The URL can be used to link to this page

Prelim Drainage ReportTerra Valley Preliminary Drainage Report September 2005 Rece1~ed SEP E I Zp05 DESIGN/BUILD .CIVIL AND TRANSPORTATION ENGINEERING. PLANNING • SURVEYING onsulting Group Preliminary Drainage and Erosion Control Report Terra Valley Yelm, Washington September 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: City of Yelm, WA Project Number: 05003 Project Contact: James E. Gibson Project Engineer Prepared by: 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: 05003 File Number: G:\text\pf\2005\05003\Reports\pdr_05003TV.doc ~ PROJECT ENGINEERS CERTIFICATION: I hereby certify that S$p,}I D~ this Drainage Report and Erosion Control Plan for Terra Valley in ~O '~.~ Yelm, Washington has been prepared by me or under my supervision ,~'`~' ~pF H'AS/~jt, (~ and meets the intent of the City of Yelm Development Guidelines ~~ oao 'Q and 1992 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 `~c,:,, . ,,,~' ~,"a A liability for the sufficiency, suitability, or performance of drainage ~, ~ G~ 4'` facilities designed for this development. `` `S~ONAL ~~ ~ 5-~s~Q>G FJ{PIRES: ~l-22- .~..r~ .~.... Table of Contents PART I -DRAINAGE PLAN ......................................................................1 Section 1 -Proposed Project Description ...................................................... 1 Section 2 -Existing Conditions .................................................................. ... 5 Section 3 -Infiltration Rates/Soils Report ................................................. ... 6 Section 4 -Wells and Septic Systems ........................................................ ... 6 Section 5 -Fuel Tanks ................................................................................ .. 6 Section 6 -Sub-Basin Description .............................................................. .. 6 Section 7 -Analysis of the 100-Year Flood ................................................. .. 6 Section 8 -Aesthetic Considerations for Facilities ..................................... .. 7 Section 9 -Facility Sizing and Downstream Analysis ................................ .. 7 SECTION 10 -Covenants, Dedications and Easements ............................ .. 7 SECTION 11 -Property Owners Association Articles Of Incorporation... .. 7 PART II -EROSION CONTROL REPORT ........................................... ...8 Section 1 -Construction Sequence And Procedure ..................................... .. 8 Section 2 -Trapping Sediment ................................................................... .. 8 Section 3 -Permanent Erosion Control & Site Restoration ....................... .. 9 Section 4 - Geotechnical analysis And Report ........................................... .. 9 Section 5 -Inspection Sequence .................................................................. .. 9 Section 6 -Control Of Pollutants Other Than Sediments .......................... .. 9 PART III -MAINTENANCE PLAN ........................................................ .10 Section 1 -Required Maintenance .............................................................. 10 APPENDICES Appendix 1- Storm Drainage Calculations Appendix 2- Basin Map Appendix 3- Vicinity Map Appendix 4- FEMA Map Appendix 5- Facility Summary Forms Appendix 6- Soil Evaluation Report Appendix i- Maintenance Agreement Appendix 8- Erosion Control Plan Appendix 9- Storm Drainage Plan Appendix 10- Construction Plans, Notes and Details Appendix 11- Wells Location Map Appendix 12 -Wetlends Boundary Map 11 Part 1 Drainage Plan Terra Valley Preliminary Drainage Report PART I -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: 21 7 2 43 40000 Total Site Area: 9.7+- acres Address: Terra Valley, LLC 14848 Longmire St. SE Yelm, Washington Zoned: MPC, P/OS Required Permits: Building, Grading, Paving, etc. Legal Description: City of Yelm Boundary Line Adjustment No, BLA-04- 0166-YL aPortion 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 The project site is located in the City of Yelm, Washington. Access to the site is from Yelm Ave, Longmire Street SE to the South and Berry Valley Road to the North. See Vicinity Map, Appendix 3. Project Overview The Proponent is proposing to construct amixed-use development. The development (9.7+- acres) consists of 40 single-family lots. Construction will include clearing and grading of the site, installation of underground utilities, on-site paving and concrete work. The development of a single family dwelling, Storm water facilities, and community open space. The improvements will include appropriate erosion control measures as needed, grading, streets construction, installing new Asphalt Concrete Paving, curb with gutter, sidewalk, and storm drainage improvements facility, frontage and R/W improvements, and construction of underground utilities including domestic water, reclaimed water, STEP force main sanitary sewer, street power and lighting, and natural gas. SCA Consulting Group September 2005 Terra Valley Preliminary Drainage Report All project impervious areas are accounted below. Post Development Basin A Area Summary Sub - Basins Ponds Impervious Pavement Impervious Sidewalk Impervious Drivewa s Roofs Disturbed Pervious Total BASIN Al 0.00 0.24 0.036 0.05 0.14 0.61 1.07 BASIN A2 0.00 0.27 0.029 0.057 0.17 0.71 1.24 BASIN A3 0.00 0.17 0.038 0.11 0.34 0.96 1.62 BASIN A4 0.00 0.07 0.011 0.046 0.14 0.37 0.64 BASIN AS 0.00 0.11 0.033 0.034 0.10 0.30 0.58 BASIN A6 0.00 0.24 0.024 0.046 0.14 0.38 0.83 BASIN A7 0.00 0.20 0.028 0.08 0.24 1.27 1.82 BASIN A8 0.00 0.06 0.011 0.046 0.14 0.45 0.71 BASIN A9 0.25 0.25 0.033 0.00 0.00 0.40 0.93 TOTAL 0.25 1.60 0.24 0.47 1.41 5.46 9.44 Storm Drainage Improvements: The completed project with Community Open Space will create approximately 1.60 acres of new impervious roadways, 0.24 acres of impervious sidewalks, 0.47 acres of impervious driveways, 1.41 acres of roof area, and 5.46 acres disturbed pervious area and 0.25 acres of wet ponds area proposed with community open space areas. Stormwater Treatment/Infiltration: Stormwater treatment requirements are based on the 1992 edition of the WSDOE Storm water Management Manual using a design infiltration rate of 10-inches hour. Storm Shed, WWHM2, Microsoft Excel, and ACAD 2005 software were used to size treatment facilities. Final storm water drainage calculations are provided in Appendix I. See Appendix 2 for the Basins Map. Sub-Basin A1: Sub-Basin Al total 1.07 ac includes 4 building lots, the 0.24 ac of impervious pavement, 0.04 ac impervious sidewalk, 0.05 ac impervious driveways, 0.55 ac roofs, and 1.82 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A2: Sub-Basin A2 total 1.24 ac includes 5 building lots, the 0.27 ac of impervious pavement, 0.03 ac impervious sidewalk, 0.06 ac impervious driveways, 0.17 ac roofs, and 0.71 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. SCA Consulting Group 2 September 2005 Terra Valley Preliminary Drainage Report Sub-Basin A3: Sub-Basin A3 total 1.62 ac includes 10 building lots, the 0.17 ac of impervious pavement, 0.04 ac impervious sidewalk, 0.11 ac impervious driveways, 0.34 ac roofs, and 0.96 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A4: Sub-Basin A4 tota10.64 ac includes 4 building lots, the 0.07 ac of impervious pavement, 0.01 ac impervious sidewalk, 0.05 ac impervious driveways, 0.14 ac roofs, and 0.37 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A5: Sub-Basin A5 tota10.58 ac includes 3 building lots, the 0.11 ac of impervious pavement, 0.03 ac impervious sidewalk, 0.03 ac impervious driveways, 0.10 ac roofs, and 0.30 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A6: Sub-Basin A6 total 0.83 ac includes 3 building lots, the 0.24 ac of impervious pavement, 0.02 ac impervious sidewalk, 0.05 ac impervious driveways, 0.14 ac roofs, and 0.38 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 Combination pond for treatment and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A7: Sub-Basin A7 total 1.82 ac includes 7 building lots, the 0.20 ac of impervious pavement, 0.03 ac impervious sidewalk, 0.08 ac impervious driveways, 0.24 ac roofs, and 1.27 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for quality tratment, storage and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. SCA Consulting Group September 2005 Terra Valley Preliminary Drainage Report Sub-Basin A8: Sub-Basin A8 total 0.71 ac includes 4 building lots, the 0.06 ac of impervious pavement, 0.01 ac impervious sidewalk, 0.05 ac impervious driveways, 0.14 ac roofs, and 0.45 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for quality treatment, storage, and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Sub-Basin A9: Sub-Basin A9 tota10.93 ac includes the 0.25 ac of impervious pavement, 0.03 ac impervious sidewalk, 0.25 ac of wet pond, and 0.40 ac disturbed pervious landscaping areas. Runoff from the proposed roadways, sidewalk and driveways will sheet flow along curb gutter with series of 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 combination pond for quality treatment, storage, and infiltration back to groundwater for the 100-year storm. See Appendix 1 for calculations. Basin A: Basin A total 9.44 ac includes 40 building lots, the 1.61 ac of impervious pavement, 0.24 ac impervious sidewalk, 0.47 ac impervious driveways, 1.41 ac roofs, 5.46 ac disturbed pervious landscaping areas, and 0.25 wet pond area. Runoff from the proposed roadways will sheet flow to a series of catch basins. The catch basins will be connected with a 12" diameter ADS storm pipe. The storm water will then be discharged from the last catch basin into the Wet Pond that will treats storm water for water quality by utilizing a permanent pool of water to remove conventional pollutants from runoff through sedimentation, biological uptake, and plant filtration. A wet pond may also provide storm water quantity control through the use of a "life storage" area above the permanent pool. The volume of the wet pond shall be equal to the volume of runoff generated during the 6 month 24 hour storm. The wet pond should be three feet deep in order to effectively trap coarser sediments, and reduce turbulence. The berm dividing the pond into cells should be 5 foot wide and top elevation one foot lower than design water surface, maximum 3:1 side slops, and a quarry span and gravel filter "window" between the cells. The wet pond spillway will convey part of storm water above wet pond dead storage elevation to Infiltration Pond to provide storm water quantity control by containing excess runoff in a retention facility, then percolating that runoff into the surrounding soils. The top part is of wet pond (dry pond) will provide additional live storage up to 8,600 CF. The design infiltration rate is recommended 2 inches per hour per Soil Evaluation Report by William Parnell, P.E. from 07/13/05 Soil Log #8 and ground water is 101" from the surface. A double ring infiltration test completed at 5" below the existing grade yielded an infiltration rate of 23.2 in/hr. The recommended design infiltration rate = 2 in/hr. Soils were heavily mottled at 46"+ below the existing grade indicating probable winter water table level. The wet cell 3 feet deep pond volume total 11,474 cf - 0.26 ac-ft "dead storage" pool SCA Consulting Group 4 September 2005 Terra Valley Preliminary Drainage Report with 2400 sf of bottom area will provide BMP for Terra Valley development. The wet ponds dead. pool have an additional BMP treatment capacity of 631 cf which exceeds minimum requirements of 1992 DOE Stormwater Management Manual. The Infiltration pond bottom surface area is 6262 sf at elevation 327' and 4' depth infiltration pond will provide total 10,570 sf of bottom and side infiltration area. Pond has capacity at 3 feet depth to infiltrate 109,440 cf per 48 hours which exceeds the minimum volume of 100-year event of 39,023 cf from this project. The pond shall be able to infiltrate the 10-year storm out of the pond within 24 hours after precipitation has ended and the 100 -year storms within 48 hours after precipitation has ended. The emergency overflow spillway is designed into the pond outlet for events greater than 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 are designed per WS DOE 1992 Stormwater Manual based on an average roof size of 1500 - 2000 sf. For Soil Hydraulic Group "B" (Spanaway Gravelly Sandy Loam 110 series). The roof drywell bottom trench area sized to infiltrate 10 yr , 24 hour storm. Im = 20in / hr. Fs = 2. P 10 = 3 in. The each lot should have roof drywells at least 35' long x 3' wide x 3' deep, or 50' long 2' wide x 3' deep. See Appendix 1 for calculations. Section 2 -Existing Conditions The project site is currently occupied by one residential building and a single outbuilding located on the southeast corner of the 9.7acre rectangular shaped parcel. The site is accessible from Longmire Street SE. Site relief is gently sloping from the north and south to a low broad swale medially located in an east to west direction. Elevations range from a high of 344 ft. at the northeast corner to a low point of 330 ft. at the west property line midpoint. Distinguishing features include a small water-bearing pothole located on the south property line slightly east of its midpoint. Vegetation consists of pasture grasses on the majority of the site with a small grove of deciduous and conifer trees suranding the pothole on the southern perimeter of the site. Longmire Street SE bound the project site to the north, residential property to the west and east, and a golf cource to the south. On-site soils were formed in glaciar outwash. The site is adjacent to wetlands buffer 100-year flood plain of Thompson Creek located to the southwest of the proposed development and Nisqually Golf Cource to the south. This project is located in an aquifer sensitive area, according to the 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. SCA Consulting Group 5 September 2005 Terra Valley Preliminary Drainage Report Section 3 -Infiltration Rates/Soils Report The Soil Conservation Service (SCS) Soil Survey of Thurston County classifies the on- site soils as Spanaway Gravely Sandy Loam (110) series. William Parnell, PE Soil Engineer performed Geotechnical and Subsurface Exploration and Infiltrations Tests. His report, dated 13 July 2005, and additional soil log #8 on 29 June 2005, is included in the Appendix 6. The groundwater was encountered in the test pits 101" from the surface at pond location, therefore the bottom of the infiltration pond will be at least three feet above the seasonal high ground water table, per WSDOE requirements. A double ring infiltration test completed at 5" below the existing grade revealed a 23.2 in/hr infiltration rate. An infiltration rate of 2 inches per hour was used for design purposes. This is conservative rate based on actual infiltration rates observed in the field. Section 4 -Wells and Septic Systems The site visit was made to determine if there were any wells or existing/abandoned septic systems on the property. There are one well on the site and it will be abonded according to WS DOE and Thurston County Department of Health standards. See Appendix 11 for wells location map. 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. Water and sewer service is provided by the City of Yelm. Section 5 -Fuel Tanks A review of the DOE's Leaking Underground Storage Tanks (LUST) list did not indicate the presence of any existing or abandoned fuel tanks on or near the project site. Any fuel tanks found will be removed in accordance with WS DOE standards. 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 The site is found in FEMA Panel Number 53031 0001 A, which lies within Zone X and Zone A. This project does lie adjacent to site with Thomson Creek a 100 year flood hazard area. However, local or spot flooding, if it exists, usually is not shown on FEMA flood insurance rate maps, and especially if the source of flooding is related to logging, development, or drainage modifications since the date of the map. Although the SCA Consulting Group September 2005 Terra Valley Preliminary Drainage Report 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 4. 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. Two wet ponds, and infiltration pond is proposed for this project and thus fences and other unsightly features of such facilities if required will be vegetated for aesthetic consideration. 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. Section 10 -Covenants, Dedications and Easements Drainage facilities including the Wet Ponds, Infiltration Ponds and bio-infiltration swales will require routine maintenance. A draft maintenance agreement between the owner and City of Yelm is included in Appendix 7, which will allow City access to the facilities. City of Yelm will provide technical assistance at the owner's request. Section 11 -Property Owners Association Articles Of Incorporation 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. SCA Consulting Group 7 September 2005 Part 2 Erosion Control Report Terra Valley Preliminary Drainage Report PART II -EROSION CONTROL PLAN 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. Erosionlsedimentation 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 and grade the site and to schedule construction activities. Before any construction begins on-site, erosion control facilities shall first be installed. Schedule pre- construction conference with the city, contractor, and 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.). 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. 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 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. 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 and/or grass ditched. All disturbed/exposed soils shall be covered with straw or mulch to prevent erosion in these areas. The Contractor will not be allowed to leave disturbed areas greater than 5,OOOsf (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. SCA Consulting Group g September 2005 Terra Valley Preliminary Drainage Report Section 3 -Permanent Erosion Control 8~ 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 full geotechnical report was deemed unnecessary for slope analysis. See appendix 6 for a complete soils description and CBR test results for gravel from the site by Geotechnical Testing Laboratory. 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 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 trucks. Catch basins inlet protection and filter fabric fencing shall remain in place until construction on the site is complete. SCA Consulting Group 9 September 2005 Part 3 Maintenance Plan Terra Valley Preliminary Drainage Report PART III -MAINTENANCE PLAN Section 1 -Required Maintenance 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 of maintenance are as follows: The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Let us know if there are any components that are missing from these pages. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: Monthly from November through April. Once in late summer (preferably September). 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 May). Some items do not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline for your inspection. You may call the CITY for technical assistance. Please do not hesitate to call, 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. SCA Consulting Group 10 September 2005 Appendix 1 Storm Drainage Calculations STORHWATER MANAGEMENT MANUAL. FOR THE PC'GET SOUND 91LSZN 124 123 122 121 49 ~ ~ 7 >: ~ i I .'~ ~s 8E ~ n Q ~ ~ ~ ,~ n ~ ~^ ~ ,~. _ ~ FRIDAY HARBOR ~D PORT, ST l£Y ~~ Y f ~ MT y ~. ~ \ ~ \,,~ ~~ 1 R( ~0\f - - ~ _ ~- ~ ~, \ ' ~ \\\~ ` JS 3Q~m 1 ' i ~ `~ ~~(~ -- ~ _ _ _ ~ ~ 1 / 1S ERE1T 1~ ~ ~ - 1, ~_J n ~ s~ 45~ ~ / ~_ I ~ l"`" /; 56\ - ~ ` ~ l 15 c 1 I 1 m ~ - 2i ~ S01 _ ~ - ~ ~ ,.~--~- / ~ -/ ,~ ; ~r S5 ~ s~At •, C ~ ~ _ 1 1 ., ~.._ ~ 4p r COMA '~ ~ 2 47 \ ~~ a8EfR0[ N ~ i 7° 13 - - a ~ ~. i'~~~ CENr ~ ~ • 2D ~ s~ ~ .~ ~. ~ ~ t ~•~ ~ TANft 0 ~ r 10 ' \ . 1 ~ ~ s - ~ ` ~ M 1 , J5 ~' ~ . ~ ~ ) :ADAMS WASHINGTON ~ ~ , , .: ~ `~~ f EN ~'~ 10 0 10 20 30 40 ~ ~ ~' - ~ 5~---~ MILES ~ "-^ ~ ~ it~orc~ ,^J/ ~~ i-tesu~ 25 ~ ~ ~f NIIM ATLAS 2 Yohwrr I7C `2S `_ ` 3~ ISOPLUWiLS F 2-YR 24-FiR PRECIPITAT1mN IN Pr'°'r'° °~' uS D'°"^TTM^t of Cdnen.re• TENTHS OF A INCH I MAtaa~10~N~t~noAtrrw~pMneAklrrr.r~tntae~ frltianH WNtMr S~rv.C~, Oftic~ oflFfYarnlo~y ~Z = ~.O I ; Pnrovso tar U.s D+wrtttnnt of A~eulture, ~ j So 1 Cons~rv~tion S~rv.e~. Enprwrt~~ Divn+on 124 123 12^< 121 IZi-1-44 FEBRUARY, 1442 STORHWAT~.'R HANAGEHENT HANUAL FOR THE FUGET SOQND HASZN 124 123 122 49 121 i ~ ~. ~ ~ ~ ~ I < _ ~~ "AEi~IME t ~ , uMr- ~ BEl A ;~ _ ~Q OLGA~O •,~~ ~ ~ % ~. ~ w ~ FRIOAY NAR8OR 1"~ ~ ~ ~ ~ {PORT STANL Y ~ Z5Y ~ U_~ n~ v E _ N ins ~ i' ~ 1 ~ 1.~ r ~~ \ .a _ K ~~ EvE ~ T; ~t _ _ ~~/ ~ 3 ~ I ~ ~ / _- ~ ~ ~ SEAT S ~ ~~ ~ ~ ~, .- ~ ~ ~ _ ~ TACOMA ~ 47 t~ u ~ ~ - 4S~ AeER E ~ \ 4 EIS , ;~ ~~ 2 L 50 ~~ ' 1 L ~ ENT ',~.~. _ , ,~ ~ ~)~ FYI ~ ~ _ ~ / i ` 7 ~~ \\\ ,S` 4Q \ . Ar~AMS ~ ~ 70 WASHINGTON ~, ~ ~ ~ ~ ' ~-~ ~~~,~~ eoC~ 10 O 1 ~ - U _ ~v'!^r GDEDENDf~kE 0 20 30 40 ~ _ ~~ s~irtii ~ {'_ --- MILES ''' ' Fittxra 27 ATLAS z venan. ix I ' iSOPLUWILS 4F IO-YR Z4-HR PRECtPIT T10N ~~ v h,t °'' ~S °ivit"""* °t CoiTMn.r~~ ~ iN TENTI"IS OF /~N iNCN ~ «'r~"~"'~A~~tiAtlmfneatneion h tttwnN We•tAar Ste. Qnie~ of MYCrobsY fro = 3 ~ 0 P..fl.,.e ro. US Daw~tn»nt at ARicultura, I Sod Conaen~tron $arvKt. En~rn[ Div~awn 124 123 12:' 121 ZZZ-i-45 FEBRUARY, 1992 12 -+ 9 ?23 ~~~ _ Y ~s u ! , ~ ~ _ _ ~ f ~ ,~ , i ~ ~~ ~ ' ; ' I ' ~~ "•3~; ~ ,\L`\~'.~ car ` . {~~;"t _~' •, 11 ~~ I '~ i I rRf~,1'( 'iAR$CR~ /.pr i •j~ ;Lr,'t ~ r ar -- ~ ' ?V ~. ~ r- ~ ~ .~ ~ ~ `.``~'. A.~~ _ ~~~~ ~~~~ ~ ~.~ ~ ~ ~ I 4 4\I 1. ' ~ '~ r-. ~8. - ~ t i (/~ ` I ~ ,~~ } jQ,1 ~ ~ 1 ~. , .~- ;^r- ~~ ` '~ ...~1'- ~ ~ 1 ., ~~; X35 ? I 65•x\ \ ~'°; (~' ~~'10 L'~ rC~~r'~1Cvr~' ~, '._'t. ~; 'i 41I ~ ~,~~ ~ ~,. ` C~~ c .Q~ ~- , ~ cam- ~"` / ,`~; % .~,,~- ~ ~ ~.~~ - ;. ~o ~~ ~l \11,1(~`''~ ~~~ ~~.SS ~ ;'I ~ 1 C~ ' 35F~ i~l~ r ~5 _- rv~ _~ 501; rjt !`~ `'~~`~~ ~:1 ; j\ ~\)i~.._- ~`1' `c~ /,~/ '~. ~ 1 ,..- .. 'n ~ r`.~ . ~~ ~n n~~ ~n ~' n ` _ _~~ ~ ~- .~` ~ . . ` s i~ / ,~. ,. ' t>:tl; <r ~~ ;;Stw r ~,.~~rC~ is d ~ ~~ ;~ ~ ~~~"'~'~~ / ~, , ~ ~---ifs/. ~.~ ~_ ~,.~,: ~ i ~ --~/,~ ., ~~•r ~ ~ ~ ~~ ~J . ''i':i: - SPA! ~ ~% ''.~ ~;~ ,,. ~~ 7 ,~~..~ ~-.~.j~r..., ~ r25 ~' 3 ~ ri ., .~.; I :1`~\~\~~ ss l J~I~S 4oj.t~`-=f--~S~e - T;' - ~ Fi ure 28 ~ 35~-"~ - • ~ ~\\ • oa ~ ? ~t~ - . ~;R " ~~ _ fSQRLL'VIALS QF 25-YR 24-NR PRECiP?TAT{QN SS 50 http:: iw~.vw.~,v; cc.dri.zdu; pcpr ti-ey~ ~.~~:~' ~v'41i.~;i t STORMWATER MANAGEMENT MANUAL FOR THE FUGET SOUND BASIN 12a 123 122 121 9 _ _ ~ ~~ 7 t ~ E l ~: ~ 2 s j .1 ',-~ ~ .. ~ IS ~~,_ I ` 4 _~ . '' „~1 c , ~ ~~ ,, ,a.U \ /FiC: ~ MAR~QF j' .Ppp7 SIANI~ ~~~,r~t~ ~ Qt Q ~ . ~ '4 8i r~A~Minuiun u 10 0 10 2D 30 40 --~ MILES j Fi~ttre 30 ~ t5OPtUVIALS F 100-YR 24-NR PRECIPITATION ~ tN TENTHS OF N 1NC11 if Zro+r, _ ~,Q ~_ 124 12. tonal OCtaruc nrq AttnOrapfwfe Atlertarttntbn f NrttxtN WM1M- 5~-rrt:e. OHtei offNytlroWfY i tt~-b fn- U.S. Dea~-tmrant of A jncuftu-*, a1 Cons«vuan srv~c~. En~mNrh~ Dnw+on 12'' 1?i \ ~ i ! ~ (~ ~°~ . ,~ ~~ _~~~ 15~-~~ 50 ~Z .~ M ~~30 \ 25. ~~~ ~~~ _ ~tcxtl 55 iD : f N ". __ °, "~ ~+.wrm»nr m carurwc• ZZ-1-46 FEBRUARY, 1992 STORMWA'IER MA,vaGEMENT MANUAL rOR THr. PUGcT SOUND 3ASIP! Tab 1e III-1.3 SCS Western Washington Runoff C::r-re Numbers (Published by SCS in 1982) Runoff curve numbers for se:ac_ed agricultural, suburban and urban Land use far Tvpe IA rair.f311 3ist-i~ution. Z4-hour stc^ durac_cn_ LAClD USE DESCRTPT=CN CL'R`I:; NUMBERS 3Y i~YDRCioGIC SO II. GROU2 ~ 8 C D Cultivated Land(L}: winter condition I 86 91 94 95 Mountain open areas: Low growing brush & grasslands 74 82 89 92 Meadow or pasture: 5: 78 8S 99 Wood or forest Land: undisturbed 42 54 70 8_' Wood or forest land: young second growth or brush := 72 81 8~. Orchard: :~i:.". cover roo 3: 88 92 94 ~ open spaces, lawns, Parks, go LL ..curses, cemeteries, i Landscaping. I Good condition: grass cover on _75~ of tie 5c 36 9C . aroma Fa:.r cond:__cn: grass cover on 50-75~s of - 3c 94 92 _:,e aria i I Gra're: _LdGi3 S Park:.zg iOC3: _ ~ ?= d9 7.. ! ~~ _ macs & oarfcinc '_oLS; 32 8. 39 I :mper-:icus surfaces, Pavement, _ccfs etc. 92 ~ 98 98 I oven water Sedies: iaices, ~-ret:ands, ponds stc. :OC _GC i~C '_CC I Sing'_e :am__•r resLdenti i ai(2) I Dwelling 7n_t/Grass .ac_ a '4=mpervious(3) Sac arsta _.:rve aumcer I L.0 ~U/Ga _~ sha :: be seLac_ad ~~: '_ 5 ~C/Ga 2`7 Per _ous 1 _mper•r_cus 2.C ~U/Ga _. Pc= .__ns c.° t.^.e s_.=_ }.o ~cr/ca ~a ,i j 3.5 ~U/Ga I :8 ~I ~ 4.0 7U/Ga 42 ~~ a.5 w/ca 46 5.0 7U/Ga 48 ~I S.s JU/Ga ~G 5.~~ JU/Ga ~.. 6.5 ~Ujca 5~ ~ 7.0 :c;ca ~o ~ ?[:D' a, rr.dos, agar^:~ea ts, ~simper~•=ous _ommerc_a_ ousinesses 1 must oe indusLr_a: areas compucad ~.1 ~^.~ 3 m0-° C},eC3__eC ,~.eSC___ _~.. .._ 3Cr__..__.._3_ _an~ _:Se _.._'° ..1mDer_ _°__?_ _c `(a__cna: ..ng_::ee_ _. ~an~bcc:., Sac. y, d~ _.,_og. Cha~_'r -, .~ug.:s= _. ~- .. 7 ~`J31::::2s _~O: dnC ~_ _~e'~+d' r~nc:' _s ~_=eC.BCy_.._.. ~~_ecr. ~_.,_... S"S.:°.^.:. _ ) ='`;e .°.T.d~.._.^.C~^.e: _Jll5 3=°_3S ( _3t,.,',^) 3~? ~_..^.a_~e=°_CI _.. :e _.. _._ PRELIMINARY DRAINAGE CALCULATIONS The following calculations are based on the requirements contained in the 1992 edition of the WSDOE Storm water Management Manual. DESIGN AND BASIN INFORMATION SUMMARY: All project impervious areas are accounted below. Pnct nB1)Rlnnm.Pnt Rnci.n Lt_Ltron .C~.r,,..,a,-„ Sub - Basins Ponds Impervious Pavement Impervious Sidewalk Impervious Drivewa s Roofs Disturbed Pervious Total BASIN Al 0.00 0.24 0.036 0.05 0.14 0.61 1.07 BASIN A2 0.00 0.27 0.029 0.057 0.17 0.71 1.24 BASIN A3 0.00 0.17 0.038 0.11 0.34 0.96 1.62 BASIN A4 0.00 0.07 0.011 0.046 0.14 0.37 0.64 BASIN AS 0.00 0.11 0.033 0.034 0.10 0.30 0.58 BASIN A6 0.00 0.24 0.024 0.046 0.14 0.38 0.83 BASIN A7 0.00 0.20 0.028 0.08 0.24 1.27 1.82 BASIN A8 0.00 0.06 0.011 0.046 0.14 0.45 0.71 BASIN A9 0.25 0.25 0.033 0.00 0.00 0.40 0.93 TOTAL 0.25 1.60 0.24 0.47 1.41 5.46 9.44 BSN Al Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BSN A10.09 7.83 0.0304 0.41 SBUH/SCS TYPEIA 6 mo BSN A10.16 7.83 0.0524 0.41 SBUH/SCS TYPEIA 2 yr BSN A10.26 7.83 0.0843 0.41 SBUH/SCS TYPEIA 10 yr BSN A10.31 7.83 0.1005 0.41 SBUH/SCS TYPEIA 25 yr BSN A10.34 7.83 0.1087 0.41 SBUH/SCS TYPEIA 50 yr BSN A10.36 7.83 0.1169 0.41 SBUH/SCS TYPEIA 100 yr Drainage Area: BSN Al 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 0.0800 ac 80.00 0.03 hrs Impervious 0.3290 ac 98.00 0.03 hrs Total 0.4090 ac Supporting Data: Pervious CN Data: Type B Soils Hydrologic Group 80.00 0.0800 ac Impervious CN Data: ROADWAY 98.00 0.2390 ac SIDWALK 98.00 0.0400 ac DRIVEWAY 98.00 0.0500 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Across Planter Strip 6.00 ft 2.00% 0.2400 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Sheet 0.14 min Sheet 0.42 min BSN A2 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A20.10 7.83 BSN A20.17 7.83 BSN A20.26 7.83 BSN A20.31 7.83 BSN A20.34 7.83 BSN A20.36 7.83 Drainage Area: BSN AZ Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0600 ac Impervious 0.3600 ac Total 0.4200 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Channel 21.0000 Sheet 0.14 min Sheet 0.42 min Description: Length: Slope: Along Flow Line of Gu tter 0.93 min Across Roadway 18.50 ft Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 255.00 ft 2.86% 2.00% 0.0110 2.00% 0.0110 2.00% 0.0110 Peak T Peak Vol Area Method Raintype (ac-ft) ac /Loss 0.0329 0.42 SBUH/SCS TYPEIA 6 mo 0.0560 0.42 SBUH/SCS TYPEIA 2 yr 0.0893 0.42 SBUH/SCS TYPEIA 10 yr 0.1062 0.42 SBUH/SCS TYPE1A 25 yr 0.1147 0.42 SBUH/SCS TYPEIA 50 yr 0.1232 0.42 SBUH/SCS TYPEIA 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Inty: 10.00 min TC 80.00 0.03 hrs 98.00 0.07 hrs 80.00 0.0600 ac 0.2700 ac 0.0300 ac 0.0600 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gutter 2.03 min Across Roadway 18.50 ft Through Strom Water Pipe 1.29 min Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 2.00% 0.2400 Coeff: Travel 175.00 ft 0.50% 2.00% 0.0110 115.00 ft 0.50% 2.00% 0.0110 2.00% 0.0110 BSN A3 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A30.09 7.83 BSN A30.16 7.83 BSN A30.25 7.83 BSN A30.30 7.83 BSN A30.32 7.83 BSN A30.35 7.83 Drainage Area: BSN A3 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0800 ac Impervious 0.3200 ac Total 0.4000 ac Supporting Data: Pervious CN Data: Type B Soils Hydrologi c Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Sheet 0.14 min Sheet 0.42 min BSN A4 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A40.04 7.83 BSN A40.06 7.83 BSN A40.10 7.83 BSN A40.12 7.83 BSN A40.13 7.83 BSN A40.14 7.83 Peak T Peak Vol Area Method Raintype (ac-ft) ac /Loss 0.0296 0.40 SBUH/SCS TYPEIA 6 mo 0.0511 0.40 SBUH/SCS TYPE1A 2 yr 0.0822 0.40 SBUH/SCS TYPEIA 10 yr 0.0980 0.40 SBUH/SCS TYPEIA 25 yr 0.1060 0.40 SBUH/SCS TYPEIA 50 yr 0.1140 0.40 SBUH/SCS TYPEIA 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Intv: 10.00 min TC 80.00 0.03 hrs 98.00 0.04 hrs 80.00 0.0800 ac 0.1700 ac 0.0400 ac 0.1100 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gu tter 1.71 min Across Roadway 18.50 ft Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 2.00% 0.2400 Coeff: Travel 215.00 ft 0.60% 2.00% 0.0110 2.00% 0.0110 2.00% 0.0110 Peak T Peak Vol Area Method (ac-ft) ac /Loss 0.0118 0.15 SBUH/SCS TYPEIA 0.0202 0.15 SBUH/SCS TYPEIA 0.0321 0.15 SBUH/SCS TYPE1A 0.0381 0.15 SBUH/SCS TYPEIA 0.0412 0.15 SBUH/SCS TYPEIA 0.0442 0.15 SBUH/SCS TYPEIA Raintype 6 mo 2 yr 10 yr 25 yr 50 yr 100 yr Drainage Area: BSN A4 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0200 ac Impervious 0.1300 ac Total 0.1500 ac Supporting Data: Pervious CN Data: Type B Soils Hydrologi c Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Sheet 0.14 min Sheet 0.42 min BSN A5 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A50.05 7.83 BSN A50.08 7.83 BSN A50.14 7.83 BSN A50.17 7.83 BSN A50.18 7.83 BSN A50.19 7.83 Drainage Area: BSN A5 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious . 0.0600 ac Impervious 0.1700 ac Total 0.2300 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Intv: 10.00 min TC 80.00 0.03 hrs 98.00 0.02 hrs 80.00 0.0200 ac 0.0700 ac 0.0100 ac 0.0500 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gu tter 0.32 min Across Roadway 18.50 ft Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: 2.00% Coeff: 88.00 ft 2.00% 2.00% 2.00% Peak T Peak Vol Area Method (ac-ft) ac /Loss 0.0160 0.23 SBUH/SCS TYPEIA 0.0280 0.23 SBUH/SCS TYPEIA 0.0455 0.23 SBUH/SCS TYPEIA 0.0545 0.23 SBUH/SCS TYPEIA 0.0590 0.23 SBUH/SCS TYPEIA 0.0636 0.23 SBUH/SCS TYPEIA Travel 0.2400 Travel 2.88% 0.0110 0.0110 0.0110 Raintype 6 mo 2 yr 10 yr 25 yr 50 yr 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Inty: 10.00 min TC 80.00 0.03 hrs 98.00 0.02 hrs 80.00 0.0600 ac 0.1100 ac SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Sheet 0.14 min Sheet 0.42 min BSN A6 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A60.08 8.00 BSN A60.14 8.00 BSN A60.22 8.00 BSN A60.26 8.00 BSN A60.30 8.00 Drainage Area: BSN A6 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0400 ac Impervious 0.3100 ac Total 0.3500 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min 0.0300 ac 0.0300 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gutter 0.35 min Across Roadway 18.50 ft Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 2.00% 0.2400 Coeff: Travel 125.00 ft 4.73% 2.00% 0.0110 2.00% 0.0110 2.00% 0.0110 Peak T Peak Vol Area Method Raintype (ac-ft) ac /Loss 0.0281 0.35 SBUH/SCS TYPEIA 6 mo 0.0477 0.35 SBUH/SCS TYPEIA 2 yr 0.0757 0.35 SBUH/SCS TYPE1A 10 yr 0.0898 0.35 SBUH/SCS TYPEIA 25 yr 0.1041 0.35 SBUH/SCS TYPEIA 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Intv: 10.00 min TC 80.00 0.03 hrs 98.00 0.09 hrs 80.00 0.0400 ac 0.2400 ac 0.0200 ac 0.0500 ac Description: Length: Slope: Coeff: Across Planter Strip 6.00 ft 2.00% Description: Length: Slope: Along Flow Line of Gutter 1.33 min Across Roadway 18.50 ft Travel 0.2400 Coeff: Travel 254.00 ft 1.40% 2.00% 0.0110 Channel 21.0000 Sheet 0.14 min Sheet 0.42 min BSN A7 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A70.08 8.00 BSN A70.14 8.00 BSN A70.23 8.00 BSN A70.27 8.00 BSN A70.29 8.00 BSN A70.31 8.00 Drainage Area: BSN A7 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0600 ac Impervious 0.3100 ac Total 0.3700 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Channel 21.0000 Sheet 0.14 min Sheet 0.42 min Through Strom Water Pipe 3.37 min Across Sidewalks 5.00 ft Across Driveway 20.00 ft 300.00 ft 0.50% 2.00% 0.0110 2.00% 0.0110 Peak T Peak Vol Area Method Raintype (ac-ft) ac /Loss 0.0284 0.37 SBUH/SCS TYPEIA 6 mo 0.0486 0.37 SBUH/SCS TYPEIA 2 yr 0.0778 0.37 SBUH/SCS TYPEIA 10 yr 0.0926 0.37 SBUH/SCS TYPEIA 25 yr 0.1000 0.37 SBUH/SCS TYPEIA 50 yr 0.1075 0.37 SBUH/SCS TYPEIA 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Intv: 10.00 min TC 80.00 0.03 hrs 98.00 0.09 hrs 80.00 0.0600 ac 0.2000 ac 0.0300 ac 0.0800 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gutter 1.75 min Across Roadway 18.50 ft Through Strom Water Pipe 2.64 min Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 2.00% 0.2400 Coeff: Travel 237.00 ft 0.70% 2.00% 0.0110 235.00 ft 0.50% 2.00% 0.0110 2.00% 0.0110 BSN A8 Event Summary: BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) BSN A80.03 7.83 BSN A80.06 7.83 BSN A80.09 7.83 BSN A80.11 7.83 BSN A80.12 7.83 BSN A80.13 7.83 Drainage Area: BSN A8 Hyd Method: Peak Factor: Storm Dur: Area CN Pervious 0.0200 ac Impervious 0.1200 ac Total 0.1400 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 DRIVEWAY 98.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Channel 21.0000 Sheet 0.14 min Sheet 0.42 min BSN A9 Event Summary: BasinlD Peak Q Event ------- (cfs) (hrs) BSN A90.15 8.00 BSN A90.25 8.00 BSN A90.38 8.00 BSN A90.45 8.00 BSN A90.48 8.00 BSN A90.52 8.00 Drainage Area: BSN A9 Hyd Method: Peak Factor: Storm Dur: (ac-ft) ac /Loss 0.0109 0.14 SBUH/SCS TYPEIA 6 mo 0.0187 0.14 SBUH/SCS TYPE1A 2 yr 0.0298 0.14 SBUH/SCS TYPEIA 10 yr 0.0354 0.14 SBUH/SCS TYPE1A 25 yr 0.0382 0.14 SBUH/SCS TYPE1A 50 yr 0.0411 0.14 SBUH/SCS TYPEIA 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Inty: 10.00 min TC 80.00 0.03 hrs 98.00 0.05 hrs 80.00 0.0200 ac 0.0600 ac 0.0100 ac 0.0500 ac Description: Length: Slope: Across Planter Strip 6.00 ft Description: Length: Slope: Along Flow Line of Gutter 0.32 min Across Roadway 18.50 ft Through Strom Water Pipe 1.52 min Across Sidewalks 5.00 ft Across Driveway 20.00 ft Coeff: Travel 2.00% 0.2400 Coeff: Travel 95.00 ft 3.38% 2.00% 0.0110 135.00 ft 0.50% 2.00% 0.0110 2.00% 0.0110 Peak T Peak Vol Area Method (ac-ft) ac /Loss 0.0522 0.59 SBUH/SCS TYPE1A 0.0857 0.59 SBUH/SCS TYPE1A 0.1332 0.59 SBUH/SCS TYPEIA 0.1572 0.59 SBUH/SCS TYPEIA 0.1693 0.59 SBUH/SCS TYPEIA 0.1813 0.59 SBUH/SCS TYPEIA Raintype 6 mo 2 yr 10 yr 25 yr 50 yr 100 yr SBUH Hyd Loss Method: SCS CN Number 484.00 SCS Abs: 0.20 24.00 hrs Intv: 10.00 min Area CN Pervious 0.0600 ac Impervious 0.5300 ac Total 0.5900 ac Supporting Data: Pervious CN Data: Type B Soils Hydraulic Group Impervious CN Data: ROADWAY 98.00 SIDWALK 98.00 WET POND 100.00 Pervious TC Data: Flow type: Time Sheet 1.90 min Impervious TC Data: Flow type: Time Shallow 27.0000 Sheet 0.40 min Channel 21.0000 Sheet 0.14 min Sheet 0.42 min TC 80.00 0.03 hrs 98.94 0.09 hrs 80.00 0.0600 ac 0.2500 ac 0.0300 ac 0.2500 ac Description: Length: Slope: Coeff: Travel Across Planter Strip 6.00 ft 2.00% 0.2400 Description: Length: Slope: Coeff: Travel Along Flow Line of Gu tter 280.00 ft 0.50% 3.25 min Across Roadway 18.50 ft 2.00% 0.0110 Through Strom Water Pipe 110.00 ft 0.50% 1.23 min Across Sidewalks 5.00 ft 2.00% 0.0110 Across Driveway 20.00 ft 2.00% 0.0110 ADDHYD (BSN A1] AS [6 mo] [BSN A2] AS [6 mo] TO [BSN Al +BSN A2] Peak Flow: 0.1908 cfs Peak Time: 7.83 hrs Hyd Vol: 2755.95 cf - 0.0633 acft ADDHYD (BSN A1] AS [2 yr] [BSN A2] AS (2 yr] TO [BSN Al +BSN A2] Peak Flow: 0.3271 cfs Peak Time: 7.83 hrs Hyd Vol: 4724.21 cf - 0.1085 acft ADDHYD [BSN A1] AS [10 yr] [BSN A2] AS [10 yr] TO [BSN Al +BSN A2] Peak Flow: 0.5239 cfs Peak Time: 7.83 hrs Hyd Vol: 7560.16 cf - 0.1736 acft ADDHYD [BSN A1] AS [ZS yr] [BSN A2] AS [25 yr] TO [BSN Al +BSN A2] Peak Flow: 0.6238 cfs Peak Time: 7.83 hrs Hyd Vol: 9003.26 cf - 0.2067 acft ADDHYD [BSN A1] AS [50 yr] [BSN A2] AS [50 yr] TO [BSN Al +BSN A2] Peak Flow: 0.6740 cfs Peak Time: 7.83 hrs Hyd Vol: 9728.64 cf - 0.2233 acft ADDHYD [BSN A1] AS [100 yr] [BSN A2] AS [100 yr] TO [BSN Al +BSN A2] Peak Flow: 0.7244 cfs Peak Time: 7.83 hrs Hyd Vol: 10456.15 cf - 0.2400 acft ADDHYD [BSN A3] AS [6 mo] [BSN A4] AS (6 mo] TO [BSN A3 +BSN A4] Peak Flow: 0.1272 cfs Peak Time: 7.83 hrs Hyd Vol: 1805.79 cf - 0.0415 acft ADDHYD [BSN A3] AS [2 yr] [BSN A4] AS [2 yr] TO [BSN A3 +BSN A4] Peak Flow: 0.2184 cfs Peak Time: 7.83 hrs Hyd Vol: 3103.17 cf - 0.0712 acft ADDHYD [BSN A3] AS [10 yr] [BSN A4] AS [10 yr] TO [BSN A3 +BSN A4] Peak Flow: 0.3506 cfs Peak Time: 7.83 hrs Hyd Vol: 4976.88 cf - 0.1143 acft ADDHYD [BSN A3] AS [25 yr] [BSN A4] AS [25 yr] TO [BSN A3 +BSN A4] Peak Flow: 0.4178 cfs Peak Time: 7.83 hrs Hyd Vol: 5931.49 cf - 0.1362 acft ADDHYD [BSN A3] AS [50 yr] [BSN A4] AS [50 yr] TO [BSN A3 +BSN A4] Peak Flow: 0.4516 cfs Peak Time: 7.83 hrs Hyd Vol: 6411.53 cf - 0.1472 acft ADDHYD [BSN A3] AS [100 yr] (BSN A4] AS [100 yr] TO [BSN A3 +BSN A4] Peak Flow: 0.4855 cfs Peak Time: 7.83 hrs Hyd Vol: 6893.05 cf - 0.1582 acft ADDHYD [BSN A5] AS [6 mo] [BSN A6] AS [6 mo] TO [BSN A5 +BSN A6] Peak Flow: 0.1283 cfs Peak Time: 7.83 hrs Hyd Vol: 1921.38 cf - 0.0441 acft ADDHYD [BSN A5] AS [2 yr] [BSN A6] AS [2 yr] TO [BSN A5 +BSN A6] Peak Flow: 0.2205 cfs Peak Time: 7.83 hrs Hyd Vol: 3295.79 cf - 0.0757 acft ADDHYD [BSN A5] AS [10 yr] [BSN A6] AS [10 yr] TO [BSN A5 +BSN A6] Peak Flow: 0.3540 cfs Peak Time: 7.83 hrs Hyd Vol: 5277.44 cf - 0.1212 acft ADDHYD (BSN A5] AS [25 yr] [BSN A6] AS [25 yr] TO [BSN A5 +BSN A6] Peak Flow: 0.4219 cfs Peak Time: 7.83 hrs Hyd Vol: 6286.18 cf - 0.1443 acft ADDHYD [BSN A5] AS [50 yr] [BSN A6] AS [50 yr] TO (BSN A5 +BSN A6] Peak Flow: 0.4560 cfs Peak Time: 7.83 hrs Hyd Vol: 6793.24 cf - 0.1560 acft ADDHYD [BSN A5] AS [100 yr] [BSN A6] AS [100 yr] TO [BSN A5 +BSN A6] Peak Flow: 0.4902 cfs Peak Time: 7.83 hrs Hyd Vol: 7301.86 cf - 0.1676 acft ADDHYD [BSN A7] AS [6 mo] [BSN A8] AS [6 mo] TO [BSN A7 +BSN A8] Peak Flow: 0.1150 cfs Peak Time: 8.00 hrs Hyd Vol: 1714.65 cf - 0.0394 acft ADDHYD [BSN A7] AS [2 yr] [BSN A8] AS [2 yr] TO [BSN A7 +BSN A8] Peak Flow: 0.1963 cfs Peak Time: 8.00 hrs Hyd Vol: 2932.90 cf - 0.0673 acft ADDHYD [BSN A7] AS [10 yr] [BSN A8] AS [10 yr] TO [BSN A7 +BSN A8] Peak Flow: 0.3136 cfs Peak Time: 7.83 hrs Hyd Vol: 4684.18 cf - 0.1075 acft ADDHYD [BSN A7] AS [25 yr] [BSN A8] AS [25 yr] TO [BSN A7 +BSN A8] Peak Flow: 0.3732 cfs Peak Time: 7.83 hrs Hyd Vol: 5574.31 cf - 0.1280 acft ADDHYD [BSN A7] AS [50 yr] [BSN A8] AS [50 yr] TO [BSN A7 +BSN A8] Peak Flow: 0.4032 cfs Peak Time: 7.83 hrs Hyd Vol: 6021.63 cf - 0.1382 acft ADDHYD [BSN A7] AS [100 yr] [BSN A8] AS [100 yr] TO [BSN A7 +BSN A8] Peak Flow: 0.4332 cfs Peak Time: 7.83 hrs Hyd Vol: 6470.16 cf - 0.1485 acft ADDHYD [BSN Al+2] AS [6 mo] [BSN A3+4] AS [6 mo] TO [BSN Al+2 +BSN A3+4] Peak Flow: 0.3180 cfs Peak Time: 7.83 hrs Hyd Vol: 4564.74cf - 0.1048 acft ADDHYD [BSN Al+2] AS [2 yr] [BSN A3+4] AS [2 yr] TO [BSN Al+2 +BSN A3+4] Peak Flow: 0.5455 cfs Peak Time: 7.83 hrs Hyd Vol: 7827.38 cf - 0.1797 acft ADDHYD [BSN Al+2] AS [10 yr] [BSN A3+4] AS [10 yr] TO [BSN Al+2 +BSN A3+4] Peak Flow: 0.8745 cfs Peak Time: 7.83 hrs Hyd Vol: 12537.04 cf - 0.2879 acft ADDHYD [BSN Al+2] AS [25 yr] [BSN A3+4] AS [25 yr] TO [BSN Al+2 +BSN A3+4] Peak Flow: 1.0416 cfs Peak Time: 7.83 hrs Hyd Vol: 14934.75 cf - 0.3429 acft ADDHYD [BSN Al+2] AS [50 yr] [BSN A3+4] AS [50 yr] TO [BSN Al+2 +BSN A3+4] Peak Flow: 1.1256cfs Peak Time: 7.83 hrs Hyd Vol: 16140.17 cf - 0.3705 acft ADDHYD [BSN Al+2] AS [100 yr] [BSN A3+4] AS [100 yr] TO [BSN Al+2 +BSN A3+4] Peak Flow: 1.2099 cfs Peak Time: 7.83 hrs Hyd Vol: 17349.20 cf - 0.3983 acft ADDHYD [BSN A5+6] AS [6 mo] [BSN A7+8] AS [6 mo] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.2433 cfs Peak Time: 7.83 hrs Hyd Vol: 3636.03 cf - 0.0835 acft ADDHYD [BSN A5+6] AS [2 yr] [BSN A7+8] AS [2 yr] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.4168 cfs Peak Time: 7.83 hrs Hyd Vol: 6228.69 cf - 0.1430 acft ADDHYD [BSN A5+6] AS [10 yr] [BSN A7+8] AS [10 yr] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.6676 cfs Peak Time: 7.83 hrs Hyd Vol: 9961.62cf - 0.2287 acft ADDHYD [BSN A5+6] AS [25 yr] [BSN A7+g) AS [25 yr] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.7951 cfs Peak Time: 7.83 hrs Hyd Vol: 11860.49 cf - 0.2723 acft ADDHYD (BSN A5+6] AS (50 yr] [BSN A7+g] AS [50 yr] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.8592 cfs Peak Time: 7.83 hrs Hyd Vol: 12814.87 cf - 0.2942 acft ADDHYD [BSN A5+6] AS [100 yr] [BSN A7+8] AS [100 yr] TO [BSN A5+6 +BSN A7+8] Peak Flow: 0.9234 cfs Peak Time: 7.83 hrs Hyd Vol: 13772.02 cf - 0.3162 acft MOVEHYD [BSN A9] TO [BSN A9 - 6 mo] AS [6 mo] Peak Flow: 0.1520 cfs Peak Time: 8.00 hrs Hyd Vol: 2272.32 cf - 0.0522 acft MOVEHYD [BSN A9] TO [BSN A9 - 2 yr] AS [2 yr] Peak Flow: 0.2473 cfs Peak Time: 8.00 hrs Hyd Vol: 3734.17 cf - 0.0857 acft MOVEHYD [BSN A9] TO [BSN A9 -10 yr] AS [10 yr] Peak Flow: 0.3816 cfs Peak Time: 8.00 hrs Hyd Vol: 5804.34 cf - 0.1332 acft MOVEHYD [BSN A9] TO [BSN A9 - 25 yr] AS [25 yr] Peak Flow: 0.4493 cfs Peak Time: 8.00 hrs Hyd Vol: 6849.00 cf - 0.1572 acft MOVEHYD [BSN A9] TO [BSN A9 - 50 yr] AS [50 yr] Peak Flow: 0.4832 cfs Peak Time: 8.00 hrs Hyd Vol: 7374.02 cf - 0.1693 acft MOVEHYD [BSN A9j TO [BSN A9 -100 yr] AS [100 yr] Peak Flow: 0.5172 cfs Peak Time: 8.00 hrs Hyd Vol: 7899.17 cf - 0.1813 acft ADDHYD [BSN Al-4] AS [6 mo] [BSN A5-8] AS [6 mo] TO [BSN Al-4 +BSN A5-8] Peak Flow: 0.5613 cfs Peak Time: 7.83 hrs Hyd Vol: 8200.77 cf - 0.1883 acft ADDHYD [BSN Al-4] AS [2 yr] [BSN A5-8] AS [2 yr] TO [BSN Al-4 +BSN A5-8] Peak Flow: 0.9623 cfs Peak Time: 7.83 hrs Hyd Vol: 14056.07 cf - 0.3227 acft ADDHYD [BSN Al-4] AS [10 yr] [BSN A5-8] AS [10 yr] TO [BSN Al-4 +BSN A5-8] Peak Flow: 1.5421 cfs Peak Time: 7.83 hrs Hyd Vol: 22498.66 cf - 0.5166 acft ADDHYD [BSN Al-4] AS [25 yr] [BSN A5-8] AS [25 yr] TO [BSN Al-4 +BSN A5-8] Peak Flow: 1.8367 cfs Peak Time: 7.83 hrs Hyd Vol: 26795.24 cf - 0.6152 acft ADDHYD [BSN Al-4] AS [50 yr] [BSN A5-8] AS [50 yr] TO [BSN Al-4 +BSN A5-8] Peak Flow: 1.9848 cfs Peak Time: 7.83 hrs Hyd Vol: 28955.04 cf - 0.6647 acft ADDHYD [BSN Al-4] AS [100 yr] [BSN A5-8] AS [100 yr] TO [BSN A1-4 +BSN A5-8] Peak Flow: 2.1333 cfs Peak Time: 7.83 hrs Hyd Vol: 31121.21 cf - 0.7144 acft ADDHYD [BSN Al-8] AS [6 mo] [BSN A9] AS [6 mo] TO [BSN Al-8 +BSN A9] Peak Flow: 0.7133cfs Peak Time: 7.83 hrs Hyd Vol: 10473.09 cf - 0.2405 acft ADDHYD [BSN Al-8] AS [2 yr] [BSN A9] AS [2 yr] TO [BSN Al-8 +BSN A9] Peak Flow: 1.2096 cfs Peak Time: 7.83 hrs Hyd Vol: 17790.24 cf - 0.4084 acft ADDHYD [BSN Al-8] AS [10 yr] [BSN A9] AS [10 yr] TO [BSN Al-8 +BSN A9] Peak Flow: 1.9237 cfs Peak Time: 7.83 hrs Hyd Vol: 28303.00 cf - 0.6498 acft ADDHYD [BSN Al-8] AS j25 yr] [BSN A9] AS [25 yr] TO [BSN Al-8 +BSN A9] Peak Flow: 2.2860 cfs Peak Time: 7.83 hrs Hyd Vol: 33644.24 cf - 0.7724 acft ADDHYD [BSN Al-8] AS [50 yr] [BSN A9] AS [50 yr] TO [BSN Al-8 +BSN A9] Peak Flow: 2.4680 cfs Peak Time: 7.83 hrs Hyd Vol: 36329.06 cf - 0.8340 acft ADDHYD [BSN Al-8] AS [100 yr] [BSN A9] AS [100 yr] TO [BSN Al-8 +BSN A9] Peak Flow: 2.6435 cfs Peak Time: 7.83 hrs Hyd Vol: 39022.77 cf - 0.8958 acft Hydrograph ID: BASIN A Area: 3.0590 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 2.6435 cfs Peak Time: 7.83 hrs Hyd Vol: 0.8958 acft Hydrograph ID: BASIN A - 100 yr Area: 3.0590 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 2.6435 cfs Peak Time: 7.83 hrs Hyd Vol: 0.8958 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.33 0.0004 8.50 1.2960 16.33 0.3560 0.50 0.0043 8.67 1.0388 16.50 0.3559 0.67 0.0208 8.83 0.9110 16.67 0.3561 0.83 0.0505 9.00 0.9259 16.83 0.3562 1.00 0.0790 9.17 0.7836 17.00 0.3563 1.17 0.1123 9.33 0.6825 17.17 0.3421 1.33 0.1429 9.50 0.7000 17.33 0.3315 1.50 0.1615 9.67 0.6512 17.50 0.3335 1.67 0.1855 9.83 0.6242 17.67 0.3327 1.83 0.2056 10.00 0.6284 17.83 0.3332 2.00 0.2173 10.17 0.5857 18.00 0.3331 2.17 0.2369 10.33 0.5553 18.17 0.3189 2.33 0.2533 10.50 0.5609 18.33 0.3082 2.50 0.2608 10.67 0.5310 18.50 0.3102 2.67 0.2682 10.83 0.5115 18.67 0.3093 2.83 0.2741 11.00 0.5149 18.83 0.3098 3.00 0.2794 11.17 0.4998 19.00 0.3097 3.17 0.2839 11.33 0.4903 19.17 0.2955 3.33 0.2880 11.50 0.4921 19.33 0.2848 3.50 0.2915 11.67 0.4777 19.50 0.2868 3.67 0.3054 11.83 0.4677 19.67 0.2859 3.83 0.3169 12.00 0.4697 19.83 0.2864 4.00 0.3186 12.17 0.4551 20.00 0.2862 4.17 0.3438 12.33 0.4451 20.17 0.2864 4.33 0.3635 12.50 0.4470 20.33 0.2864 4.50 0.3647 12.67 0.4323 20.50 0.2865 4.67 0.3927 12.83 0.4223 20.67 0.2865 4.83 0.4139 13.00 0.4242 20.83 0.2866 5.00 0.4155 13.17 0.4236 21.00 0.2866 5.17 0.4436 13.33 0.4242 21.17 0.2867 5.33 0.4652 13.50 0.4242 21.33 0.2867 5.50 0.4664 13.67 0.4103 21.50 0.2868 5.67 0.4951 13.83 0.3998 21.67 0.2869 5.83 0.5169 14.00 0.4018 21.83 0.2869 6.00 0.5178 14.17 0.4011 22.00 0.2870 6.17 0.5717 14.33 0.4017 22.17 0.2726 6.33 0.6131 14.50 0.4017 22.33 0.2619 6.50 0.6115 14.67 0.3877 22.50 0.2638 6.67 0.6933 14.83 0.3772 22.67 0.2629 6.83 0.7548 15.00 0.3792 22.83 0.2634 7.00 0.7510 15.17 0.3784 23.00 0.2632 7.17 0.8492 15.33 0.3790 23.17 0.2634 7.33 0.9216 15.50 0.3789 23.33 0.2634 7.50 0.9169 15.67 0.3649 23.50 0.2634 7.67 1.8888 15.83 0.3543 23.67 0.2635 7.83 2.6435 16.00 0.3563 23.83 0.2635 8.00 2.5556 16.17 0.3555 24.00 0.2635 8.17 1.8145 16.33 0.3560 24.17 0.1048 8.33 1.1785 16.50 0.3559 24.33 0.0024 MOVEHYD [BASIN A] TO [BASIN A - 6 mo] AS [6 mo] Peak Flow: 0.7133 cfs Peak Time: 7.83 hrs Hyd Vol: 10,473.09 cf - 0.2405 acft MOVEHYD [BASIN A] TO [BASIN A - 100 yr] AS [100 yr] Peak Flow: 2.6435 cfs Peak Time: 7.83 hrs Hyd Vol: 39022.77 cf - 0.8958 acft PRELIMINARY DRAINAGE CALCULATIONS The following calculations are based on the requirements contained in the 1992 Washington State Department of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basin. DESIGN AND BASIN INFORMATION SUMMARY: Soil Classification (Soil Survey of Thurston County, WA): SCS Soil Classification: Hydrologic Group: Design Infiltration Rate: Spanaway, Nisqually B 2 inches hour SCS Runoff Curve Number: (Table III-1.3 WSDOE Storm Manual) Post-developed (Lawns, 75% + grass cover): CN = 80 Post-development (impervious) CN = 98 Post-development wet ponds CN=100 Rainfall Design Storms: (WSDOE Isopluvial Maps -App. AIII-1.1 of WSDOE Storm Manual) 6 month storm (64% of 2 yr. storm) 2 yr./24 hour storm 10 yr./24 hour storm 25 yr./24 hour storm 50 yr./24 hour storm 100 yr./24 hour storm = 1.28" = 2.0„ = 3.0" = 3.5" = 3.75" = 4.0" FINAL DETAILED CALCULATIONS: Basin `A': StormShed software was used to model the runoff for Terra Valley development. The 6-month storm event resulted in a peak flow rate of 0.7133 cfs, and a peak volume of 10,473.09 cf - 0.2405 acft from proposed Basin A. The DOE manual, section III-4.3.2, requires that "the permanent pool volume equals the runoff volume from the 6-month, 24-hour design storm." ACAD software was used to calculate provided wet pond volume. The one cell 3 foot deep "dead storage" pool with 5568 sf of bottom and side area each will provide total 15,700 cf of available permanent pool volume which exceeds the required volume of 10,473 cf. BMP treatment capacity for Terra Valley. The stage capacities are: Wet Pond: From elevation 326 to 327 - 2,652 cf 327 to 328 - 3,268 cf 328 to 329 - 5,185 cf Total: 11,105 cf "Live Pool" capacities: 329 to 331 - 8,600 cf 331 to 332 - 6,888 cf (1' FREEBORD) Infiltration Pond Volume Required: 39,023 cf Infiltration Pond Proposed: From elevation 327 to 328 - 6745 cf 338 to 329 - 7, 711 cf 329 to 330 - 8,733 cf 330 to 331 - 9,814 cf 331 to 332 - 10,950 cf (1' FREEBORD) Total Infiltration Pond Proposed: 43,953 cf Infiltration: The 1992 edition of the WSDOE Stormwater Management Manual was used to calculate the infiltration rate. The calculations were based on design infiltration rate of 20-inches/hour. The Darcy's Law of ground water movement was use to demonstrate sufficient infiltration capacity of infiltration ponds. Q=f*i*A,where Q =flow rate at which runoff is infiltrated/filtrated by infiltration pond f =infiltration rate of soil or filtration media i =hydraulic gradient A =surface area of the BMP Conservatives values of "f' were used. Safety factor "two" was applied to the recommended design infiltration rate of 4 in/hr, thus Fd = 4 inches/hour * 0.5 = 2 inches/hour = 0.167 ft/hr The hydraulic gradient is the equation: i=h+L/L Where h is the height of the water column over the infiltration/filtration media and L is the distance from the top surface of BMP to the water table or impermeable layer. Q=f*h+L/L*A For design purposes hydraulic gradient I was set equal to 1, which made discharge independent of stage. L = 3 feet (Per Soil Report 101"-65"=36") Basin "A" cnt. According to StormShed the 100-year/24-hour storm will result in peak total volume of 39,023 cf. Bottom and side surface area A at elevation 327' = 6262 sf thus at elevation 327' infiltration pond will have flow rate: At elevation 327' Q(a) = 0.167 * (0 + 3) / 3* 6262= 1,045 cf /hour At elevation 328' Q(a) = 0.167 * (1 + 3) / 3 * 7200 = 1,603 cf /hour At elevation 339' Q(a) = 0.1.67 * (2 + 3) / 3 * 8,195 = 2,280 cf /hour At elevation 330' Q(a) = 0.1.67 * (3 + 3) / 3 * 9,247 = 3,088 cf/ hour 2,280 cf/hr * 48 hrs = 109,440 cf (Required) Thus 3 feet depth of Infiltration Pond with bottom area of 6,262 sf (Required) will have capacity to infiltrate 109,440 cf per 48 hours period witch exceed the minimum volume of 100-year event of 39,023 cf which will infiltrated in the 18 hour using Fs = 2. The 10 yr 24-hours Infiltration provided = 54,720 cf. > Required Volume = 28,303 cf. therefore is adequate. The Wet Ponds are designed as a Combination Ponds and top part is Live Storage with additional sides infiltration capacity of wetted area. Therefore, ponds have been design with additional storage and infiltration capacity to accommodate winter season ground water changing conditions. ROOF DRY WELL CALCULATIONS TYP. Minimum Stormwater Storage Volume Required According to 1992 DOE Stormwater Management Manual for the Puget Sound Basins is 10-yers 24 hour storm volume. Roof Area Ar = 1500 - 2000 SF P 10 = 3.0 in Im = 20 in/hr Fs = 2, To Im = 0.1665 in/hr Ai=0.054*3.0*2000/10*0.1665=195sf L = 195 sf / 4 = 49 ft, to use 2.5' wide X 3' deep X 50' long per each house will be adequate. Or, L = 195 sf / 6 = 32.5 ft, to use 3' wide X 3' deep X 35' long per each house will be adequate also. The 6" minnimum diameter of perforated ADS pipe is recommended. See Apendix #8 for Detail. Appendix 2 Basin Map z = ~~F i~ ~wk^ Z3 ONw Oz iOztl zO o~~ °v, K~8 ~~ ° F 3 r0 ~~z t Z ~ 0 WoN ~VU J Q O n ~ 7 N N lD V l9 ~0 w ~ a0 N ~ - ^ ~ ~ V 7 ~ - - - 0 0 0 - 0 0 0 p ~ W ~ ~O - - ~ n ~D m n m O m ~ m n N N V O V ~D ~r Nw o o o o o o = o o ~n D ~ p ° S S B S S S S $ N N w 0 0 0 0 0 0 0 0 0 0 O v n ~ v o v N ~ o v O 0 0 0 0 0 0 0 0 0 - In OQ 3 ~n ~o - - vi <n in ~ in 8 n w o o ~ o 0 0 0 ~ ~> o o o o o 0 0 0 0 0 ~ J OQ K W O O O O O O O _ O O N w p 0 0 0 0 0 0 0 0 0 0 ~ ~ N ~ Ow v n n n - - v o ~n ~n - ~ W N N - O N N O N lD w> 0 0 0 0 0 0 0 0 0 - ~ Q ~ ~ Q Q Q Q Q Q Q Q ccqq Q Q Z z z z z z z z z z to m to N m N m to m to m to ro t(1 ~ U) Q p ~ m ro ~ U1 N U1 tl) N Ul to Ul to _ O o y Z _ Z¢ Q Z ~ O y w U LL o Z = O _ 3 e U o~ ~ 11-- N y ~ i O ? m ~ W O U wn; o N LL N W ¢ N Q S O z z ~ ¢ ~ ~ a ¢ o 0 1 1 W J ~ JI I 1 1: ', ~1 j t~~.. ~' is 1'~~ .r~~ '~.~ j I~ ~~ I, , rI 1 J~ ~~ t~~ ~ t ~.~_.~ ~ ~ I~ I { ~ 1 ~ c~ ,-" Fs its ss It ,+=s ss n , -~e~ ~ .... _ .. __ Zj., ~ Q: /~ ~ ~ ~ ! I Ch ~ o a r M - M (YJ I f t ~ l ~ ('7 / $ ~~ ~ , j ~ is rvN~ ~ daa~ , ,- ~, __ . ,. m=_ _~. ~. ~---- 2br '0 ` e ~ 2Y~ -~ - _- 3000 ~ ~~_ _ 31+0~0 I-- ~ - - i- t PI '~: __~_ .t ~ 32+00 ~ I , ~- T - -33100 ' , ,..~ +. - .i-r-- .... _ -..... - f i _ _,...._ _ ~ - ~--~ ,' < , M ~ i ~ _ 'C7ii ', , , ~ ,- ~ ' 1 ~ ~ tl t O ~_ i I 1 t - 1 ~'~N i 40 ~ ~ ...-~; ~` I ~ I t I ' t~ - F tom- 1g 1 ! ~ ~ i~ ~' i 0.~ ~ ~~ 1 ro N t rfi i r' r-- ~a , i I 1 N ~ i tw/t ~ ~ I~t ~ t soi ~~ L I ~ ~,f , r> ~ ~ ~ ~ ~ p'1 ` ~ °" j or i ~ ~ t ~'> r < ? ~ i a r.. Q t I - 00 m i ~ f ~ (l: s ;~ ~ r r ~ ~ _ (~ "a oo ' ~ " L~ ~ ' ~ '.6~ cc ~ ~` ui~ ~ f (s~ ~ o M ~ ~ v ~ 1 ~ r*. ~ ~ ~j ~ A~ i ~ +~._~ W Ili ~ ~ G ~ ~; ~ t ~~ ~ - -.. .~ I , " ~ ~ ~ti ~~ ,_._--1 Q ~ ~ ~ ,~ ~ l ± %~ CO a ~ t ~) I it i ~I I 0 'r ~~ 1 ~ ~ N ~ 1 ~ 4 M .._.~ I o ~:; ~ 1- . ~ ! ' {tom (/ ~ ~ ~ ~ ~ N I ~ Iq' ....Nr ' f"y ~..~ ~ I I 1 I^ ~ ~ ~ ~ ' I 1 F f ~ ~ N t', I ~ 00 r ~J~ ~ ~ _~t ~ ~ ~ N ~ $~ t I - --- I ; OOaE2 -~ ' n _ _ _, ~.. in -111y_ ~ Y.~j. t Q ~ GST' ~ ~ \ ~ ~ ~ Q ° ~ N" ,. 'gym. cb o° ~ ,, , ' - ~ <''~ N e- z° o ~ ~ do sss ee = aaainoad ;; do ezo sc = aaaiho3a f r j'~ w O > } ~ -lOn ONOd NOI1tla1113N1 3w~~ r f,., 1 s T.,._ ti '"' os bs - . ,: C . , j f r _... ~ ,. o LL i ~ .~.~ ~ _„ r '1 o "~ ;~ X30 ~: ~ '~, I .~ ~. r n ~~ ~ ~~~ C: N i N aqy \ ~ h r Q 'n Z r w ~ ~ ~ o ~ a ~ ui p ° i O ~ U O p~~n o N ~ LLO N 2 W ~ u 7 m N ~- Q' ~ D O W Oap Y 3 ~ Z ~' Z <, 7 Y _ a~ U - 5a G ,Z V/ Q W N~~/ LL Q Z G ~..~ W a 0 V ~ ~ 0 m' 0 '~ n 0 N ~ t ~ ~ - _ C ~~ ~ z ~ } w W ~JZw ~ o- >u HN QJ~ `~J T. ^ ~ u J / ~ ~ ~ ~( ~ Q 3 N ~ > p `w(J ~u O~ z w Q ~ ja (Y ~~ 7 p ~ 0 4z o m oK~ ~o 3 1n ~ ~ O ~ "~~, v~gp ~~ oz rsmm > a ~ 3 a v ~~a o o ~~~ a~m~~ a 0 rn N O U Appendix 3 Vicinity Map ~ ~s w ~s Ago tee. Z ~ s•OO ~~°d ~F P~'1o ~e ~ ~S 6 '''C~ ~s ~e 5~ oc U ~d9/os ~s O ~~oyF ifs OO 5 I I s I I ~s I ~°s I f - - - ~s I °-3y I I I I a~~G ti~ 6 I d I ----- I X10 --- I ---- I --~ ----~ I ~~. I N ~ I I I w¢ I i I ~~ ~ I ~ I o~ I ' I Pie I o, I a~ i c I f-- -Fe~t~ --~--- ---~ -}S }uo~nQ ~ --~ 0 0 ~I ~ I Nm I I ~ $o TI I I I I aF I I I 31 I I I `~ I 7f I i¢ ~O I ~~I I~; ~ i ~w I ~ gee `:^ 71 I I I I I ~ I I I I I I I I I -------~------ I 1 ~ ~~ TERRA VALLEY EXHIBIT Consulting Group VICINITY MAP 3 DE9fi1/BU4D av~ • mw+s~r~nar aiwwHC • suR~vmc ~a~s vic~rri rr-exwert my Appendix 4 FEMA Map ~~ ~o '~ ~ '~ m $=r ~~- a ~ ^-•- m D 'T7 D m /v D r m s o ~ o ~ c X N O z m x r N O Z m D G m A < D -~ __ r m Z 1r n ~ m ~ ~ ~ O p ` om m o W~ w ~~ ~ ~' nn ~ A' ~ m 5 ~ X ~ rn: ~~ii _.._ a____-~ m N m DURRANTST m x n m N ~ O T m ~ p O o m ~ -' m cn - oD DD X ~ D Z Z ~ Z C z ` p7 ~ m Appendix S Facility Summary Forms 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) ..............: Wet Pod with Infiltration Pond Name of Road or Street to Access Facility :...................... Yelm Avenue SE Longmire Street SE, Berry Valley Road, Durant Street and new Tahoma Terra Blvd. Terra Glenn St SE, Road 1, 2 and 3. Hearings Examiner Case Number :........................... . Development Rev. Project No./Bldg. Permit No .:................. 05003 Parcel Number :........................................... 2172 43 40000 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 ................................ Terra Valley LLC, Improvements Project DEVELOPER ......................... . ..... Project Contact ............................. . Address ................................... Phone ..................................... Project Proponent: (if different) ................. . Address .................................... Phone ..................................... Project Engineer ............................. . Firm ....................................... Steven L. Chamberlain 4200 6th Avenue SE Suite 301 Same Same Same Marek J. Danilowicz, P.E. SCA Consulting Group 360-493-6002 Part 2 -Project Location Section(s) Township Range 33 18N 1 W, Willamette Meridian Part 3 - Tvpe of Permit Application Type of permit (e.g., Commercial Bldg.): Other Permits (circle) DOFM/HPA COE Wetlands FEMA Shoreline Mgmt Encroachment NPDES OtherAS REQUIRED BY CITY OF YELM COE 404 DOE Dam Safety Floodplain Rockery/Retaining Wall Grading Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion Control Plan: N/A Part 4 -Proposed Proiect Descriotion What stream basin is this project in (e. g., Percival, Woodland)........ Thomson Creek, Nisqualy River Project Size, acres .......................................... 9.7 AC Zoning ................................................... MPC, P/OS On-site: Residential Subdivision: Number of Lots :............................ 41 Lot size (average), acres :.................... 0.1147 Building Permit /Commercial :............................ . Building Footprint, acres :.................... 1.41 AC Concrete Paving, acres ::................... 1.60 AC Gravel Sun`ace, acres ::.................... . Lattice Block Paving, acres :.:................ . Porous paving, acres Public Roads (including gravel shoulder), acres :.............. 2.08 AC Private Roads (including gravel shoulder), acres :............ . On-site Impervious Surface Total, acres :.................... 3.72 AC Part 5 -Pre-Developed Project Site Characteristics 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 ditch, sheettlow to adjacent private property, etc.): Infiltration into ground, y/n :............. .................. Yes Swa/es, 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/Springs, y/n ::.................. .............. .. No High Groundwater Table, y/n :........... ................ No Wellhead Protection or Aquifer Sensitive Area, y/n:.......... Yes Part 6 -Facility Description -Combination Pond Total Area Tributary to Facility Including Off-site (acres) :............ 9.44 Total On-site Area Tributary to Facility (acres) :................... 9.44 Design Impervious Area Tributary to Facility (acres) :............... 3.78 Design Landscaped Area Tributary to Facility (acres) :.............. 5.46 Design Total Tributary Area to Facility (acres) :.................... 9.44 Enter a one (1) for the type of facility: ) :......................... . Wet pond detention .................................... 1 Wet pond water surface area ............................ 0.25 Dry pond detention .................................... 1 Underground detention ................................. Infiltration pond ........................................ 1 Dry well infiltration ..................................... 1 Coalescing plate separator ............................. . Centrifuge separator ................................. . . Biofilter.Cells ........................................ . .... Other............ Outlet type (Enter a one (1) for each type present) Filter ................................................ Oil water separator ..................................... Single orifice ......................................... . Multiple orifice ........................................ . Weir ................................................ Spillway ............................................. Pump(s) .............................................. Other (infiltration to groundwater) ......................... . Part 7 -Release to Groundwater Design Percolation Rate to Groundwater (if applicable)............ 2 inches/hour Appendix 6 Soil Evaluation Report SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Terra Valley SHEET: 1 OF 1 PROJECT NO.: PE #05126 DATE: 7/13/05 PREPARED BY: William Parnell, P.E. 1. SITE ADDRESS OR LEGAL DESCRIPTION: 14947 Longmire Street SE Yelm, WA 98597 TPN: 21724340000 2. PROJECT DESCRIPTION: Create a 40 lot residential subdivision with all associated roadway, utility and landscaping improvements. 3. SITE DESCRIPTION: The project site is currently occupied by one residential building and a single outbuilding located on the southeast corner of the 9.7 acre rectangular shaped parcel. Site relief is gently sloping from the north and south to a low broad Swale medially located in an east to west direction. Elevations range from a high of 344 ft. at the northeast corner to a low point of 330 ft. at the west property line midpoint. Distinguishing features include a small water-bearing pothole located on the south property line slightly east of its midpoint. Vegetation consists of pasture grasses on the majority of the site with a small grove of deciduous and conifer trees surrounding the pothole on the southern perimeter of the site. The project site is bounded by Longmire Street SE to the north, residential property to the west and east, and a golf course to the south. On-site soils were formed in glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED: Five test pits were excavated by backhoe to a maximum depth of 168" 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. A falling head percolation test was completed in test pit #4 at a depth of 66" below the existing grade. Double ring infiltration tests were completed in test pits #1 at 6" below the existing grade and in test pit #8 at 5" resulting in infiltration rates of 5.22 in/hr and 23.2 in/hr respectively. Test pit soil log data sheets and infiltration 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 present in test pits #1, #3, #4 and #8 at 101 ", 128", 144" and 101" below the existing grade respectively. Winter water table indicators were present in test pit #1 at 58", test pit #3 at 96", test pit #4 at 100" and test pit #8 at 46". 7. RECOMMENDATIONS: The Spanaway soil series is a somewhat excessively drained soil that formed in glacial outwash. Infiltration rates are generally rapid in the substratum soils. Water table presence in addition to the soil mottling indicators for probable winter water table levels should be taken into consideration for all proposed drainage infiltration facilities. Separation requirements must be maintained if drainage facilities are to function properly. Drainage infiltration facilities located in the vicinity of test pits #1 and #8 should target infiltration in the A horizon soils at a design infiltration rate of 2 in/hr or less. Facilities in the vicinity of test pit #2 should target the C2, C3 and C4 horizons with a design infiltration rate of 20 in/hr or less. Test pit #3 revealed a horizon (C3) that will limit the infiltration rate of the overlying coarse sand and gravels. Use a design infiltration rate of less than or equal to 3 in/hr for facilities located in the C1 and C2 horizons. Test pit #4 had coarse sand and gravels in the C2 and C3 horizons which should be targeted utilizing a design infiltration rate of 20 in/hr or less. During construction, care must betaken 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. tzpnnds of uncertainty inherent to the practic o s Is science, and to be suitable for its intended use. !'~ j SIGNED: f : ~~;~~ DATE: 1 C %- '- ,~~ JG > r ~_ t ~.~ R ~~~~~N~iL ``~~ SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION Horz A Bw C1 C2 C3 C4 CS C6 PROJECT TITLE: Terra Valley SHEET: 1 OF 5 PROJECT NO.: PE #05126 DATE: 6/23/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #1 LOCATION: 330 ft. west and 375 ft. south of the N.E. property comer of the 40 lot subdivision. 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 8~ volcanic ash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Toe of Slope 101" Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow High 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test completed at 6" below the existing grade resulted in an infiltration rate of 5.22 in/hr. Mottles were present at 58" below the existing grade indicating probable winter water table levels. Use a design infiltration rate of 2 iNhr or less for all drainage infiltration facilities located in the A horizon soils at 0" - 22" below the existing ground surtace. Winter water table separation requirements must be a considered. Soils Strata Description Soil Log #1 Deptfi Color Texture %CL °r60RG CF STR MOT IND CEM ROO <X> FSP 0"- 33" 10YR3/1 VCob&GrVF <20 <5 <40 1 SBK - - - ff 2-6 5.22 SaLm 33"- 39" t0YR3/4 ExCob&GrLm <10 - <80 SG - - - ff 6-20 15 CSa 39"- 48" 10YR4/6 CSa <1 - <20 SG - - - - >20 40 48"- 54" t OYR4/6 Gravel <1 - <99 SG - - - - >20 40 54"- 80" 10YR4/6 ExCob&GrLm c10 - <70 SG C2D - - - 6-20 10 FSa 80"-101" t0YR5/4 MSa ~ <2 - <5 SG F1F - - - >20 30 101"-108" t0YR5/4 ExGrLm 10 - <70 SG - - - - >20 12 M-FSa 108"-132" t0YR5/4 M-FSa 5 - <5 SG - - - - 6-20 15 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Terra Valley SHEET: 2 OF 5 PROJECT NO.: PE #05126 DATE: 6/23/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #2 LOCATION: 330 ft. west and 100 ft. south of the N.E. property comer of the 40 lot subdivision. 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: Gentty Sloping 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 C2, C3 and C4 horizon soils at 52" or greater below the ebsting ground surface. Soils Strata Description Horz Depth Color Texture A 0"- 24" 10YR3/1 CobVFSaLm Bw 24"- 32" 10YR3/4 VCobVF SaLm C1 32"- 52" 10YR4/6 VCob&GrLm MSa C2 52"- 73" 10YR4l2 ExCobBGr C-MSa C3 73"- 92" t0YR4/2 Cob&Gr C-MSa C4 92"-168" 10YR4/2 VCob&Gr C-MSa Soil Log #2 %CL °/60RG CF STR MOT IND CEM ROO <X> FSP <20 <5 <10 1 SBK - - - ff 2-6 4 <20 - <q0 SG - - - ff 6-20 4 <10 - <40 SG - - - ff >20 15 <1 - <75 SG - - - - >20 40 <1 - <35 SG - - - - >20 40 <1 - <45 SG - - - - >20 40 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION Horz A Bw C1 C2 C3 C4 PROJECT TITLE: Terra Valley SHEET: 3 OF 5 PROJECT NO.: PE #05126 DATE: 6/23/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #3 LOCATION: 330 ft. west and 300 ft. south of the N.E. property comer of the 40 lot subdivision. 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: Gentry Sloping 128" Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 1 Z. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Mottles were present at 96" below the existing grade indicating probable winter water table levels. The C3 horizon was moderately dense and moderately compacted and was stratified with thin loamy very fine sand lenses. Use a design infiltration rate of 3 in/hr or less for all drainage infiltration facilities located in the C2 and C3 horizon soils. Winter water table separation requirements must be considered. Soils Strata Description Soil Log #3 Depth Calor Texture %CL °~ORG CF STR MOT IND CEM ROO <X> FSP 0"- 18" 10YR3/1 GrVFSaLm <20 <5 <10 1SBK - - - ff 2-6 4 18"- 25" t0YR3/4 VCob&GrVF <20 - <45 SG - - - ff 6-20 4 SaLm 25"- 45" 10YR4/4 ExCob&GrLm <10 - <70 SG - - - ff >20 15 C-MSa 45"- 66" 10YR5/1 ExCob&Gr <10 - <70 SG - - - - >20 40 C-MSa 66"- 88" 10YR4/2 VFSa <10 - <1 SG - - - - 6-20 6 88"-136" 10YR5/2 ExCob&Gr <1 - <75 SG C2D - - - >20 40 C-MSa SOIL EVALUATION REPORT FORM Z: SOIL LOG INFORMATION PROJECT TITLE: Terra Valley SHEET: 4 OF 5 PROJECT NO.: PE #05126 DATE: 6/23/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #4 LOCATION: 330 ft. west and 200 ft. south of the N.E. property comer of the 40 lot subdivision. 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 8~ volcanic ash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Gentty Sloping 144" 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: Mottles were present at 100-110" below the existing grade indicating probable winter water table levels. A falling head percolation test completed at 66" below the existing grade yielded an infiltration rate of 864 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 C2 & C3 horizon soils at 36" or greater below the existing ground surface. Winter water table separation requirements must be considered. Soils Strata Description Soil Log #4 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 20" 10YR3/1 GrVFSaLm <20 <5 <10 1SBK - - - ff 2-6 4 Bw 20"- 30" 10YR3/4 Cob&GrVF <20 - <20 SG - - - ff 6-20 4 SaLm C1 30"- 36" 10YR4/4 ExCobBGrLm <10 - <65 SG - - - ff >20 15 C-MSa C2 36"- 60" t0YR4/6 ExCob&Gr <10 - <70 SG - - - - >20 40 C-MSa C3 60"- 81" t0YR4/2 Cob&GrCSa <1 - <30 SG - - - - >20 40 C4 81"-150" 10YR4/2 ExCob&Gr <1 - <85 SG C2D - - - >20 40 CSa SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Terra Valley SHEET: 5 OF 5 PROJECT NO.: PE #05126 DATE: 6/29/05 PREPARED BY: William Parnell, P.E. SOIL LOG: #8 LOCATION: 430 ft. south and 70 ft. east of the N.W. properly comer of the 40 lot subdivision. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: Double Ring Infiltration 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: Toe of Slope 101" Greater than bottom of hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow High 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: A double ring infiltration test completed at 5" below the existing grade revealed a 23.2 in/hr infiltration rate. Fine roots were present to 46". Soils were heavily mottled at 46"+ below the existing grade indicating probable winter water table levels. Use a design infiltration rate of 2 in/hr or less for drainage infiltration facilities located in the A horizon soils at 0"-10" below the existing ground surface. Winter water table separation requirements must be considered. Soils Strata Description Soil Log #8 Horz Depth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X> FSP A 0"- 32" 10YR2/1 GrFSaLm <20 <5 <10 1SBK - - - ff 2-6 23 Bw 32"- 36" t0YR3/2 VGrSaLm <20 - <50 1SBK - - - ff 2-6 6 C1 36"- 70" 10YR3l6 ExGrC-MSa <5 - <85 SG M3P - - - >20 40 C2 70"-128" 2.SY5/4 Gravel <1 - <99 SG - - - - >20 40 Abbreviations Textural Class (Texture) Structure (STR) Grades of Structure Cobble -Cob Granular - Gr Stron - 3 Stoney - St Blocky - Blk Moderate - 2 Gravelly - Gr Plat - PI Weak - 1 Sand - Sa Massive - Mas Loamy - Lm Sin le Grained - SG Silt - Si Sub-An ular Block - SBK Claye - CI Coarse - C Ve - V Extreme) - 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 ~~~ - vCi ie~ duzea range or mnitration rates trom 5GS soil survey (<X>) FSP -Estimated Field Saturated Percolation rate based on horizon specific factors. 4/ s 46 35 a 34 I ~ f i" _- ~ ;~ 28 ~~ ; T HQ A TERRA ASE 1 ' * °Q,_ _^^ y - '~ LONCMIRE STREET SE ~ t ! -~ _ ._ _ _ _. _ _ ~ rr..~ v _ _.__ -- _ a __ _~ ~~ =-- M = ~. ~.~ a "1_ I N00 - 9+00 ~... 10+00 ~ ~ 13+0~ ~ `" "'~. r -, ~ I ' ,/-.. ,.,.._ ~'° 11+00 ~x~ tZi-QQ'"~ !'~.--„ _ _ .4- ... _• _._. _.......... - - .. MB ~0_ar. ~ _ _ .._, _. ... ...._. NA710N P Nin _ _ _ ~ _.. ~ I .., /oOND 216pAOCF ~ •~ i I ~ 4B ,3e 4b 46 48_ NI / -...\ ~~~ ~ I oo _.~ ~ ~ RAILE ~~ i I~~_, . I ' -I I J l a i t ~~' Di SLp2 ° ~ L {~ i ~ ~ i 1 I t , ~-~=~~---~ ---- ___ RQAD ~ ~.~ _ _~J atl ~ . -*---~-- i I 11+00 'moo--y----1-_=~~_ _ _ _ II T~ 1a+oo -~ t N N , .Ixv -. __ _ ~\ 422 ~~ I O I J 1 ~{.._.._ f '~ .~. ~.... f oot ~ _ 421r~. 420 ` ~ ~ Io Z ~ ~ a lo I Z ~'~ ~!~ T' I W i i 4 .i I Q R. I N i , I T (.7 i ••? 419 _ ~ , I Q ~ I , 1 I ~ rr ~ ~~ I ' NI I1J 1 i WET POND VOL. ~ ~'~ ~. ,.,,` gl 'I ~ REQ. = 10,474 CF j ROV = 11,105 C i I I /1/ ~I:I 418 ~ RY P_ = 8600 CF ~o 11~ j o ~.~ I SLy$ ~ i '"_ --' L.L ' ; ~ { ~ I t~ MM~ i t ~ ° v c"i I~-.~• -_.s ~ _ _1 ~ y _ .._ - ~ , ~ u~ ire. _ _. : - ' 160 ' _ W ~ 417 ~ o ry ^ I .- ..... - 1 - _r- ` 4# -- -•+'-' -r'- ~ ~ a • aMO ~ ~ I ~~ ~ °o ~~ I Z i u, f .~ ~ _. __ _ __ ~ ~ ._... _.. _... i 1- ~ ~y ~ _ ... _ .._ _ _ ._ .. ROAD, 3 ' 416 •' - , , ,. .~... Q ~~a _ ~ _.. I I !r / 4~ \ R ~- - r - -_ ~ ,- ~--x °' 55 I 41:i C ~i414~ z x x ~ ' x x ~ 50 ': I ~~ ~... ~ ~., ; °' i i ~ SOIL LOG MAP EXIBIT ., l /i ~+ Consulting Group N.T.J. DESGN/&JIID 7VIL • TRANSPORTATION 'TANNING • SURVEYING os Appendix 7 Maintenance Agreement 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 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 provisions with respect to maintenance of stormwater facilities and use of pollution source control BMPs. LEGAL DESCRIPTION: Parcels in the City of Yelm No. 217 34310100, 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 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 below. The DEVELOPER shall: (1) Implement the stormwater facility maintenance program included herein as Attachment .,A,. (2) Implement the pollution source control program included herein as Attachment "B". (3) Maintain a record (in the form of a 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. 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 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 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. (5) I execute the following periodic major maintance on the subdivision's stormwater facilities: Sediment removal from the bio-infiltration swales, and the infiltration galleries. The CITY shall: (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 resources permit. (2) Review the annual report and conduct a minimum of one (1) site visit per year to discuss performance and problems with the DEVELOPER. REMEDIES: (1) If the CITY determines that maintenance or repair work is required to be done to the 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 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. (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 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. (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 inspection pursuant to the terms of this agreement. (4) The DEVELOPER shall assume responsibility for the cost of maintenance and repairs to 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 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 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 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 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 Grantor Grantor 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 STATE OF WASHINGTON COUNTY OF THURSTON My commission expires: ss 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 My commission expire APPROVED AS TO FORM: ATTACHMENT "A": MAINTENANCE PROGRAM Inspection Period: Number of Sheets Attached: Date Inspected: Name of Inspector: COVER SHEET Inspector's Signature: ATTACHMENT':A" 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 2@1- 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 in periods in the facility and/or facility is cleaned so system that infiltration system works accordin to desi n. 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 major storms Maintenance Checklist for Conveyance Systems (Pipes and Swales) Frequency Drainage System Req' Problem Conditions to Check For Conditions That Should Feature d Exist M.S. Pipes ~1 Sediment & Accumulated sediment that Pipe cleaned of all debris 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 i e. 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 ~1 Pipe has major cracks or tears Pipe repaired or replaced. allowing groundwater leakage. M.S. Swales ~ Trash & Dumping of yard wastes such Remove trash and debris 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 debris so depth. that it matches design. M ~l 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 if not use rectified voluntaril . 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%, underdrains may need to be installed. 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 major storms ATTACHMENT "A" 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 V Trash, debris Trash or debris in front of the No trash or debris located and sediment in catch basin opening is immediately in front of or on basin blocking capacity by more catch basin opening. Grate than 10%. is kept clean and allows water to enter. M ~ Sediment or debris (in the No sediment or debris in 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. ~ Trash or debris in any inlet or Inlet and outlet pipes free pipe blocking more than 1/3 of trash or debris. of it's height. M ~ Structural Corner of frame extends more Frame is even with curb. damage to frame than 3/4" past curb face into and/or top slab the street (if applicable). M ~/ 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 ~ 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 ~ Cracks in 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 judges that structure is unsound. A ~ Cracks wider than 1/2" and No cracks more than 1/4" longer than 1' at the joint of wide at the joint of any inlet/outlet pipe or any inlet/outlet pipe. evidence of soil particles entering catch basin through cracks. A ~ Settlement/mis- Basin has settled more than Basin replaced or repaired alignment 1" or has rotated more than to design standards. 2" out of alignment. Contact a professional engineer for evaluation. 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 joints that growth present. vegetation is more than 6" tall and less than 6" apart. 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 major storms ATTACHMENT "A" Maintenance Checklist for Grounds (Landscaping) Frequency Drainage Req' Problem Conditions to Check For Conditions That Should System d Exist Feature M General ~1 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 in open such as grass clippings 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 in 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 in 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 major storms ATTACHMENT "A" 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 pervious 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 Pervious J Sediment Ensure that the contributing and Sediment is removed Concrete buildup on adjacent landscape areas are and/or pavement is surface stabilized and mowed, with cleaned so that clippings removed infiltration works according to design 4 Times/Year Pervious J Sediment Vacuum sweep porous concrete Sediment is removed Min. Concrete buildup on surface followed by high pressure and/or pavement is surface hosing to keep pores free of cleaned so that sediment infiltration works according to design Upon Failure Pervious J Spot clogging Prolonged spot puddling 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 CITY and ask for technical assistance. Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) Q =Quarterly S =After major storms Appendix 8 Erosion Control Plan \ ., /L -f" ~ , :--~ `. ~ .i j It ~ , ' r ;' ~~_ ,~~,,MiTIGATED BUFFER __________;'~ ,=,~ ~ ~ ~~'~ ' ~ 1 ~.._ _._ __. _._. z° ~ ' ` ,'' ak 1 \ ... ~~ - ~ f ( I ~ .--~... ~ ~ r ~,. ~ ~ ~ ~ I ~~ ~ , ~ ~ x , .-_x k ~_ ____,____T ~ ~ ' 1 I SO SO 1 I 5i ~ , , I A IJ 1 INFILTRATION POND VOL. ~ ~ Om 1 ~ 1' 1 REQUIRED = 39,023 CF ° v i' f ~ PROVIDED=43,953 CF ~~ ~ _ O -+ N I °Z 1 ! 1 \ SNA O w ~ ~ O ~ 1 ~ ~ 1 _..a ! I ~ `f - Ot~T~ i` ~ I j O =-._ .- r i I ! ~ __..__ f ~~ ~_ ___ R AD1 __. _. ____ _. -- ~ ~ _._. ~ ,..-,.. - _. _ ~__t.. ~- I j ------- I Z £ U _ ~ _ - ~ r - ~ _ - -• -- "'I rl a 9: la`I O I ,` I ! I ~ I ~... I N I N ~ 'F~ I ~ I V + I I f E ~ I N i W I x , I I ~ ~ i . 1 4 ~ ~ ~ I ~ I ~ ! I ~ I ~ ~ I ~ I I ~ f ~ I I W , I I i ~ I o ( N A ~ I ~, ~, ~ ~ rn I I ~ d I I 37 ~ rv I O~ Ir ~ rn 'gyp ~o ' ~ a' m ~ ~ ~ -° ° ,~I ' ~ rn to o I ~ , ° ~ m+ ~~ I o . ~ ~ I ~ , _____ _ W__ -~ w I W w ~ ~ ~ I! °° I D ~ I 1 (~ I10 IIC ~ ~ !~ ICS ~ +I ~ I Vl N Rl ' ' N ' ~ I ~ ~ fll ~ I N r. ~ _ i / ~ ~ J ~ , ~ ~ I I N 'w i I s ~ ~~ ~' 199 I I ' ! I ~1 I 1 ! ! ~II I~1 ~ N a I=I r w I I -a m O I ! ~ L I .. xt I W ~ I I I _.._..._.. _ _ _... s .. _.._. ... , ...... ~ in i ~ I .__ _ I : ---_ -- - ------- ~' N j I - ~ _ 1 'u~ -M ; , I ~ ~~ u _ _ I ERRA GLENN ST. ~E I w w I I IIII -- I~ w w - w w O ~ I ° ~ I I ~ t ~}~ ", m ~ ~}_, . _. _. ... ._ --- o Q7 63 63 i' N I E _.mm.._~~~ ~!~~~ ,~ ~ . ~~~I ~ilfi! ~nm IPON ~ ~ i „r z c z;' ~i~n _ Y.y Ni0 T 3 n ~ 3 r' C C O ~~ N~ ~~ N O ~ O~ z0-Zi z O w > z ~ O rnN _. F ZCy ~yn0 p K y rn N ~_ ~z0 Z C t ~ __ _ _. m ~ 0 ~ ~ ~' n I ~, ~ nn~zz mz ~n- ~„ O Z fTl ~oncn~ NN rnN ~~-, N ~ 3 Y z ~ ~~zrn-, TY ~~ m~ ~ ~ _. ... __.. -____.. ..... .. .._._._ I ~ Y~F c~F rn rnmp 2 1...~.... m z~in rnT ny, Nrn.-i f7 ~ ....E-i °~rn~ am m N~~ O D r~i = I I i Q N N~ rn N N y Z Z ^S~ O ! NY~Dy Oy rn ~~m y rn rn Z i ~ ~ ~ ~ c,rn =N u,~ n o0o O D iI O rn O y N O r ..... .. ... .. ..3.. '~N mti ~ ~ N O Z Z y y O(nN~~ fin O O O rn N A ~N N N y3~Tr 2~ ~Gl y1 CO ~ ~ { ~ ~ I Y o _ z m T ft //rr a O 0=0 O O-+u'ytn ~ O oN0 Vl 1 / {{ _. z, z rnOrn ~' rn moVO~n O i ~~O _._.'.`\ .. __. __...._ f rn R ~ ~ n o F o o ~ to ,n Y to O ~ 7 N I ( _.. _.. __ N Z N O N n O -y2 y I n o N ~~ ~ Ro~~~g o ~,r I y A m, ~ I j u ;~~ q c~ Y n iri ~ In '," _i ail O '~ i I ~ I O y ~ . ~~: r R p O ~ m~ N d N I m~' , I I I m, ti ~ I I I -t; i_ _ . _. _. W. ~- 7 0 m z°zN~~ ~~ c~ c~ = m 3' MIN. 1.5' " czi m MM. I (n O O _ Z ~ ~? N < (~Q~~__0p i Z O O t~+ l~ m A O p p~~ ~~ _ O~ mN mN o p°~ m X 1n N N OC/'b ~~ I II O ~! m p m I ~p[t~p G1 ~~ 000 ~[.: p p\~l Apr D (J~_ ~~z o b °; m~~ m OZ -' a ~ ~ al '^n~ O o D m m --~-C-• ~ ° o D .O( N r 0 ~ \\ A I .F(fl r .l7 O2 N <D N Z N \\ D I R1 C7 <0 6 O ~$TI O m 'P r D \\ ~ r R7 0 (/1~ x~~ ~ o ~ \ ml p ~~ w~~ o y ~m of A A ~ \ ~ o y^ ADZ O z \ 2 .~~ y -10 ~ m Nuo ~ D" ~ ~! z ~ m C 6 z ~o-°o z~r~~n 0 omA~z 0~~0 ~~"~ON~ A ~Dnm~ ~rn Oz stn 0-"AOz y~oNo z°mm~ N O N A p O ~ to D N rn ~O Nrs o~m O O y n rn N~-DiyN m o0~0 ~^,oz C D ~ ~FxoT r i~yD ~' D Gzl Zi aOZU' A n 3 z ~ mGl C inz C A=A W n~NUi __ _ ,~~'0~>mU~3onyonm~Fo~ N~zrn,~',io~ii 00 za~,m;0 oinA~OmzO~o~WDO~~ovxrn u'NCrn-iD rn ~r ~cI fT N° AO S°Cll~On° ~ ~° ~fn O ~^' z~'N zi i~c~z- r~'~~'Z c0"i G~~tznrn zfnm-' m~~-Gl a N ~ N A o z~ F. o rno~@ ~ z m N m A rn n- D~ rn a N a D N r ~ m z cl S y ° D ~ .< ~ Ci y N~ ~~ Ao ~~ mz0~ y n N < ~ O ~_ i~o ~o ~n ~A ZD ~nz0 0 ~O DA ore NO ~~0'3' Fc Orn Nz De ~i-'~G~ 0 -~ m e N A A~ N z ~ rn O- D p F T - N ° ~^ nin O- ~n0 O"' ° D-rn y~ U,r Nz o~ m~~o n D r A r y W y~ ~O n0 rn0 ~~ .Oyu z~ °o r~ zo ~DAo nm u+~ ~~ pC n~An A °y A~ ~ A ~~ p p0 D ~o ~ ° n y ~ o v. N. ~ ~o ~ ANON W ~N Dom- -1 D Trnyrn_.vN zm~~zOzn00~ z<c~~~~~zGn U1 O~ rnrnOrn<rn~O pc VN°~ D N ~ c N - O N f nrn o~~ p~in~ ~D Aoz mDO~ m ~ ~ rn ~ W GlN Z NT ~- rn ~ orn n~' ~<Nr ~° n zmyN Sc~ Linn w n I - T' ° v~ O^'~ 3 zO N 0o Aim ~,o~ z ~rn ~OD Owe 2- ~ A N N A N 0~0 n ~n OirNii pzn N ~°O p" ~nOA ~~G a Oa~rn p /~ ~~ O o0i u WOv N O NO ~"O m O 0 oya ~ A N Z 3 Gl 3 ~ N F ~~~ m ~ A~ n < ~ON~A'WnN~Nti-~ O ~mrn"~p~~~rn WO-~ cciz "G,3~„oNA~NNpp CP N°mmoO~no-~~~~ y N~~ O y r N N@- 1^ ~`~rnN~ONDrnN FlOi) r"~G~N~aN a~,- ~z AWS 3 ~F °-rn N~nD n ~Fm -z D F ° F ~ O ~ F ~mn a o~~ °'~ l)rn ~y v ~ .Ir O b O N n p ° A N Y n rn Z rn0 A rn° A~'~ A~ O~O~ A N N ~ o -rno o Fns? G ~(-°nO ~ ~ -rTN - Dmrn ~ZS yn y ~ K Gln O ,,N,~~rnv O ~fN"- D ,G,I 1Ti ? in N Z ° zo30 n °z° piny n ~°g A 3 rn m Z ~ O~ p ~n?G ~ Dim . CAS ~ pNr N N ll ,-~ A°~ F N D D O ~ r v _ J m~~ Am Z ~ o `^ ~~~ ~n $ ~ z ~ - ~ D p ^x U ~ nD DA z p D f y O oo ~hA O~ ~O ~ ~ Fn Y (p ~ N ApT ~~ 1~p m L~ O p z ~ O lll 9 D ~ ; ~ Iillll ~ C (n CZD mm H ~ ~ n ~ -U ~ xl 'I A VI m D O O D~r~ ~ p ~ 4 U m S. (n v,z ~ °^~ Z D m A ~ ti D ~ ~ m Z ~ Z S r y O Z ~ ~ ~' ~~~ Z= Z <D D N ~a A V1 r A ~~ Lu~in 9mn D O ZO wpm ~ Op mr~ D p Z mo °~; ; ~~ Z II ~ Z In A m - Z Zrp ZNO O ~ <<~ IT7 ~ I IVII < ~O O ~9A~ i p~ m ~ Z rpm ~J O y fTl LaIA ~p ~ i V~ j 9 ~ C N .~~;~ - r ; D~ '~ ~" ~4 F F ` i~ m 8 hh---- ~_~ q_'I TI (- ~ j s~ Y 4 SK 19~ ~ ~ aa :: ~ ~^ ~~ ~ A~~~ ~ s g SF ~ ti~ (7 D ~ e r7 ~ E 8 oo~eo ~ .aq ~~ o i~ y7 YA q ~ a~ ~ 0 m - oo a E A9 ~ ~ a I gg ,,J E ~§k ~ m ~ m D r ~ ~~ a a ;; 9~ ~a ~A €~ ~~ ~ ~ _°~ ~~ O ~/1 E ~ ~f ~ ~ cd ~ ~ 'A a - g ~ a , ~ z Iv ~ d A ~ ~ a ~ g K f 1 ~fJ a G~ r~ p O ~ ~ ~ ~ ~~ ~ ~ a O Cq o0o S+ C ~ z oy'~'~ r z ~+~ ~ to rte, m ~~8~ ~~ ~~~~~ ~ ~ ~ a~ ~'~ ~° ~ ~~ ~~ ~~ 5 ~ R 8 ~~ 3 ~~ ~~' ~ ~ ~ a ~ ~ ~ ~ ssuwa _ ~ ~ ~ ~ g I ~ ~ L ~ Q ~ ~ y L Z F ~ ~ yF ~}~p~ e R ~ ~ ~~ ~~ --~- a~ ~ 'I 6 r " e ~ / ~ m 88 ~ ~ ~ ~ ~C7, O` ' ~~~ ~~ ~~ 9 ~` c°r r~ ~ mj y „m 7g q 'P`'~ ~~ ~~ ~;e ~, /~. ~~ r ~~ A u^y ~ ~ N e ~ F~ Oo A ~ 6~ rn- W~ N n Z A W W O m n N -t O n m Z D-- A O _ -yr~0~ ~0 TONO'~ Z F"Ti F"~~vi~ ~~-znn 3 w~~ O~ rf~I vrn~~mN°o~mc,N~~'~n Om~yon-i yoONA?~~O~~~Nrn~~ Zn~DAmp~ zZ~z ~~-Mrnrn 30~ ~ZZP ~O oT~~= u~D~mr> And ~o~~~~rn G~T- ~ -iD NG1 m~ W 3 Z ~~3 rWn W N 2^y'rn~ rt'r-Fn ~ ~ r^Fn i ~ N rn ~~ -DfOONAO ~ z~~,Ar uNif °A m nM r~ooon . D ~~tn SO A~° ~ N OC ~ N 1 ~~~ ~Fn U~ -, "jO p rn l] ~ n S O D °~~n ~1 rn3 Ut A '> ANC ND 2 rn3 ~-~i r Ornrvrn N$ 00 ~ nzpN ~0z~s °° O~~ rn N m In O - O N W n N O O ZO 3 3 rnN N N z A~ y~ ~ rn Z ~ ZQ D Z A y rn SON 4l m N O N ~ HA O D G~ O ~ ~ rn N n~ ~ o r~i ~ 3 ~T~yrn A- NDAO rn0 x1 ~ZCrn ~(J~~ DN' ZN z rn~c$ rn SA zmc - oQ TN ~ a ~oz ~sN~rnD U~. rn +-- ~ rn O F i N n~ o W O N O A O n< ~ ~~~ ? z rn n 0 r o"m aM ~°n _n° ~-OC~y r D ~ NS OA C r~W D O D F D W 3 rt' T S m OT y F Ni d F G z o N~ rn A m zm porn o o" rnz0'mJ~-~UIN DT mine 3 rnA° W -N~ nr- ~ no~vron~~D~mm~N~m~~D~~~A~~~ ~F,~iAAAOin~~rnn urn N~~yoiz~irnNS~DArn ((yy~~ ~ Z -pDO~ DNZnGI OOrnrn ~ y a~ d ~' D l n~ r F N O f T ~ F Y O S A~~ 3 (DU z o a ~ y T~ m N~~ z0 °~ D z~ m o m D O ~~ m ~ N rn< ~n -( rn g° ~- N-~ n N Z O N pp A r r 0 [n O- D U, .. ~OntNnmO~rnA~mA W - D yNrzn Ol~Nrn~y A D ° rn O~- rn to rn m~~ ^~ -y O rn z v .~ rn rn F ~~~~O~~T~aAy~O~o ~z"T~ce~~~a 3 ~ °zr ~ ~3 yin c~c~D~° ,rnnrOrv°~^`,v ~3,vN F ii~u Dny ~u O ,1A„ p -~o hn ~ - O ~ D rn a z ~ ;i ;:. y ii W ~ ~n o yy Z ~'i(CO ~DN T~3 ~Kr^ V ~~~nGICN rOr1 N~ m z=<aA~ Z fl DrnD _ Ac ~(zjC A ~rn0 °n Fn~O~DNim~A~~n~~~pr3n~rnrnOz za O Ox`O<~T ~"' m~o~tzir u+O~?rn!»~NmY00n r ~ D Gl~ rnrn~ z io ~ ~°A~>'~m~~~oo~a >rno yNc m{ o =coz~o-onrnoD~= Ayc~o M D-ra - 3 NOrn z oorn NO~°„ 7D~N Z ~O~O r D ti NOT C'< °rnAZF O D N OU~NOO~ TOOr>11 A °D G t°nO D y n0 O N'"~ DrnMm300t~ z rn_ y~°n ~3 D me Gl~y D zNv ~ ui°srn0 N N O r O N O n 3 n~ ~ „O moo? O`"~~ Z ~~D-rn ~ N n n x FF ~ A o~^' mczi u3rni < A N -1 D Z D Q rn 0 O Z n Appendix 9 Storm Drainage Plan a ~ ~~Y ~~~~ ~~~~~~~ ~~ ~b~~ ~~~~s~ ~~~ ~ ~~~~ ~~ ~ ~ Z ~~ff ~ ~~~~~~ U ~~~ R~~ ~~~~~ ~ W ~ ~~~ ~~~~~~~~~~~; o Z ~ ~3 ~a Z ~ ~~~ ~~~~~~ ~ ~~~ g ~~ ~ ~ ~~ ~~~~~~~aj~ ~ ~ W ~ ~ ~~~~~~~~~~~ C7 CBs a F<o .t s ~ ~ ~~~ ~~~~ ~~~~ ~~~~ ~4 ~~ ~~~ W y ~ ~ a ~~~~ U W y~ a a y~~q8 W ~ p~ W e~~~ J z m ~~~~ >> ~~; o 13 3 ~~ ~ zn ~~ ~~ ~ ~~ 6 a~ $~ ~~ 8 ~~ W Z ~~ Z~ ~~ a ~< ~ ~~6 ~~ ~ ~~~ ~~ ~~a ,o° ~~g~ ~~ a e~~~~ to W 0 Z Z 0 t7 z o5w ~~ Oa,~ ~o ~ in w O z '> a z ¢ ° V z Oz z0 z~- ON o=g ~ ~~~ 3 ~ ~ z O O~3 0'2 z t~z z ~~O w O in ~ V V y l! w ~`ii ~ .. I ".. I !'~ ~~- 1 Illi ~a ~ f f~l r~jl s<I~ ~ i, 11 I p i { ! + ,, 0d ~ £~ .£9 £9 i '£4 £5 ~ ) ~! Z ~ ~ f i~~ ' ,~ OW..' ~~ f, N r+~ ~ di ~ d' M ~ ' ~ ~ Cp l '' ~'l -``. ~ ~ , ~ '1S NNE rJ b~!JN~ ,~ ~~k ~~ a i - =.r -~ 28x00 "~ YD~ 2A~~ ~'~'= 30~- ~~_ - ~1+0~0 ~I--" E , i _ I \1_ _ _ / M I 33100 •, r= i I ~ M I ~' }~ t z ~i ! ~ . l,~ .~ ~_ ~ , I ~ "o z _ ._ .... ._._., . ........ v d ' i ~~~ ~~''-' r ,! _ _ _ = _ °-°~°~ ~ °Q+6t w ,~ ( - art _„~ -•- - 1~ _ _ _ _ ,~ _ _ - ~. , . ~ a 0 , 0 ;~ ~d _ _ ._ ~. ti !j . _ . _ __ .. ~ ~~ r\g Q ~ i ' Q LL s- .~. - ~ <' ~ N .- o o ^ ~ do ess er - ayolnoad ' > a ~ d0 czo se = oaaino3a 1 ~10~ ONOd NOI1V211113N1 111 I ,, ~ ` , r ~ QI ~ I o~ O 111 I t; ..b ~ r O I ~ ~ ~ ! N "'~ °` ~ ' a gad ~ ? ± ~~ W ~ ag o ; M 1 ~,~i G ; ~ Kr N I 11; W ~ f ~~~ .. i Q C ~~l J ~ ~ ~ 1 f o ` ~ . . ~ I r1 c0 ~ p N ! Y F p I;~ ; , E , ' O " _~_ . I ~ S ~ ~ ~ (j f` ~ •Ig i ~ , ~ ~ ~ ~ N _ _ ~ ...I ~ . ~ f I r ,. t_..._ I ~ WJ A 1 ~ N t 0 0 ~ ~ x W g ? aZ~ ¢ z LL Z S ~ ¢ ~j g O ~ ~ w ~ ' z O ~ ¢ = 9 9 m O U W _ ~ O y z O Q m a~ W W W O W W W u p a p LL o a x o rn a z a LL z a ¢ vii a a~ a w o o rn ~~ ~ ' x J~ I ~ ~~ w ~ u i w J I '? 1 li M EI ~ /. l1') - M I i; (i M i. M ~ .. /el 1 I- f~ I M t ~~ ~ ~~ i~ ' ~ I r~~ N `0 N ~ S o ! + ~~ I o,~ I? i t I W ~~i1 ~ro ~ I / Ir7 ~ f 7 r N r- ~ i~ ~ ~A I N ( ~_....._~...._.~_._._r { % Y i Y- ~ It.~~ f + I f ~ f y' 9' 7 ~ j/ ,.. ~ ,, ,, ,!' ~+ I f.~f` .~•'~ Q f~+ 4~ ,. \\ i+ ~ ^ ~ \ ~ ~ ' ~ + + ~~~~ne a~lb~iliw ~ ~ . ~ ~, r v ~' ~2 ~ On ~ I r \ ~~ ~ ~ \ N pll I ~ M `~ I ^, N `v ~ ~~ N - ~ =~ ~~ oo+i~ ? _ - -f _ _~ -- N V _ N ~ ~ N v C ~ O d Q z 0 m _ WI10 `a.~ W N m II,"'-, m VwH O w ~ 0 0 3 C o~ w a~~ v 3NS o ^~ j O d II ~ v w O ~~o m K 3 N II 0 N m m II W z 0 0 J Z 0 8 o m o m Q 11 O n X J ~_~_~ ~ ~ N 3mm ~°o~l. 0 ?n- N N Z oQ N ~~ ~~ J Woo z 3~FQ om3o ow~> a. ~ g O~V V~ V ~ z ~ ~z ~d -J O ~O _~ ;~ m ~ ~, 0 0 a I w 3 0 0 J Q 0 N O Z Q z 0 U Q w D 0 z 0 WI z O z s o N V y ~YJZ L K Q T 7 ~ O ~~~~ _~ <Q~~s= zNW zV0 O QZ Oz an U 'z > ~. Y Z ~- ~ 1 n ~ ~;~ ~ ~ r ~~ 0 ~~ Wow w ~VU JI Rt , _ 7~ ma N I ~ 1 m ~~ _ J V'~ Q i ~`~ ' „~ II `I i \ b n } ,'a a + ` i _ i in o~ J V ~ n 1 U V ~ Ul J . ~~ w ~w ~ ~ / // / ~ \ / ~ 16b I / /~ ~'L ~, I I~ NI //~~ ~ I ~ ~ ~ ~~o // ~ ~~ ~ l o ~ ~ // ~ ~~°~ I / ~ ~ ~~ ~~ ~ ~ \~ ~--- ~ ~ ~ ~ / \ 1 J ~ _ _ ~ ~ I 1 °~ 1I~ ~ 1 ~I °o I ` N ,~ o ~ ~ ~+ ~ ~ / I ~ / _ ~ Z N ° /~ ~ 0 z I m~z w ~-pW ~ m +6j O Q- O z o ~ ~ ~o 11 - \ / ~ ~= Appendix 10 Construction Plans, Notes, And Details Z O Q O cZ N L NW I.L a AZ 1 rLL~ 1"~ N V //W/~ V/ m V w >- -~ a~ ~ ~ ti z Q Z - > f- ~ Q ~ - ~ V x w ~ o = z Q a f- O ~ O ng + + mo dF ~~ -m 00 00 ~~ N~ I.I a ~ N O ~~ o ~ ,p o° ' N ~~~ 2 I ~ m -J V O O ~ ~ ~ v ro O G u N o N r O Z _. _ No ~ O (7 V ~ O, o O n p '~ ° ~ ~~ °~ I o ~~ U ~ h O N m N ~. cn NO ~ nl. N. cn O N N 0~ Vi~ w N i~ O 0 m N~, OQ g N m 3 ~m o ,O t V^ NN ~w w i ~ OW ^L- a ~ _ o~ ~ N - p o ~ ~ S m N Z ~N O V~ Q m V O ~ N. m o O'. ~' .n m ri s ~p W ~ Y. ~ _ L h z~>' ~3 OaW z~ Oin pz <zQ`~ V Z Oz z0 O~ Om NZ~ V Oi~0 ~~ ~ ~=O !P ~_ O N K Z UO ~z0 N Z K n N j ~VU M M M M M f"' ! M ~ (fOObE - l37 ~ SOh£ = N3 Od N 65 ' O+bZ = V1S 03 9L' 16 + =-V1S 32'IW9 O, O (LC6££ O p 9Z~Ob£ = Al31dA Bb~Obf + any 0068+£Z = V1S 1dA ~ N V +Ol >MN S"~ \ O (61zE£ . N aw ~ ' M ~~~ I E 8££ = . Ala OdL 91 6£f . ~> O 6Z+EZ = 15 OdL }j \ s N > £ I -B££ = Ala LdA . 00'SZ1-£Z = V151dA ~ O 10£ S££ 1 O 8 60Z£ M ,~ N o~ I N ~ ~+m N~ O N (L6 b££ + aQW 86~bE£ Ala I OSS£ N -N~ 51'9Z+ZZ V1S a > 00 00+0 I = bl S dOS] Z V021 O (SE~b££ ~ 85 b£f N B£-bf£ = Ala ~dA I N 'SL+IZ= 1S JdA csL EE£ SZ b£ ~- N ~ o l£Z~E££) ~ 1 iv - OO~bE ~- - N O 1 Q N O _ (BZ ZEE + o ~ SC££ p N v ~ O OSEE£ = Al31dA (bE' 1£E ~ 0000+OZ = viS 1dA ru ~ OS££ p g ~, - o° N ON / ~ J O V ~N >+m ~ 11 m O~~ L£'£££ Ala dl (OCZ££ ~ n > 8 0005+61 ~ V15 dl 8£'££ O) ~ ' N BE £££ Ala a b9 Lb+61 vls ~ 0000+01 = V1S d09 £ VO?1 OSE££ = Ala OdA / f96-£££ ~ ~ O O O SC£Ef = Ala LdA (S 1'b££ + 0005+B I = V1S 1dA SC££ pp °o o8 p ~~rNi 9B'£££ Al3 du O (6S £EE ~ II > 8 - 99 B££ pp ~w _~~ I -> I OC EE£ = Ala JdA (6Z£E£ ~ O~OS+L I = 15 7dA 1 OC£E n r O1 in O o (b9~ZEE O Oh EE + n r - \ 91 £££ Ala O 8i'65+91 V15 U90£E + O M M M M M M M a>a o~z a In w C~=~ Z O 7p~o ~" w ~- z I NNh ~ Ia- O p a w I ~Q~N (~ oa,"', o`-in0 Q LLin~3 O Q 2 0 X Z O OOw °p~ S °p~ ~ v O ~ W ~ li Otiw~- U N ~ N 11 ~ ~ {(~ O ~ t ~ r'NW9 O ,~ 0 ~ („) ~ ~ ~ ~ 11 ~ ~- fn 1J .O __- ~I 3S'1S NN3lD daa31 I w H ~ w rv I I < ~ Q I I ~ w ~ ~ I u I Z ~avoa Q 7 } Y °o } ~ ~ z ~ N O Q ~ ~ II O ~ O Z ~n C9 ~ U a Z w J N - ~ ~ - a IV N V- W to Q Z N ~ Z Z o ~ ~xOaO n _ Q ~ N m + E- > mn ,~ < d, _ w o ~ ~ o v- + o~ ~ Q N W a N N - _ ~ _ Op O'U' _ - Z Q m L V Q U _Z Ll (L In - - _ - ~~ ' ~ W ~ _-~ ~_ ~ ~ vy Ems` + ° ~W a 1 ~~ ~ J I I ~ 1~_ I I ~ ~ \ Z I I I N - \ ~ ~I I ~ ~\ w I 1 \ II ~ -t - N N I I _ ~ ~ I ~ w~ o. _ I I I I ~~ _ O I~ ~~ 1 " 1 ~ - ~ ~ i ~ I n~'i S I~I O ~ J _JJ?~I_ ~M in w~ O~~ m O ~`~~. ~ ~~ i I ~ I I ~. ~, ~, ~ -~ -TJ+00 I ~~ ~ ~ I ~~ iL L-'~ L ~---- IL ~., ~ 3NIl Aib3d0?Jd 7SI%3 T}3~Rt00' i ~v ~ q _~~~ I .OO I I \ I 1 ~- 1 I ~ } I ^~ ~ I I 1 ~ aai~ s ~ ~ as ~ a~na~ ~ WET POND VOI. ~~~, I REQ. = 10,474 CF I I PROV = 11,105 CF I DRY P. = 6600 CF I : I ~ } (~ O I ,~: ~ ~ '. N _ ~ O> U Um /~ I - ~~ ~ ' o I I L O N NU>J. I I I a I I am<u,L m 1 ~ B O M1 Y" w I ! L ~ J \ ' ` ti. ` l I I 5T'l~ ~ ~ ,s ~ ~ ~ 1_~~ ,1 ~o 0 NO + + NO N - a ~ U1 N - N 00 ~- ~O' Q Z g ~ O Q O Z_ N J W a i I sZ-~ 3S'1S NN3l~J tlaa31 I w ~ ~ F w rv I O ~ O ~ w ~ K ~ I Z 0 - --~ Lavoa Q / Y °o r- w 0 _~ ~ 0 N U N N O (n ~ N lV O O O Q m U ^~ v v Q o '^ '" U < + + 7 ~ 0 0 ~ _ ~ wLL~LL, / / 1 j / I / I I I / ~ I 1 ~ I I F fA? - Z~ ~~ I f ~~ J'n .._ ___. _ 1 / - - ~N ~ __ ~ ~ _ I ~~ ~ I I ~ Z ~ ~ 1 !Fi~O S `mod I 1 I ~ °o I ~ ` r '' I :' "' I I ~ ` N soI LI ~ I o. ~) 1 V / , ~ I _ _._ _ / , L f , ~ `^ L I o. _. V+ 0.9 T+ ~ 009 ~0 Icy. 005 ~ ~ ~_cI i --~ --- ~ i nr~ ^5 ! l ~ / 1 / / _"I~ ~ 1 1Oo / + ~' 1 ~ / II' ~~ I / ~ ' I ~ I / Sib " ' lfA3 ~~ ~ I ~ / DO+EZ f~ru 4 OO.zZ ~ Q i m `-~ _ --{- - , "„ V Q~n ~ ~ ~ ' I ~r ~~ ~ w _. ~n _ _ _ _ - _ - _ _ -, \ / II I 8 I - ~ - ~~~ p I ____~ 4 ij o h -N i~ N _ ~ p ~ rl f0 O Ul O r = a~ N Z f` O ~ II ~n ~ N ~ _ c~ O ~ o ' ~~ it Nan' ~ v ro v n lY ° O rl N m O. n O N m m ,.~ m rvl n 00 ~a ~ ;n m r ~ `~ " N N~ 0~4 Q of Q ~~ r~~ I•- O ? o~ o~ o~ ++ om as ~~ N - O p Q Q 00 ~~ ~i'v' } Q Q ~ 1 Y > V l Y ~ ~ O ~ Z O r ~ 'd Vl In w Q Vl W I~ w ~ ~ w ~ ~ O ~ O U A W 0 z 7 O_ ~ m o ~O~ ~ ~ < o ~ ~~o 9 z O i n W ~ in in .? ~ N z n N O _ ~ U ~ ~ Ny LL Q a W N u~~ n ~ (r ~o2n ~ ~ ~ ~ ~ u LL w~ pQ 3 ~ i` QQ' p N ~ r0 ou3 L ru oU 0 a0 oow? oO uu ~~O = ~ p ~ a ~u W Or-w~ w nw ~ w w U V1 ~ U1 M M M M M M O M LA d T ( 9~B£E - n131 56-C E£ = M3 d03 p 6 I Z+OF.=dl NN319 V2':J3 o ~ O 6S- ££ = nl3 1d "~ + o (£6~L£f) ~ O- n BIL£F (+~ fj n : oQ °_, - be ££-maid OObI+ I =V15 ~d O LC9££ M O ~ ~ o ? (LIL££) ~ in XO o ZS9E£ N ~ ~ I NO r o O (I S 9££1 ~ LZ 9££ (~ L I - £E ° nl3 ldn ~ 00 oB I I = vls ldn N tsa~s££) j ~ vi ~ b65££ ~ b - m ^~ ° ~ r. on ~ -a u' ° O O `n J d (Lb~SE£) ~ ~ ! LC ££ = t-13 Jd ~ ~ OZ5££ ~ 00 OB+ I = Y1S 7d ___ m O ~ N ~ OS~LL 01 = bLS ldn 0 j v a O + ~ _ (ss s£s) + > ° `~' ~ 9£'b££ O p n ~ < ,y Lb5 +01 =v1S d3 J ~ ' j £9 ££ _ /13 Od ~ ~ OSL1+ I =vlS Jd ~ O N (89-bE£) ~ ( 9~b£f = M3) ~ B6 bF£ O Be £ = nia doe o ~ r- 0000+ I = VLS d09 51'9Z+ZZ -V151 OVOJ O LA O ~ ~ M M N N t0 L A M M M M M M M N M O + LA LA M II II lV T~ W - ~ J ~ ~ Q p Q .. .. ~ o ~ N ~ O ~ ~ Q I- N I --- 35 '1S NN3l'J Vaa31 W .I__ . y w I o ~ ~ I O y o rc w ~ ~ I O O L _ lavoa Q I W Y o° w 0 -- ~~~ 'I J U ~ N 0 ~W/ Li. Z ~L~ r N rrU^^ V/ Y w >- W ~ ~ N (~ ~ N ~* zaz ~ ~>> m N Q Q U X N w O p m = Z o ¢ 2 o I `- „ O za ud _ .-~ I 1 Qw ~, m s , ~L~ _ -°~ ~-- _ one 61 z - - ~ ~N L w w ~ ,_ ~«T~~ , 1 ~~ _ N ~ t--\-----~`\.~r N ~ ~ ~ V U U ~ ! a !'~ \ j0 ES6 Eb = ~301noad R O °- ~ j0 EZ6'6E = O3a~1GL3a o ~ ~ F ° '~ ' d 0 'lOn ONOd NOIlValll~ ~ o O ~ 1 3 ~ ~~ - + n ~ ~ ~ A O O [2t eZt 6L[ Q Q Off l N N _- m _ 3Nn uaaaozJd 7sIx3 00 as 0 0 ~+' w ~ ~ ~ 3 3 N N iV N N ~ O !~ N CJ - O m K O O O m O N -- ai m N m m _ m m m m m iii Z w W Z N N N N N z8~~ ~o - O ~ m N _ yj m N m - m m ~ m m ~' O O N N m ui vi lD i~ ~ Q N N y m m m m m V' m m m > m ~ ~ ~ K K ~ N (V Q) Ol N ~ 7 Q iD lD lD O ~ ~ z~~ °°g ~~~ ~~° ++ +++ N O O O O ~n vl Z_ In Q m L U Q v _Z O ~~. ~~~ m V I 3NI11,1?13dObd 751x3 I OL I I 1°0 L. i~ ~ I il1 ; ~ I ~ ~ I II II I l W W ~S ~ ~ ~~ ~ - FH M~ ~ I ~ fn? ~ Z~ ZW - _ _ r ..- _ _ I WN '^ J . 32*00 ~3t0 I / ~`" ---- N ~ ~ pl 5~ 1 ~ / W ~2~ I\\\~ ~'S inr I 1, / // I \~~~ L 1 1 // i~/6bl lJ ~ I ~~~ 1 / ~ ~ o I + ~~ I I '~~ , / ~ I o + 1 1 1 ~1 ~ Nm I / 1 I I t ~d '~ ~ M I O I I I ~\ ~ m~ N l I \ \ NJ l ~ \ f~ m o O r ~ g \ \ I ~ \ <~ ~ N Li os £ 1 ose . ~ ~ I ~ - 1 -T- ~ ~ _~`'~ I I I I ~ , I I I I 1 ~c~~ ~ I ~ I I 1 ~ I ' 1 I I I 1 I I I ~- I 1 1 ° }~ I 1 / 1 I / I I I 1 l\ / ry ~ ~ ~ ~ /•. ~ ~i I a I~yoo I ~ kl n ~ ---- I. ~ ' ~ o m E ~D ~ N m O ~O v CVQ O n O N ai ~ r m ~rv O ,n O m m m m L ogW ~° Z Oa n, ~~ V N W W V z Q z 1 V z z03 z0 ON ~zQ ~G °'O ,~ v~v y j O QQV Oar ~ U~ 1- LL Fz ui~ ~ z0 ~~ ~ro~ > ~ U V 0 M M M M M M M ~ t0 r O - N SZ~ ££ = n13 d03 + N QtL£+ I = VIS d03 ~ Nll Alb3d021d o O (8CS££i ~ d so 9££ ,~ 6-S££ = nl3 ~ 00 ' lg+rl ='d1S d 95££ = nA (LS'S££J M 00 S+bl =bl. 09SEE + '~! O (SES££) O _ 5£ S£E + e 55 76+£ I = V14 } ~ Lr +££=vls do NN710 vab3 o a 0 (60 SE£1 + OI S££ M 0 ~0 (ZC£££) ~ - ~ 54 4££ r w ~ se ~ ~ o ~ of ~ ~, o (96 £££) O + ~ I 09 h££ N O ~ ~ o I `H / o N ~ N 0 (80~bE£) O ~ 5£ b££ + N SZ~ ££ = nl3 ld N O m ~ oone+ I I = vls ld ~ °o ~ o 0 0 > + ~ t b0tE£ 1 b - - ~~ 'k o 1 m 011 _< ~ ~ ~ ° ' ui - - o d U b-£££) O O + 0008+ I = V15 7d `~ - o r' ° oo ££ = nla ldn m ~ a ? OS~LL+ OI = V1S ldn _ ~a ~ O + ~ 1 w (LS£££J ~ b n %I SZ~B J +OI = V15 d ZLZE£ p ~nQ > £o ££ = n13 ~dn ~ > OS Z i+ I= V1S Jdn N O (9L'Z£E7 ~ es _ s = ma doe ~ g£ ££E O ~"' 00 00+ I = vls doa ~ 49'Lb+61 -v1S I OVOb O N ~'! O ~ N O N O t 01 M M t 7 M M M M N ~~J' Q Y > ~ Y ~~- ~ U w Q ~ W ~_ ~ ~ ~ z O ~o~~ ~ Q Z O W ~-Oo ~ ~NNn ~ ~a~n to '-°a"' ~ ~ V O LL:"w¢ owl 0 O o w ? O ~~~~ 2 °O~ ~ o~Fo CW O t- w i- G U VI~c~ v 0 co N ~~ Mr~ 11 II O J ~ •- Q p Q .. .. Q'otnNd' d' o Oj ~ 3 N N N iV o O (D v O I __- ~I m m ~ Q>< W Y K ti Z ~ N w I N ~ d w t R' Q N W ~ Z ~ Y } p Z ~ ~ 3S'1S NN3l'J tlLW31 ,_ z ~ d z ~ ? ~Nw Oz ~o~°rn m - - azQ"VZ ~• w~ ~ I I °a _ ~ ~ o~~ o° ; wwoo OO > ~ rJ Z ~ ~ I I ~ p~0 ~~ ~ loan g ~ I ~ ~~ p ~ w m -_ -r vio. ~ ~ ~ zs0 Q inw3 _ _ p V LA d Q ~ V V LL~ Z~ V L~a1 N L~ 0 a O X Z Oow K O ~ Q C LOtlOa ~ (~ ~ ~ m ca~~ 00 O 4 j ~?O = QoOF~ N Nui __ wz WpN F.. wwvl~ Y ~ ~ N (V (V ~ O. ~ ~ N. N 0_ ~ U VI ~ to W z ~ rr9 ~ m "'gym rl Q p - - a m ~ 8 ~~ Q o6~~0 U a+°++ z ~ rc~ O ~ cNi o° ~- U ~ ~ ~ - - - II o ~ ~ ~ ~~ aN am N O O O m v M N Q N + m z~ ~ \~ \ \_ \\ Q \ \ O \ ` -_ ~ ~ \ \ (i'v~ ~ - \ "-_ \y i J L i L M 0 (n m _~ n - 1 1 InQ W ~ ~ti~ ~ ~ ~, ~ N r F S~\ / - I / _ IN L ~ - 1~ r I / Z °' ~~ 1 ~ I ~L O ~ I~ ~ L < ~ 00.5 m u~i d "Bl~ I W N }, W N bll 1 N w~ (gig o 4 o L~'-~<, I C V ~~ IQv _- m WD N + ~-4 V ~ J ~ Q to '~ 4- n~ - ~ N N V\ \~ N~/ ~ 1 ~~ LL wN I W ~~ ~ ~ ~ ~~ ~~, wp \ 1 I ~~ \ ~ \ - -ry.la,- ~~ B4 W N _ (A __-- _ _ _ N ~W - \~ I W --- ~ ~a' `~ - _ _ =tery_ U ~fA ~~ ~W / ~ ~ pQ' F~ nib ~+ _ _ _ NO cv ..I I I I } H Z N Q ~ O o-'pz V' ~ U Q z w ~ D - ~- w (nazi _ ~ Z z w ~ a ~ _ ~ - a ~ (n ~ > ~ _ W ~ f- a M f") f+I M M M M ~ M (IES££= l7) f`7 £'S££ ° M7 103 Lh( O+££-VLS 107 ° O ,.,zs £I=vl~£n ob N o ~ o ~ I £S££ M O 6 b££ = nl7 do N M tD ~ 00 .B+Z£ = V15 do < O N VN? O Omrci B4 b£E = nl dl J ~ (Z9'h££) LI'! 4 w 6 tE+ZE = bl , dl ro £S-b££ N ~- - ° a s M j S t££ nl7 do oo z+z£ = vLS do 0 5E IEC b££) ~ £9'h££ N ,L b££ = M7 1.{n ~~ M 00' L+ I E = V15 n 0 0O (8C b££) N UNUi + 56~h££ ~- m M O r1 II OII ) Saw ~ o - - (9C5££) ~ j' 6L S££ ~ b'9££ = nl7 do Lh 0o L+o£ = Vls do / f8S L££) + S I L££ O M 56 L££ l7 L6' I Z+O£ = 1S w £616+EI ~v1SdW ZO O?J O (BZ 6££) O O, T 858££ O 0 0 M O N n' z O ~' ~ (BL~Oh£) ~ IOOb£ T N O (LIZb£) O dV bb-I b£ + pL 9 Z6£ = Ml N £b- ~S+BZ = V1~ (L B'bb£ ~ n17) 6P (S Z.bb£) O + £b£b+ Z VlS d09 ° 6CZb£ N I £'£B+ I I =- 1S 3YIWONOI a O M M M M N M L") C7 M arQ Y K ~ Z ONE ~ ~ ~ Q N w w ~ T O Z ~ ~ g _ F ~ d paN ~~ viZw° V~ Oz ~p~ N a ~ ''O?aZO W wFpl Q ~ Ob ~'~ ~ ~~~ ~_ ~ n~0 ~~ _ ~o~l J N ° .,o ~ w. w W ~ ~z0 ~ "o~ a oN ~_~ o ooW a° FZZ ~ ~OOo ~~ BOO ~ vwwiw~ ~ ~vv W pew ~ ~ c~vwi~ N N Q 1NIOd lJJ1HJ ~%~ z w w ~ ~ _ O ~ F _ ~ ~ 4 3 N o ~fl K N b u ~~ Z = Z UN Um N ~ N ~ r Q h O W V ~ W 5 w _ (/~ o ~ ~ O5~•Na ti ~ ~ ~~ Q ~ In ~ b I ~' ' t~ N ---JJ1.. CV --- ~ O V N W z w J ~ SE_~3Q1 a ~~ V a in N N Z 3 z K Q d L Z t~ m ~ 1 ~ o -- d o w ~ ~' ~ ~ ~ ow t i ~ ~ ~ 7 wV F V F N Z ~ ~ Ob ~ ~ N } ~ _ ; ~ ~ Q 7~ ~ 1NIOd uJroJ a Appendix I1 Wells Location Map Appendix 12 Wet Lands Boundary Map 1 1 li Consulting Group OE9CN/9UIlD a~a • m~NS~oRrenaN RANNWC • SUR~E'ANG W _K (7 2 O J TAHOMA TERRA WETLAND BUFFER & BOUNDARY ~~~ N.T.S. EXHIBIT 12 CONgM1N5.dwg