 8.00 0.0443 0.50 SBUH/SCS TYPEIA 6 MO BASIN E 0.45 8 00 0.1569 0 50 SBUH/SC5 TYPE1A 100 YR Drainage Area: BASIN E Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.5000 ac 98.00 0.13 hrs Total 0.5000 ac Supporting Data: Impervious CN Data: Roadway 98.00 0.4000 ac Driveway 98.00 0.1000 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Along flow line of gutter 260.00 ft 2.39% 0.0110 3.07 min Sheet ACROSS PAVEMENT 18.50 ft 2.00% 0.0110 0.40 min Channel PIPE FLOW 110.00 ft 0.05% 21.0000 3.90 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN E] TO [BASIN E - 6 MO] AS [6 MO] Peak Flow: 0.1313 cfs Peak Time: 8.00 hrs Hyd Vol: 1930.98 cf - 0.0443 acft MOVEHYD [BASIN E] TO [BASIN E -100 YR] AS (100 YR] Peak Flow 0.4491 cfs Peak Time: 8.00 hrs Hyd Vol: 6833.25 cf - 0.1569 acft Control Structure {D: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BASIN E BIOSWALE Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -nor mal 0.0250 Mannings Formula Length Slope Entrance Loss 100.0000 ft 0.10 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1v 2.OOh:1v Up Node Dn Node Up Invert Dn Invert DUMMY E 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Sfope Max Slope drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft ft inlExfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Travel Min 0.0000 (-' ~- L~ n L~ n u In U I(~ U f(-' U n Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN E - 6 MO] THRU [BASIN E BIOS WALE] USING TYPE 1A AND [6 MO ] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s BASIN E BIOSWALE 0.5000 0.1313 --- 1 00 0.1324 Ditch 0 2732 ---- _ BASIN E ROUTEHYD [BASIN E -100 YR] THRU [BASIN E BIOSWALE] USING TYPE 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft --- ft/s ft/s BASIN E BIOSWALE 0.5000 0.4491 - 1 00 0.2850 Ditch 0 3627 --- BASIN E Node ID: INFILTRATION E Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 100.0000 ft 10.0000 ft 39.00 Node ID: BASIN E RPL Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION E Discharge Id: INFILTRATION RLPCOMPUTE [BASIN E RPL] SUMMARY 100 YR MatchQ=PeakQ= 0.4491 cfs Peak Out Q: 0.1313 cfs -Peak Stg: 192.05 ft - Active Vol: 697.95 cf n l V V In U ~' In U n BASIN F Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN F 0.15 8.00 0.0505 0.57 SBUH/SCS TYPEIA 6 MO BASIN F 0.50 8.00 0.1788 0 57 SBUHJSCS TYPEIA 100 YR Drainage Area: BASIN F Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Inty: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.5700 ac 98.00 0.16 hrs Total 0.5700 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.4800 ac DRIVEWAY 98.00 0.0900 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet ALONG FLOW LINE OF GUTTER 330.00 ft 0.37% 0.0110 7.82 min Sheet across pavement 18.50 ft 2.00% 0.0110 0.40 min Channel Pipe Flow 110.00 ft 0.50% 21.0000 1.23 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.29 MOVEHYD [BASIN F] TO [BASIN F - 6 MO ] A S [6 MO ] Peak Flow: 0.1452 cfs Peak Time: 8.00 hrs Hyd Vol: 2201.36 cf - 0.0505 acft MOVEHYD [BASIN F] TO [BASIN F -100 YR] AS [100 YR] Peak Flow: 0.4979 cfs Peak Time: 8.00 hr s Hyd Vol. 7789.98 cf - 0.1788 acft Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infl: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWALE F Section Properties: Shape: Ditch Routing Method: Time Transiation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 100.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Nade Dn Node Up Invert Dn Invert DUMMY F 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope drop 2.0000 ft 15 0000 ft 3.0000 ft 0.5000 ft 2.0000 ft ft In/Exfif Hold Up Hold Dn Match Inv Allow Smaller 0.0110 Travel Min 0.0000 n r--~ ~ U 0.0000 in/hr NO NO YES NO Conduit Summary: ~ Trib Area Flow Capacity Velocity Normal Depth I ~ 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft U Ent Loss Exit Lass Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft [, ROUTEHYD [BASIN F - 6 MO) THRU [BIOSWALE F) USING TYPE 1A AND [6 MO) ZERO RELATIVE Reach Area Flow Full Q % Fulf nDepth Size nVef fVel CBasin n /Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE F 0.5700 0 1452 - 1.00 0.0873 Ditch 0.4344 - BASIN F ROUTEHYD BASIN F -100 YR THR L ] U BIOSWALE F USING TYPE 1A AND [100 YR) L l ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVet fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- n ~1 BIOSWALE F 0.5700 0.4979 -- 1.00 0.1882 Ditch 0 8297 - BASIN F Node ID: INFILTRATION F n i~ Desc: Manhole structure U Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 100.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN F RPL Desc: Manhole structure Start EI: 190.0000 ft Max E1: 200.0000 ft Contrib Basin: Contrib Hyd: C Storage Id: INFILTRATION F Discharge Id: INFILTRATION RLPCOMPUTE [BASIN F RPL) SUMMARY C 100 YR MatchQ=PeakQ= 0.4979 cfs Pe ak Out Q: 0.1452 cfs -Peak Stg: 191.69 ft -Active Vol: 448.94 cf ~' U U ~' { V (~ ~1 LJ h n BASIN G Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BASING 0.24 8.00 0.0798 0.90 SBUH/SCS TYPEIA 6 MO BASING 0.82 8 00 0.2824 0.90 SBUNlSCS TYPEIA 100 YR Drainage Area: BASIN G Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Inty: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.9000 ac 98.00 0.11 hrs Total 0.9000 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.5300 ac DRIVEWAY 98.00 0.3700 ac Impervious TC Data: Flow type: Description: Length: Slope. Coeff: Travel Time Sheet Accros roadway 18.50 ft 2.00% 0.0110 0.40 min Channel PIPE FLOW 100.00 ft 0.50% 21.0000 1.12 min Sheet ALONG FLOW LINE OFGUTTER 400.00 ft 1.80% 0.0110 4 85 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN G] TO [BASIN G - 6 MO ] AS [6 MO ] Peak Flow: 0.2389 cfs Peak Time: 8.00 hrs Hyd Vol: 3475.84 cf - 0.0798 acft MOVEHYD [BASIN G] TO [BASIN G -100 YR] AS [100 YR) Peak Flow: 0.8165 cfs Peak Time: 8.00 hrs Hyd Vol: 12299.85 cf - 0.2824 acft Control Structure !D: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier 1.00 Reach ID: BIOSWALE G Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 200.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up Invert Dn Invert DUMMY G 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2 0000 ft ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Travel Min 0.0000 (~ i ~~ ~, n U I~I L~ V n ~' (~' u n Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN G - 6 MO] THRU [BIOSWALE G] USING TAYP E 1A AND [6 MO ]ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft1s ft/s ---------- BIOSWALE G 0.9000 0.2389 - 1 00 0.0673 Ditch 0.5603 -- BASIN G ROUTEHYD (BASIN G -100 YR] THRU [BIOSWALE G] USING TYPE 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q °t° Full nDepth Size nVel fVel CBasin /Hyd ----- ac cfs cfs ratio ft ---- ftls ft/s ---------- BIOSWALE G 0 9000 0.8165 ---- 1.00 0.1455 Ditch 0.9622 - BASIN G Node ID: INFILTRATION G Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 200.0000 ft 10.0000 ft 39.00 Node ID: BASIN G RPL Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage fd: INFILTRATION G Discharge Id: INFILTRATION RLPCOMPUTE [BASIN G RPL] SUM MARY 100 YR MatchQ=PeakQ= 0.81 65 cfs Peak Out O: 0.2389 cfs - Peak Stg: 190.90 ft - Active Vol: 527.99 cf ~' U C , BASIN H Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BAS{N H 0.19 8.00 0.0629 0.71 SBUH/SCS TYPEIA 6 MO U BASIN H 0.65 8.00 0.2228 0.71 SBUH/SCS TYPEIA 100 YR C Drainage Area: BASIN H Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC ~ Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.7100 ac 98.00 0.08 hrs C Total 0.7100 ac Supporting Data: Impervious CN Data: n ROADWAY 98.00 0.5000 ac L DRIVEWAY 98.00 0.2100 ac ~ Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Accross Roadway 18 50 ft 2.00% 0.0110 0.40 min Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 1.00% 0.0110 3.24 min Channe{ Pipe Flow 90.00 ft 0.50% 21.0000 1 01 min C Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN H] TO [BASIN H - 6 MO ] AS [6 MO ] Peak Flow: 0.1904 cfs Peak Time: 8.00 hrs Hyd Vol: 2742.09 cf - 0.0629 acft C MOVEHYD [BASIN H] TO (BASIN H -100 YR] AS [100 YR] Peak Flow: 0.6492 cfs Peak Time: 8.00 hrs Hyd Vol• 9703.24 cf - 0.2228 acft C Control Structure 1D: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice r, Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 U Infil: 20.00 in/hr Multiplier 1.00 r' Reach ID: BiOSWALE H I l~ Section Properties: Shape: Ditch Routing Method: ~ Time Translation ~ Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 200.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh•1v 2.OOh:1v Up Node Dn Node Up Invert Dn Invert C DUMMY H 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope r' drop V 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft ft r-, In/Ex1:tl Hold Up Hold Dn Match Inv Allow Smaller Travel Min 0.0000 L~ Ifs l~ I~ U n I~ U In, U ~' U 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN H - 6 MO] THRU [BIOSWALE H] USING TYPE 1A AND [6 MO ]ZERO RELATIVE Reach Area Flow Fuft Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ftls ft/s ---------- BIOSWALE H 0 7100 0.1904 - 1 00 0.0575 Ditch 0.6679 --- BASIN H ROUTEHYD [BASIN H -100 YR] THRU [BIOSWALE H] USING TYP E 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ---- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE H 0 7100 0.6492 ---- 1.00 0.1246 Ditch 0.9188 --- BASIN H Node ID: INFILTRATION H Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 150.0000 ft 8.0000 ft 39.00 Node ID: BASIN H RPL Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin• Contrib Hyd: Storage Id: INFILTRATION H Discharge 1d: INFILTRATION RLPCOMPUTE [BASIN H RPL] SUM MARY 100 YR Match Q: 0.6492 cfs Peak Out Q: 0.1904 cfs -Peak Stg: 190.84 ft - Active Vol: 393.29 cf r-, I L~ C BASIN I Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event n ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN I 0.11 8.00 0 0372 0.42 SBUH/SCS TYPE1A 6 MO BASIN I 0.38 8.00 0.1318 0.42 SBUHISCS TYPE1A 100 YR C Drainage Area: BASIN I Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min C Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.4200 ac 98.00 0.11 hrs C Total 0.4200 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.3100 ac C DRIVEWAY 98.00 0.1100 ac Impervious TC Data: Flow type: Description. Length: Slope: Coeff: Travel Time C Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 0.30% 0.0110 5.24 min Sheet Accross Roadway 18.50 ft 2.00% 0.0110 0.40 min Channel Pipe Flow 80.00 ft 0.50% 21.0000 0.90 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN I) TO [BASIN I.6 MO ] AS [6 MO ] C Peak Flow. 0.1113 cfs Peak Time: 8.00 hrs Hyd Vol: 1622.05 cf - 0.0372 acft MOVEHYD BBASIN I) TO [BASIN I -100 YR) AS [100 YR] r' Peak Flow: 0.3805 cfs Peak Time: 8.0 0 hrs Hyd Vol: 5739.89 cf - 0.1318 acft U Control Structure lD: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice C Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 inJhr Multiplier: 1.00 r~ Reach ID: BIOSWALE I Section Properties: n Shape: Ditch Routing Method: Travel Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula C Length Slope Entrance Loss 80.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 2.0000 ft 2.OOh:1 v 2.OOh:1 v C Up Node Dn Node Up Invert Dn Invert DUMMY I 0.0000 ft 0.0000 ft Conduit Constraints: C Min Vel Max Vel Min Cov Min Slope Max Slope Min drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft C In/Exfi{ Hold Up Hold Dn Match Inv Allow Smaller Ire U r 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN I - 6 MO] THRU [BIOSWALE I] USING TYPE 1A AND [6 MO ]ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE I 0.4200 0.1113 - 1.00 0.0878 Ditch 0 5566 --- BASIN I ROUTEHYD [BASIN I -100 YR] THR U [BIOSWALE I] USING TYPE 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE I 0 4200 0 3805 --- 1.00 0 1906 Ditch 0.9035 ----- BASIN I Node ID: INFILTRATION I Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 80.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN I RLP Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION I Discharge Id: INFILTRATION RLPCOMPUTE [BAS1N 1 RLP] SUMMARY 100 YR MatchQ=PeakQ= 03805 cfs Peak Out Q: 0.1113 cfs -Peak Stg~ 190.61 ft -Active Vol: 331.77 cf C BASIN J Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event r-, ------- (cfs) (hrs) (ac-ft) ac /Loss I BASIN J 0.18 8.00 0.0603 0.68 SBUH/SCS TYPEIA 6 MO U BASIN J 0 63 7 83 0.2134 0.68 SBUH/SCS TYPEIA 100 YR C Drainage Area: BASIN J Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Inty: 10.00 min C Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.6800 ac 98.00 0.08 hrs C Total 0.6800 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.4700 ac DRIVEWAY 98.00 0.2100 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Imo' Sheet ACCRSOS ROADWAY 16.00 ft 2.00% 0.0110 0.30 min LS Sheet ALONG FLOW LINE OF GUTTER 210.00 ft 1.50% 0.0110 3.11 min Channel PIPE FLOW 85.00 ft 0.50% 21.0000 0.95 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min V MOVEHYD [BASIN J] TO [BASIN J - 6 MO ] AS [6 MO ] C Peak Flow: 0.1824 cfs Peak Time: 8.00 hrs Hyd Vol: 2626.35 cf - 0.0603 acft MOVEHYD [BASIN J] TO [BASIN J -100 YRj AS [100 YR] C Peak Flow: 0.6255 cfs Peak Time: 7.83 hrs Hyd Vol: 9293.63 cf - 0.2134 acft Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice C Start EI Max EI Increment 190.0000 ft 200 0000 ft 0.10 C Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWALE J Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By C Corr Metal -normal ~ Length Slope 0.0250 Mannings Formula Entrance Loss 80.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 2.0000 ft 2.OOh:1 v 2.OOh:1 v C Up Node Dn Node Up Invert Dn Invert DUMMY J 0.0000 ft 0.0000 ft Conduit Constraints: C Min Vel Max Vel Min Cov Min Slope Max Slope drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft C ft Travel Min 0.0000 I~ U n L, In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO ~ Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW ~ 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft V ROUTEHYD [BASIN J - 6 MO] THRU jBIOSWALE J] USING THUR100Y AND [6 MO ]ZERO RELATIVE Reach Area Flow Full Q °t° Full nDepth Size nVel fVel CBasin / Hyd cfs ----- ac cfs ratio ft ---- ftls ft/s ---------- C _ 610SWALE J 0.6800 0.1824 --- 1.00 0.0780 Ditch 0.6558 -- BASIN J ROUTEHYD [BASIN J -100 YR] THRU [BIOSWALE J] USING THUR100Y AND [100 YR] C ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ~? ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- I ~ BIOSWALE J 0.6800 0.6255 ---- 1.00 0 1685 Ditch 0 9104 - BASIN J C Node ID: INFILTRATION J Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft C Contrib Basin• Contrib Hyd: Length Width Void Ratio 80.0000 ft 8.0000 ft 39.00 C Bottom area only with infiltration (~ Node ID: BASIN J RPL Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: n { U Storage Id: INFILTRATION J Discharge Id: INFILTRATION RLPCOMPUTE [BASIN J RPL] SUMMARY 100 YR MatchQ=PeakQ= 0.6255 cfs Peak Out Q: 0.1824 cfs -Peak Stg: 191.27 C ft -Active Vol: 763.85 cf In U n n L, BASIN K Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss C BASIN K 0.21 8.00 0.0692 0.78 SBUH/SCS TYPEIA 6 MO BASIN K 0.72 7.83 0.2447 0.78 SBUH/SCS TYPE1A 100 YR C Drainage Area: BASIN K Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min C Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.7800 ac 98.00 0.08 hrs Total 0.7800 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.5500 ac DRIVEWAY 98.00 0.2300 ac Impervious TC Data: ~' n Flow type: Description: Length: Slope: Coeff: Travel T'sme Sheet ACCROSS ROADWAY 16.00 ft 2.00% 0.0110 0.30 min Sheet ALONG FLOW LINE OF GUTTER 210.00 ft 1.50% 0.0110 3.11 min Channel PIPE FLOW 80.00 ft 0.50% 21.0000 0.90 min Sheet ALONG DRIVEWAY 20.00 ft 5.00°l° 0.0110 0.29 min MOVEHYD [BASIN K] TO [BASIN K - 6 MO ] AS [6 MO ] Peak Flow: 0.2092 cfs Peak Time: 8.00 hrs Hyd Vol: 3012.61 cf - 0.0692 acft MOVEHYD [BASIN K] TO [BASIN K -100 YR] AS [100 YR] Peak Flow: 0.7188 cfs Peak Time: 7 83 hrs Hyd Vol: 10660.43 cf - 0.2447 acft Control Structure ID: INFILTRATION - Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWALE K Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 100.0000 ft 0.10 Width Bank Hgt ss1 ss2 8.0000 ft 2.0000 ft 3.OOh:1 v 3.OOh:1 v Up Node Dn Node Up Invert Dn Invert DUMMY K 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Travel Min 0.0000 i~' U y~ U n In U n I~ U ~' V L Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.400000 ft 0.0000 ft ROUTEHYD [BASIN K - 6 MO] THRU [BIOSWALE K] USING TYPE 1A AND [6 MO ]ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- fds ft/s ---------- BIOSWALE K 0.78 0.2092 - 1 00 0 0948 Ditch 0.5737 --- BASIN K ROUTEHYD [BASIN K -100 YR] THRU [BIOSWALE K] USING TYPE 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE K 0.78 0.7188 -- 1.00 0.2023 Ditch 0.8930 --- BASIN K Node ID: INFILTRATION K Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 90.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN K RLP Desc: Manhole structure Start El: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: BASIN K Contrib Hyd: Storage Id: INFILTRATION K Discharge Id: INFILTRATION RLPCOMPUTE [BASIN K RLP] SUMMARY 100 YR MatchQ=PeakQ= 0.7188 cfs Peak Out Q: 0.2092 cfs -Peak Stg: 191.71 ft -Active Vol: 653.43 cf I~ U fI~ U n n BASIN L Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN L 0.49 8.00 0 1862 2.10 SBUHISCS TYPEIA 6 MO BASIN L 1.68 8.00 0.6589 2.10 SBUH/SCS TYPE1A 100 YR Drainage Area: BASIN L Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs 1nty: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 2.1000 ac 98.00 0.25 hrs Total 2.1000 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 1.5400 ac SIDEWALK 98.00 0.4800 ac DRIVEWAY 98.00 0.0800 ac Impervious TC Data: Flow type: Description: Length: Slope. Coeff: Travel Time Sheet aiong flow line of gutter 370.00 ft 0.30% 0.0110 9.32 min Sheet Across Roadway 27.00 ft 2.00°I° 0.0110 0.54 min Channel PIPE FLOW 420.00 ft 0.50% 21.0000 4.71 min Sheet Across Sidewalk 12.00 ft 2.00% 0.0110 0.28 min Sheet Along Driveway 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD [BASIN L] TO [BASIN L - 6 MO ] AS [6 MO ] Peak Flow: 0.4884 cfs Peak Time: 8.00 hrs Hyd Vol : 8110.33 cf - 0.1862 acft MOVEHYD [BASIN L] TO [BASIN L -100 YR] AS [100 YR] Peak Flow: 1.6811 cfs Peak Time: 8.00 hrs Hyd Vo l: 28700.32 cf - 0.6589 acft Control Structure ID: Infiltration -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Reach ID: BIOSWAL E L Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 300.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1v 2.OOh:1v Up Node Dn Node Up Invert Dn Invert DUMMY L 0.0000 ft 0.0000 ft Conduit Constraints: Min Vei Max Vel Min Cov Min Slope Max Slope Travel Min n 4~ U ~' 4 V n I~ U (n U U drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft In/Exfl Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.0000 ac 0.0000 cf 0.0000 cf 0.0000 ft/s 0.0000 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN L - 6 MO] THRU [BIOSWALE L] USING TYPE 1A AND [6 MO j ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fYel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ftls ---------- BIOSWALE L 2.1000 0 4840 - 1 00 0.0465 Ditch 0.6564 -- BASIN L ROUTEHYD [BASIN L -100 YR] THRU [BIOSWALE L] USING TYP E 1A AND [100 YR] ZERO RELATIVE Reach Area Flow Full Q °I° Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE L 2.1000 1 6811 --- 1.00 0.1007 Ditch 0.9413 --- BASIN L Node ID: Infiltration L Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 300.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN L RLP Desc: Manhole structure ~ Start El: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: Infiltration L Discharge Id: INFILTRATION RLPCOMPUTE [BASIN L RLP] SUMMARY 100 YR Match =PeakQ= 1.6811 cfs Peak Out O: 0.4840 cfs -Peak Stg: 192.44ft - Active Vol: 1594.83 cf n C BASIN M Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event r-, ------- (cfs) (hrs) (ac-ft) ac /Loss l BASIN M 0.18 8.00 0.0594 0.67 SBUH/SCS TYPEIA 6 mo ~1 BASIN M 0.61 8.00 0.2102 0.67 SBUH/SCS TYPEIA 100 yr + ' Drainage Area: BASIN M L, Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.6700 ac 98.00 0.10 hrs C Total 0.6700 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.4600 ac SIDEWALK 98.00 0.1500 ac ROADWAY 98.00 0.0600 ac Impervious 7C Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet ALONG FLOW LINE OF GUTTER 180.00 ft 1.50% 0.0110 2.75 min Sheet Across Pavement 18.50 ft 2.00% 0.0110 0.40 min Channel Flow Pipe 220.00 ft 0.50% 21.0000 2.47 min Sheet Across Sidewalk 12.00 ft 2.00% 0.0110 0.28 min Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min C MOVEHYD [BASIN M] TO [BASIN M - 6 mo] AS [6 mo] Peak Flow: 0.1786 cfs Peak Time: 8.00 hrs Hyd Vol: 2587.58 cf - 0.0594 acft C MOVEHYD [BASIN M] TO [BASIN M -100 yr] AS [100 yr] Peak Flow: 0.6100 cfs Peak Time: 8.00 hrs Hyd Vol: 9156.52 cf - 0.2102 acft n Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max E1 Increment 190.0000 ft 200.0000 ft 0 10 C Infil: 20.00 in/hr Multiplier: 1.00 n Reach ID: BIOSWALE M Section Properties: Shape: Ditch Routing Method Travel Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 100.0000 ft 1.00 C Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1v 2.OOh:1v Up Node Dn Node Up Invert Dn Invert DUMMY M 0.0000 ft 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope Mln n drop I U In U (~' C 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller ~ 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth r~ 0.6700 ac 1.1025 cf 1.1025 cf 1.4308 ft/s 0.1234 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft j ~ ROUTEHYD [BASIN M - 6 mo] THRU [BIOSWALE M] USING TYPE 1A AND [6 mo] ZERO L~ RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd f cfs ratio ft ---- ft/s ft/s ---------- ----- ac c s BIOSWALE M 0.6700 0.1786 ---- 1 00 0.0569 Ditch 0 5681 - BASIN M C ERO ROUTEHYD [BASIN M -100 yr] THRU [BIOSWALE M) USING TYPE 1A AND [100 yr] Z RELATIVE ~ Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin /Hyd ----- ac cfs cfs ratio ft --•- ft/s ft/s ---------- C BIOSWALE M 0.6700 0.6100 - 1 00 0.1234 Ditch 0 9308 -- BASIN M Node lD: INFILTRATION M C Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 100.0000 ft 8.0000 ft 39.00 C Bottom area only with infiltration Node ID: BASIN M RLP C Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: C Storage Id: INFILTRATION M Discharge Id: INFILTRATION RLPCOMPUTE [BASIN M RLP] SUMMARY ~-, 100 yrMatchQ=PeakQ= 0 6100 cfs Peak Out Q: 0.786 cfs -Peak Stg: 191.49 ft - Active Vol: 870.17 cf `~ U ~' n (n U ~, BASIN N Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss C BASIN N 0 31 8.00 0.1108 1.25 SBUH/SCS TYPEIA 6 mo BASIN N 1.08 8 00 0.3922 1.25 SBUH/SCS TYPEIA 100 yr C Drainage Area: BASIN N Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 ~ Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 1.2500 ac 98.00 0.18 hrs C Total 1.2500 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.8400 ac SIDEWALK 98.00 0.1500 ac DRIVEWAY 98.00 0.2600 ac Impervious TC Data: ~' Flow type: Description: Length: Slope: Coeff: Travel Time Sheet ALONG FLOW LINE OF GUTTER 270.00 ft 0.30% 0.0110 7.25 min Sheet ACROSS PAVEMENT 27.00 ft 2.00% 0.0110 0.54 min n Channel PIPE FLOW 200.00 ft 0.50% 21.0000 2.24 min I Sheet ACROSS SIDEWALK 12.00 ft 2.00% 0.0110 0.28 min U Sheet ALONG DRIVEWAY 20.00 ft 5.00% 0.0110 0.29 min MOVEHYD (BASIN N] TO [BASIN N - 6 mo] AS (6 mo] Peak Flow: 0.3141 cfs Peak Time: 8 .00 hrs Hyd Vol : 4827.57 cf - 0.1108 acft MOVEHYD [BASIN N] TO (BASIN N -100 yr] AS [100 yr] C Peak Flow: 1.0777 cfs Peak Time: 8.00 hrs Hyd Vol: 17083.35 cf - 0.3922 acft I~ U Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max E1 increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 in/hr Multiplier: 1.00 Rpar_h 1~~ gl~ SWALE N Shape: Time Translation Ditch Routing Method: Hyd params By 0.0250 Mannings Formula Entrance Loss Travel Size Material Mannings n Corr Metal -normal Length Slope 100.0000 ft 1.00 Width Bank Hgt ss1 8.0000 ft 3.0000 ft Up Node Dn Node DUMMY N Conduit Constraints: Min Vel Max Vel ss2 2.OOh:1v 2.OOh:1v Up Invert Dn Invert 0.0000 ft 0.0000 ft Min Cov Min Slope Max Slope Min r1 V ~' LJ In U n I~ U LJ I~ U ~' V l~ L ~' Lr drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.1,2500ac 1.0777 cf 1.0777 cf 0.9197 ft/s 0.1331 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN N - 6 mo] THRU [BIO SWALE N] USING TYPE 1A AND [6 mo] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin 1 Hyd ----- ac cfs cfs ratio ft ---- ftls ft/s ---------- BIO SWALE N 1.2500 0.3141 -- 1.00 0 0620 Ditch 0.8914 -- BASIN N ROUTEHYD [BASIN N -100 yr] THR U [BIO SWALE N] USING TYP E 1A AND [100 yr] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE N 1.2500 1.0777 ---- 1.00 0.1331 Ditch 0.9197 -- BASIN N Node ID; INFILTRATION N Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 100.0400 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN N RLP Desc: Manhole structure Start El: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION N Discharge Id: INFILTRATION RLPCOMPUTE [BASIN N RLP] SUMMARY 100 yrMatchQ=PeakQ= 1.0777 cfs Peak Out Q: 0.31 41 cfs -Peak Stg: 192.87 ft -Active Vol: 988.46 cf n C BASIN O Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ~-, ------- (cfs) (hrs) (ac-ft) ac /Loss BAS{N O 0.11 8.00 0.0364 0.41 SBUH/SCS TYPEIA 6 mo U BASIN O 0.37 8.00 0.1286 0.41 SBUHlSCS , TYPE1A 100 yr Drainage Area: BASIN O C Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 ~ Storm Dur: 24.00 hrs Intv• 10.00 min i Area CN TC U Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.4100 ac 98.00 0.12 hrs ~' Total 0.4100 ac I u Supporting Data: Impervious CN Data: ROADWAY 98.00 0.2500 ac C SIDEWALKS 98.00 0.1100 ac DRIVEWAY 98.00 0.0500 ac Impervious TC Data: n Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Across Pavement 27.00 ft 4.00% 0.0110 0.41 min Sheet Along gutter 190.00 ft 0.30% 0.0110 5.47 min ~ Channel PIPE FLOW 80.00 ft 0.50% 21.0000 0.90 min Sheet Across Sidewalk 12.00 ft 4.00% 0.0110 0.21 min Sheet Along Driveway 20.00 ft 5.00% 0.0110 0.29 min C MOVEHYD [BASIN O] TO [BASIN O - 6 mo] AS [6 mo] Peak Flow: 0.1081 cfs Peak Time: 8.0 0 hrs Hyd Vol: 1583.42 cf - 0.0364 acft MOVEHYD [BASIN O] TO [BASIN O -100 yr] AS [100 yr] C Peak Flow: 0.3698 cfs Peak Time: 8.0 0 hrs Hyd Vol: 5603.27 cf - 0.1286 acft r, Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Ori fice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 ~' Infil: 20.00 in/hr Multiplier 1.00 L1 Reach ID: BIOSWALE O Section Properties: C Shape: Ditch Routing Method: Travel Time Translation Size Materia{ Mannings n Hyd params By C Corr Metal -no rmal 0.0250 Mannings Formula Length Slope Entrance Loss 100.0000 ft 1.00 Width Bank Hgt ss1 ss2 C 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up Invert Dn Invert DUMMY 0 0.0000 ft 0.0000 ft ~' Conduit Constraints : Min Vel Max Vel Min Cov Min Slope Max Slope Min drop n 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 V IJ n n I~ ft 1n/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO n ~ Conduit Summary: V Trib Area Flow Capacity Velocity Normal Depth 0.4100 ac 0.3698 cf 0.3698 cf 0.6793 ft/s 0.0845 ft Ent Loss Exit Loss Frict Loss Start TW C 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN O - 6 mo] THRU [BIOSWALE O] USING TYPE 1A AND [6 mo] ZERO C RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd C =~--- ac cfis cfs ratio ft ---- ft/s fit/s ---------- BIOSWALE O 0 4100 0 1081 ---- 1.00 0.0392 Ditch 0 4680 ---- BASIN O C ROUTEHYD [BASIN O -100 yr] THRU [BIOSWALE O] USING TYPE 1A AND [100 yr] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin ~ /Hyd ~ ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE 0 0.4100 0 3698 -- 1.00 0.0845 Ditch 0.6793 -- BASIN O C Node ID: INFILTRATION O Desc: Manhole structure ~ Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 100.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration V Node ID: BASIN O RLP r~ Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION O Discharge Id: INFILTRATION C BASIN O RLP] SUMMARY OMPUTE [ RLPC 100 yrMatchQ=PeakQ= 0.3698 cfs Peak Out Q: 0.1081 cfs -Peak Stg: 191.39 ft -Active Vol: r, 366.85 cf I U n L In U ~' I L~ ~' n BASIN P Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event -, ------- (cfs) (hrs) (ac-ft) ac /Loss BASIN P 0.39 8 00 0 1312 1.48 SBUH/SCS TYPEIA 6 mo U BASIN P 1 33 8.00 0.4643 1.48 SBUH/SCS TYPE1A 100 yr ~' Drainage Area: BASIN P Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 r-, Storm Dur: 24.00 hrs Inty: 10.00 min i Area CN TC U Pervious 0.0000 ac 78.00 0.00 hrs Impervious 1.4800 ac 98.00 0.13 hrs Total 1.4800 ac C Supporting Data: Impervious CN Data: n ROADWAY 98.00 1.2300 ac SIDEWALK 98.00 0.2500 ac U Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Across Pavement 27.00 ft 4.00% 0.0110 0.41 min C Sheet Along gutter 320.00 ft 0.50% 0.0110 6.77 min Channel PIPE FLOW 200.00 ft 0.50% 0.0000 0.00 min Sheet Across Sidewalk 12.00 ft 4.00°l0 0 0110 0.21 min C Sheet Along Driveway 20.00 ft 5.00% 0.0110 0 29 min MOVEHYD [BASIN P] TO [BASIN P - 6 mo] AS [6 mo] Peak Flow: 0.3885 cfs Peak Time: 8.00 hrs Hyd Vol: 5715.84 cf - 0.1312 acft MOVEHYD [BASIN P] TO [BASIN P -100 yr] AS [100 yr] C Peak Flow: 1.3291 cfs Peak Time: 8.00 hrs Hyd Vol: 20226.52 cf - 0.4643 acft Control Structure ID: INFILTRATION -Infiltration control structure C Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 (, Infil: 20.00 in/hr Multiplier 1 00 Reach ID: BIOSWALE P C Section Properties: Shape: Ditch Routing Method: Travel Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula C Length Slope Entrance Loss 100.0000 ft 1.00 . Width Bank Hgt ss1 ss2 r , 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up Invert Dn Invert DUMMY P 0.0000 ft 0.0000 ft n Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope Min drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft 0.0000 ~ ft I~ U In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Conduit Summary: ~ Trib Area Flow Capacity Velocity Normal Depth U 1.4800 ac 1.3291 cf 1.3291 cf 0.949 ft/s 0.0744 ft Ent Loss Exit Loss Frict Loss Start TW n 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN P - 6 mo] THRU jB10SWALE P] USING TYPE 1A AND [6 mo] ZERO RELATIVE n Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE P 1.48 0.3885 - 1 00 0.0344 Ditch 0 5193 -- BASIN P ROUTEHYD [BASIN P -100 yr] THRU [BIOSWALE P] USING TYPE 1A AND [100 yr] ZERO ~ I RELATIVE i f l CB U Reach Area Flow Full Q % Full nDepth Size n Ve as nVel / Hyd n ----- ac cfs cfs ratio ft ---- ft/s ftls ---------- BIOSWALE P 1 4800 1.3291 - 1.00 0.0744 Ditch 0949 --- BASIN P Node ID: INFILTRATION P Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft r--, Contrib Basin: Contrib Hyd. Length Width Void Ratio 100.0000 ft 8.0000 ft 39.00 Node ID: BASIN P RLP Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft ~ Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION P Discharge Id: INFILTRATION RLPCOMPUTE jBASIN P RLP] SUM MARY ~ 100 yrMatchQ=PeakQ= 1.3291 cfs Peak Out Q. 0.3885 cfs -Peak Stg. 192.82 ft -Active Vol• U 982.87 cf n U 4~' 4 n V U ~' C BASIN Q Event Summary: BasinlD Peak Q Peak T Peak Vol Are a Method Raintype Event r, ------- (cfs) (hrs) (ac-ft) ac /Loss I BASIN Q 0 07 8.00 0.0239 0 27 SBUH/SCS TYPE1A 6 mo U BASIN Q 0.25 8.00 0 0847 0.27 SBUH/SCS TYPE1A 100 yr ~' Drainage Area: BASIN Q L~ Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 n Storm Dur: 24.00 hrs Intv: 10.00 min ~ Area CN TC Pervious 0.0000 ac 78.00 0.00 hrs Impervious 0.2700 ac 98.00 0.10 hrs C Total 0.2700 ac Supporting Data: Impervious CN Data: ROADWAY 98.00 0.2700 ac C Impervious TC Data: Flow type: Description: Length• Slope: Coeff: Travel Time Sheet ALONG FLOW LINE OF GUTTER 340.00 ft 1.33% 0.0110 4.80 min C Channel PIPE FLOW 70.00 ft 0.50% 21.0000 0.79 min Sheet ACROSS PAVEEM NT 18.00 ft 2.00% 0.0110 0.39 min ~i L~ IIn I._.~ n i LJ I~ l.~ n MOVEHYD [BASIN Q] TO [BASIN Q - 6 mo] AS [6 mo] Peak Flow: 0.0721 cfs Peak Time: 8.00 hrs Hyd Vol: 1042.56 cf - 0.0239 acft MOVEHYD [BASIN Q] TO [BASIN Q -100 yr] AS [100 yr] Peak Flow: 0.2461 cfs Peak Time: 8.00 hrs Hyd Vol: 3689 94 cf - 0.0847 acft Control Structure ID: INFILTRATION -Infiltration control structure Descrip: Multiple Orifice Start EI Max EI Increment 190.0000 ft 200.0000 ft 0.10 Infil: 20.00 inlhr Multiplier 1.00 Reach ID: BIOSWALE Q Section Properties: Shape: Ditch Routing Method: Time Translation Size Material Mannings n Hyd params By Corr Metal -normal 0.0250 Mannings Formula Length Slope Entrance Loss 80.0000 ft 1.00 Width Bank Hgt ss1 ss2 8.0000 ft 3.0000 ft 2.OOh:1 v 2.OOh:1 v Up Node Dn Node Up Invert Dn Invert DUMMY Q 0.0000 ft - 0.0000 ft Conduit Constraints: Min Vel Max Vel Min Cov Min Slope Max Slope drop 2.0000 ft 15.0000 ft 3.0000 ft 0.5000 ft 2.0000 ft ft In/Exfil Hold Up Hold Dn Match Inv Allow Smaller 0.0000 in/hr NO NO YES NO Travel Min 0.0000 IJ In U (~ U n I U n U Ire L~ n L r--, LJ Conduit Summary: Trib Area Flow Capacity Velocity Normal Depth 0.2700 ac 0.2461 cf 0.2461 cf 0.7543 ft/s 0.1618 ft Ent Loss Exit Loss Frict Loss Start TW 0.000000 ft 0.000000 ft 0.000000 ft 0.0000 ft ROUTEHYD [BASIN Q - 6 mo] THRU [BIOSWALE Q] USING TYPE 1A AND [6 mo] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ft/s ft/s ---------- BIOSWALE Q 0.2700 0.0721 --- 1.00 0 0787 Ditch 0 3724 --- BASIN Q ROUTEHYD [BASIN Q -100 yr] THRU [BIOSWALE Q] USING TYPE 1A AND [100 yr] ZERO RELATIVE Reach Area Flow Full Q % Full nDepth Size nVel fVel CBasin / Hyd ----- ac cfs cfs ratio ft ---- ftls ft/s ---------- BIOSWALE Q 0.2700 0.2461 - 1 00 0 1703 Ditch 0 7543 -- BASIN Q Node ID: INFILTRATION Q Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Length Width Void Ratio 80.0000 ft 8.0000 ft 39.00 Bottom area only with infiltration Node ID: BASIN Q RLP Desc: Manhole structure Start EI: 190.0000 ft Max EI: 200.0000 ft Contrib Basin: Contrib Hyd: Storage Id: INFILTRATION Q Discharge Id: INFILTRATION RLPCOMPUTE [BASIN Q RLP] SUMMARY 100 yrMatchQ=PeakQ= 0.2461 cfs Peak Out Q: 0.0721 cfs -Peak Stg : 191.25 ft -Active Vol: 171.91 cf LJ L~ L, ~' V U In L~ I~ U V ~' II~ ~1 ~' V Appendix 2 Drainage Plan C 0 0 0 0 0 0 0 0 0~ 0 0 0 0 0 0 0 0 0 0 --------~--r-~ W O '~ Z n ~D~ ~ z n G7 ~ ~ ~ p o cn zmcn ~zn , z D O Nm z W O~ ~D r r ~ ."a Z ~ ~ zD N ~v Zn m ~r z Nm ABLE i -~- - 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Q o N ,~,~ _ ! ~, 1 ~~,v -i ~ ~ t*~ u s' o .a~ ~...`~S` ter s~~"' ~}' ,.y ti,r X W Z O N x o ~ W M o o, ~~i/ ~ a o a Q w F- O 2 a d Q _~ cQ G w a _...~ ~ o rn ~~ c ~~ ~ ® ~~ ~U n r~ V v V r~ ~' ~-, C Appendix 4 Facility Summary Forms C r-, LJ n U I~ U In L~ ~' n n I U In L~ In U n l-1 n n I V THURSTON COUNTY REGION FACILITY SUMMARY FORM Complete one (1) for each facility (detention/retention, coalescing plate filter, etc.) on the project site. Attach 8 1/2 x 11 sketch showing location of facility. Proponent's Facility Name or Identifier (e.g., Pond A) ..............: Bio-infiltration swales and pervious pavement Name of Road or Street to Access Facility :...................... Longmire Street SE, Berry Valley Road Tahoma terra Blvd. 99 Ave. SE, Terra View St. SE, 99th WAY SE, Terra Glenn St SE Hearings Examiner Case Number.• ........................... . Development Rev. Project No./Bldg. Permit No .:................ . Parcel Number• ........................................... 21724319100 21724340100 To be completed by Utility Staff: Utility Facility Number Project Number (num) Parcel Number Status: (num, 1ch) 0, Known; 1, Public; 2 Unknown; 3, Unassigned Basin and Subbasin: (num, 6ch) (2ch for basin, 2ch for subbasin, 2ch future Responsible CITY: (alpha, 1ch) Hall Equities Group Contact: Steven L. Chamberlain 4200 6th Avenue SE, Suite 401 Lacey, WA 98503 Part 1 -Project Name and Proponent Project Name ................................ Tahoma Terra LLC Project DEVELOPER ... ... ........ ...... . ..... Project Contact ............... ............. . Address ..... .. ..... ................... Phone ...... ................. ... .... . Project Proponent: (if different) ................. . Address ...... ................ .......... . Phone ..................................... Project Engineer ....... ............ ........ Firm ....................................... Steven L. Chamberlain 4200 6~h Avenue SE Suite 301 Same Same Same Marek J. Danilowicz, P E. SCA Consulting Group 360-493-6002 I~ U +~ U Part 2 - PrniPrt I nratinn Section(s) C Township Range ~' 33 18N 1 W, Willamette Meridian Type of permit (e.g., Commercial Bldg.): Other Permits (circle) ~ DOF/W HPA COE Wetlands U FEMA Shoreline Mgmt n In U n i V I~ U n i U COE 404 DOE Dam Safety Floodplain Rockery/Retaining Wall Grading Other Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion Control Plan N/A Part 4 -PrnnnsPd PrcljPrt I~P„s,~j~ip~ What stream basin is this project in (e.g., Percival, Woodland)....... . Project Size, acres ......... ..... .... .... .............. . Zoning ............................. .................... On-site: Residential Subdivision: Number of Lots :........................... . Lot size (average), acres :.................. Building Permit /Commercial :............................ . Building Footprint, acres :.......... .... ... . Concrete Paving, acres ::.. ............... . Gravel Sun`ace, acres ::...... ............. . Lattice Block Paving, acres :.:................ . Porous paving, acres Public Roads (including gravel shoulder), acres : .......... . . Private Roads (including gravel shoulder), acres :............ . On-site Impervious Surface Total, acres :................... . Yelm 40.06 Ac 216 0.1147 12.41 Part 5 - PrP-I~AVPInnPd PrniPr+ Ci+c (`h~ron+cr~c+ine Stream through site, y/n: ......... ... .............................. NO Name: ..:N/A DNR Type: .... .... ..... .. ........................ N/A Type of feature this facility discharges to (i. e., lake, stream, intermittent Groundwater stream, pothole, roadside difch, sheetflow to adjacent private property, etc.): Infiltration into ground, y/n :............................... Yes Swales, Ravines, y/n ::........................ No . ....... Steep slopes (steeper than 15%) y/n :.................... No Erosion Hazard, y/n :............ .... ................ No 100 yr. Floodplain, y/n :.... ................ ........... Yes Lakes or Wetlands, y/n:... ... ..... ... ........... No Seeps/Spnngs,y/n ::......... .. ................... No High Groundwater Table, y/n:.. .. ...... .... ..... No Wellhead Protection or Aquifer Sensitive Area, y/n:.......... Yes (-' C Part 6 - Facilit Descri tion - Bio Infiltration and Infiltration Galleries v C Tofa/Area Tributary to Facility Including Off-site (acres):............ Total On-site Area Tributary to Facility (acres) :................... 40.06 ac 40.06ac Design Impervious Area Tributary to Facility (acres) :............... 9.90 ac Design Landscaped Area Tributary to Facility (acres) :.............. 0.00 ac C Design Total Tributary Area to Facility (acres) :.................... Enter a one (1) for the type of facility: ) :......................... . 9.90 ac Wef pond detention ................................... . Wef pond water surface area ........................... . n Dry pond detention ................................... . Underground detention ................................. Infiltration pond ....................................... . C Dry well infiltration .................................... . Coalescing plate separator . , . , ..... • , ....... , .. • ... , .. . . Centrifuge separator . Biofilfer .............................................. 1 n Other............ Outlet type (Enter a one (1) for each type present) Filter ................................................ Oil water separator ..................................... I~I ~ U Single orifice .......................................... Multiple orifice ........................................ . Weir ................................................ C Spillway ............................................. Pump(s) .............................................. Other (infiltration to groundwater) . . 1 C Part 7 -Release to Groundwater Design Percolation Rate to Groundwater (if applicable)............ 20 inches/hour U r--, r--, n U n U n n r~ n 1 V Appendix 5 Soil Evaluation ~Zeport 1.~ L u LJ ~~ a o o N N ... C C N N ~ U ~ N d N ~ n o o ~ ~ M O N ~ O w p O o t~f~ N 2 W c~ '~ \ ° o U ~ ~~OCh ~ ~ cn E E ~ Q m m o E E j U ° °r> o o~ ~ w ~ ~ -o >, >, ° ~ ~ C O "O "p M f/1 Vl y (4p1 (~ J ~ ~ m a~ c >, >, p ~ Q ~ ~ c'Lo >, ~ m ~ } ~ LLJ o~ rn ~ c ZW ~ >>>,mm~ ~ ~ J ~ m ~ m m ~ ~ Q ~ > > N Q a~a~i U~ ~ wwzcncn~ Z = OQ ~ ~ ~ ~ z oTr~ = d rMir~i~~r F- Q ., ~ i- ~,, ~i ~> } /~v ~ 5 ~ / s ~ ;. .., ~ ; ~ ~ ~ w ~ ~o ! .~ _ ~, ~`e ~ ~"./ ~,._ °~ b,. .- ~~ ~.~ ~, ~ r-~ ~'' ,~ ~ .~.: I . `~-~ ~ . ~~ ~;~..,~ ~ ~l ~~ N :~ ~ ~~ ~ f ~---~, ~ ,t ~.., ~,~ ~ ~ ~., ~ t_ . _~ ~i ~~, .1_ ~ l,~r ~ S r' ~' ~~ a ~, ,' ` t . ~t , ._ W ~ ~ , ~~ .. _ ~ ,~!1~ ~,~ i .~ ,. ~ ~_2 \I/YY1 { ,. ~~ , .. ~ .~ 'y. . Sri i ~ ., \{tj ~, ~ ... r w ~ ~ O (7 ~ d~ LL ~ ILL Q J_ Q W a F- ~ Q~ ~} 0 Q Q _..~~ ~ O C ~~ ~ ® ~ c ~U n n V n r~ ~-~ V V Appendix 6 Maintenance Agreement n n U n U f~ L~ RESIDENTIAL AGREEMENT TO MAINTAIN STORM WATER FACILITIES AND IMPLEMENT A POLUTION SOURCE PLAN BY AND BETWEEN TAHOMA TERRA LLC THEIR HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER "DEVELOPER") AND CITY OF YELM (HEREINAFTER "CITY") The upkeep and maintenance of stormwater facilities and the implementation of C pollution source control best management practices (BMPs) is essential to the protection of water resources. The DEVELOPER is expected to conduct business in a manner that promotes environmental protection. This Agreement contains specific C provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs. n LEGAL DESCRIPTION: U Parcels in the City of Yelm No. 21734310100, 21724340100 In Thurston County ~ Washington Whereas, the DEVELOPER has constructed improvements, including but not limited to, buildings, pavement, and stormwater facilities on the property described C above. In order to further the goals of the CITY to ensure the protection and enhancement of water resources, the CITY and the DEVELOPER hereby enters into this Agreement. The responsibilities of each party to this Agreement are identified C below. The DEVELOPER shall: ~' ~! (1} Implement the stormwater facility maintenance program included herein as Attachment .,A.. n (2) Implement the pollution source control program included herein as Attachment "B". C (3) Maintain a record (in the form of a logbook) of steps taken to implement the programs referenced in (1) above. The logbook shall be available for inspection by appointment with DEVELOPER. The logbook 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. C Maintenance items ("problems") listed in Attachment "A" shall be inspected as specified in the attached instructions or more often if necessary. The DEVELOPER is encouraged to photocopy the individual checklists in Attachment "A" and use them to complete its C inspections. These completed checklists would then, in combination, comprise the log book. +~ (4) Submit an annual report to the CITY regarding implementation of the programs U +n U n n ~J referenced in (1)) 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) 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, include a copy of the invoice for services. (d) An outline of planned activities for the next year. In (5) I execute the following periodic major maintance on the subdivision's stormwater u facilities: Sediment removal from the bio-infiltration swales, and the infiltration galleries. ~' The CITY shall: C (1) Provide technical assistance to the DEVELOPER 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 CITY time and Ir-, resources permit. U (2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with the DEVELOPER. C REMEDIES: Imo' (1) If the CITY determines that maintenance or repair work is required to be done to the L~ storm water facilities located on the owner/homeowners association property, the CITY shall give owner/association of the property notice of the specific maintenance and/or f-' repair required. The CITY shall set a reasonable time in which such work is to be completed by persons who were given notice. If the above required maintenance and/or repair is not completed within the time set by the CITY, written notice will be sent to ~ persons who were given notice stating the CITY's intention to perform such maintenance ~ and bill owner/homeowners association for all incurred expenses. The CITY may also revoke stormwater utility rate credits if required maintenance is not performed. C (2) If at any time the CITY determines that the existing system creates any imminent threat to public health or welfare, the CITY may take immediate measures to remedy said threat. However the City shall also take reasonable steps to immediately notify either C the property owner or the person in control of said property of such imminent threat in order to enable such owner or person in control to take such immediate measures either independently or in cooperation with the City. I~ U (3) The DEVELOPER grant limited authority to the CITY for access to any and all stormwater system features for the purpose of performing maintenance or repair or C inspection pursuant to the terms of this agreement. (-' (4) The DEVELOPER shall assume responsibility for the cost of maintenance and repairs to C the stormwater facility. Such responsibility shall includes reimbursement to the CITY within 30 days of receipt of an invoice for work performed by the City in maintenance or repairing such facility pursuant to the terms of this agreement. Overdue payments will ~-, require payment of interest at the current legal rate for liquidated judgments. The City shall have a lien for all unpaid charges together with interest. However, notice of such lien shall not be filed by the CITY for a period of 60 days following mailing the invoice for the charges due. During such 60 days, the property owner or other person or agent in C control of the property shall have a right to appeal such charges to the CITY's Land Use Hearings Examiner for a final decision. Such appeal may challenge either the charges rendered for maintenance or repairs performed by the CITY or the amount of the charges C rendered for such maintenance or repair. Notice of such lien shall not be filled during the pendency of such appeal until final decision is rendered by the Land Use Hearings Examiner. The lien shall be foreclosed in the same manner specified by state statute for C closure of a mechanic's or materialman's lien. In any legal action to foreclose such lien or otherwise collect such charges, the prevailing party shall be entitled to an award for its attorney fees and cost incurred. This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the CITY. It shall run with the land and C be binding on all parties having or acquiring any right, title, or interest, or any part thereof, of real property. They shall insure 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 CITY. IN WHITNESS WHEREOF, this instrument has been executed ,2 n n Grantor Grantor n L, n Ll n C ~' STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) I certify that I know or have satisfactory evidence that (is/are) the person(s) who appeared before me and said person(s) acknowledged that (he/she/they) signed this agreement and acknowledged it to be (his/her/their) free and voluntary act for the uses and purposes mentioned in the instrument. Given under my hand and official seal this day of , 200 Notary Public in and for the State of Washington, residing in My commission expires: STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) On this day and year above personally appeared before me, to be known to be the Public Works Director of the City of Lacey. A Municipal Corporation, who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the uses and purposes therein mentioned and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of , 200_. Notary Public in and for the State of Washington, residing in My commission expires APPROVED AS TO FORM: L. n i U ~--, ~--, ~--~ ATTACHMENT "A": MAINTENANCE PROGRAM COVER SHEET Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: Inspector's Signature: n L C ATTACHMENT "A" I(~ I~' l__1 i Maintenance Checklist for Bioretention Facilities Frequency Drainage System Req' Problem Conditions to Check For Conditions That Should Feature d Exist A. Evapotranspiratio Vegetation Vegetation is replaced n in Bioretention dies (first 2 Replace trees with 1-gallon Facility years only) seedlings (or better) of the same s ecies. As Needed Evapotranspiratio Vegetation is Unauthorized tree /vegetation Vegetation is replaced n in Bioretention damaged (eg, removal. Replace trees with 2C~31- Facility by illegal gallon seedlings (or cuttin better of the same s ecies A Infiltration / Soil has been Tire tracks, compacted soil Till compacted area Add Storage compacted mulch at rate of 2 parts (eg, motor soil to 1 part mulch vehicle Lightly compact. Replace traverses evergreen vegetation. facilit A Infiltration / Sediment Water ponding for extended Sediment is removed Storage buildup m penods m the facility and/or facility is cleaned so system that infiltration system works accordin to desi If you are unsure whether a problem eausts, please contact the CITY and ask for technical assistance Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) Q =Quarterly S =After mayor storms Maintenance Checklist for Conveyance Systems (Pipes and Swales) I(~ U (~ II ~ U In u Frequency Drainage System Req' Problem Conditions to Check For Conditions That Should Feature d Exist M.S. Pipes Sediment & Accumulated sediment that Pipe cleaned of all debns exceeds 20% of the diameter of sediment and debris the i e M Vegetation Vegetation that reduces free All vegetation removed so movement of water through water flows freely i es A Damaged Protective coating is damaged, Pipe repaired or replaced (rusted, bent rust is causing more than 50% or crushed) deterioration to any part of ie M - Any dent that significantly Pipe repaired or replaced impedes flow (i.e ,decreases the cross section area of pipe b more then 20% M Pipe has mayor cracks or tears Pipe repaired or replaced. allowing groundwater leakage. M S. Swales Trash & Dumping of yard wastes such Remove trash and debns debris as grass clippings and and dispose as prescribed branches into Swale by County Waste Unsightly accumulation of Management Section non-degradable materials such as glass, plastic, metal, foam and coated a er M Sediment Accumulated sediment that Swale cleaned of all buildup exceeds 20% of the design sediment and debns so depth. that it matches design. M Vegetation Grass cover is sparse and Aerate soils and reseed not growing weedy or areas are overgrown and mulch bare areas or overgrown with woody vegetation Maintain grass height at a minimum of 6" for best stormwater treatment Remove woody growth, recontour and reseed as necessar M,S Erosion See ponds checklist See ponds checklist damage to slo es M Conversion Swale has been filled in or If possible, speak with by blocked by shed, woodpile, homeDEVELOPER and homeDEVEL shrubbery, etc request that swale area be OPER to restored. Contact City to incompatible report problem tf not use rectified voluntanl A Swale does Water stands in Swale or flow A survey may be needed to not drain velocity is very slow check grades Grades need Stagnation occurs to be in 1% range if possible If grade is less than 1%, underdra~ns may need to be installed C If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance Comments: Key A =Annual (March or April preferred) M =Monthly (see schedule) f~ Q =Quarterly S =After major storms r`' C ATTACHMENT "A" I~ U U ~1 I~ U I~ u n I~ U +~ ~J Maintenance Checklist for Catch Basins and Inlets Feature Drainage System Req'd Problem Conditions to Check For Conditions That Should Feature Exist M S. General J Trash, debns Trash or debris m front of the No trash or debris located and sediment m catch basin opening is immediately m front of or on basin blocking capacity by more catch basin opening. Grate than 10% is kept clean and allows water to enter. M J Sediment or debris (m the No sediment or debns m basin) that exceeds 1/3 the the catch basin. Catch depth from the bottom of basin is dug out and clean. basin to invert of the lowest pipe into or out of the basin. M.S J Trash or debns m any inlet or Inlet and outlet pipes free pipe blocking more than 1/3 of trash or debris. of it's height M J Structural Corner of frame extends more Frame is even with curb. damage to frame than 314" past curb face into and/or top slab the street (if applicable). M J Top slab has holes larger Top slab is free of holes than 2 inches or cracks wider and cracks. than 1/4" (intent is to make sure all material is running into the basin) M J Frame not sitting flush on top Frame is sitting flush on slab, i.e., separation of more top slab than 3/4" of the frame from the top slab. A J Cracks m basin Cracks wider than 1/2" and Basin replaced or repaired walls bottom longer than 3', any evidence to design standards of soil particles entering catch Contact a professional basin through cracks or engineer for evaluation maintenance person fudges that structure is unsound A J Cracks wider than 1/2" and No cracks more than 1/4" longer than 1' at the lomt of wide at the ~omt of any inlet/outlet pipe or any mletfoutlet pipe. evidence of soil particles entering catch basin through cracks A J Settlement/mis- Basin has settled more than Basin replaced or repaired alignment 1" or has rotated more than to design standards. L" out of alignment Contact a professional engineer for evaluation fl In U Maintenance Checklist for Catch Basins and Inlets (Continued) M S ~ Fire hazard or Presence of chemicals such as No color, odor or sludge. other pollution natural gas, oil and gasoline. Basin is dug out and clean. Obnoxious color, odor or sludge noted. M.S. ~ Outlet pipe is Vegetation or roots growing No vegetation or root clogged with in inlet/outlet pipe points that growth present. vegetation is more than 6" tall and less than 6" apart. If you are unsure whether a problem eausts, please contact the CITY and ask for technical assistance. Comments: (-' Key A =Annual (March or April preferred) M =Monthly (see schedule) ~ Q =Quarterly S =After mayor storms I~ u In U n LJ u r-, ~1 C ATTACHMENT "A" In U I~ U f-1 U Maintenance Checklist for Grounds (Landscaping) Frequency Drainage Req' Problem Conditions to Check For Conditions That Should System d Exist Feature M General ~ Weeds Weeds growing in more Weeds present in less than (nonpoisonous) than 20% of the landscaped 5% of the landscaped area. area (trees and shrubs only) M ~ Safety hazard Any presence of poison ivy No poisonous vegetation or or other poisonous insect nests present in vegetation or insect nests. landscaped area. M.S ~ Trash & debris Dumping of yard wastes Remove trash and debris buildup m open such as grass chppmgs and and dispose as prescribed space branches Unsightly by City Waste Management accumulation of non- Section. degradable materials such as glass, plastic, metal, foam and coated paper M ~ Missing or Any defect m the fence or Fence is mended or shrubs broken screen that permits easy replaced to form a solid parts/dead entry to a facility. barrier to entry. shrubbery M.S. ~ Erosion Erosion has resulted in an Replace soil under fence so opening under a fence that that no opening exceeds 4" allows entry by people or m height Causes of erosion pets. identified and steps taken to slow down and/or spread out the water Eroded areas are filled, contoured, and seeded M ~ Unruly Shrubbery is growing out of Shrubbery is trimmed and vegetation control or is infested with weeded to provide weeds appealing aesthetics. Do not use chemicals to control weeds A Trees and ~ Damage Limbs or parts of trees or Trim trees/shrubs to restore shrubs shrubs that are split or shape Replace broken which affect more trees/shrubs with severe than 25% of the total foliage damage of the tree or shrub. M ~ Trees or shrubs that have Replant tree, inspecting for been blown down or injury to stem or roots knocked over Replace if severely damaged A ~ Trees or shrubs which are Place stakes and rubber- not adequately supported or coated ties around young are leaning over, causing trees/shrubs for support. exposure of the roots. If you are unsure whether a problem exists, please contact the CITY and ask for technical assistance Comments• Key. A =Annual (March or April preferred) M =Monthly (see schedule) Q =Quarterly S =After mayor storms (~ U I(-' L~ n ATTACHMENT "A" (~ U In U (~ U u U n U LJ I U n I U Maintenance Checklist for Pervious Concrete Frequency Drainage Req'd Problem Conditions to Check For and Conditions That Should System Feature Action to Take Exist M, S Pervious J Sediment Ensure that the pernous concrete Sediment is removed Concrete buildup on surface is free of sediment and/or pavement is surface cleaned so that infiltration works according to design M, S Pernoua J Sediment Ensure that the contributing and Sediment is removed Concrete buildup on adjacent landscape areas are and/or pavement is surface atabihzed and mowed, with cleaned so that chppmga removed infiltration works according to design 4 Times/Year Pervious J Sediment Vacuum sweep porous concrete Sediment is removed 1Vfin Concrete bwldup on surface followed by }ugh pressure and/or pavement is surface hoeing to keep pores free of cleaned so that sediment infiltration works according to design Upon Failure Pernoua J Spot clogging Prolonged spot puddhng on No to minor temp Concrete pavement surface Drill half-inch ponding Infiltration holes through the pavement every works according to few feet design If you are unsure whether a problem exists, please contact the CITI' and ask for technical assistance Comments• Key A =Annual (March or April preferred) M =Monthly (see schedule) Q =Quarterly S =After major storms n ~J r-, Appendix 7 Well Information I ~ I I --------- I I S~ I ------ I ---- S --- I - _ I ~ I PROPOSED I _~ ~ ~ ~ i TAHOMA BLVD I SjO I `-- I I ~ I I I I I I I I I I I I I I I I SW Berry Valley Road ~ i ,~ I ~' '~' I I I .'' ~'' ~ Z I I ~ I ,,, N ,,,p I I (~ ,,~ o q~,~ I I I ~~~ Z ~;~ I +' I ,, z ,~ I ~ I i~ r7 ~ i~ _ '; ~ '-'~ I ~ I ~ I ~ /~ ~', ;,, ~'~ ''r' ~° I Longmire St SE ~ _;~~ ~ -~; ,~ ,o --------- ,~ ~~,~ I I ,~ ,. I ,,, ,,, ,;, ~;;; ,, ,,, I I / ~ 3 / ~ I ;;. ~~;, I ,;, ,;,, I I I -., ,, ~': '~ I I ~'' ~' ~ I ,~ ,, , ,,, ,, ,, ,~ ,, , ,, ,;,,~,,;,,,,,;, I ,,,,,,,,,,, ,, ., ,, I O EXISTING WELL ® ; iu1 100' RADIUS ~~i Consulting Group DESGN/BUIID qNl • 1RANSPORTAlION PLANNING • SURVEYING arzaos VICINITY EXHIBIT tlwg TAHOMA TERRA WELL INFORMATION w .~-..~-. ~ ...-. ~ .. ~ U V In U I~ U n I~I l~ I ' SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Tahoma Terra SHEET 1 OF 1 PROJECT NO 05100 DATE 1/19/05 PREPARED BY William Parnell, P E. 1 SITE ADDRESS OR LEGAL DESCRIPTION: 14848 Longmire Street SE Yelm, WA 98597 TPN. 21724310100 2 PROJECT DESCRIPTION. Create a residential subdivision with all associated roadway, utility and landscaping improvements 3. SITE DESCRIPTION The project site is currently occupied by one residential building and several outbuildings centrally located on the parcel Site relief is relatively flat with no distinguishing features Vegetation consists of actively used agricultural pasture grasses. The project site is bounded by Berry Valley Road to the north. Longmire Street SE to the south, residential to the east and undeveloped property to the west. On-site sods are well drained and formed in glacial outwash 4 SUMMARY OF SOILS WORK PERFORMED Thirteen test pits were excavated by backhoe to a maximum depth of 180" 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. Falling head percolation tests were completed in test pits #2, 5, 7, 9, 11 and 13 at a depth of 60" below the existing grade Test pit sod log data sheets and percolation test results are included in this report. 5 ADDITIONAL SOILS WORK RECOMMENDED Additional soils work should not be necessary unless drainage infiltration facilities are located outside the general area encompassed by the soil test pits. 6 FINDINGS The National Resource Conservation Service of Thurston County mapped the on-site soils as a Spanaway Gravelly Sandy Loam (110) All test pits confirm this designation. All test pits generally revealed gravelly fine sandy loam surface soils, overlying an extremely gravelly and cobbley coarse sand substratum Substratum soils were moderately loose with no fines present. Winter water table was not present in any test pits. Falling head percolation tests were completed revealing the following infiltration rates Test pit #2 - 2160 in/hr, #5 - 144 in/hr, #7 - 188 in/hr, # 9 - 617 in/hr, #11 - 360 in/hr, #13 - 68 5 in/hr. Tests were completed utilizing a 6" diameter PVC pipe to prevent sidewall collapse 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 sods The substratum sods should be targeted for all drainage infiltration facilities A design infiltration rate of ?.0 in/hr or less would be appropriate for all targeted C-horizon soils as recommended in the attached sod 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 t practice of soils science, and to be suitable for its intended use SIGNED C1~~.~~~., ~- `~'~~ ~'~^ DATE ~/i ~/~'S ,~'.,~~~ -p;• ~z' i ~ ~ ~`~ - ; - -- ' .~'#~• a ~~~~ ~ ~ ~~'~ "1 ~~++yy+~~~~.~~aw.x-. - t~ri~YY ~.f~ ~a.Q~ L~ Horz A C Bw C1 C2 I~' U U I~ U C n SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra SHEET: 1 OF 13 PROJECT NO 05100 DATE. 1!6/05 PREPARED BY• William Parnell, P E. SOIL LOG. #1 LOCATION• 380 ft. west and 335 ft. south of the N.E. property corner 1. TYPES OF TEST DONE. 2. SCS SOILS SERIES. 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY. 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial outwash & volcanic ash GROUP: Unknown B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH' LAYER: Level Greater than bottom of hole 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 or less for drainage infiltration facilities located in the C horizon sods at 42" or greater below the existing ground surface. Soils Strata Description Soil Log #1 Depth Calor Texture 0"- 21" 10YR2/1 GrFiSaLm 21"- 42" 10YR3/2 LmFiSa 42"- 92" 10YR5/4 LmMSa 92"-144" 10YR5/1 Gravel with Coarse Sand Border %CL °1o0RG CF STR MOT IND CEM ROO <X> FSP <20 <5 <10 1SBK - - - ff 2-6 2 <10 - <5 1 SBK - - - ff 2-6 4 <5 - <5 SG - - - ff 6-20 20 <1 - <98 SG - - - - X20 20 i U C Ire L~ C C C I~ h C C Horz C A Bw C1 C C2 C C2 n ~.J U SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET. 2 OF 13 PROJECT N0.:05100 DATE. 1/6/05 PREPARED BY William Parnell, P E. SOIL LOG #2 LOCATION: 380 ft. west and 595 ft. south of the N.E. property corner. 1. TYPES OF TEST DONE 2. SCS SOILS SERIES 3 LAND FORM Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY 5. HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW: Glacial ouiwash & volcanic ash GROUP. Unknown B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS DEPTH• LAYER. Level Greater than bottom of hole 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 A falling head percolation test completed at 60" below the existing grade yielded an infiltration rate of 2160 in/hr Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C horizon soils at 60" or greater below the existing ground surface Depth Color Texture 0"- 28" 10YR2/1 GrFiSaLm 28"- 36" 10YR3/2 GrSaLm 36"- 60" 10YR4/4 VGrLmM-FSa 60"- 68" 10YR5/1 Gravel with Coarse Sand Binder 68"-132" 10YR5/1 ExGr&Cob CSa Soils Strata Description Soil Log #2 %CL %ORG CF STR <20 <5 <5 1SBK <20 - <10 1 SBK <10 - <50 SG <1 - <98 SG <1 - <90 SG MOT IND CEM ROO <X> FSP - - - ff 2-6 2 - - - ff 2-6 4 - - - ff 6-20 20 - - - - >20 20 - - - - >20 20 n r~ In U C C C C C ~ Horz A Bw C C1 C2 I(~ U u C C SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET• 3 OF 13 PROJECT NO. 05100 DATE: 1/6/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #3 LOCATION: 380 ft. west and 855 ft. south of the N.E. property corner. 1. TYPES OF TEST DONE. 2. SCS SOILS SERIES 3. LAND FORM• None Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY• 5. HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW• Glacial outwash & volcanic ash GROUP' Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER: Level Greater than bottom of hole 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 or less for drainage infiltration facilities located in the C horizon soils at 67" or greater below the existing ground surface Soils Strata Description Soil Log #3 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP 0"- 36" t0YR2/1 GrFiSaLm <20 <5 <5 1SBK - - - ff 2-6 2 36"- 40" 10YR3/2 GrlmFiSa <20 - <20 1 SBK - - - ff 2-6 6 40"- 67" 10YR4/4 VGrLmM-FSa <10 - <55 SG - - - ff 6-20 20 67"-144" 10YR5/1 ExGr&Cob <1 - <85 SG - - - - >20 20 CSa ~~ L1 i v C C C C C lJ Ih L~ C Horz A Bw C C1 C2 I~ U C3 C4 I~ U I~ l__J ,n U f~l SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET• 4 OF 13 PROJECT NO .05100 DATE: 1/6/05 PREPARED BY• William Parnell, P.E. SOIL LOG: #4 LOCATION 313 ft west and 85 ft. north of the S.E. property corner 1 TYPES OF TEST DONE. 2. SCS SOILS SERIES• 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY. 5. HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS DEPTH LAYER: Level Greater than bottom of hole 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 or less for drainage infiltration facilities located in the C horizon soils at 48" or greater below the existing ground surface. Soils Strata Description Soil Log #4 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> 0"- 24" 10YR2/1 GrFiSaLm <20 <5 <10 1SBK - - - ff 2-6 24"- 30" 10YR3/2 GrLmFiSa <20 - <20 1 SBK - - - ff 2-6 30"- 48" 10YR4/4 VGrLmM-FSa <10 - <45 SG - - - ff 6-20 48"- 96" 10YR5l1 ExGr&Cob <5 - <75 SG - - - - >20 C-MSa, some stones 96"-114" 10YR5/1 Gravel with <5 - <95 SG - - - - >20 CSa binder 114"-144" 10YR5/1 ExGrBCob <5 - <75 SG - - - - >20 C-MSa FSP 2 6 20 20 20 20 L f~' U LJ C C n L.~ InI `-' Horz (~ A U Bw C1 C C2 C C2 II U I~ U I V SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE Tahoma Terra SHEET 5 OF 13 PROJECT NO :05100 DATE 1/6/05 PREPARED BY. William Parnell, P E. SOIL LOG. #5 LOCATION: 572 ft. west and 85 ft. north of the S.E. property corner 1 TYPES OF TEST DONE 2 ~SCS SOILS SERIES: 3. LAND FORM: Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW Glacial outwash & volcanic ash GROUP' Unknown B 7 CURRENT WATER 8 DEPTH TO IMPERVIOUS 9 MISCELLANEOUS DEPTH LAYER Level Greater than bottom of hole 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 A falling head percolation test completed at 60" below the existing grade yielded an infiltration rate of 144 in/hr. Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C horizon sods at 36" or greater below the existing ground surface Soils Strata Description Soil Log #5 Depth Color Texture 0"- 24" 10YR2/1 GrFiSaLm 24"- 26" t0YR3/2 GrLmFiSa 26"- 36" 10YR4/4 VGrLmM-FSa 36"- 72" 10YR5/1 ExGr&Cob C-MSa, some stones 72"-144" 10YR5/1 Gravel with CSa binder many stones %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <10 1 SBK - - - ff 2-6 2 <20 - <20 1 SBK - - - ff 2-6 6 <10 - <45 SG - - - ff 6-20 20 <5 - <75 SG - - - - >20 20 <5 - <90 SG - - - - >20 20 Horz A C Bw C1 (~ C2 C C r-, LJ LJ In U SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET' 6 OF 13 PROJECT N0..05100 DATE. 1/6/05 PREPARED BY' William Parnell, P.E. SOIL LOG #6 LOCATION: 100 ft. west and 115 ft. south of the N.E. property corner 1 TYPES OF TEST DONE. 2. SCS SOILS SERIES• 3 LAND FORM' None Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW Glacial outwash & volcanic ash GROUP Unknown B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9 MISCELLANEOUS. DEPTH: LAYER• Level Greater than bottom of hole 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 or less for drainage infiltration faalities located in the C horizon sods at 26" or greater below the existing ground surface Soils Strata Description Soil Log #6 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP 0"- 23" 10YR2/1 GrFiSaLm <20 <5 <10 1 SBK - - - ff 2-6 2 23"- 26" 10YR3/6 VGrCSaLm <20 - <55 1 SBK - - - ff 6-20 6 26"- 74" 10YR5/6 ExGr&Cob <2 - <90 SG - - - - >20 20 C-MSa some stones 74"-144" 10YR5/6 Gravel &Cob <5 - <95 SG - - - - >20 20 with C-MSa binder L r~ C C C I~I L~ U C C Ir-t U I(~ U i SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET 7 OF 13 PROJECT NO :05100 DATE: 1/6/05 PREPARED BY• William Parnell, P E SOIL LOG #7 LOCATION 70 ft. west and 475 ft. south of the N E property corner. 1. TYPES OF TEST DONE. 2. SCS SOILS SERIES' 3. LAND FORM' Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY. 5 HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP Unknown B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER Level Greater than bottom of hole 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 A falling head percolation test completed at 60" below the existing grade yielded an infiltration rate of 188 In/hr. Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design Infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C horizon soils at 48" or greater below the existing ground surface Soils Strata Description Soil Log #7 Harz Depth Color Texture A 0"- 26" 10YR2/1 GrFiSaLm Bw 26"- 39" 10YR3l2 GrLmFiSa C1 39"- 48" t0YR4/4 ExGrLmCSa C2 48"-144" 10YR5/1 ExGr&Cob CSa, some stones %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <10 1 SBK - - - ff 2-6 2 <20 - <25 1SBK - - - ff 2-6 4 <5 - <85 SG - - - ff >20 20 <2 - <90 SG - - - - >20 20 C C C C C C C C I~ U C ~ Horz A Bw ~ ~, C2 C C SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE Tahoma Terra SHEET 8 OF 13 PROJECT NO .05100 DATE. 1/6/05 PREPARED BY William Parnell, P E SOIL LOG #8 LOCATION: 70 ft. west and 725 ft. south of the N.E. property corner. 1 TYPES OF TEST DONE. 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP' Unknown B 7 CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS DEPTH LAYER. Level Greater than bottom of hole Greater than bottom of hole 10. POTENTIAL FOR EROSION RUNOFF PONDING Slight Slow Minimal 1 i. SOIL STRATA DESCRIPTION. See Following chart 12 SITE PERCOLATION RATE' See FSP 13. FINDINGS & RECOMMENDATIONS Use a design infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C honzon sods at 30" or greater below the existing ground surface. Soils Strata Description Soil Log #8 Depth 0"- 27" 27"- 30" 30"- 62" 62"-144" Color Texture t0YR2/1 GrFiSaLm 10YR4/4 ExGrLmCSa 10YR4/4 ExGrC-MSa 10YR5l1 ExGr&Cob CSa %CL °/aORG CF <20 <5 <10 <5 - <70 <5 - <90 <2 - <90 STR MOT IND CEM ROO <X> FSP 1 SBK - - - ff 2-6 2 SG - - - ff >20 20 SG - - - ff >20 20 SG - - - - >20 20 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE Tahoma Terra SHEET: 9 OF 13 PROJECT NO .05100 DATE 1/6/05 PREPARED BY William Parnell, P E. SOIL LOG #9 LOCATION 70 ft west and 975 ft. south of the N.E. property corner. 1. TYPES OF TEST DONE 2. SCS SOILS SERIES 3. LAND FORM. Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY 5 HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW. Glacial outwash & volcanic ash GROUP Unknown B 7. CURRENT WATER 8 DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH• LAYER. Level Greater than bottom of hole 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. A falling head percolation test completed at 60" below the existing grade yielded an infiltration rate of 617 in/hr Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C horizon soils at 32" or greater below the existing ground surface Soils Strata Description Depth Color Texture 0"- 26" 10YR2/1 GrFiSat_m 26"- 32" 10YR3/6 VGrCSaLm 32"- 68" 1OYR4/4 VCoblm C-MSa 68"-116" 10YR5/1 ExGr&Cob CSa 116"-180" 10YR6/1 Gravel & Cobbles with C-MSa binder Soil Log #9 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <20 1 S B K - - - ff 2-6 2 <20 - <56 1 SBK - - - ff 6-20 6 <5 - <80 SG - - - ff >20 20 <2 - <90 SG - - - - >20 20 <2 - <95 SG - - - - >20 20 n C C ~S C C In U (~ C Horz I-1 A Bw C1 C C2 C (~ II U ~ ' lJ n U SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra SHEET 10 OF 13 PROJECT N0.:05100 DATE 1/6/05 PREPARED BY. William Parnell, P.E. SOIL LOG• #10 LOCATION. 850 ft. west S.E. property corner 1. TYPES OF TEST DONE. 2. SCS SOILS SERIES. 3. LAND FORM None Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY• 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW Glacial ouiwash & volcanic ash GF~OUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS DEPTH. LAYER. Level Greater than bottom of hole 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 The C3 horizon was extremely stained from manganese discoloration and was very hard and cemented. Use a design infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C1 horizon soils at 30" or greater below the existing ground surface Soils Strata Description Soil Log #10 Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP 0"- 18" 10YR2/1 VGrFiSaLm <20 <5 <40 1 SBK - - - ff 2-6 2 18"- 30" SYR3/3 ExGrCSaLm <20 - <65 1 SBK - - - ff 6-20 4 30"-144" 10YR5/1 ExGr&Cob <2 - <85 SG - - - - >20 20 CSa, some stones 144"-148" 10YR2/1 Gravel <2 - >95 Mas M3P Str Str - - - C C C C ~, C C C C C C ~~ SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE Tahoma Terra SHEET: 11 OF 13 PROJECT N0..05100 DATE. 1/6/05 PREPARED BY William Parnell, P E. SOIL LOG. #11 LOCATION. 1300 ft. west and 250 ft. south of the N E property corner. 1 TYPES OF TEST DONE 2 SCS SOILS SERIES: 3. LAND FORM' Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY. 5. HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW• Glacial outwash & volcanic ash GROUP Unknown B 7 CURRENT WATER 8 DEPTH TO IMPERVIOUS 9. MISCELLANEOUS' DEPTH' LAYER Level Greater than bottom of hole 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 A falling head percolation test completed at 66" below the existing grade yielded an infiltration rate of 360 in/hr Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design Infiltration rate of 20 in/hr or less for drainage infiltration facilities located in the C horizon soils at 38" or greater below the existing ground surface Soils Strata Description Soil Log #11 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 32" 10YR2/1 GrFiSaLm <20 <5 <5 1SBK - - - ff 2-6 2 Bw 32"- 38" 10YR3/2 GrFiSaLm <20 - <ZO 1 SBK - - - ff 6-20 6 C1 38"- 60" 10YR4/4 VGrC-MSa <5 - <45 SG - - - ff >20 20 C2 60"-132" 10YR5/1 ExGr&Cob <5 - <70 SG - - - - >20 20 C-MSa C2 132"-144" 10YR5/1 Gravel & <2 - <95 SG - - - - >20 20 Cobbles with CSa binder c C C n U C C n I V I L1 I~ C Horz A C Bw C1 C2 C2 C I~ U C i~ U I~ U SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE Tahoma Terra SHEET 12 OF 13 PROJECT NO .05100 DATE. 1/6/05 PREPARED BY. William Parnell, P.E. SOIL LOG #12 LOCATION: 1050 ft west and 460 ft. south of the N E. property corner. 1 TYPES OF TEST DONE. 2. SCS SOILS SERIES. 3. LAND FORM. None Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW' Glacial outwash & volcanic ash GROUP Unknown B 7. CURRENT WATER 8 DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH LAYER: Level Greater than bottom of hole 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 or less for drainage infiltration facilities located in the C horizon soils at 39" or greater below the existing ground surface. Soils Strata Description Depth Color Texture 0"- 33" 10YR2/1 GrFiSaLm 33"- 39" t0YR3/4 VGrLmM-FSa 39"- 74" 10YR3/6 C-MSa 74"-113" 10YR3/6 ExGr&Cob C-MSa 113"-180" 10YR5/1 Gravel & Cobbles with CSa border Soil Log #12 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <5 1 SBK - - - ff 2-6 2 <15 - <60 1SBK - - - ff 6-20 6 <2 - <55 SG - - - ff >20 20 <2 - <85 SG - - - - >20 20 <2 - <95 SG - - - - >20 20 n f u C C +~+ l~ n I U C C C I~ U C n I L~ C Horz A C Bw C1 C C2 C C2 C C C In U SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE. Tahoma Terra SHEET 13 OF 13 PROJECT NO '05100 DATE 1/6/05 PREPARED BY' William Parnell, P E. SOIL LOG. #13 LOCATION. 1050 ft. west and 720 ft. south of the N.E property corner 1. TYPES OF TEST DONE 2. SCS SOILS SERIES: 3. LAND FORM: Falling Head Percolation Spanaway Gravelly Sandy Terrace Loam (110) 4 DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6 DEPTH OF SEASONAL HW. Glacial outwash & volcanic ash GROUP' Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS. DEPTH: LAYER• Level Greater than bottom of hole 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 A falling head percolation test completed at 60" below the existing grade yielded an infiltration rate of 68 5 in/hr. Test was completed utilizing a 6" PVC pipe to prevent sidewall collapse Use a design infiltration rate of 20 in/hr or less for drainage Infiltration facilities located In the C horizon soils at 36" or greater below the existing ground surface Soils Strata Description Depth Color Texture 0"- 32" 10YR2/1 GrFiSaLm 32"- 36" 10YR3/2 VGrLmMSa 36"- 70" 10YR3/6 M-FSa 70"-120" 10YR5/6 ExGr&Cob C-MSa 120"-144" 10YR5/1 Gravel & Cobbles with CSa binder Soil Log #13 %CL %ORG CF STR MOT IND CEM ROO <X> FSP <20 <5 <5 1 S B K - - - ff 2-6 2 <20 - <45 1 SBK - - - ff 6-20 20 <5 - <20 SG - - - ff >20 20 <5 - <80 SG - - - - >20 20 <2 - <95 SG - - - - >20 20 n ~~ r-~ +n U Abbreviations Textural Class (Texture) Structure (STR) Grades of Structure Cobble -Cob Granular - Gr Stron - 3 Stoney - St Blocky - Blky Moderate - 2 Gravelly - Gr Platy - PI Weak - 1 Sand - Sa Massive - Mas Loamy - Lm Single Grained - SG Silt - Si Sub-An ular Block - SBK Clayey - CI Coarse - C Ver - V Extremely - Ex Fine - F Medium - M Induration 8~ Cementation (IND) (CEM) Weak - Wk Moderate -Mod Strong - Str Mottles (MOT) 1 Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine - 1 Faint - F Common - C Medium - 2 Distinct - D Many - M Coarse - 3 Prominent - P Roots (ROO) 1st Letter Abundance 2nd Letter Size Few - f Fine - f Common - c Medium - m Many - m Coarse - c <X> -Generalized range of infiltration rates from SCS soil survey (<X>) C FSP -Estimated Field Saturated Percolation rate based on horizon specific factors In U TAHOMA TERRA n In U In U r-, FALLING HEAD PERCOLATION TEST Test Date . 1 /11 /2005 Note Tests completed with 6" diameter PVC pipe PF Inh $n~1M FALLING HEAD PERCOLATION TEST RESULTS Test Hole # 2 (test run @ 60" below existing ground surface ) Start Sto Ela sed Time Total Dro Infiltration Rate ( Min) (Min) (Min) (Inches) (In/Hr ) 0 10" 10" 6 10" 20" 10" 6 20" 30" 10" 6 30" 40" 10" 6 40" 50" 10" 6 50" 1' 00" 10" 6 1' 00" 1' 10" 10" 6 1' 10" 1' 20" 10" 6 1' 20" 1' 30" 10" 6 1' 30" 1' 40" 10" 6 1' 40" 1' S0" 10" 6 1' S0" 2' 00" 10" 6 2160 TAHOMA TERRA FALLING HEAD PERCOLATION TEST C Test Date 1 /11 /2005 Note Tests completed with 6" diameter PVC pipe P~ inh #n~~nn FALLING HEAD PERCOLATION TEST RESULTS Test Hole # 5 (test run @ 60" below existing ground surface ) Start Sto Ela sed Time Total Dro Infiltration Rate ( Min) (Min) (Min) (Inches) (In/Hr ) 0 2' 00" 2' 00" 6 2' 00" 4' 20" 2' 20" 6 4' 20" 6' S0" 2' 30" 6 6' 50" 9' 20" 2' 30" 6 9' 20" 11' S0" 2' 30" 6 11' S0" 14' 20" 2' 30" 6 14' 20" 16' 50" 2' 30" 6 16' S0" 19' 50" 2' 30" 6 144 In U ,~ ~ \ ,\ .\ .\ ®~ 1 f/ ! l (! I 1 II i I u ®12/ - - --- --- AVESE ~ - ---_ ---- - - -- -- - - ` -" - - 99TH -_ ~ ,--- --- ------------I - -----------------~ - - ! ---I ----------,I - ~ - - --- ,' F' ~ t3 . i - I --- -- I '----- ~ i ~ - _ --- i f `..` -- - ~ m~ - - -- I ~ j ----- --- 3 t----- ~ J ti ~--- z, ~ w ~---------------'---~----------- z ~ w - - -- -- 1 ~ ~ _ - - - - 99TH WAYSE - - -- - - - -- -- -- -" --J ~--"' ~ I --------_ ~ a- -- i `" I ~r----- ~ I , I r ---- ~ --- f- f ~ ---- -- _ ~-------- I ------ I ~ - -- 1 4 ` --- - t -- - -TOOTH AVE SE -~ -- - -- -- - - - - - "~._' _ - - ~ l - ---~ l - _ ` - -_ I ~ \'~-- ' - `~-'-' - -- -- k n LONG, __ ~5 ®4 TAHOMA TERRA BWD I l ------- ---------------J ~------ - / ' - -- - teoo a ~linM1f CT" C`F - - -~ -- _- " - -- ®6 m I ~f / ~ !r ``~ ~~ ~~ ~. ~~;:~ .~~~_,~ ConsulGng~Group R~5 ieGF i (]I ExN18~l ~i~ MIRE R --- -- -- - - - o ~ '` `~ E T - ~ _____________________ ~a ~10'''---~_ "lat1G`T~1rRES1'i~EET"SE--- --` ou __ _____________________. o COMMUNITY PARK TAHOMA TERRA SOIL TEST PIT LOCATIONS I i EXHIBIT I n I U n f V (-' n n I ~' Appendix 8 ~ Vicinity Map ~--~ r TAHOMA TERRA VICINITY MAP APPENDIX 8 Appendix 9 Basin Map O C~ O O O O O O D O O O O O O O O O U '~' V/\\ z "~ m A D o~m fn D $ T(/1- 2 ? 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AOC I oo o * I m ~ o or IZ~ I I I o A~ z~~m ~ I may ~mmvlm -1 m ~ ~ ~ I I ' I ~ iti ~cnm r i cn to ,- ?~~ m4J0=O""I CC -I N ' ~ ~ Q A y D D O 9 N of O N N N ~ A N Dm O ° ~ A m°n ° Z Z z p D U ~ Z C D ~<r}. ~ITIO D p ~ D A n Z Z ~ Z SI ~ m j m ~ O O i ~ v ~ ~ D{ -I ;0 ]] Ny N Ll n T - m0 ~T A- ~ c ~Om DDO I Z C - z n \ 2 n ~ o o ~ O p A i m A O 1 or ~ p° f ° ., ti Z "~ 0 n m ~ c ~ ~ ~ f - ~ ~-- o ~ m ~ ~ A r Z m o l ~ O < ~ _' \ T~ N m r 3 ~ Z N D O ~ ~ ~ "O Y z ND DAiE REVISION O v~ g D 5 O' DESIGNED BY MD y _ . = a- a DRAWN BY LDH w s TAHOMA TERRA N v ~ z om > a ~~~ ~~.~ g CHECKED BY PRELIMINARY ° ~ n z °~ V ~~ ti~ ~ = ~ ~ ~ N A A ~, ~ DIV 1 & 2 BASIN MAP ~' ~ m _ _ ~ ~ ~ ~ ° ~ ^ ° ~ DATE 3/2005 c~ °z ~ ~ SCALE ~ ~~ = 100 YEIM, WASHINGTON ~- ~ ~ y