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Drainage Report 0111081 i 1 DRAINAGE AND EROSION CONTROL REI~ORT TAHOMA TERRA FAIRWAY Ml1LTl-FAMILY Yelm, Washington Prepared for: Tahoma Terra, LLC P.O. Box 479 Rainier, WA 98597 REG''tVED JAN ? ? 1008 Prepared by: Consulting Engineers 4200 - 6th Avenue SE, Suite 309 Lacey, WA 98503 KPFF Project No. 406032.03 January 09, 2008 ~~f~1~V t1~1 ~~ i FINAL DRAINAGE AND EROSION REPORT - Tahoma Terra Fairway Multi-family Housing Yelm, Washington January 09, 2008 Projectlnformation Prepared for: TT PH 3-8, LLC Contact: Doug Bloom Reviewing Agency Jurisdiction: Project Number: Project Contact: City of Yelm, Washington SPR-05-0750-YL James E. Gibson, P.E. 1 lJ t Project Engineer Prepared by: KPFF Consulting Engineers 4200 6th Avenue SE, Ste. 309 Lacey, WA 98503 Tel: (360) 292-7230 Fax: (380) 292-7231 Contact: Clint Pierpoint, Civil Engineer KPFF Project: 406032 File Numher: I:\2006~A06032 Tahoma Terra 1-2\Fairway Townhomes- 406032.03\Projed Documents\Final Drainage Report Tahoma Terra Fairway 010908.doc PROJECT ENGINEERS CERTIFICATION: I hereby certify that this Final Drainage Report and Erosion Control Plan for Tahoma Terra Fairway in Yelm, Washington has been prepared by me or under my supervision and meets the minimum standards of the City of Yelm and normal standards of engineering practice. I understand that the CITY does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. „eR+~~r.,f ~ ~ . r r R c->. KPFF Consulting Engineers January 09, 2008 TABLE OF CONTENTS PART 1 STORM DRAINAGE REPORT :.................................................................................................1 SECTION 1 PROPOSED PROJECT DESCRIPTION ............................................................................1 SECTION 2 EXISTING CONDITIONS ............................................................................................... .3 .. ........ SECTION 3 INFILTRATION RATES/SOILS REPORT ............................................. .3 SECTION 4 WELLS AND SEPTIC SYSTEMS .................................................................................... .4 '. .' .. SECTION 5 FUEL TANKS ................................................................................ .. ........ .. .4 SECTION 6 SUB-BASIN DESCRIPTION ......................................................................................... ..4 SECTION 7 ANALYSIS OF THE 100-YEAR FLOOD .......................................................................... ..4 SECTION 8 AESTHETIC CONSIDERATIONS FOR FACILITIES ........................................................... ..5 SECTION 9 FACILITY SIZING AND DOWNSTREAM ANALYSIS .......................................................... ..5 SECTION 10 COVENANTS, DEDICATIONS, AND EASEMENTS ............................................................ ..5 PART II EROSION CONTROL REPORT ............................................................................................... . 6 SECTION 1 CONSTRUCTION SEQUENCE AND PROCEDURE ........................................................... ..6 ' SECTION 2 TRAPPING SEDIMENT ................................................................................................ ..6 SECTION 3 PERMANENT EROSION CONTROL AND SITE RESTORATION ......................................... ..7 SECTION 4 GEOTECHNICAL ANALYSIS AND REPORT .................................................................... ..7 SECTION 5 INSPECTION SEQUENCE ............................................................................................ ..7 ' SECTION 6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS ................................................ ..7 PART III MAINTENANCE PLAN ........................................................................................................... ..8 SECTION 1 REQUIRED MAINTENANCE ......................................................................................... ..8 SECTION 2 RESPONSIBLE ORGANIZATION ................................................................................... ..9 SECTION 3 VEGETATION MANAGEMENT PLAN ............................................................................. ..9 SECTION 4 SOURCE CONTROL ..............................:.................................................................... ..9 APPENDICES APPENDIX 1 STORM DRAINAGE CALCULATIONS APPENDIX 2 DRAINAGE AND TESC PLAN APPENDIX 3 FEMA MAP APPENDIX 4 FACILITY SUMMARY FORMS APPENDIX 5 SOIL EVALUATION REPORT APPENDIX6 MAINTENANCE AGREEMENT ,APPENDIX 7 VICINITY MAP - KPFF Consulting Engineers ii January 10, 2008 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report r t ~~~ PART I STORM DRAINAGE REPORT 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report PART 1 STORM DRAINAGE REPORT SECTION 1 PROPOSED PROJECT DESCRIPTION Parcel Number: 78640000009 Total Site Area: 5.05 acres Address: Not yet assigned Yelm, WA 98597 Zoned: MPC Required Permits: Building, Grading, Paving, Utility Section, Township, Range: Section 24, Township 17 North, Range 1 East, W.M., Thurston County, WA Site Location The project site is located in Yelin, Washington southwest of the intersection of Longmire Street SE and Durant Street S. The site is bounded on the east by Tahoma Terra Golf and Country Club. Project Overview The.applicant is proposing to construct 3multi-family residential buildings with a total of 48 units. Each building has a footprint of approximately 8,525 square-feet. The site will be constructed in one phase and will include appropriate erosion control measures as needed, grading, storm drainage improvements and connection to existing underground utilities including ~, water and sanitary sewer. Storm Drainage Improvements ' The total site area is 5.05 Acres. Proposed On-site Conditions • 0.58 acres of roof area • 0.23 acres of impervious sidewalk • 1.13 acres of pervious pavement • 3:11 acres of landscaped/undisturbed pervious area _ Stormwater TreatmenUStoragellnfiltration ~ Stormwater treatment requirements are based on the 2005 edition of the WSDOE Stormwater Management Manual and the 2005 Low Impact Development Technical Guidance Manual for Puget Sound (LID Manual). Pervious pavement will be used to.infiltrate all stormwater on this project. Section 6.3.2 of the LID Manual states: "A treatment layer is not required where the subgrade soil has along-term infiltration rate of < 2.4 inches/hour and a cation exchange capacity of? 5 milliequivalents/100 grams dry soil." The Soils engineer determined the soils on the site to have a design infiltration rate of 1-1.5 inches/hour. The soil types found on the site have anticipated Cation Exchange Capacities of > 5 milliequivalents/100 grams dry soil. KPFF Consulting Engineers 1 January 10, 2008 1 ~~ a LJ ,, u Tahoma Terra Fairway Multi.Family KPFF Consulting Engineers Drainage & Erosion Control Report According to the Washington State University Tree Fruit Research and Extension Center and Purdue University Cooperative Extension Service Publication AY-238 Fundamentals of Soil Cation Exchange Caoacitv (CEC), normal ranges of CEC for common color/texture soil are 10- 20 and 10-25 milliequivafents/100 grams dry soil for dark color sands and loams/silt loams respectively. The presence of organic material (plant roots, etc.) in the soil also increases the catiori exchange capacity. of the soil. Therefore, according to the LID Manual, a supplemental treatment layer will not be necessary. However, a treatment layer of native soil having these desired properties of a depth of 18" or greater will be preserved. In areas where the undesirable C-Horizon soils encroach on this 18" depth, the C-Horizon soils will be excavated and replaced with.a depth of amended soils to maintain 18" separation. Drainage Basins For the purpose of stormwater treatment, the site was divided into five drainage basins. Due to the topography of the site, a portion of the 5.05 acres is not tributary to these drainage basins. This non-tributary area (2.293 acres) was not included in the drainage calculations. Table 1-A displays the. site conditions used to create the stormwater model using WWHM3 software. The individual basins are shown in Appendix 1. POST DEVELOPMENT BASIN AREA SUMMARY BASIN ROOF AREA SIDEWALK AREA PERVIOUS PAVEMENT LANDSCAPE AREA UNDISTURBED AREA TOTAL Acres A 0.39 0.21. 0.38 0.01 0 0.99 B 0 0 0 0.17 0 0.17 C 0.19 0.02 0.17 0.02 0 0.39 D 0 0.01 0.41 0 0.58 0.99 E 0 0 0.18 0.05 0 0.23 NON- TRIBUTARY AREA 0 0 0 0 2.29 2.29 ' TOTAL AREA 5.05 Ac Table 1-A Basins A, C, D and E are made up of the pervious pavement parking areas and access road, impervious sidewalk, and roof runoff from the buildings. The stormwater facility for these basins is provided by the pervious pavement and the accompanying engineered base material. Storage capacity of the facility was determined using WWHM3. Table 1-B compares the design depth of base material to the actual depth being provided under the pervious pavement. Basin B is made up of the landscaping area between buildings 2 and 3. This area is designed with a small depression to provide storage and infiltration of the stormwater runoff within the basin. The depression was sized using WWHM3. stormwater calculations are provided in Appendix 1. KPFF Consulting Engineers 2 January 10, 2008 1 Tahoma Terra.Fairvvay Multi Family KPFF Consulting Engineers Drainaoe & Erosion Control Report PERVIOUS PAVEMENT BASE MATERIAL DEPTH BASIN DESIGN DEPTH.(in) DEPTH PROVIDED (in) A 14 14 to 37 C 11 11 to 40 D 14 15 to 24 E 14 14 to 24 Table 1-B Pavement Section The pavement section designed for this project is one that has been developed over the last several years using a combination of lessons learned from both modern science and trial and error in local pervious pavement installations. The paving industry has developed this standard practice for the installation of pervious bituminous asphalt pavement. Adequate depth of compacted fractured rock in the base course installed properly prevents any problems associated with rutting and is sufficient td handle construction traffic loading. This, combined with additional pervious asphalt depth in the wearing course, will provide additional stability in the pavement section. Although the LID Manual specifies a Choker Course in the pervious asphalt section, practical application precludes this from current designs. See Appendix 2 for a pavement cross section. SECTION 2 EXISTING CONDITIONS The project site is bounded on the north, west and south by Thompson Creek and Associated wetlands; as delineated by the Coot Company in March of 2005. The project is bounded on the east by Tahoma Terra Golf and Country Club. Site Topography is slightly sloping with grades between 2% and 7%. A high point ridge/peninsula located centrally on the site lies in an east to west position. Generally the site slopes away to the north, west and south from this ridge. Elevations range from a high of 338 ft. on the described ridge to a low of 330 ft along the northwest property line. Site vegetation cohsists of patches of uncropped pasture grasses and indigenous brush amongst a medium density deciduous and conifer forest. The east side of the property is identified per the Thurston County GeoData Center as an oak-conifer forest or woodland canopy per DNR and will be protected and preserved by this project. On-site soils are a combination of Nisqually and well- drained Spanaway series soils formed in glacial outwash. There are no man-made drains, channels, or swales, within the project site. The site is located adjacent to Thompson Creek and Associated wetlands and is within the related buffer. The northern portion of the site is identified as a high ground water flood hazard area per the Thurston. County GeoData Center. The site is not identified as a well head protection area or an aquifer sensitive area per the Thurston County GeoData Center, but site conditions dictate that care must be taken to properly treat runoff from the developed site. SECTION 3 INFILTRATION RATES/SOILS REPORT The National Resource Conservation Service (NRCS) of Thurston County mapped the on-site soils as a combination of Nisqually loamy fine sand (74) and Spanaway gravelly sandy loam (110). KPFF Consulting Engineers January 10, 2008 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Geotechnical explorations were performed by William Parnell, P.E. Soils Engineer. His report dated 10/29/07 is included in Appendix 5: All test pits generally confirmed the NRCS soil designations. The soils located on the ridge/peninsula consisted of a Spanaway series, while the lower elevation soils immediately adjacent to the wetlands were consistent with a Nisqually designation. A prevalent water table requires consideration for all drainage infiltration facility 'designs. Soil log test pit data indicates that the highest water depth was 62" below existing ground. To ensure the pavement is not saturated by high water levels, a minimum of 3 feet will be maintained between the high water level and the bottom of infiltration facility. Design infiltration rates will be dependent upon targeted soils. Using information from the Soils Evaluation Report, it was determined that the excavation limits for the pervious pavement base material would fall in the A- and B-horizon soils. The recommendation of the soils professional is to use a design infiltration rate of 1-1.5 inches per hour for A-horizon and B-horizon soils dependent upon location. These soils have suffiaent infiltration rates.to provide adequate treatment of stormwater infiltration on the. site: The deeper C-horizon soils have much less desirable properties and it was determined to avoid excavation into this soil type. Data from the soils report was used to model the site and create profile views showing the separation Between the excavation limits and the top of the C-horizon soils. Excavation limits will remain a minimum ' 12 inches above the C-horizon soils. These profiles are shown in Appendix 5. See attached Soil Evaluation Report for more detailed infiltration information. The Nisqually series soils immediately adjacent to the wetlands revealed a shallow water table ' that generally makes these soils unswtable for drainage facilities. Therefore, no infiltration facilities are planned for these areas. SECTION 4 WELLS AND SEPTIC SYSTEMS The site is undeveloped and has no record of any well or septic systems ever being built on-site. Thurston County has no records of existing or abandoned septic systems on adjacent properties within 100 feet of the proposed infiltration facilities. Any septic systems found will be removed in accordance with Thurston County Department of Health Standards. City of Yelm sewer and water will serve the development. 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 protect site. SECTION 6 SUB-BASIN DESCRIPTION ' The project site is located within the Yelm Creek Drainage Basin per the Thurston County Comprehensive Map M-4. The proposed development is being treated as a single drainage basin for the purpose of this study. No handling of hazardous materials on this site is anticipated. SECTION 7 ANALYSIS OF THE 1 OO-YEAR FLOOD The site is found in FEMA FIRM panel 5303100001 A. The majority of the property is in zone X: This is an area determined to be outside of the 100-year flood plain. Small portions of the site along the south west property line lie within Zone A. Zone A is area that has not been analyzed in detail but corresponds to the 100-year flood plain. However, local or spot flooding, if it exists, usually.is not shown on FEMA flood insurance maps, and especially if the source of flooding is related,to logging, development, or drainage modifications since the date of the map. Although the Engineer is alert to the possibility of flooding from such sources, it cannot be warranted that KPFF. Consulting Engineers 4 January 10, 2008 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report all areas subject to flooding on ordown-gradient of the project site are represented on the map. A FEMA FIRM map is included in Appendix 3. ~~ 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. 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, and infiltrated on-site. Since all stormwater will be infiltrated on-site, a downstream analysis was deemed unnecessary. SECTION 10 COVENANTS, DEDICATIONS, AND EASEMENTS Drainage facilities including the pervious pavement will require routine maintenance. The home owners associations or their assigned representatives will be responsible for all maintenance. The maintenance manual prepared for the project lists the maintenance requirements. See Part III -Maintenance Plan of this report. KPFF Consulting Engineers January 10, 2008 5 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Draina e & Erosion Control Re ort 1 i t 1 i I 1 1 ~ PART 11 EROSION CONTROL REPORT Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainaoe & Erosion Control 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 until permanent vegetation and site improvements are in place. Erosion/sedimentation control will be achieved by a combination of structural/vegetation cover measures and construction practices tailored to fit the site. Muddy construction equipment will not be allowed on the base material or the pavement: Best Construction Management Practices (BMP'sj 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. The planned construction sequence is as follows: 1. Install rock construction entrahce. Use 4" to 8" diameter spalls with 12"minimum depth. 2. Install filter fabric fencing and construction fence where appropriate and as shown on the plans. ' 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. Between November 1 and 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. Install utilities (water, sanitary sewer, power, etc.). 7. Install impervious concrete, curbing; sidewalks and pour building pads. 8. Install pervious asphalt. 9. Landscape and/or seed all disturbed areas. 10. Maintain all erosion control facilities until the entire site is stabilized and silt runoff ceases. Pervious asphalt system shall be installed toward the end of the construction activities to I minimize sediment problems. The subgrade can be excavated to within six inches of final grade and grading completed in later stages of the project. ' SECTION 2 TRAPPING SEDIMENT . Filter fabric fencing will be installed wherever runoff has the potential to impact downstream resources. This shall include the areas along downstream property lines. 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. Stabilized construction entrances will be installed to prevent vehicles from tracking soil away from the site. 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 ' 5,000 sf (that are to be left unworked for more than twelve (12) hours) uncovered during the rainy season from November 1 through March 31. Mulch, sodding, or plastic covering will be used to prevent erosion in these areas. KPFF Consulting Engineers 6 January 10, 2008 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Erosion and sediment control shall be strictly controlled during and after construction. -Care shall be taken to not track sediment onto pervious pavement. At no time should muddy construction equipment be allowed on the pervious pavement or the base material. Any . sediment found to be clogging pervious pavement should be removed immediately by sweeping with a high efficiencyorvacuum sweeper. 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. Special attention shall be given to areas adjacent to pervious pavement surfaces. Any exposed soil shall be mulched, planted, and otherwise stabilized as soon as possible. SECTION 4 GEOTECHNICAL ANALYSIS AND REPORT See Appendix 5 for a complete soil evaluation report. There are no slopes exceeding 15- percent, therefore a geotechnical report for slope analysis was deemed unnecessary. SECTION 5 INSPECTION SEQUENCE 1 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: 1. 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 2. The conveyance systems will be inspected after construction of the facilities, but before project completion to ensure the following items are in working order: a. Pavement Drainage b. Roof Drain Piping 3. 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. 4. The permanent site restoration measures shall be inspected after landscaping is completed. 5. A final inspection will be pertormed to check final grades, settings of control structures and all necessary findings to complete the Engirieer's Construction Inspection Report Form. This form must be completed prior to final public works construction approval. ~~ 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 well away from pervious pavement. KPFF Consulting Engineers January 10, 2008 7 Tahoma Terra Fairway Multi Family KPFF'Consulting Engineers Drainage & Erosion Control Resort L~ lJ ~ PART 111 MAINTENANCE PLAN 1 ' Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report ' PART III -MAINTENANCE PLAN SECTION 1 -REQUIRED MAINTENANCE The on-site storm drainage facilities will require occasional maintenance. The following is 1 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: 1 ~~ II IJ The following pages contain maintenance needs for most components that are part of the drainage system, as well as for some components.that are not. Ignore the requirements that do not apply to this system. A checklist should be completed for all system components according to the following schedule: 1. Monthly from November through April. 2. Once in late summer (preferably September). 3. After any major storm (use 1" in 24 hours as a guideline), items marked "S" only. Using photocopies. of these pages; check off the problems identified with each inspection. Add comments on problems found and actions taken. Keep these "Checked" sheets in a file, as they will be used to write the annual report (due in May of each year). 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 the inspections. The City of Yelm is available for technical assistance. Do not hesitate to call, especially if it appears that a problem may exist. KPFF Consulting Engineers January 10, 2008 ATTACHMENT "A": MAINTENANCE PROGRAM COVER SHEET Inspection Period Number of Sheets Attached: Date Inspected: Name of Inspector: ' s Signature: Inspector CJ [~ 1 1 1 i 1 1 1 a 1 ~J L~ ATTACHMENT"A" Maintenance Checklist for Grounds (Landscaping) FYequency Drainage Req'd Problem Conditions to Check For Conditions That Should Exist System Feature M General J Weeds Weeds growing in more Weeds present in less than (nonpoisonous) than 20% of the 5% of the landscaped area. landscaped area (trees and shrubs onl M Safety hazard Any presence of poison No poisonous vegetation or ivy or other poisonous insect nests present in vegetation or insect landscaped area. nests. M.S. Trash & debris Dumping of yard wastes Remove trash and debris buildup in open such as grass clippings and dispose as prescribed space and branches. Unsightly by City Waste Management accumulation of non- Section. degradable materials such as glass, plastic, metal, foam and coated a er. M J Missing or broken Any defect in the fence or Fence is mended or shrubs fence parts/dead . screen that permits easy replaced to forma solid shrubbe ent to a facili barrier to ent M.S. J Erosion Erosion has resulted in an Replace soil under fence so opening under a fence that no opening exceeds 4" that allows entry by in height. Causes of erosion people or pets. identified and steps taken to slow down and/or spread out the water. Eroded areas are filled, contoured, and seeded. M J, Unruly vegetation Shrubbery is growing out Shrubbery is trimmed and of control or is infested weeded to provide appealing with weeds. aesthetics. Do not use chemicals to control weeds. A Trees and J 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 damage. foliage of the tree or shrub. rvl J ~ Trees or shrubs that have Replant tree, inspecting for been blown down or injury to stem or roots. knocked over. Replace if severely dama ed. A Trees or shrubs which are Place stakes and rubber- not adequately supported coated ties around young or are leaning over, trees/shrubs for support, causing 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) Q =Quarterly S =After major storms M =Monthly (see schedule) 1 Maintenance Checklist for Pervious Asphalt Pavement Frequency Drainage Req'd Problem Conditions to Check For and Conditions That Should System actions to take ~ Exist Feature M,S Pervious Sediment Ensure that the pervious Sediment is removed Pavement Buildup on pavement surface is free of and/or pavement is cleaned surface sediment so that infiltration works accordin to desi n M,S Pervious Sediment Ensure that the contributing Sediment is removed Pavement Buildup on and adjacent landscape areas and/or pavement is cleaned Surface are stabilized and mowed with so that infiltration works cli in s removed accordiri to desi n Q Pervious Sediment Vacuum sweep porous Sediment is removed (4 timestyr Pavement buildup on pavement surface followed by and/or pavement is cleaned minimum) surface/ high pressure hosing to keep so that infltration works preventive pores free of sediment according to design maintenance Upon Failure Pervious ~1 Spot Clogging Prolonged spot ponding on No prolonged ponding. Pavement pavement surface. Drill half- Infiltratiori works according inch holes through pavement to design. eve few feet. 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) Q =Quarterly M =Monthly (see schedule) S =After major storms Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report SECTION 2 -RESPONSIBLE ORGANIZATION The Home Owners Association or its assigned representative shall be responsible for the operations and maintenance of all onsite storm drainage facilities. ' SECTION 3 -VEGETATION MANAGEMENT PLAN All disturbed pervious areas on the site will be landscaped to provide an aesthetically pleasing ' environment and to control sediment distribution. SECTION4-SOURCECONTROL Warning signs shall be posted indicating the nature of the pervious pavement surface and warning against resurfacing the site with conventional pavement or the use of materials which could affect the infiltration capacity of the surface. KPFF Consulting Engineers 9 January 10, 2008 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Appendix l Storm Drainage Calculations 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report - DRAINAGE CALCULATIONS 1 L~ 1 The following calculations are based on the requirements contained in the 2005 Washington State Department of Ecology (WSDOE) stormwater Management Manual for the Puget Sound Basin and the 2005 Low Impact Development (LID) Technical Guidance Manual for Puget Sound (Puget Sound Action Team and WSU Extension). DESIGN AND BASIN INFORMATION SUMMARY: Soil Classification SCS Soil Classification: Spanaway (110) Nisqually (74) Hydrologic Group: B Infiltration Rate: 1 inch/hour For the purpose of stormwater treatment calculations, the site was divided into five drainage .basins. Due to the topography of the site, a portion of the 5.04 Acres is not tributary to these drainage basins. This non-tributary area was not included in the drainage calculations. The following table displays the site conditions used to create the stormwater model using WWHM3 software. POST DEVELOPMENT BASIN AREA SUMMARY BASIN ROOF AREA SIDEWALK AREA PERVIOUS PAVEMENT LANDSCAPE AREA UNDISTURBED AREA TOTAL Acres A 0.39 0.21 0.38 0.01 0 0.99 B 0 0 0 0.17 0 0.17 C 0.19 0.02 0.17 0.02 0 0.39 D 0 0.01 0.41 0 0.58 0.99 E 0 0 0.18 0.05 0 0.23 NON-TRIBUTARY AREA 0 0 0 0 2.29 229 TOTAL AREA 5.05 Ac WWHM3 CALCULATIONS: WWHM3 software was used to model the runoff. ' Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report 1 TEMPORARY SEDIMENT TRAP CALCULATIONS The following calculations are based on the requirements contained in the 2005. Washington State Department of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basin.' ' DESIGN AND BASIN INFORMATION SUMMARY: Soil Classification LJ 1 1 1 1 1 1 1 SCS Soil Classification: Spanaway (110) Nisqually (74) Hydrologic Group: B Infiltration Rate: 1 inch/hour Post-Developed Basin Area Summary Basin A Basin B . Tributary Lot Impervious Area sidewalk 0.04 Ac .0.02 Ac Disturbed Pervious and Undisturbed Pervious rass/landsca in 1.64 Ac 1.59 Ac Pervious Pavement 0.46 Ac 0.53 Ac Directly Connected Impervious Area roof area 0.37 Ac 0.22 Ac Total 2.51 Ac 2.36 Ac DETAILED CALCULATIONS: Temporary Sediment Traps will provide the treatment for the Stormwater during construction. Western Washington Hydrology Model (WWHM) software was used to model the runoff. Sizing Calculations: Design Storm (24 Hour) Basin A Basin B Q~~ 0.2215 cfs 0.1967 cfs ' Tahoma Terra Fairway Multi Family KPFF Consulting Engiheers Drainage & Erosion Control Report Surface Area of Temporary Sediment Trap ' As = FS x (Q2N5) where: ' FS =Factor of Safety = 2 for non-ideal settling AS =Surface Area ' QZ =Flow rate (cfs) Vs =Settling Velocity of sediment = 0.00096 fUsec ' Therefore, the surface area equation becdmes: As = 2 x (QZI0.00096) 1 Using the flow rates calculated by WWHM produces the minimum surface area required for each drainage basin. ' Basin A - Miriimum Surface Area Required Ag = 2 x (0.2215/0.00096) = 461.46 ftZ Basin A -Surface Area Provided As = 695.69 ft2 ~~ 1 1 1 Basin.B Minimum Surface Area Required As = 2 x (0.196710.00096) = 409.79 ft~ Basin B Surface Area Provided As = 564.45 ft2 r• 1 i ~ ~ ___ / ~/ ao O /~ /:~ ~'. ' ~, ~ ~ ~' ~,' o ~-~ - .' y ~, /' - , f. ~ %°% ~ O r ,, ~ d '~ 9 r: __ --- _. - ~ O ' `/'~~ "~ i =' -_ r= , - , , ,. r~ .~ ,,o - ,.. O ,- ,. - - _ ,. _ ., o ~.. m ~ _..~ ~. ~' - 8 __~__ ~ O O O ~ ,' \ ~ ,.. ... -~~._ O ~-~ - _.' O ;. _- _- , ~- _ ___ I / v~ ~ % -ni l \, Z ~. 1 O, ~ O \` ~ i W i ~~ O * ~ Z v ',. i~ ~_ ~ ''- __ D _. '; 1 ~ o® O ~ 1, ,,; \\ ~ \ ,\ ~ ______ g 2 ) , 4 ~. ` `' ~ O \' O uDi ~ ' ~•~: ~~ ~ '~ o ° o ~ z ~ ~ '~}~ ~ , ', , `, z z ~ ~ ~` '~ ~ m ', ~\ \ _ Z v '~ ~~~ Co O O ~ ~ ~ r2 ,l .\ ~ O ../ + \ O 1 `, V ` \ \ X 1 i , ~ ~: , \ O >` o - ; ~~ ~ ~ I - ~ ~_ _ _ / 10~ ~~~, o I ~ I ~ g ~ i . I = TT FAIRWAY MULTI-FAMILY HOUSING °`"~"'~ °""n`°`r `~~°'"'"+~'° NMW CALL >1 ° /'yam 4 "~ a YELM, WASHINGTON cnecao er nnROVro ev UNDERGROUND Y fy]~;/ LOCATE TWO (2) Consulting Engineert ~ onrz WORKING DAYS ~P00 6th Avenue SE, 8uik 109 aew O BEFORE VOU (oce. Woshin ton 98501 ~' eA'~nYp00 A' T ~ DRAINAGE BASINS I InSi1007 DIG (3601197-1110 fox (160) 191-71Jf ~"'°^R°'"" MoD No. +aoaszassss RpIRP OY/Yl/°Y ' Western Washington Hydrology Model PROJECT REPORT Project Name: Tahoma Terra Fairway Multi Family Site Address: City Yelm ' Report Date 11/2/2007 ' Gage Olympia Data Start 1955/10/01 Data End 1999/09/30 precip Scale: 0.80 PREDEVELOPED LAND USE Name Basin A i Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat .985 1 Impervious Land Use Acres ' Element Flows To: Surface Interflow Groundwater Name Basin A Bypass: No Groundwater: No Pervious Land Use Acres A B,-Pasture,Flat .012 A B IMP INF FLAT ~ .378. Impervious Land Use Acres ROOF .TOPS FLAT 0.386 SIDEWALKS FLAT 0.209 Element Flows To: Surface ~ Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, Name Gravel Trench Bed 1 Bottom Lenqth: 300ft. Bottom Width 50ft. Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 ' Trench right side slope 2: 0 To 1 Material thickness. of first layer 1:167 Pour Space of material for first layer : 30 Material thickness of second layer 0 Pour Space of material for second layer 0 Material thickness of third layer 0 Pour Space ofmaterial for third layer 0 Infiltration On Infiltration rate 1 Infiltration safety factor 1 Discharge Structure Riser~Height: 1.167 ft. Riser Diameter: 3 in. i Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage (f t) Area (acx) Volume (acx-£t) Dschrg(efs) Infilt (cfs) 0.000 0.349 0.000 0.000 0.000 0.013 0.344 0.134 0.000 0.347 0.026 0.344 0.268 0.000 0.347 0.039 0.344 0.402 0.000 0.347 0.052 0.399 0.536 0.000 0.347 0.065 0.344 0.670 0.000 0.347 0.078 0.344 0.809 0.000 0.347 i 0.091 0.394 0.938 0.000 0.347 0.104 0.394 1.072 0.000 0.347 `0.117 0.344 1.206 0.000 0.347 0.130 0.349 1.340 0.000 0.347 0.143 0.394 1.473 - 0.000 0.347 - 0.156 - 0.344 1.607 0.000 0.397 0.169 0:344 1.741 0.000 0.397 0.182 0.344 1.875 0.000 0.347 0.195 0..344 2.009 0.000 0.347 0.207 0.344 2.143 0.000 0.347 0.220 ~ 0.233 0.344 0.344 2.277 2.411 0.000 0.000 0.347 0.347 0.246 0.394 2.545 O.ODO 0.347 0.259 0.344 2.679 0:000 0.347 0.272 0.344 ~ 2.813 0.000 0.397 0.285 0.344 2.997 0.000 0.347 0.298 0:394 3.081 0.000 0.347 0.311 0.394 3.215 0.000 0.347 0.324 0.344 3.349 0.000 0.347 0.337 0.344 3.483 0.000 0.397 0.350 0.394 3.617 0.000 0.347 0.363 0.349 3.751 0.000 0.347 0.376 0.394 3.885 0.000 0.397 0.389 0.344 9.019 0.000 0.347 0.402 0.344 4.153 0.000 0.397 0.915 0.399 4.287 0.000 0.347 0.428 0.349 4.420 -0.000 0.347 0.491 0.349 4.554 0.000 0.347 0.459- 0.394 9.688 0.000 0.347 0.467 0.344 4.622 0.000 0.397 0.980 - 0.349 4.956 0.000 0.34? 0.993 0.344 5.090 0.000 0.397 0.506 0.394 5.224 0.000 0.347 0.519 0.394 5.358 0.000 0.347 0.532 0.344 5.992 0.000 0.347 0.545 0.349 5.626 0.000 0.347 0.556 0.399. 5.760 ~ 0.000 0.347 0.571 0.564 0.399 0.399 ~ 5:894 6.028 0.000 0.000 0.347 0.347 0.596 0.394 6.162 0.000 0.347 0.609 0.394, 6.296 0.000 ~ 0.347 : 0.622 0.349 6.930 0.000 0.347 ~ 0.635 0.394 6.564 0.000 0.347 0.698 0.394 6.698 0.000 0.347 0.661 0.344 6.832 0.000 0.397 0.674 0.399 6.966 0.000 0.397 0.687 0.344 7.100 0.000 ~ 0.347 0.700 0.344 7.233 0.000 0.347 ~~ '0.713 0.349 7.367 0.000 0.347 0.726 0.344 7'.501 0.000 0.347 0.739 0.349 7.635 0.000 0.347 ~ 0.752 0.344 7.769 0.000 0.347 0.765 0.394 7.903 0.000 0.347 0.778 0.344 ~ 8.037 .0.000 0.39'7 0.791 0.344 8.171 0.000 0.397 0.804 0.349 .8.305 0.000 0.397 1 0.817 0.344 8.439 0.000 0.347 0.630 0.344 6.573 0.000 0.347 ' 0.893 0.344 - 8.707 0.000 0.347 0.656 0.344 ~ 6.891 0.000 0.397 0.669 0.344 8.975 0.000 0.347 0.882 0.344 9.109 ." 0.000 0.347 0.695 0.349 9.243 0.000 0.347 ~ 0.908 0.344 9.377 0.000 0.347 ~ 0.921 0.344 9:511 0.000 0.397 0.934 0.344 9.645 0.000 0.397 t~" 0.997 0.344 9.779 0.000 0.347 0.960 0.344 9.913 0.000 0.347 0.973 0.349 10.05 0.000 0.397 0.985 0.344 10.18 0.000 0.397 996 0 0.394 10.31 0.000 0.397 . 1.011 0.344 10.45 0.000 0.347 '.1.024 0.349 10.58 0.000 0.347 1.037 '0.394 10.72 0.000 0.397 1.050 0.344 10.85 0..000 0.397 1.063 ~ 0.344 10.98 0.000 0.347 1.076 0.394 ~ 11.12 0.000 0.347 -1.089 0.344 11.25 0.000 0.347 1.102 0.344 11.39 0.000 0.397 1.115 0.349 11.52 0.000 0.397- 1.128 0.394 11.65 0.000 0.347 1.191 0.344 11.79 0.000 0.347 1.154 0.344" 11.92 0.000 0.347 ' 1..167 0.349. 12.06 0.000 0.397 MITIGATED LAND USE Flow Frequency ~ Return Period 2 year 5 year 10 year 25 year 50 year 100 year i ,~ Flow Frequency Return Period 2 year, 5 year 10 year. 25 year 50 year 100 year ANALYSIS RESULTS Return Periods £or Predeveloped Flow (c£s) 0.000202 0.000278 ,0.000339 0.000412 0.000976 - 0.000544 Return Periods for Mitigated Flow (c£s) 0 0 0 0 Yearly Peaks £or Predeveloped and Mitigated Year Predeveloped Mitigated 1957 0.000 0.000 1958 D.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 963 964 1965 1966 ~~1967 1968 1969 1970 ',1971 1972 1973 197 4 1975 1976 1977 1978 1979 1980 1981 1982 1983 1989 1985 ;~ 1986 1967 1988 1989 '~ 1990 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 Ranked Rank 1 2 3 9 5 6 7 6 . 9 10 11 lz 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 ~~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.000 0.000 0.000 0.000 D.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 Yearly Peaks for Predeveloped 0.0013 0.0006 0:0005 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 o.oooz o.oooz 0.0002 _ 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002' 0.0002 0.0002. 0.0002 0.0002 0.0002 .0.0002 o.oooz ~~~~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 '0.000' 0.000 0.000 0.000 0.000 0.000 0.:000 0.000 0.000 0.000 0.000 0..000 0.000 0.000 0.000 0.000 Predeveloped and Mitigated Mitigated 0.0000- 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 o.oooo o.oooo 0.0000 0-.0000 0.0000 0.0000 0.0000- 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 n nnnn ~31 0.0002 0.0000 32 ~ 0.0002 0.0000 33 0.0002 0.0000 39 0.0002 0.0000 35 ~ 0.0002 0.0000 '36 0.0002 0.0000 37 0.0002 0.0000 38. 0.0002 0.0000 ''39 0.0002 ~ 0:0000 40 0.0002 - 0.0000 41 0.0002 0.0000 42 0.0002 0.0000 ~ 43 ,0.0002 0.0000 94 0.0002 0.0000 ~' Flow (CFS) Predev Dev Percentage Pass/Fail 0.0001 0 0 0.0 Pass 0..0001 0 0 0.0 Pass - 0.0001 0 0 0.0 Pass 0.0001 0 0 0..0 Pass 0.0001 0.0001 0 ~ 0 0 0 ~0.0 0.0 Pass Pass ' 0.0001 0 ~0 0.0 Pass 0.0001 0 0 0.0 Pass _ 0.0001 0.0001 - 0 0 0 0 0.0 ~ 0.0 Pass' - Pass 0.0001 0 0 0.0 Pass 0.0001 0 ~0 0.0 Pass - 0.0001 0 0 0.0 Pass 0.0002 0 0, 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002. 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 1 O.OD02 0 0 0.0 - Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass ~~ 0.0002 0 0' 0.0. Pass 0.0002 0 0 0.0- Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0~ Pass ,~ 0..0002 0 .0 0.0 Pass 0.0002 0 0 0.0 Pass ' 0.0002 0 0 0.0 Pass ~' 0.0002 0 0 0.0 Pass 0.0002 0, 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0.0002 0 0 0 0 0.0 0.0 Pass Pass 0.0002 0 0 0. 0. Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.-0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0. 0 0.0 Pass - 0.0003 0~ 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 -Pass , 0.0003 0' 0 0.0 Pass 0.0003 0 0 0.0 Pass 1 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0. Pass n nnno n n n n n...... ~~ ~~ ~~ ;~. ,~' ~~ 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0003 0.0004 0.0004 0.0009 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004. 0.0004 0.0004 0.0004 0.0004 0.0004 0.0004 0.0005 0.0005 .0.0005 0.0005 0.0005 0.0005 0.0005 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass . Pass Pass -Pass Pass Pass Pass Pass. Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Water Quality BMP Flox and Volume £or POC 1. On-line facility volume: 0.0779 acre-feet On-line facility target flow: 0.0822 cfs. Adjusted for 15 min: 0.0622 cfa. O££-line facility target flow: 0.0466 cfs. Adjusted fox 15 min: 0.0466 cfs. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regardin< the performance and results of this progzam is assumed by the us ez. Clear Creek Solutions andthe~Washington State' Department of Ecology disclaims all warranties, either expressed or implied, including but. not limited to implied ' warranties of pzogzam and accompanying documentation. In no event shall Clear Creek Solutions and/ox the Washington ' State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for~loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. ' Western Washington Hydrology Model _. PROJECT REPORT ,~ Project Name: Tahoma Terra Fairway Multi Family Site Address: City Yelm ,~ Report Date 11/2/2007 Gage Olympia Data Start 1955/10/01 Data End :. 1999/09/30 Precip Scaler 0.80 ------ ~~~ PREDEVELOPED LAND USE ,' Name Basin B .. Bypass: No „Groundwater: No ~~Pervious Land Use Acres A B, Forest, Flat ~ .165 '~ Impervious Land Use Acres Element Flows To: Surface Interflow ~ Groundwater Name Basin B Bypass: No Groundwater:. No '~ Pervious Land Use Acres .A B, Pasture, Flat .165 Impervious Land Use Acres ~' .~' Element Flows To: Surface Interflow ~ Groundwater Trapezoidal Pond 1, Trapezoidal Pond ~1, Name Trapezoidal Pond 1 ~, Bottom Length: SBft. Bottom Width: 16ft. Depth -lft. Volume at riser head 0.0215ft. Infiltration On Infiltration rate :~ 1 Infil tration~sa£ety factor 1 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 4: 0 To 1' _Discharge Structure Riser Height: 1 ft. Riser Diameter: 3 in. Element Flows To: ,Outlet 1 Outlet 2 Pond Hydraulic Table stage (f t) Area(acr) Volume (acr-f t) Dschrg (cfs) ~Infilt(cfa) _ 000 0 0.921 0.000 0.000 0.000 . 0.011 0.021 0.000- 0.000 0.021 0.022 0.021 0.000 0.000 0.,021 0.033 0.021 0.001 0.000 0.021 ' ' 0.044 0.056 0.021 0.021 0.001 0.001 0.000 0.000 0.021 0.021 0.067 0.021 ~ 0.001 0.000 0.021 0.078 0.021 0.002 0.000 0.021 0:089 0.021 0.002 0.000 0.021 I~ 0.100 0.021 0.002 0.000 0.021 0.111 0.021 0.002 .0.000 0.021 . 0.122 0.021 0.003 0.000 0.021 0.133 0.021 0.003 0.000 0.021 i 0.144 0.021 0.003 0.000 0.021 0.156 0.021 0.003 0.000 0.021 0.167 0.021 0.004 0.000 0.021 , 0.178 0.021 0.004 0.000 0.021 ~ 0.189 0.021 0.004 0.000 0.021 0.200 0.021 0.004 0.000 0.021 0.211 ~ 0.021 0.004 0.000 0.021 0.222 0.021 0.005 .0.000 0.021 '. 0.233 ~ 0.021 0.005 0.000 0.021 0.294 .0.021 0.005 0.000 0.021 ~.~ 0.256 0.021 0.005 0.000 0.021 0.'267 ~ 0.021 0.006 0.000 0.021 0.278 '0.021- 0.006 0.000 0.021 0.269 0.021 0.006 0.000 0.021 0.300 0.021 .~ 0.006 0.000 0.021. 0.311 0.021 0.007 0.000 0.021 . 0.322 0.021 0.007 0:000 0.021 0.333 0.021 0.007 0.000 ~ 0.021 0.344 0..021 0.007 0.000 0.021 0:356 0.021 0.008 -0.000 0.021 0.367 0.021 0.008 0.000 0.021 - . 0.376 ~ 0.021 0.008 ~~ 0.000 0.021 0.389 0.021 0.008 0.000 0.021 0.400 0.021 0.009 0.000 ' 0.021 0.911 0.021 0.009 O..b00 0.021 0.422 0.021 0.009 0.000 0.021 ~ ~~ 0.433 - 0.021 0.009 - 0.000 0.021 - '; 0.944 0.021 0.009 0.000 0.021 0.456 0.021 0.010 0.000 0.021 0.-467 0.021 0.010 0.000 0.021 0.478 0.021' 0.010 0.000 0.021 i 0.489 0.021 0.010 0.000 0.021 0.500 0.021 0.011 0.000 0.021 0.511 0.021 0.011 0.000 0.021 0.522 0.021 ~ 0.011 0.000 0.021 0.533 0.021 0.011 0.000 0.021 0.544 0.021 0.012 0.000 0:021 0.556 0.021 0.012 0.000 0.021 0.567 0.021 0.012 0.000 0.021 0.578 0.021 0.012 0.000 0.021 0.589 0.021 .0.013 0.000 0.021 0.600 0.021 0.013 0.000 0.021 0.611 0.021 0.013 0.000 0.021 0.622 0.021 0.013 0.000 0.021 0.633 ~ 0.021 0.013 0.000 0.021 0.644 0.021 0.014 0.000 0.021 0.656 0.021 0.014 0.000 0.021 0.667 0.021 0.014 0.000 0.021 -'0.678 0.689 0.700 :0.711 0.722 0.733 0.794 0.756 0.767 -0.778 0.789 0.800 0.811 0.822 0.633 ' 0.844 0.856 0.867 0.878 ~, 0.889 0.900 .0.911 0.922 0.933 '0.944 0.956 0.967 0.978 0.989 1.000 1.011 MITIGATED LAND USE Flow Frequency Return Period 2 year 5 year 10 year 25 year 1, 50 year 100 year ANALYSIS RESULTS Return Periods for Predeveloped Flow (c£s) '0.000039 0.000096 0.000056 0.000069 0.00006 0.000091 Flow Frequency Return Return Period 2 year 5 year 10 year' 25 year 50 year 100 year - ~ _ Periods for Mitigated Flow(cfs) 0 0 0 0 ' Yearly Peaks for Predeveloped end Mitigated Year Predeveloped Mitigated 1957 0.000 0.000 ~ 1958 0.000 0.000 1959 0.000 0.000 ' 1960 1961 0.000 0.000 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 i nr-r n nnn ~ n nnn 0.021 0.014 ~ 0.000 0.021 0:021 0.015 0.000 0.021 0.021 0.015 - 0.000 ~ 0.021 0.021 0.015 0.000 0.021 o.ozl o.o1s o.ooo o.ozl 0.021 0.016 0.000 0.021 0.021 0.016 0.000 0.021 0.021 ~ 0.016 - 0.000 0.021 0.021 0.016 0.000 0.021 0.021 0.017 0.000 0.021 0.021 0.017 0.000 ~ 0.021 0.021 0.017 0.000 0.021 0.021 0.017 0.000 0.021 0.021 0.018 0.000 0.021 0.021 .0.016 0.000, 0.021 0.021 0.018 0.000 0.021 0.021 0.018 0.000 0.021' 0.021 0.018 0.000 0.021 0..021. 0.019 0.000 0.021 0.021 0.019 0.000 0.021 0.021 0.019 0.000 0.021 0.021 0.019 0.000 0.021 0.021 0.020 0.000 0-.021 0.021 0.020 0.000 0.021 o.ozl 0.020 0.000 o.ozl 0.021 0.020 0.000 0.021 0.021 0.021 0.000 0.021 0.021 0.021 0.000 0.021 0.021 0.021 0.000 0.021 0.021 0.021 0.000 0.021 0.021 0.022 0.003 0.021 '1968 0.000 0.000 1969 0.000 0.000 1970 -0.000 0.000 1971 ~ ~ .0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 _ 1977 0.000 0.000 1978 0.000 0.000 ,1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 ' 1983 0.000 0.000 0.000 0.000 1964 0.000 0.000 1985 0.000 0.000 1966 0.000 0.000 ,1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1999 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.0.00 1998 0.000 0.000 ' 1999 0.000 0.000 2000 0.000 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0.0002 0.0000 2 0.0001 . 0.0000 3 0.0001 0.0000 9 0.0000 0.0000 5 0.0000 0.0000 ' 6 0.0000 0.0000 7 0.0000 0.0000 6 0.0000 ~ 0.0000 9 0.0000 0.0000 10 0.0000 0.0000 11 0.0000 0.0000 12 0.000.0 0.0000 13 0.0000 ~ 0.0000 14 0.0000 0.0000 15 0.0000 ~ 0.0000 16 0.0000 0.0000 17 0.0000 0.0000 1B 0.0000 0.0000 19 0.0000 0.0000 20 0.0000 0.0000 21 0.0000 0.0000 22 0.0000 0.0000 23 0.0000 0.0000 24 0000 0 0.0000 I 25 . 0.0000 0.0000 26 0.0000 0.0000 27 0.0000 0.0000 za o:oooo o.oooo ' 29 0:0000 0.0000 30 0.0000 0.0000 31 O.D000 0.0000 32 0.0000 0.0000 33 0.0000 0.0000 34 0.0000 0.0000 7C n nnnn n nnnn 6 0.0000 0.0000 ~ 0.0000 0.0000 38 0.0000 O.D000 39 0.0000 0.0000 ' 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 O.OODO 0.0000 ~ 44 0.0000 0.0000 ~ Flow~(CFS) Predev Dev Percentage Pass/Fail 0.0000 0 0 .0.0 Pass 0000 0 0 0 0.0 Pass ' . 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass . 0.0000 0 0 0.0 Pass ' 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass , 0.0000 ~ 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass i 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass ; 0.0000 0 0 0.0 Pass - 0.0000 0 '0 0.0 'Pass 0.0000 0 0 0.0 Pass 0.0000 ~0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 ~0 0.0 ~ Pass 0.0000 0 0 0.0 Pass 0.0000 0 ~ 0 0.0 Pass 0000 0 0 0 0.0 Pass . 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0.0000 0 0 0 0 0.0 0.0 Pass Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 - 0 0 0.0 Pass 0.0600 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pas s_ 0.0000 0 0 0.0 Pass ~ 0.0000 D 0 0.0 Pass ~ 0.0000 0 0. 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000. 0 6 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0~ .0 '0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 1 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0.0001 0 0 0 0 0.0 0.0 Pass Pass 0.0001 0 0 0.0 Pass n nnn~ n ~n n n' n~~~ 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 ~ Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 ~ 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 1 0.0001 0 0 0.0 Pass 0.0001 0' 0 D.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 - 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 - 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0:0001 0 0 0.0 Pass ~ 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 - 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 ~ 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 ~ Pass 0.0001. 0 0 0.0 Pass 0.0001 0 0 0.0 Pass Water. quality ~ Flow and Volume for ~ POC 1. _ On-line facility volume: 0.0001 acre- feet On-line facility target flow: 0.0002 cfs. Adjusted fox 15 min: 0. 0009 c£s. 1 Off-line Facility taz get flow: 0 c£s . Adj ve red for 15 min: 0. 0001 efs, This program and accompanying documentation is provided `as-is' without warranty of any kind. The entire risk regardinc the performance and results of this program is assumed. by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/ox the Washington State Department of Ecology beliable for any damages whatsoevez (including without limitation to damages fox loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, oz inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. ~'. Western Washington Hydrology Model PROJECT REPORT .Project Name: Tahoma Terra Fairway Multi Family Site Address: City Yelm ,Report Date 11/6/2007 Gage Olympia - Data Start 1955/10/01 - Data End 1999/09/3D ~Precip Scale: 0.80. PREDEVELOPED LAND USE Name Basin C Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat ~ .386 Impervious Land Use Acres Element Flows To: Surface ~' Name Basin C Bypass: No GroundWater• No Pervious Land Use A H, Pasture, Flat ' A B IMP INF~FLAT Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT Element Flows To:- Surface Gravel Trench Hed 1, Name Gravel Trench Bed 1 Bottom Length: 120ft. Bottom Width 60ft.~ Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer 0.917 Pour'Space of material for first layer .30 Material thickness of second layer 0 Pour Space o£ material for second layer 0 Material thickness of third layer 0 Inter low Acres :015. .165 Acres 0.193 0.015 Groundwater Interflow Groundwater Gravel Trench Bed 1, 1Pour Space o£ material £or third layer : 0 Infiltration On Infiltration rate 1 Infiltration safety factor 1 Discharge Structure Riser Height: 0.917 ft. Riser Diameter: 3 in. ,Element Flows To: Outlet 1 Outlet 2 stage(ft) Gravel Trench Bed Hydraulic Table - Area (acx) Volume (acr-ft)~ Dschrg (cfs) Infilt (cfs) 0.000 0.165 0.000 0.000 .0.000 D.O10 0.165 0.051 0.000 0.167 0.020 0.165 0.101 0.000 0.167 0.031 0.165 0.152 0.000 0.167 0.041 0.165 '0.202 0.000 0.167 0.051 0.165 0.253 0.000 0.167 .. 0.061 0.165 0.303 0.000 0.167 ~, 0.071_ 0.165 0.354 0.000 0.167 0.082 0.165 0.404 0.000 0.167 0.092 0.165 0.955 0.000 0.167- 0.102 0.165 0.505 0.000 0.167 ' 0.112 0.165 0.556 0.000 0.167 -0.122 0.165 0.606 0.000 0.167 0.132 0.165 0.657 0.000 0.167 0.143 0.165 0.707 - 0.000 .~ 0.167 0.153 0.165 0.756 0.000 0.167 0.163 0.165 0.808 0.000 0.167 0.173 0.165 0.859 ~ 0.000 0.167 0.183 0.165 0.909 0.000 0.167 0.199 0.165 0.960 0.000 0:167 ~ ' 0.204 0.165 1.010 0.000 0.167 0.214 ~ 0.165 1.061 0.000 0.167 ~ 0.224 0.165 1.1.12 0.000 0.167 ~ 0.234 0.165 1.162 0.000 0.167 ' 0.245 0.165 1.213 0.000 0.167 0.255 0.165 1.263 0.000 0.167 0.265 0.165 1.314 0.000 0.167 - 0.275 0.165 1.364 ~ 0.000 0.167 0.285 0.165 1.915 ~ 0.000 0.167 0.295 0.165 1.465 0.000 0.167 0.306 0.165 1.516 0.000 0.167 0.316 0.165 1.566 0.000 0.167 0.326 0.165 1.617 0.000 -0.167 :- 0.336 0.165 1.667 0.000 0.167 , 0.346 0.165 1.716 0.000 0.167 0.357 0.165 1.766 0.000 0.167 0.367 0.165 1.819 0.000 0.167 0-.377 ~ 0.165 ~ ~ 1.669 0.000 0.167 0.387 0.165 - 1.920 0.000' 0.167 0.397 0.165 1.970 0.000 0.167 0.408 -0.165 2.021 0.000 0.167 1~ 0.416 0.165 2.071 0:000 0.167 0.428 0.165 2.122 0.000 0.167 0.438 0.165 2.173 0.000 0.167 .0.496 0 165 2.223 0.000 0.167 . 0.959 . . 0.165 2.279 0.000 0.167 0.969 0.165 2.329 0.000 0.167 0.479 0.165 2..375 0.000 0.167 0.989 0.499 0.165 0.165 ~ 2.425 2.476 0.000 0.000 0.167 0.167 0.509 0.165 2.526 0.000 0.167 ~ - _ 0.520 0.165 2.577 0.000 0.167 0.530 0.165 - 2.627 0.000 ~ 0.167 0.590 0.165 2.678 0.000 0.167 0.550 0.165 2.726 0.000 0.167 '0.560 0.165 2.779 0.000 0.167 0.571 0.165 2.829 0.000 0.167 0.581 0.165 2.880 0.000 0:167 0.591 0.165 2.930 0.000' 0.167 , 0.601 0.165 2.981 0.000 0.167 0.611 0.165 _ 3.031 0.000 0.167 - 0.622 0.165 3.082 0.000 0.167 . 0.632 0.165 3.132 0.000 ~ ~ 0.167 ' 0.692 0.165 3.163 .000 0 0.167 0.652 - 0.165 3.233 0.000 0•.167 . 0.662 0.165 3.289 0.000 0.167 0.672 0.165 165 0 3.335 385 3 0.000 000 0 0.167 0.167 0.683 . . . . 0.693 0.165 3.436 0.000 0.167 ' 0.703 0.165 3.986 0.000 0.167 _ _ ~. 0.713 0.165 3.537 587 3 .0.000 000 0 0'.167 167 0 0.723 0.165 . . . 0.734 0.165 3.638 0.000 0.167 0.744 0.165, 3.686 0.000 0.167 0.759 .0.165 3.739 0.000 0.167 0.764 0.165 3.789 0.000 0.167 0.774 0.165 3.840 D.000 0.167 0.785 0.1.65 .3.690 0.000 0.167 0.795 0.165 3.991 0.000 0.167 0.805_ 0.165 3.991 0.000 0:167 0.815 0.165 4.042 -0.000 0.167 0.825 0.165 4.092 0.000 0.167 0.835 0.165 4.193 0.000 0.167 0.896 0.165 4.193 0.000 0.167 0.856 0.165 4.294 0.000 0.167 0.866 0.165 4.294 0.000 0.167 0.676 0.165 9.395 0.000 0.167 0.686 0.165 4.396 0.000 0.167 - 0.897 ~ 0.165 9.446 0.000 0.167 0.907. 0.165 4.497 0.000 0.167 ' MITIGATED LAND USE - ANALYSIS RESULTS Flow Frequency Return. Periods for Predeveloped Return Pe riod Flow (efs) 2 year 0.000079 ~ _ 5 year 0.0001 09 _ 10 year 0.0001 31 ~ ~ ~~ 25 year _ 0.000162 50 year 0.000187 ,_ 100 year 0.000219 Flow Frequency Return Periods for Mitiga Return Period Flow(efs) ted - 2 year 0 5 year 0 10 year 0 25 year 0 50 yeas 0 - 100 year 0 ~ ~ - 1 Yearly Peaks for Predeveloped and Mitiga ted Year Predeveloped Mitigated ' 1957 0.000 . 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 ' 1961 0.000 0..000 1962 0.000 0.000 ~nco n nnn n nnn 964 965 1966 967 11968 1969 1970 ,1971 1972 1973 1979 1975 1976 1977 1978 197.9 1960 1981 1962 1983 1984 1965 1986 i 1987 1968 1989 1990 ' 1991 1992 1993 1999 1995 1996 1997 ' 1998 1999 2000 r L.J r 1 0.000 0.000 0.000 0.000 0.000 0.000 0,.000. 0.000 0.000 0.000 0.000 ~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000_ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O.D00 0.000 _ 0.000 0.000 0.000 0.000 Ranked Rank 1 2 3 9 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 of Yearly Peaks for Predeveloped _0.0005 0.0002 0.0002 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 O.D001 0.0001 n nnni Predeveloped and Mitigated Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 . 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0..0000 0.0000 0.0000 0.0000 . 0.0000 0.0000 0.0000 0.0000 0.0000 ~~~~ o. oool o.oooo 33 0. 0001 0.0000 34 0. 0001 0.0000 -0. 0001 0.0000 0. 0001 0.0000 37 0 .0001 _ 0.0000 g 0 .0001 0.0000 ~9 0 .0001 0.0000 D o .oool o.oooo 4T 0 .0001 0.0000 2 0 .0001 0.0000 ~3 0 .0001 0,0000 q 0 .0001 0.0000 ~low(CFS) Predev Dev Percentage Pass/Fail. 0.0000 0 0 0.0 Pass 0000 D 0 0.0 Pass 0000 0 0 0.0 Pass .0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0000 0 0 0.0 Pass ~.D000 0 0 0.0 Pass 0.0000 D 0 - 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 - 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0 0.0 0 0 Pass Pass 0.0001 0 . 0.0001 0 0 0.0 Pass 0001 0 0 0 0.0 Pass . ' 0.0001 0 0 0.0 0 0 Pass Pass 0.0001 0 0 . 0.0001 0 0 0.0 Pass 0.0001 0 0 ~ 0.0 Pass 1 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0. 0 0.0 Pass 0.0001 ~0 0 '0.0 Pass 0..0001 0 0 0.0 Pass 0.0001 0 0 0.0 ~ Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 ~ Pass 0.0001 0 0 0.0 Pass 0.0001 ~ 0 0 0.0 Pass 0.0001 0~ 0 0 0.0 0 0 Pass Pass 0.-0001 0 . 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0 0.0 0 0 Pass Pass 0.0001 0 . 0:0001 0 0 0.0 Pass 0.0001 0.0001 0 0 0 0 0.0 0.0 Pass Pass. 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 D.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0:0. Pass n ~n~, .n n n n n~~~ 0001 0 0 0.0 Pass 0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0001 0 0 0.0 Pass 0001 0 0 0.0 Pass .0001 0 0 0.0 Pass 0001 0 0 0.0 Pass ~ _ _ 0001 0 0 0.0 Pass .0001 0 0 0.0 Pass 0.0001 ~ 0 0. 0.0 Pass 0001 0 0 ~ - 0.0 Pass 0001 0 0 0.0 Pass .0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0001 0. 0 0.0 Pass 0001 0 ~ 0 0.0 Pass .0001 0 0 0.0 Pass 0.0001 0 0 ~0.0 Pass 0001 0 0 ~ 0.0 Pass 0001 0 0 0.0 Pass - 0.0002 0 0 0.0 Pass O.OD02 0 0 0.0 Pass 0.0002 0 0 0.0 ~ Pass ~ - ~ . '0.0002 0 0 0.0 Pass - 0.0002 0 0' 0.0. Pass. 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0,0002 0 0 0.0 Pass _ 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0,0002 0 0 0 0.0 0.0 Pass , Pass 0.0002 0 0.0002 0 0 0.0 Pass. 0002 0 0 0 0.0 Pass . ' 0.0002 0 0 0 0.0 0 0 ~ Pass Pass 0.0002 0 . 0.0002 0 0 ' 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass ' water quality HMP Flox and Volume for POC 1. On-line facility volume: 0.0272 acre -feet On-line facility target flox: 0.0287 cEs. Adjusted for 15 min: 0. 1126 c£s. ' Off-line facility tazget flox: 0.016 3 cfs. Adjusted fox 15 min: 0. 0638 cfs. Triis program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and redisclaimst all war~anties,aeithet expresse de or impliedC includingrbut not lhimitedhtogimpliedte Department o£ Ecology warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the washrngton State .Department of Ecology be liable for any damages whatsoever (incluand9thetlike)larisinq outoofatheeuseoofloso= of business profits, lass of business information, business inter=option, has been inability to use this program even if Clear Creek Solutions. or the Washington State Department of Ecology advised of the possibility of such damages. ' Western Washington Hydrology Model PROJECT REPORT roject Name: ~ite-Address: City . ~eport Date age Data.Start ~ata End recip Scale: Tahoma Terra Fairway Multi Family Yelm 11/2/2007 Olympia 1955/10/01 1999J09130' O.BO LAND USE ,Name Basin D Bypass: No Groundwater: No Pervious Land'Use Acres A B, Forest, Flat •994 Smpervious Land Use ~ Acres Element Flows To: Surface Interflow Name Basin D Bypass: No Groundwater: No Pervious Land Use Acres A B IMP INF FLAT .406 A H, .Forest, Flat .578 Impervious Land Use Acres SIDEWALKS FLAT 0.01 Groundwater ..~ Element Flows To: Surface Interflow Gravel Trench Bed 1, Gravel Trench Bed 1, Groundwater Name Gravel Trench Bed 1 Bottom Length: 350ft. Bottom Width 45ft. Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2:~ 0 To 1 Material thickness of first layer 1.167 Pour Space~o£ material for first layer 30 Material thickness of second layer 0 ' Pour Space of material for second layer :_ 0 Material thickness of third layer 0. Pour Space of material for third layer 0 infiltration On Infiltration rate 1 Infiltration safety factor "1 ischar a Structure. 'ser Height: 1.167 ft. Riser Diameter: 3 in. ~ ' lenient Flows To: Outlet 1 Outlet 2 Gravel Trench Hed Hydraulic Table St qe (ft) Area (acx) Volume (acr-ftI Dschr g(cfa) Infilt(cfs) _ 000 0. 0.362 0.000 0.000 0.000 . 0.013 0.362 0.141 0.000 0:365 0.026 0.362 0.281 0.000 0.365 0.039 0.362 0.422 0.000 0.365 ' 0.052 0.362 0.563 0.000 0.365 0.065 0.362 0.703 0.000 0.365 0.078 0.362 0.849 0.000 0.365 0.091 -0.362 0.985 0.000 0.365 0.109 0.362 1.125 0.000 0.365 0.117 0.362 1.266 0.000 0.365 0.130 0.362 1.407 0.000 0.365 0.143 0.362 1.547 0.000 0.365 0.156 0.362 1.668 0.000 0.365 0.169 0.362 1.828 0.000 0.365 0.182 0.362 1.969. 0.000 0.365 ' 0.195 0.362 2.110 250 2 0.000- 000 0 0:365 0.365 0.207 0.362 . . 0.220 0.362 2.391 0.000 0.365 0.233 0.362 2.532 0.000 0.365 0.246 0.259 0.362 0.362 2.672' 2.613 0.000 0.000 0.365 0.365 0.272 0.362 2.959 0.000 0.365 0.285 0.362 3.094 0.000 0.365 ' 0.298 0.362 3.235 0.000 0.365 0.311 0.362 3.376 0.000 0.365 0:329 ~ 0.362 3.516 0.000 0.365 0.337 0.362 3.657 0.000 0.365 ' 0.350 0.362 3.7.98 0.000 0.365 0.363 0.362 3.936 0.000 0.365 0.376 0.362' 9.079 0.000 0.365 0.389 0.362 '4.220 0.000 0.365 0.402 0.362 9.360 0:000 0.365 0.415 0.362 4.501 0.000 0.365 0.428 ~ 0.362 9.641 0.000 0.365 0.491 0.362 4.782 0.000 0.365 ' 0.459 0.362 9.923 0.000 0.365 0.467 ~ 0.362 5.063 0.000 ~ 0.365 0.460 0.362 5.204 0.000 0.365 - 0.493 0.362 5.395 0.000 0.365 0.506 0.362 5.965 0.000 0.365 0.519 0.362 5.626 0.000 0.365 0.532 0.362 5.767 0.000 0.365 0.545 0.362 5.907 6 048 0.000 000 0 0.365 . 0.365 0.558 0.362 . . 0.571 0.362 6.189 0.000 0.365 0.589 0.362 6.329 0.000 0.365 ' 0.596 0.362 6.970 0.000 0.365 0.609 0.362 6.611 0.000 0.365 0.622 0.362 6.751 0.000 0.365. 0.635 0.648 0.362 0.362 6.892 7.033 0.000 0.000 0.365 0.365 0.661 0.362 7.173", 0.000 0.365 0.679 0.362 7.314 0.000 0.365 0.687 0.362 7.954 0.000 0.365 ' 0.700 0.362 7.595 .0.000 0.365 0.713 0.362 7.736 0.000 0.365 726 0.362 7.876 0.000 0.365 .739 0.362 8.017 0.000 0.365 0.752 0.362 8.158 0.000 0.365 0.765 0.362 8.298 0.000 0.365 776 0.362 8.939 0.000 0.365 .791 0.362 8.580 0.000 0.365 0.804 0.362 8.720 ~ 0.000 0.365 817 0.362 8.861 0.000 0.365 830 0.362 9.002 0.000 0.365 0.843 0.362 9.192 0.000 0.365 0.856 0.362 9.263 0.000 0.365 0.669 0.362 9.424 0.000 0.365 , 0.882. .0.362 9.569 0.000 0.365 0.895 0.362 9.705 0.000 0.365 0.908 0.362 9.846 0.000 0.365 0.921 0.362 9.986 0.000 0.365 . , 0.934 0.362 10.13 0.000 0.365 0.947 0.362 10.27 0.000 0.365 0.960 0.362 10.91 0.000 0.365 0.973 0.362 10.55 0.000 0.365 0.965 0.362 10.69 0.000 0.365. 0.998 0.362 10.83 0.000 0.365 1.011 0.362 10.97 0.000 0.365 ' 1:029 0.362 11.11 0.000 0.365 1.037 0.362 11.25 0.000 0.365 1.050 0.362 11.39 0.000 0.365 1.063 ' 1.076 0.362 0.362 11.53 11.67 0.000 0.000 0.365 0.365 1.089 0.362 11.81 0.000 0.365 1.102 0.362 11.96 0.000 0.365 1.115 0.362 12.10 0.000 0.365 ' 1.128 0.362 12.29 0.000 0.365 1.191 0.362 12.38 0.000 -0.365 1.154 0.362 12.52 0.000 0.365 1.167 0.362 12.66 0.000 0.365 . MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped - Return Period Flow(cfs). 2 year 0.000203 5 year 0.00028 10 year. 0.000337 25 year' ~ 0.000416 50 year 0.00096 100 year 0.000599 Flow Frequency Retvrn ' Return Period 2 year 5 year 10 year 25 year 50 year 100 year Periods for Mitigated Flow (c£s) 0 0 0 Yearly Peaks for Predeveloped and Mitigated Year Predeveloped Mitigated 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0..000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 ~nco n nnn n nnn 969 0.000 0.000 965 0.000 0.000 1966 0.000 0.000 - 967 0.000 0:000 968 0.000 0.000 969 0.000- 0.000 1970 0.000 0.000 X1971 0.000 0.000 972 0.000 0.000 x1973 0.001 0.000 1974 0.000 O.OOD 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.0.00 1978 0.000 0.000 1979 0.000 0.000 1980. 0.000 0.000 1981 0.000 ~ 0.000 . 1982 0.000 0.000 '1983 0.000 0.000 1989 0.000 0.000 1985 0.000 0.000.- 1966 1987- 0.000 0.000 0.000 . 0.000 1986 0.000 0.000 1969 0.000 0.000 1990 0.000 0.000 ' 1991 0.000 0.000 1992 0.000 0_000 1993 0.000 0.000 1999 0.000 0.000 1995 DODO 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.001 .0.000 Ranked Yearly-Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0.0013 0.0000 ~~ 2 0.0006 0.0000 - 3 0.0005 0.0000 4 0.0002 0.0000 5 0.0002 0.0000 6 0.0002 0.0000 7 0.0002 0.0000 8 0.0002 0.0000 9 0.0002. ~ 0.0000 10 0.0002 0.0000 11 0.0002 0.0000 12 0.0002 0.0000 13 0.0002 0.0000 1 19 0.0002 0.0000 , 15 0.0002 0.0000 16 0.0002 0.0000 17 0.0002 0.0000 16 0.0002 0.0000 19 0.0002 ~ 0.0000 20 0.0002 0.0000 21 0.0002 ~ 0.0000 ' 2z o.oooz o.DDOD 23 0.0002 0.0000 24 0.0002 0.0000 25 0.0002 0.0000 26 0.0002. 0.0000 27 o.oooz o.oooo za o.oooz o.ooao ' 29 0.0002 0.0000 30 0.0002 0.0000 2 0.0002 0.0000 33 0.0002 0.0000 34 0.0002 0.0000 35 0.0002 0.0000 '36 0.0002 0.0000 37 0.0002 0.0000 36 0.0002 0.0000 39 0.0002 0.0000 '40 0.0002 0.0000 91 0.0002 0.0000 92 0.0002 0.0000 43 0.0002 0.0000 '44 0.0002 0.0000 Flow ((;FS) Predev Dev Percentage Pass/Fail 0.0001 0 0 0.0 Pass. 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 ~ Pass 0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass ' 0.0001 0.0001 0 0 0 0 0.0 0.0 Pass Pass 0.0001 0 0 0.'0 Pass 0.0001 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass i 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0.002 0 0 0.0 Pass ' 0:0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass ' 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 - 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass. 0.0002 0 0 0.0 Pass 0.0002 0 0 0.0 Pass 0.0002 0 0 0~.0 Pass 0.0002 0 ~0 ~ 0.0 Pass 0.0002 0 0 0.0' Pass O.OOD2 0 0 0.0 Pass ' 0.0002 0.0002 0 0 0 0 0.0 0.0' Pass Pass 0.0002 0 0 0.0' Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass ' 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass ' 0.0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass n nnm n n n n n-..... 0003 0 0 0.0 Pass .0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0003 0 0 0.0 Pass 0003 0 0 0.0 Pass .0003 0 0 0.0. Pass 0.0003 0 0 0.0 Pass 0003 0 0 0.0 Pass .0003 0 0 0.0 Pass 0.0003 0 0 0.0 Pass 0.0009 0 0 0.0 Pass 0004 0 0 0.0 Pass '0.0004 0 ~ 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 0 0 0.0 Pass , 0.0004 0 0 0.0 Pass 0.0009 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0004 ,0. 0 0 0.0 Pass , 0.0004 0 0 0.0 Pass 0.0004 0 0 0.0. Pass 0.0004 0 0 0.0 Pass '0.0004 0 0 .0.0 Pass 0:0004 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 ' 0.0004 0 0 0 0 0.0~ 0.0 Pass ~ Pass' 0.0004 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 0 0~ 0.0 Pass 0.0009 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 0 0 0.0 Pass 0.0004 ~ 0 0' 0.0 Pass ~ 0.0004 0 0 0.0 Pass .0.0009 0 0 0.0 Pass 0.0005 0 ~ 0 ~ b.0 Pass 0.0005 0 0 0.0 Pass ' 0.0005 0' 0 0.0 Pass 0.0005 0 0 0.0 Pass 0.0005 0 ~ 0 0.0 Pass 0.0005 0 0 0.0 Pass 0.0005 0 0 0.0 Pass 0.0005 0 0 0.0 Pass Water Quality HMP Flow and Volume £ox POC 1. On-line facility volume: 0.0019 acre- feet On-line .facility tazget flox: 0.0021 cfs. Isdjuated for 15 min: 0.0075 c£s. 0£f-line facility taz get flox : 0.0011 cfs. Adjusted for 15 min: 0.0091 cfs. This program and accompanying documentation is pzovided 'as-is' without warranty of any kind. The entire risk regarding the pezformance and results of this progzam is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed ox implied, including but not limited to implied warranties of progzam and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington . State Department of Ecology be liable for any damages whets oevez (including without limitation to damages foz loss of ' business profits, loss of business information, business interzuption, and the~li ke) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. 1 ' Western Washington Hydrology Model PROJECT REPORT ' Project Name: Site Address: City Report Date ' Gage Data Start Data End ' Precip Scale: Tahoma Terra Fairway Multi Family Yelm 11/6/2007 Olympia 1955/10/01 1999/09/30 0:80 PREDEVELOPED LAND USE ,.Name Basin E Bypass: No Groundwater: No ,Pervious Land Use A H, Forest, Flat ' Impervious Land Use Element Flows To: Surface i Name Basin E ' Bypass: No Groundwater: No ' Pervious Land.Use A B, Pasture, Flat A B IMP INF FLAT ' Impervious Land Use Element Flows To: ' Surface Gravel Trench Bed 1, Acres .225 Acres Interflow Acres .047 178 Acres Interflow Gravel Trench Bed 1, Groundwater Groundwater Name Gravel Trench Bed 1 Bottom Length: 260ft. Bottom Width 25ft. ' Trench bottom slope 1: 0.00001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness o£ first layer 1.167 ' Pour Space o£ material for first layer ~: 30 Material thickness of second layer 0 Pour Space o£ material for second layer :- 0 ' Material thickness of third layer 0 Pour Space of material for third layer ~0 Infiltration On Infiltration rate 1 ' Infiltration safety factor': 1 Discharge Structure Riser Height: 1.167'ft. ' Riser Diameter:.3 in. Element Flows To:~ Outlet 1 Outlet 2 '' ' ~ Gravel Trench Bed Hydraulic Table Stage (f t) Axea(acx) Volume (acx-f t) Dschrg(c£s) Infiltfcfs) 0.000 0.161 0.000 0.000 0.000 0.013 0.161 ,.0.063 0.000 0.162 0.026 0.161 0.125 0.000 0.162 0.039 0.161 0.186 0.000 0.162 0.052 0.161 0.250 0.000 0.162 0.065 0.161 0.313 0.000 0.162 0.076 0.161 0.375 O.OOD 0.162 0.091 0.161 0.938. 0.000 0.162 0.104 0.161 0.500 0:000 0.162 ' 0.117 0.161 0.563 0:000 0.162 0.130 0.161 0.625 0.000 0.162 0.143 0.161 0.688 0.000 0.162 0.156 0.169 0.161 0.161 0.750 0.813 0.000 0.000 0.162. 0.162 0.182 0.161 0.875 0.000 0.162 0.195 0.161 0.938 0.000 0.162 ' 0.207 0.220 0.161 0.161 1.000 1.063 0.000 ~ 0.000 0.162 0.162 0.233 0.161 1.125 0.000 0.162 0.246 0.161 1.188 0.000 0.162 0.259 0.161 ~ 1.250 0.000 0.162 1 0.272 0.161 1.313 0.000 0-.162 0.285 0.161 1.375 0.000 0.162 0.296 0.161 1.938 0.000 0.162 0.311 0.161 1.500 0.000 0.162 0.329 0.161 1-.563 0.000 0.1'62 0.337 0:161 1.625 0.000 0.162 0.350 0.161 1.688 0.000 0.162 0.363 0.161 1.750 0.000 0.162 ' 0.376 0.161 1.813 0.000 0.162 0.389 0.161 1.875 0.000 0.162 0.402 0.161 1.938 0.000 0.162 ' 0.415 0.161 2.000 0.000 0.162. 0.928 0-.161 2..063 0.000 0.162 0.991 0.161 2.125 0.000 0.162 0.459 0.161 2.188 0.000 0.162 ' 0.467 0.161 2.250 0.000 0.162 0.460 0.161 2.313 0.000 0.162 0.493 0.161. 2.375 0.000 0.162 ' 0.506 0.519 0.161 ~ 0.161 2.438 2.500 ~ 0.000 0.000 0.162 0.162 0.532 ~ 0.161 2.563 0.000 ~ ~ 0.162 0.595 0.161 2.625 0.000 . 0.162. 0.558 0.161 2.688 0.000 0.162 ' 0.571. 0.161 2.751 0.000 0.162 . 0.564. 0.161 2.813 0.000 0.162 0.596 0.161 2.876 0.000 0.162 0.609 0.161 2.938 0.000 0.162 0.622 0.161 3.001 0.000 0.162 0.635 0.161 3.063 0.000 0.162 0.698 0.161 3.126 0.000 0.162 0.661 0.161 3.188 0.000 0.162 0.674 0.161 3.251 .0.000 0.162 0.687 0.161 3.313 0.000 0.162 0.700 0.161 3.376 0.000 '0.162 0.713. 0.161 3.438 0.000 0.162 ' 0.726 0.161 3.501 0.000 0.162 739 0.161 3.563 0.000 0.162 .752 0.161 3.626 0.000 0.162 0.765 0.161 3.688 0.000 0.162 0.778 0.161 ~ 3.751 0.000 ~ 0.162 791 0.161 3.613 0.000 0.162 0.804 0.161 3.876 0.000 0.162 0.817 0.161 3.938 0.000 0.162 0.830 0.161 9.001 0.000 0.162 ,0.843 0.161 9.063 0.000 0.162 0.856 0.161 4.126 0.000 0.162 0.869 0.161 4.186 0.000 0.162 0.882 '0.895 0.161 0.161 9.251 9.313 0.000 .0.000 0.162 0.162 0.908 0.161 4.376 0.000 0.162 0.921 0.161 4.936 0.000 0.162 0.939 0.161 9.501 0.000 0.162 '0.997 0.161 9.563 0.000 0.162 0.960 0.161 4.626 0.000 0.162 0.973 0,161 4.688 0.000 0.162 0.985 0.161 9.751 0.000 0.162 0.998 0.161 4.813 0.000 0.162 1.011 0.161 9.876 0.000 .0.162 1.024 0.161 9.938 0.000 0.162 1.037 0.161 5.001 0.000 0.162 ' 1.050 0.161 5.063 0.000 0.162 1.063 0.161 5.126 0.000 0.162 1.076 0.161 5.186 ~ 0.000 0.162 1.089 0.161 5.251 0.000 0.162 ' 1.102 0.161 5.313 0.000 0.162 1.115 0.161 5.376 0.000 0.162 1.128 0.161 ~ 5.438 0.000 D.162 ' 1.191 0.161 5.501 0.000 0.162 1.159 0.161 5.569 0.000 0.162 1.167 0.161 5.626 0.000 0.162 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.000046 5 year 0.000063 ' 10 year 0.000076 25 year 0-.000099 . 50 year 0.000109 100 year 0.000129 Flow Frequency Return Periods for Mitigated Return Period Flow(c£s) 2 year ~ 0 ' 5 year 0 10 year 0.000001 25 year 0.000001 ' 50 year ~ 0.000002 , 100 year 0.000003 ' Yearly Peaks Year for Predeveloped and Mitigated Predeveloped Mitigated 1957 0.000 0.000 1958 ~ 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 ' 1963 0.000 0.000 965 0.000 0.000 966 0.000 0.000 1967 0.000 0.000' 1968 0.000 0.000 969 0.000 0.000 970 0.000 0.000 1971 0.000 0.000 972 0.000 0.000 973 0.000 0.000 1979 0.000 0.000 1975 0.000 0.000 1976 '1977 0.000 0.000 0.000 0.000 1978 0.000 O.o00 1979 ~ 0.000 0.000 1980 0.000 0.000 ,1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1964 0.000 0.000 1985 0.000 0.000 1986 0.000 0..000 1987 0.000 0.000 1986 0.000 0.000 1989 0.000 0.000 1990 0:000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 - 0.000 1998 0.000 0.000 1999 ''2000 0.000 0.000 0.000 0.000 Ranked ' Rank 1 2 3 9 5 6 ' 7 B 9 10 11 12 13 14 1 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 ' 31 o~ Yearly Peaks £or Predeveloped 0.0003 0.0001 o.oool 0.0001 0.0000 0.0000 . 0.0000 o.oooo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ' 0.0000 0.0000 0.0000 . 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ~~~~ Predeveloped Mitigated 0.0000 0.0000 o.oooo 0.0000 0.0000 0.0000 0.0000 o.oooo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 '0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 .0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ~~~~ and Mitigated ~3 0.0000 0.0000 4 0.0-000 0.0000 35 0.0000 0.0000 6 0.0000 0.0000 ~ 7 0.0000 0.0000 8 0.0000 0.0000 39 0.0000 0.0000 0 0.0000 0.0000 ~ 1 0.0000 0.0000 2 0.0000 0.0000 43 0.0000 0.0000 ~4 0.0000 0.0000 Flow (CFS) Predev Dev Percentage Pass/Fail 10.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 ~ 0.0 Pass '0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 6.0 Pass ' 0.0000 0 - 0' 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0~ Pass 0.0000 ,0.0000 0 0 0 0 0.0 Pass 0.0 Pass 0.0000 0 0 0.0 Pass. 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass - ' 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 .Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass . 0..0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0~ Pass 0.0000 0 0 0.0 Pass ' 0.0000 0 0 0.0 Pass O.DOOD 0 0 0.0 Pass 0.0000 0 0 0.0 Pass ' 0.0000 0 0 0.0 Pass 0.0000 0 0 0.0 Pass 0.0001 0 ~ 0~ 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass "0.0001 0 ~ 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 - 0 0 0.0 Pass 0.0001 0 .0 0.0 Pass 0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 ~ 0 0.0 Pass 0.0001 0 0 0.0 Pass .0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 0 0:0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 1 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 1 0.0001 0 0 0.0 Pass n nnn~ n n n n n,~~ , 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass. 0:0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass , 0.0001 0 0 0.0 Pass 0.0001 0 D 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass - 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001, 0 ~0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 ~0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0' Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass . 0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 D 0:0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.'0001 ~ 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass ' 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass ' 0.0001 - 0 0 0.0 ~ Pass, 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass ~ ~~ 0.0001 0 0 0.0 Pass ' 0:0001 0 0 - 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 - Pass 0.0001 0 0 0.0 Pass O.ODO1 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass Water duality et9P Flow and Volume £or POC 1. ' On-line facility volume: 0.0019 acre- feet On-line Facility tazget Flow: 0.0036 cfs. . Adjusted for 15 min: 0. 0368 cfs. ~ ~. ' Off-line Adjusted facility target for 15 min: 0. flow: 0.0096 c£s. , 047 efa. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited [o implied warranties of program and accompanying documentation. in no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions ox the Washington State Department of Ecology has been advised of the possibility of such damages. 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report TEMPORARY SEDIMENT TRAP CALCULATIONS The following caicu{ations are based on the requirements contained in the 2005 Washington State Department of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basin. DESIGN AND BASIN INFORMATION SUMMARY: Soil Classification SCS Soil Classification: Spanaway (110) Nisqually (74) Hydrologic Group: B Infiltration Rate: 1 inch/hour Post-Developed Basin Area Summary Basin A Basin B Tributary Lot Impervious Area sidewalk 0.04 Ac 0.02 Ac Disturbed Pervious and Undisturbed Pervious rass/landsca in 1'.64 Ac 1.59 Ac Pervious Pavement 0.46 Ac 0.53 Ac Directly Connected Impervious Area roof area 0.37 Ac 0.22 Ac Total 2.57 Ac 2.36 Ac DETAILED CALCULATIONS: Temporary Sediment Traps will provide the treatment for the stormwater during construction. Western Washington Hydrology Model (1NWHM) software was used to model the runoff. Sizing Calculations: Design Storm (24 Hour) Basin A Basin B Q~ 0.2215 cfs 0.1967 cfs Tahoma Terra Fairway Multi Family KPFF Consulting Engineers 1 Drainage & Erosion Control Report ' TEMPORARY SEDIMENT TRAP CALCULATIONS The following calculations are based on the requirements. contained in the 2005 Washington State Department of Ecology (WSDOE) Stormwater Management Manual for the Puget Sound Basin. DESIGN AND BASIN INFORMATION.SUMMARY: Soil Classification SCS Soil Classification: Hydrologic Group: Infiltration Rate: Spanaway (110) Nisqually (74) B 1 inch/hour ~~ i Post-Developed Basin Area Summary Basin A Basin B Tributary Lot Impervious Area sidewalk 0.04 Ac 0.02 Ac Disturbed Pervious and Undisturbed Pervious rass/landsca in 1.64 Ac 1.59 Ac. Pervious Pavement 0.46 Ac 0.53 Ac Directly Connected Impervious Area roof area 0.37 Ac 0.22 Ac Total 2.51 Ac 2.36 Ac DETAILED CALCULATIONS: Temporary Sediment Traps will provide the treatment for the stormwater during construction. Western Washington Hydrology Model (WWHM) software was used fo model the runoff. Sizing Calculations: Design Stonn (24 Hour) Basin A Basin B Q~ 0.2215 cfs 0.1967 cfs I~ ' Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Surface Area of Temporary Sediment Trap As = FS x (QzNs) where: ' FS = Factor of Safety = 2 for non-ideal settling AS =Surface Area ' Qz =Flow rate (cfs) VS =Settling Velocity of sediment = 0.00096 ft/sec Therefore, the surface area equation becomes: A, = 2 x (Qz/0.00096) ' Using the flow rates calculated by WWHM produces the minimum surface area required for: each drainage basin. ' Basin A -Minimum Surface Area Reouired AS = 2 x (0.2215/0.00096) = 461.46 ftz ', Basin A -.Surface Area Provided ~ As = 695.69 ftz Basin B Minimum Surface Area Required ' Ag = 2 x (0.196710.00096) = 409.79 ftz Basin B Surface Area Provided AS = 564.45 ftz ~jla edit Vlaw [jelp 10E 1 3ASIN A 2YR U 0 l0E 0 v eoooooooo9op ooaoooW?ooooooo oooOdoOOOOO Oo.o 0 10E-1 1 10 20 30 40 50 60 70 00 90. 99 Cumulative Probability Durations FbwF q cy Watel Oua4ly ". Hydroglapfi. Welland FL ARaly28 4aldie[5 RUN ANALYSIS M r Fce OUency - ~.~ r(CFS) 8701 ~ r"r [i fax ~ '~" ~ J`FI i ~ :ar 0.2737. ~ Y'M [ear 03072: i; I Cear 0.3d 86: { Cear 0.3791 Year = 0.4pp31 ~~ R.M l 'ly Feaks e i6 0.2209; ii 57 913397: 58 0;1937 ~ d~ f9 8~2235i i0 P ;246Q :' $1 {1.17p4. i2 0.1765! ' i3 8.3834:r 69 0.25731 65 A.2496' 66 0.1700 67 0.2232 68 0.1646' 69 0.1610: 70 0.1687 71 8.2013`: 72 0;2738 iY~ F ., Western Washington Hydrology Model PROJECT REPORT ' Project Name: SEDTRPa Site Address: City ' Report Date 11/19/2007 Gage Olympia Data Start 1955/10/01 Data End 1999/09/30 ' Precip Scale: 0.80 . PREDEVELOPED LAND USE Name ~ Basin A , Bypass: No Groundwater: No ' Pervious Land Use ~ Acres ' A B, Forest, Flat 2.51 Impervious Land Use Acres Element Flows To: Surface Name Basin A Hypass: No Groundwater: No ' Pervious Land Use A B, Lawn, Flat Imoervi ous Land Use ROOF TOPS FLAT SIDEWALKS FLAT PARKING FLAT 1 Element Flows To:' Surface Trapezoidal Pond 1, Interflow Groundwater Trapezoidal Pond 1, Name ~ ~ Trapezoidal Pond 1 Bottom Length: 117.359978420176ft. Bottom Width: 117.359978420176ft. Depth 3.Sft. Volume at riser head 0.9069ft. Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Discharge Structure Riser Height: 2.5 ft. Interflow Acres . 1.64 Acres 0.37 0.04 '0.46 Groundwater ser Diameter: 18 in. otchType Rectangular Notch Width 0.000 ft. otch Height: 0.000 ft. ~ri£ice 1 Diameter: 0.085 in. Elevation: 0 ft.. E lament Flows To: Outlet 2 Pond Hydraulic Table St ge (f t) Area(acr) Volume (acs-ft)DSChr g(cfs) Infilt lcfs) ' _ 0.000 0.316 0.000 0.000 0.000 0.039 0.317 0.012 . 0.000 0.000 0.078 0.319 0.025 0.000 0.000 0.117 0.320 0.037 0.000 0.000 0.156 0.321 0.050 0.000 0.000 0.194 0.322 0.062 0.000 0.000 0.233 0.329 0.075 0.000 0.000 0.272 0.325 0.087 0.000 0.000 0.311 0.326 0.100 0.000 0.000 0.350 0.328 0.113 0.000 0.000 0.389 0.329 0.125 0.000 0.000 0.428 0.330 0.138 0.000 0.000 0.467 -0.331 0.151 0.000 0.000 ' 0.506 0.333 0.164 0..000 0.000 0.549 0.334 0.177 0.000 0.000 0.563 0.335 0.190 0.000 ~ 0.000 - 0.622 0.337 0.203 0:000 0.000 0.661 0.338 0.216 0.000 0.000, 0.700 0.339 0.229 0.000 .0.000 0.739 0.341 0.243 0.000 0.000 0.778 , 0.392 0.256 0.000 0.000 0.81'7 0.343 0.269 0.000 0.000 0.856 0.344 0.283 0.000 0.000 0.894 0,933 0.346 0.397- 0.296 0.309 0.000 0.000 0.000 0.000 ~ ~ - 0.972 0.348 0.323 0.000 0.000 1.011 0.350 0.336 0.000 0.000 1.050 0.351 0.350 0:000 0.000 1.089 0:352 0.364 0.000 0.000 1.128 0.354 0.376 0.000 0.000 1.167 0.355 0.391 0.000 0.000 -1.206 0.356. 0.905 0.000 0.000 - 1.244 0.358 0.419 0.000 0.000 1.283 0.359 0.433 0.000 0.000 - 1.322 0.360 ~ 0.447 0.000 0.000 - ~ 1.361 0.362 0.461 0.000 0.000 - - , 1.400 0.363 0.475 0.000 0.000 1..439 0.364 0.469 0.000 0.000 , 1.478 0.366 0.503 0.000 0.000 , 1.517 0.367 0.518 ~ 0.000 0.000 ' 1.556 0.368 0.532 0.000 0.000 1.594 -0.370 0.546 0.000 0.000 ' 1.633' 0.371 0.561 0.000 0.000 1.672 0.373~~ 0.575 0.000 0.000 1.711 0.374 0.590 0.000 0.000 1.750 0.375 0.604 0.000 0.000 1.789 0.377 0.619 0.000 0.000 1.828 0.378 0.634 0.000 ~ 0.000 1.667 ~ 0.379~~ 0.646 0.000 0.000 1.906 0.381 0.663 0.000 0.000 ' 1.944 1.963 0.362 0.389 0.678 0.693 0.000 0.000 0.000 0.000 2.022 0.385 0.708 - 0.000 0.000 2.061 0.386 0.723 0.000 0.000 2.100 0.388 ~ 0.736 - 0.000 0.000 _ , 2.139 0.389 0.753 0.000 0.000 2.178 0.390 0.768 0.000 0.000 ', 2.217 ~ 0.392 ~ 0.783 0.000 0.000 2.256 0.393 0.799 0.000 0.000 2.294 0.395 0.814 0.000 0.000 2.333 0.396 0.829 0.000 0.000 2.372 0.396 0.845 0.000 0.000 2.411 0.399 0.860 0.000 0.000 2.450 ~ 0.400 0.876 0.000 0.000 2.989 0.902 0.891 -0.000 0.000- ' 2.528 0.903 0.907 0.068 0.000 2.56T' 0.405 0.923 0.252 0.000 2.606 0.406 0.938 0.501 0.000 2.644 0.407 0.954 O.B02 0.000 1 2,683 0.909 0.970, 1.197 0.000 2.722 0.410 0.986 1.531 0.000 2.761 0.912 1.002 1.949 0.000 2,800 0.913 ~ 1.018 2.401 0.000 2.839 0.415 1.039 2.882 0.000 2.878.' 0.416 1.050 3.392 0.000 2.917 0.917 1.066 3.929 0.000 2.956 0.419 1.083 9.492 0.000 2.994 0.420 1.099 5.079 0.000 3.033 0.922 1.115 5.690 0.000 3.072 3.111 0.923 0.425 1.132 .1.148 6.324- 6.979 0.000 0.000- 3.150 0.426 1.165' 7.656 0.000 3.189 0.928 1.182 8.353 0.000 3:228 0.429 ~ 1.198 9.070 0.000 ' 3.267 0.431 1.215 9.807 0.000 3.306 0.932 1.232 10.56 0.000 3.399 0.934 1.299 11.39 0.000 3.383 0.935 1.265 12.13 0.000 ' 3.922 0.436 1.282 12.94 0.000 3.961 0.436 1.299 13.77 0.000 3.500 0.439 1.316 19.61 0.000 3.539 0.441 1.334 15.97 0.000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period ~ Fl ow(cfs). 2 year 0.000519 5 year 0.000707 10 year 0.000851 25 year 0.00105 50 year 0.001212 100 yeaz 0.001386 Flow Frequency Return Periods for~Mitigated Return Period Flow(cfs) 2 year 0.169453 5 year 0.219148 10 year 0.25068 25 year 0.28932 50year 0,317393 100 year 0.394963 Yearly Peaks for Predeveloped and Mitigated Year Predeveloped Mi ti ated 1957 0'.001' 0.192 1958 0.000 0,320 1959 0.000 0.124 1960 0.000 0.182 ' 1961 0.001 0.222 1962 0.000 0.121 1969 0.001 0.298 1965 0.000 0.176 1966 0.000 0.209 1967 0.000 0.105 1968 0.000 0.200 1969 ~ 0.000 0.157 1970 0.000 0.088 1971 0.000 0.143 1972 0.000 0.173 1973 -0.003 0.235 1979 0.000 0.166 1975 0.001 0.132 1976 0.000 0.116 1977 0.000 0.178 1978 0.000 ~ 0.128 1979 0:001 0.191 1980 0.000 0.170 1981 0.000 0.164 1982 1983 0.000 0.000 0.195 0.160 1984 0.001 0.230 1985 0.000 0.141 1986 0.000 0.169 -1987 0.000 0.224 1988 0.000 0.263 1989 0.000 0.123 1990 0.000 0.146 ' 1991 0.000 0.305 1992 0.000 0.275 1993 0.000 0.147 1994 0.000 ~ 0.094 ' 1995 0.000 0.114 1996 0.001 0.231 1997 0.001 0.186 1998 0.001 0.135 1999 0.000 0.192 2000 0.002 0.193 L~ i~ u r Ranked Yearly Peaks for Rank - Predeveloped 1 0.0032 2 0.0016 3 0.0011 4 0.0006 5 0.0005 6 0.0005 7 0..0005 B 0:0005 9 0.0005 10 0:0005 11 0:0005 12 0.0005- 13 0.0005 19 0.0005 15 0.0005 16 0.0005 17 0.0005 18 0.0005 19 0.0005 20 0.0005 21 0.0005 22 0.0005 23 0.0005 29 0.0005 25 0.0005 26 0.0005 27 0.0005 26 0.0005 29 0.0005 30 0.0005. ~, ~ ~~„~ Predeveloped and Mitigated Mitigated 0.3205 0.3050 0.2747 0.2634 0.2476 0.2350 0.2308 ' 0.2297 0.2235 0.2223 0.2094 0.2004 0.1951 0.1934 0.1923 0.1916 0.1913 .0.1860 0.1817 0.1796 0.1780. 0.1760 0.1734 0.1697 D.1695 0.1663 0.1638 0.1570 0.1472 0.1465 ,.» ,32 0.0005 0.1919 33 0.0005 0.1347 34 0.0005 0:1317 35 0.0005 ~ 0.1282 ' 36 0.0005 0.1243 37 0.0005 0.1226 38 0.0005 0.1206 39 0.0005 0.1171 40 0.0004 0.1162 41 0.0004 0.1139 42 0.0004 0.1046 43 0.0009 0.0991 ' 44 0.0004 0.0877 ' Flow (CFS) Predev Dev Percentage Pass/Fail. 0. 0. ' 0. 0, 0. 0 0 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u r r 0003 1395 384899 27590.0 Fail 0003 1316 384740 29191.0 Fail 0003 1292 384547 30961.0. Fail 0003 1171 389547 32839.0 Fail 0003 1070 ~ 368733 34461.0 Fai~1 0003 988 95770 9693.0 Fail 0003 921 95076 10323.0 Fail ,0003 843 99420 11200.0 Fail ,0003 760 93880 12352.0 Fail ,0003 720 93533 12990.0 Fail ,0004 651 93186 14314.0 Fail .0004 603- .92839 15396.0 Fail .0004 559 92530 16702.0 Fail .0004 509 92222 18116.0 Faii .0009 467 91875 19673.0 Fail .0004 _ 444' 91605 20631.0 Fail .0009 397 91296 22996.0 Fail .0004 366 90988 29860.0 Fail .0004 333 90756 27254.0 Fail .0004 294 9b948 30764.0 Fail .0004 256 90176 34952.0 Fail .0005 - 196 89908 45871.0 Fai1_ .0005 149 69638 60159.0 Fail .0005 118 89406 75767.0 Fail .0005 '.6 89136 114276.0 Fail .0005 48 68866 185137.0 Fail .0005 27 88635 328277.0 Fail .0005 26 88403 340011.0 Fail .0005 25 88172 352688.0 Fail .0005 25 87941 351769.0 Fail .0005 25 87709 350836.0 Fail .0006 29 87478 364491.0 Fail .0006 29 87285 363687.0 Fail .0006 23 87015 378326.0 Fail .0006 23 ~ 86822 377486.0 Fail .0006 21 66591 912336.0 Fail .0006 21~ 86398 411419.0 Fail .0006 19 66205 453710.0 Fail .0006 19 86012 452699.0 Fail .0006 19 85781 451478.0 Fail .0006 19 85568 950463.0 Faii .0007 19 85395 449497.0 Fail x.0007 19 85202 498431.0 Faii 1.0007 19 85009 947415.0 Fail '.0007 19 89816 446400.0 Fail x.0007 19 84662 995589.0 Fail i. 0007 19 84508 444778.0 Fail x.0007 19 89315 493763.0 Fail x.0007 18 84122 967344.0 Faii x.0007 18 83968 466488.0 Fail x.0007 16 ~~83775 523593.0 Fail 1.0007 16~ 83621 522631.0 Faii ).0008 16 83966 521662.0 Fail ).0008 16 83273 520956.0 Fail S nnno is ov~~o c~ono? n o_:i 0.0008 16 82926 518287.0 Fail 0.0008 16 82772 517325.0 Fail 0.0008 16 82616 516362.0 Fail 0.0008 16 82425 515156.0 Fail 0.0008 16 82271 514193.0 Fail 0.0008 16 82116 513225.0 Fail 0.0008 16 81962 512262.0 Fail 0.0009 15 81846 545640.O~ Faii 0.0009 15 816.92 544613.0 Eail 0.0009 15 81538 593586.0 Fail 0009 0 15 81369 542560'.0 Fail . 0.0009 15 81268 591786.0 Fail 0.0009 15 61114 540760.0 Fail 0.0009 15 80959 539726.0 Fail 0.0009 15 80605 538700.0 Fail ' 0.0009 15 80651 537673.0 Fail 0.0009 15 80535 536900.0 Fail 0.0010 14 80381 579150.0 Fail 0.0010 14 80265 573321.0 Fail. ' 0.0010 13 80111 616238.0 Fail 0.0010 13 79956 615046.0 Eail 0.0010 13 79841 614161.0 Fail 0.0010 13 79666 612969.0 Fail 0.0010 13 79532. 611784.0 Fail 0.0010 13 79416 610892.0 Fail 0.0010 13 79301 610007.0 Fail 0,0010 13 79196 608815.0 Fail ' 0.0010 '13 78992 607630.0 Fail 0,0011 ~12 78876 657300.0 Fail 0.0011 12 78722 656016.0 Fail ' 0.0011 12 78606 655050.0 Fail' 0.0011 12 78452 653766.0 Fail 0.0011 12 78298 652983.0 Fail 0,0011 12 78221 651841.0 Fail 0.0011 12 78066 650550.O Fail 0.0011 12 77912 649266.0 Fail 0.0011 11 77796 707236.0 Fail 0,0011 0.0012 11 ~ ~9 77681 77565 706190.0 861833.0 Fail Fail 0,0012 9 77449. 860549.0 Fail 0.0012 9 77334 859266.0 Fail 0,0012 9 77218 857977.0 Fail ' 0.0012 9 77064 856266.0 Fail 0.0012 9 76948 684977.0 Fail 0.0012 9 76832 853688.0 Fail The development has an increase in flow durations from 1/2 predeveloped 2 yeaz £lox to the 2 year flow or more than a 1 0~ increase from the 2yeaz to tha 50 year flow. The Deve lopment Nas an increase in flox durations for more than 50b o£ the flows fr om the 2 ye az to the 50 yeaz flow. Water Quality HMP Flow and Volume for POC 1. ' On-line facility volume: 0.1157 acre-feet On-line facility tazget flow: 0.1213 cfs. Adjusted for 15 min: 0.2639 cfs. Off-line facility tazget flow: 0.069 cfs. - Adjusted for 15 min: 0.1502 cfs. This program and accompanying documentation is provided 'as-is" without warranty of. any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. Zn no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. ~ I~ ~ ® ~ ~ ~ ~ ~ ~ ~ ~ ® ~ ~ ~ ~ ~ ~ File €dit View Nep':- ,~ t rsesmrs Il~„'~111 I°~`~ N ~ l0E 0 v o°ooooo000000ooooocoaooooo000000 000 0 0 0 0 0 0° O 10E-1 .~~-~ 1 10 20 3D 40 50 60 70 80 90 9 Cumulative Probability Walar quaht Hy Durations Flow Fmquency'" `""'~ drograph. `:`Welland Flt o, FUN ANALYSIS '' ~ Analyze datesals __~~_;~~ " r , , a ~ "1- °" .. - ' .~ a>4rir All Datasels Flaw Slage Precip 'E,Fva B 2YR '~ .. , - ggyy' ~ s~~, t,~~.~~..~~ gyp" ~~':~~~2r~~i~~,r ~,'"~ k'^ ' !~ ~~;~3.~ N,~~'~s,ht*~.~+t.F6~ ~ _ Z5•+~5~"a~ sr": 'r`~ r e ~ «r ~~~ ' Flow Fxequenoy - ~' ow ~o POG~,M4ig Flov~l CF9) _ 0707 _ I 2c.Year :, ~ ~ "~ 5iYear 0.2435 *i 11 ~~ 10 Year 0.2737 k;,l 25 Year R 0,3310 66 50 Year '-0.3385 I' 100 Year - 0.3657 ~~~{~ {a YeaxlY Peaks -, s'~ 1956 0.1978 {~ 1957 0.3017 4a~I '.1958 0.1718 a„~~ )1959 O Y978 -- - '1960 0.2192 1961 0.1538 ':1962 0:1562 :3963 D;3436 1964 0.2277 -~' 1965 0.2221 !,~ r "" 1966 0.1504 '.1967 0:1998 '1968 0.1459 4 1969 0:1425 '.1970 0.1422 e' ~ °1971 A;1784 ':.1972 0.2475 sy" _ Western Washington Hydrology Model PROJECT REPORT project Name: ~SEDTRPb Site Address: ity eport Date 11/19/2007 age Olympia Data Start 1955/10/01 ~ata End ~: 1999/09/30. recip Scale: 0.80 PREDEVELOPED LAND USE- - ~e Basin B ass: No ,Groundwater: No Pervious Land Use _ Acres A B, Forest, Flat 2.36 Impervious Land Use Acres Element Flows To: Surface Interflow Name Basin B ' Bypass: No GroundWater• 'No ' Pervious Land Use Acres A B, Lawn, Flat 1.59 ' Impervious Land Use Acres ROOF TOPS FLAT 0.22 SIDEWALKS FLAT 0.02 ' PARKING FLAT .0.53 Element Flows To: Surface Trapezoidal Pond Interflow 1,. Trapezoidal Pond 1, Groundwater Groundwater Name Trapezoidal Pond 1. Bottom Length: 110.997983046258ft. Bottom Width: 110.997463048258ft. Depth 3.Sft. ' Volume at riser head 0.8102ft. Side slope 1:'.,3 To 1 Side~slope,2: 3 To 1 Sideslope 3: 3 To 1 _ ' Side slope 4: 3 To 1 Discharoe Structure Riser Height: 2.5 ft. ser Diameter: 18 in otchType Notch Width otch Height: ~rifice 1 Dias Element Flows sOutlet 1 Recta 0.000 0.000 peter: To: ngular ft. ft. 0.083 in. Elevation: 0 ft Outlet 2 Pond Hydraulic Table Stage (Pt) Area (acr) Volume (acr-Pt) Dachrg(cPs) In£ilt(c£s) o.ooo o.zso o.opo D.ooo o.ooo ' 0.039 0.281 0.011. 0.000 0.000 0.078' 0.283 0.022 0.000 0.000 0.117 0.264 0.033 0.000 0.000 0.156 0.285 0.049 0.000 0.000 ' 0:194 0.286 0.055 0.000 0.000 0.233 0.267 0.066 0.000 0.000 0.272 0.289 0.077 0.000 0.000 0.311 0.350 0.290 0.291 0.069 0.100 0.000 0.000 0.000 0.000 0.389 0.292 0.111 0.000 0.000 0.428 0.293 0.123 0.000 0.000 0.467 0.295 0.134 0.000 0.000 ' 0.506 0.296 0.196 0.000 0.000 0.549 0.297 0.157 0.000 0.000 0.583 0.298 0.169 0.000 0.000 0.622 ~ 0.300 0.160 ~ 0.000 0.000 0.661 0.301 0.192 0.000 0.000 0.700 0.302 0.209 0:000 0.000 0.739 0.303 0.216 0.000 0.000 0.778 0.309 0.227. 0.000 0.000 0.817 0.306 0.239 0.000 0.000 0.856 0.307 0.251 0.000 0.000 0.894 0.308 0.263 0.000 0.000 0.933 0.309 0.275 0.000 0.000 ' 0.972 0.311 0.267 0.000 0.000 1.011 0.312 0.299 0.000 0.000 1.050 0.313 0.311 0.000 0.000 1.089 0.314 0.329 0.000 0.000 1.126 0.316 0.336 0.000 0.000 1.167 0.317 0.346 0.000 0.000 ' 1.206 1.299 0.318 0.319 0.361 0.373 0.000 0.000 .0.000 0.000 1.283 0.321 0.385 0.000 0.000 1.322 0.322 0.398 0.000 0.000 1.361 1.400 0.323 0.325 0.910 -0.423 O.OOD 0.000 0.000 0.000 1.939 0.326 0.436 0.000 0.000 1.978 0.327 0.448 0.000 0.000 1.517 0.328 0.961 0.000 0.000 ' 1.556 0.330 0.479 0.000 0.000 1.599 0.331 0.987 0.000 0.000 1.633 0.332 0.500. 0.000 0.000 1.672 0.339 0.513 0.000 0.000 ' 1.711 0.335 0.526 O.ODO 0.000 1.750 0.336 0.539 0.000 0.000 1.789. 0.337 0.552 0.000 0.000 1.828 0.339 0.565 0.000 0.000 ' 1.867 0.390 0.578 0.000 0.000 1.906 0.341 0.591 0.000 0.000 1.949' 0.393 0.605 0.000' 0.000 1.983 0.399 0.616 0.000 ~ 0.000 ' 2.022 0.395 0.631 0.000 0.000 2.061 0.397 0.645 0.000 0.000 2.100 0.398 0.658 0.000 0.000 ' 2.139 0.349 0.672 0.000 0.000 2.178 0.351 0.685 0.000 0.000 2.217 0.352 0.699 0.000 0.000 ' 2.256 0.353 0.713 0.000 0.000 2.294 0.359 0.727 0.000 0.000 2.333. 0.356 0.740 0.000 0.000 2.372 0.357 0.759 0.000 0.000 ' 2.911 0.358 0.768 0.000 0.000 2.950 0.360 0.782 0.000 0.000 2.969 0.361 0.796 0.000 0.000 ' 2.526 ~ 0.363 0.810 0.068 0.000 2.567 0.369 0.824 0.252 0.000 2.606 0.365 0.839 0.501 0.000 ' 2.649 2.683 0.367 0.368 0.653 0.867' 0.802 ~ 1.147 0.000 0.000 2.722 0.369 0.88.1 1.531 0.000- 2.761 0.371 0.696 1.999 0.000 2.600 0.372 0.910 2.401 0.000 ' 2.839 0.373 0.925 2.662 0.000 2:678 0.375 0.939 3.392 0.000 2.917 0.376 0.954 3.929 0.000 2.956 0.377 0.968 4.992 0.000 ' 2.994 0.379 0.983 5.079 0.000 3.033 0.380 0.996 5.690 0.000 3.072 0.362 1.013 6.329 0.000 3.111 0.383 1.028 6.979 0.000 ' 3.150 0.384 1.093 7.656 0.000. 3.189 0.386 1.058 8.353 0.000 3.228 _0.387 1.073 9.07 0 0.000 3.267 0.389 1.088. . 9.807 0.000 ' 3.306 0.390 1.103 10.56 0.000 3.399 0.391 1.116 11.34 0.000 3.383 0.393 1.133 12.13 0.000 ' 3-.422 0.394 1.149 12.94 0.000 3.461 0.396 1.164 13.77 0.000 3.500 0.397 1.179 19.61 0.000 3.539 0.398 1.195 15. 97 0.000 ' . MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs)~ . 2 year 0.000983 ' S year 0.000665 10 year 0.0008 25 year 0.000987 50 year 100 year ~ ~ 0.00114 0.001303 Flow Frequency Return Periods for Mitigated ~, Return Period Flow(efs) 2. year 0.169953 5 year 0.219198 10 year 0.25068 25 year 0.28932 50 year 0.317393 100 year 0.399963 1 Yearly Peaks for Predeveloped and Mitigated Year .Predeveloped Mitigated ' 1957 1958 0.000 0.000 0.192 0.320 . 1959 0.000 0.129 1960 0.000 0.182 1961 0.000 0.222 ' 1962 0.000 0.121 ~nco n nnn n ii-r 1964 0.000 0.298 1965 0.000 0.176 1966 0.000 0.209 1967 0.000 0.105 1968 0.000 0.200 1969 0.000 0.157 1970 0.000 0.086 1971 0.000 0..143 1972 0.000 0.173 1973 0.003 0.235 1974 0.000 0.166 1975 0.000 0.132 ' 1976 0.000 0.116 1977 0.000 0.178 1978 0.000 0.128 1979 1980 0.000 0.000 0.191 0.170 1981 0.000 0.164 1982 0.000 0.195 1983 ~ 0.000 0.180 1984 0.000 0.230 1985 0.000 0.141 1986 0.000 0.169 1967 0.000 0.224 ' 1988 0.000 0.263 1989 0.000 0.123 1990 0.000 0.146 1991 0.000 0.305 1992 0.000 0.275 1993 0.000 0.147 1994 0.000 0.099 1995 0.000 0.119 1996 0.000 0.231 1997 0.001 0:166 1996 0.001 0.135 1999 0.000 0.192 2000 0.001 0.193 ' Ranked Yearly Peaks £or Rank Predeveloped 1 0.0030. 2 0.0015 3 0.0011 4 0.0006 5 0.0005 6 0.0005 7 0.0005 8 0.0005 9 0.0005, 10 0.0005 ' 11 0.0005 12 0.0005 13 0.0005 19 0.0005 ' 15 0.0005 16 0.0005 17 0.0005 ' 18 0.0005 19 0.0005 20 0.0005 zl o.ooos ' 22 0.0005 23 0.0005 29 o.ooos 25 0.0005 ' 26 0.0005 27 0.0005 28 0.0005 29 0.0005 ' 30 0.0005 7 l /1 /1 /~ !1C Predeveloped and Mitigated Mitigated 0.3205 0.3050 0.2747 0.2639 0.2476 0.2350 0.2308 0.2297 0.2235 0.2223 0.2099 .0.2009 0.1951 0.1939 0.1923 0.1916 0.1913 0.1860 0.1817 0.1796 0.1780 0.1760 0.1739 0.1697 0.1695 0.1663 0.1638 0.1570 0.1972 0.1965 .» 32 0.0004 0.1414 ' 33 0.0004 0.1397 34 0.0004 0.1317 35 0.0004 ~ 0.1282 36 -0.0009 0.1243 37 0.0004 0.1226 3B 0.0004 0.1206 39 0.0004 0.1171 90 0.0004 ~ 0.1162 41 0.0004 0.1139 92 0.0004 0.1046 93 ' 44 0.0004 ~ 0.0004 ~ 0.0941 0.0677 ' Flow(CFS) Predev Dev Percentage Pass/Fail 0.0002 1400 384894 27992.0 F~i'_ 0.0003 1319 364740 29169.0 Fail 0.0003 1297 364547 30837.0 Fail ' 0.0003 1171 364547 32839.0 Fail 0.0003 1075 366733 34300.0 Fail 0.0003 996 95770 9615.0 Fail 0.0003 925' 95076 10278.0 Fail. 0.0003 840 94420 11240.0 Fail 0.0003 760 93880 12352.0 Fail 0..0003 717 93533 13095.0 Fail ' 0.0003 699 93186 14358.0 Fail 0.0003 605 92839 15395.0 Fail 0.0004 559 92530 16702.0 Fail 0.0004 510 92222 18082.0 Fail ' 0.0004 470 91875 19547..0 Fail 0.0004 495 91605 20565.0 Fail 0.0004 399 91296 22881.0 Fail 0.0004 0.0009 365 333 90988 90756 24928.0 27254.0 Fail Fail 0.0009 300 90448 30199.0 Fail 0.0004 253 90178 35643.0 Fail 0.0004 194 69908 46344.0 Fail ' 0.0004 149 89638. 60159.0 Fail 0.0005 118 89406 75767.0 Fail 0.0005 78 89136 114276.0 Fail 0.0005' , 51 .88866 174247.0 Fail 0.0005 27 88635 328277.0 Fail 0.0005 26 88403 340011.0 Fail 0.0005 25 88172 352688.0 Fail 0.0005 25 87941 351764.0 Fail ' 0.0005 25 87709 350836.0 Fai1_ 0.0005 24 87978. 364991.0 Fail 0.0005 29 67285 363667.0 Fail 0.6005 23 67015 378326.0 Fail 0.0006 22 66822 399695.0 Fail 0.0006 21 86591 412336.0 Fail 0:0006 21 86398 411419.0 Fail 0.0006 19 86205 453710.0 Fail. 0.0006 19 ~ 86012 452699.O .Fai1 0.0006 19 85781 451478.0 Fail 0.0006 19 85588 450963.0 Fail 0.0006 19 65395 999447.0 Fail 0.0006 19 65202 998431.0 Fail 0.0006 19 85009 997915.0 Fail ' 0.0006 0.0006 19 19 89816 89662 946900.0 995569.0 Fail Fail 0.0007 19 84508 449778.0 Fail 0.0007 19 64315 443763.0 Fail 0.0007 18 89122 467344.0 Fail 0.0007 18 83968 466968:0 -Fail 0:0007 16 83775 523593.0 Fail 0.0007 16 83621 522631.0 Fail 0.0007 16 .83966 521662.0 Fail ' 0.0007 16 83273 520456.0 Fail n nnm ~c ooi~o ton oo n o-:; ' 0.0007 16 82926 518287.0 Fail. ~ ' 0.0007 16 82772 517325.0 Fail 0.0008 16 82618 516362.0 Faii 0.0008 - 16 82425 515156.0 Faii 0.0008 16 82271 519193.O. Fai1 - 0.0008 16 82116 513225.0 Fail O.000B 16~- 81962 512262.0 Fail ' O.ODOB 15 0.0008 15 ~ 81846 81692 595640.0 594613.0 Fail Fail 0.0008 15 81538 593586.0 Fzil 0.0008 15 81384 592560.0 Fail ~ - 0.0008 15 81268 591786.0 Fzil 0.0008 15 81114 590760'.0 Fail 0.0009 15 80959 539726.0 Fail 0.0009 15 80805 538700.0 Fail 0.0009 15 80651 537673.0 Fzil ~ ~. 0.0009 15 80535 536900.0 Fzil 0.0009 14 80381 579150.0 Fail 0.0009 19 80265 573321.0 Fail 0.0009 13 80111 616238.0 Fail ' 0.0009 13 79956 615046.0 Fail 0.0009 13 79841 614161.0 Fail 0.0009- 13 79666 612969.0 Fail 0.0009 13 79532 611784.0 Fail 0.0010 13 ~ 79416 610992.0 Fzil 0.0010 13 79301 610007.0 Fail ~ - 0.0010 13 79146 608815.0 Fzi1 ' 0.0010 13 ~ 78992 607630.0 Fail ~ ~ - 0.0010 12 78876 657300.0 Fail 0.0010 12 78722 656016.0 Fail 0.0010 - 12 78606 655050.0 Fail _ ' 0.0010 12 78452 653766.0 Fzi1 - -. 0.0010 12 78298 652983.0 Fail 0.0010 12 78221 651841.0 Fzil - 0.0010 12 78066 650550.0 Fail 0.0011 12 77912 649266.0 Fail 0.0011 11 77796 707236.0 Fzil 0.0011. 11 ~ 77681 706190.0 Fail - - 0.0011 9 77565 861833.0 Fail 0.0011 9 77449 860544.0 Fail 0.0011 9 77334 .859266.0 Fail 0.0011 9 77218 857977.0 Fzil 0.0011 9 77064 856266.0 Fail 0.0011 9 76948 859977.0 Fail 0.0011 9 76832- 853688.0 Fzil The development has an increa se in flow durations ~ _ ~ .' from 1/2 predeveloped 2 yeaz flow to the 2 yeaz flow or more than a 109 increase from the 2 yea r to the 50 yeaz Plow. The Development Aas'an increase in flow durations for ~ ' ' more than 509 of the flows from the 2 yeas 50 yeaz flow. to the ~ ~ _ - Water Quality ffi3P Flow and Volume Por POC 1. On-line facility volume; 0.10 29 acre-feet On-line facility tazget flow: 0.1076 cfs'. Adjusted for 15 min: 0.2338 cfs. OE£-line facility target flow: -~ 0,0611 cfs .~ ' Adjusted for 15 min: 0.1328 cfs. This program and accompanying documentation is provided 'as=is' without warranty of any kind. The entire risk regarding the performance and results of this progra m is assumetl by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaim s all warran ties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no eventshall Clear Creek Solutions and/oi the Washington State Department of ~ECOl ogy be liable for any damages whatsoever~lincludinq without limitation to damages for loss of business piofits, loss of busi ness informa tion, business interruption, and the like) arising ou t of the use of, or inability to use this program even if Clea r Creek Solutions or the Washington State Department of Ecology has been advisetl of the possibility of such damages . ~ _ Tahoma Terra Fairway Multi Family KPFF.Consulting Engineers Drainage & Erosion Control Report 1 1 Appendix 11 Drainage Plan SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON CONSTRUCTION ENTRANCE DETAIL 1 SLME: N.TS. RLTER FABRIC MATERIAL 60 WIDE Rlll15. USE `A RINGS TO ATTACH TO ~ FABRIC OR EGUIVAIFM WIRE FABRIC -• IN 8'% ~~ u--r %4' WOOD POSTS, STANDARD u OR BEREP, OR STEEL FENCE POST RLTER FABRIC MATERIAL MIRAR FP.ONT VIEW ~ PROP. UNE 100 NS OR EQUNALfM ~ - 7 MIN. r%r BY 14 GA WIRE I7 FERRIC OR EQUNAIEM, AFFIX TO P05T PROVIDE ~a•- I Irr wASnm GRAVEL BAGKflLL IN TRENCH AND ON BOTH SIDES OF RL1ER FENCE FABRIC ON THE SUP,FPLE 2' X 4' WOOD POST OR STEEL FENCE POST ' y -_~ SIDE VIEW ~,LILTER FABRIC FENCE DETAIL ~J SCALE: N.TS. GRA550R RDLK e I~. 2 ~I ~ ~~ li. L Y. 2.0 MIN. ~~ TEMPORARY INTERCEPTOR DITCH ~ SCALE: N.TS. CONSTRUCTION ENTRANCE NOTES: MATERIAL 511AIL BE 4 INCH TO8 M'CH QUARRY SPAUB AND MAY BE TOP-0RE55m WiTN I INCH TO B INLn ROL7 pSTAIE STANDARD SPEOFlCATONS, SEETION &15.) THE ROCK PAD SHALL BE AT (FAST 121NQIE5 THICK AND 200 FEET IDNG. W1DRI SHALL BF THE RILL WIONI OF 1HE VQIICIE INGRESS AND mRE55 AREA PDDITIONPL ROCK SHALL BE ADOm PERIODIGVLY TO MPINTNN PROPER FUNCTION OF THE PPD. 2' IF THE PPD DOES NOT PDEOUATELY REMOVE THE MUD FROM THE VEHIQE WHEELS, THE WHEELS SHALL BE HOSm Off BEFORE THE VEHICLE ENn3i5 A PAVm STREET. 7NE WASHING SHPll BE DONE ON A AREA 3' COVERED WITH CRUSnm ROQ AND WASH WATER SHALL DRAIN TO A $mIMEM RETEMION FAGIRY OR THROUGH a. ASILT FENCE. NOTES: 1. THE FlLTER FABRIC SHALL BE RIRCHASm IN A CONHNUWS ROLL GJT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS, WTIEN JOINTS PRE NEQ55ARY, RLTER CLOTH SHAH BE SRICm TOGETHER ONLY AT A SUPPORT POST, WIRI A MINIMUM SIXaNCH OVERLM, AND BOTH ENDS SECURELY FASTENm TO THE POST. 2. THE flLTER FABRIC FENCE SHALL BE INSTAUFD TO FOLLfAV THE CONTWRS IWIIERE FEASIBLE]. THE FENCE PO5T5 SHPi1 BE SPACTL A MP%IMUM OF SIX FFFf APART PND DRIVEN SECURIIY IMO THE GROUND (MINIMUM OF 301NQ1E51. 3. A TRENQf SHALL BE EXLAVATm, ROUGHLY BGIIT INQ1E5 WIDE AND 1WdVE INOfES DEEP, UPSLOPE OP. FPLING TONARDS DEVBITPMBR 5RE AND ADJALENi TO THE WOOD POST TO AUDW THE FlLTER FABRIC TO BE &1Rlm. 4. WHEN STANDARD STRENGM RLTER FABRIC IS USm, A WIRE MESH SUPPORT FENCE SHP11 BE FASTENm SECURELY TO THE IIPSLOPE SIDE OF 1HE POSTS USING HFAW-DUTY WIRE STARES AT IFAST ONE INCH LONG. TIE WIRES OR IIOG RINGS. 711E WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF FOUR INCHES AND SHALL BE AT LFASf TWEFITY FWR INCHES PND NOT MORE TNAN THIRTY SIX INCHCS ABOVE THE OPJGINa GROUND SURFPCE. 5. THE STANDARD STRENGTtI RLTER FPBPJL SHALL BE STAPIID OR WIRID TO THE FENCE AND TWENTY INLH~ OF THE FABRIC SHP11 BE E%TOJDm INTO THE TRENQI. THE FABRIC SHALL Nor EXTEND MORE THAN THIRtt SIX INCHES ABOVE THE ORIGINa GROUND SURFALP. RLTER FABRIC SHALL NOf BE STAPIm TO ExLSnNG TRETS. 6. WHEN E1TRA-SRtFNGTH FlLTER FABRIC PND CLOSER POST SPACING ARE USm, THE WIRE MESH SIIPPORf FENCE MAY BE EUMINATm. IN SUCK A LASE, THE FlLTER fABRIL L5 STARm OR W1Rm DIRECTLY TO THE PO5T5 WITH ALL OTHER PROVISIONS OF STANDARD STRENGn1 NOTES ABOVE PPRYING. 7. THE TRENCH SHai Bf BACXRUED WIM Sr41NLH MINIMUM DIPMETER WASnm GRAVEL 8. RLi1R FABRIC FENCES SHALL BE REMOVm WHEN THEY HAVE SERV®THEIR USERIL PURPOSE, BIT( NOT BEFORE THE UP$LOPE AREA HAS BEEN PERMANENRY STPBIU2m. n I~ r SECTION A-A ~o ..i SECnON &B 4 GRAVEL CHECK DAM DETAIL SGIE: N.TS. OVERFLOW SRLLWAY -~I 6 MIN. WlDn1 I NAnVE S01L OR LOMPPCTm BPLKRLL~ MIN. Ir DFPRi, r4' ROCK GEOTEXTILE MIN. I r DEPRI, ~4'-I .5' wASnm GRAVEt SURFACE AREA DETBtMINm AT TOP OF WEIR ... I' MIN. ROGX 3 1 L u'1 I' MIN. GRAVEL ~~ m ui ~ -~ G CHECK DAM NOTES: I. Roa CHECK pans SHATi BE OF r ro B• FPLE, SWND OUPRRY ROGT 2. ROCK CHECX GAMS SHALL BE !' HIGH IN THE CENTERAND A MINMUM OF 0.5' HIGHER ON THE SIDES. 3. Q1ELK DPMS SHaL BE TOED IN AT THE BlSE A MINIMUM OF 0.5' TO PREVEM EROSION. 4. CHECK DPMS SHALL BE LONSTRIR~ED IN SUCH A Ma1NFR THAT THE ROCK 5 FlRMLY PULm WIRE A MINIMUM OF SPACE BETWEEN ROCKS. S. THE FPCES OF THE DAM SnA11 BE SMOOM WTTH NO RLICIU PROTRUDING MORE THAN 2'. DRGI SIDES LNE(X DPM SPPOING 0-5% ISO fEET s-10% IooFEEr lo% so FEET I' MIN. OVERFLOW TRAP NExTILL >j ` DISOHARGE TO srAauzm coNVEYANCf NOTES OllilET OR t£/EL SPREADER I . POND MAY BE FORMm BY BERM OR BY PARna OR CON/RETE IXLAVAHON. 2. SmIMEMATION POND SHALL HAVE 3:1 IENGM TO WIDn1 RATIO. 3. SEDIMFNTAnON POND SHALL NAVE A FIAT BOTTOM NTTH 1,500 S.F. MIN. SURFP(~ AREA 4. TO AID IN DETERMINING SEDIMFM DEPTH, ALL PONDS SHALL NAVE A STAFF GAGE WTM A PRAMINEM MPRK ONE FOOT PROVE 1HE BOROM OF THE POND. MAINITENANCE STANDARDS I. $mIMENi SHALL BE REMOVED FROM THE POND W71EN R REPLTIES I r IN DEPM. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPA1Rm. n TEMPORARY SEDIMENT POND Nor To wiE T•ehvaeu Pnee M•ELe -Mmv~I~m -saa. -rar w.rr.•~.. w.l.>bn -i ~= mhu.Od Mh~~l - a.vlM•d•W ran«nw.lae.. r.m . PeYWe1w~«..>.Y+~a~o+~ah..~ . IISYYpY¢uY Ya~rYa{4e1 W Je W"~UMPYmuu1ti1m1emLL TREE PROTECTION ,/1 FENCING DETAIL V E: N.T.S. ~' ,g = @ ddd lc ~4 ~ h - ~~ ~ ~~• SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. ~~~°- ~ ~ THURSTON COUNTY, WASHINGTON - ~<-ss~: D ~/ '~\ ~ ^__ 26„00 ,l,~ BEGIN AUGNMENT~. _ ~ B i , r STA 0+00 - - -- ~ ~ ~~ `~ ~' _; ' N= 593071 .25 ~ ~ V O -~ ~ E= 1109789.68 - FOUND 3' WZA55 ~, ~ ; R\ {~ 5 R = PC _ . SURFACE MON \ _ STA O+%.84 ' N= 593149 55 ,. `` ~ o \ x OFFSET = 17.33 LT E= 1109831 21 A v A. Z= 334.73 5 ~{ I PT 57A 0+93.71 _ P~CARt1EP. ~2 ~ cj OFFSET = 1250 LT ss ~ ~__SECIION 24 `\l 1 ~ p I - Pf = PC ~ +~ PROPERLY CORNER FOUND STONE ° STA 0+39.54 s - N= 593022.71 \ i i MONUMENT o . t ~ M N=592337.15 OFFSET = 17 50 Ri c^., , '-' _ E= 1 109702.OT -' < •y, -tea: ~ ~_ __ _/{ ' E=I 110348.12 c ~ r: Y€ )/ _ - - _ __ '. _ -.-x OFf$ET 1283 Ri ""k ~~,\ 9 SEE ENLARGED ~,_~".. ,y~p~"~,~Or- - ` ~, ~~ ~- ~ b I - 0 ~} I DETAIL $ _ `\/ 3' »AY aA-...w .I.: Wi. "-:, .. , ~' 12 ~..f~~r. ,Gt .:_. ~~ ~ -w"..~~ ~``.J?+ ERTY CORNR N~T I ~ , - , ~ ' e E..~~' 1 _ 2 ExrwTDED m. ~5 { v i E~ s PROPa~m . ~~ L. ~ ~~ - %" CURB TYP {~ NN ~ - _ I i 09603.63 Poaous ASPHAU ,.. '~ 0 0. _ ~ V ~ - ~ ~i ~~ d . x ~ - - - _ '. A o~ a ~ X18+09.29 ~ ,~ ~.._ R e:a CWSTERMM ~ 9:a {. ,: >~ ~'~ , sir o '}a.r9 ~d'~~ a '- v Il~ LIXATION I ~ `~ ~ v ;N ~=I dy`° R' 1 v c9 I \ '..''~ ~ ~.: _ Ali x00 ~ S '" ~ ~ 30+ ~ \ ~ ~8 9EE ENLARGED 5 ~ .~. - v ~~ ' N. -. { ~o: a ~ .;, '~'` . \ I ` .: ~ - ~ ~ INTSECTION ~ W h r d ~ b. ~ ~- v DETAIL-A- _ 9.0 ~~ - .+ < - _°. `\ \~ ~ ., ~ f ~ ~ ~ l ~ ~ T1'P ~ ~ `~ ~ STA b+89.55 ~ - - - ~ .5 - -, e 1 /~~-T ~< =STA 30+00 y ~ '^ h v~- P AT ~ t ~ 92570 00 i PATHWAY \ ~~,~~ ~/~.\ ~p ~ i~ 8{~ < ~~N Y emo ~ il~Qj~~ E-510960746~~'~ / / ~~ ~ ~ah I r u ~,_ ~ .: +~f ' ~~SE ~ S~ ~ _ ~ BUILDING CORNER ~ o ' . ~.! ~ / _ ~ Q ~ n Q ., ~\ $.. >5 '. RS N=592662.30 -'j % ei T ~ r 3° a .~. - I ~ 1,~ rn osuRE' \ { ~{ ~ d y~ ~a E=11o9s4s.6o 1f5... ~a ~ 4i. c~' ~ ~ /i / e o u~ ?1 I ~ '!'+ ~' BUILDING CORNER - ~ j~7~®® --41 ADA RAMP i x r,] / / ,' n~~ LINE TABLE LWEO LENGTH DIRECTION LI 56.26' S26°44'25.03w L2 44.32' 51.35' 19.97w L3 36. I T 560° 45' 04.49W L4 22.71' N8B° 22' 39.58W l5 38.17' 569° 45' 31 .27W L6 107.29' 520' 14' 28.73'E L7 36.01' S1°35'S4.77W l8 135.66' 520. 14' 28.73E L9 160.23' 569' 45' 3I.27w LI O 14 LSa 569' 43' 38.25w L I I 7. I I' 553° 46' 42.16°E I / 4 -,o N 592848.04 I.I / \ \ E 1109516.09 / 0 ~`i®~~ "" BUILDING A3 2~~-: 8t ~f, / L ' ~' V '~ v 20+ ® ff=336.50 4 I; / o: m \ \ ® 8 ~. 4~~ DTy /t 1 NN 592485.74 ~' ~ o o a ~ y _ ~ S ~, INfERSECNON ~ '~ ~ ~} BUILDING CORNER ~ ~'~ - , / ~ E= 1109484. 12 ~ ~ O ~ i ¢ o `~" \ ,STA 4+26.57 ®~~` ~ 'r N=592761.09 '- ~ ! ? - _ w ~ ¢ oLL g ~ \ = 5TA 20+00 ~ ;r R , E= 1103497.03 N BUILDING CORNER 31 + L50. ? J 3 wm °~ R=592809.24 ~' o ~ N=592555.10 y50 ~Y. _ ~ ~ / ~~ ~ ' _ \ E= 1109519124 - 1~ ~ ~;'~ ~ ~0- E= i 109457.23 - ~! ~~ ~ ~ ~ /' ~`\ /~ FF=337.00 Fi° - _ - _ / / n m BUILDING l1 -~[\\a9 ~A ~.'.5 ~~ - ~ ~ ~ o \ ~~ FF = 337.50 ~ ~\a~C ~ ~ x~ ~/ ~~/ - ~ ~ /LEGEND ~ ~ ~ ~ a g o \ ® / -\ , BUILDING CORNER f , - - - ° ° o ' R1=592654 05 - _ - 50 WETLAND BUFFER ° O i \ ~ `I ., ~ + ~~ E~ 1109409 61 ~ ~ m \ \ ® ~ $ ~ , f ~ ~/ - - - - - - E%ISTING PROPERN BOUNDARY o i o O >'L ~ A v BUILDING GARNER d~'p ~,. ~ - .fy.h ,./ ~ ~ u \ \ a E-192872.09 ~\' 250 d~ bpd ,,.~ ~ ~ -- - EXISTING WBUWD BOVNDARY ~` N=5 / \\ ~ 109379.33 / CL+' TR ' - ~-~- "- '~ - hz, ~ PROPOSED PERVIOUS ASPHALT •..~... e' !~ O / \~ ~ ~ % `'~~ / O CONCRETE 5IDEWAIK \ \~ j\ : / LOO ~~! / / ~ ~- - - ~ ~ <-- J WMATERIAL TBD BY CffY OF YED4 a) i PROPERTY CORNER \~ L ,, ~®' 90 ~~,.f",..y.- ;,-'" / t ~ '. N-592885.57 1 _ 3 e~a S '"`,~~~ / \ / {- Z CURVE TABLE CURVER RADIUS LENGTH DELTA ANGLE CI 100.00 42.3a 24° 14'01.74' C2 50.00' 45.1 I' S 1 ° 41' 18.26' C3 I OO.Oa 43.90' 25° 09' 05.06' U 50.00 51 .63' S9' 09 44.52' C5 50.00 26.94' 3a 52' 15.93' C6 50.00' 19.08' 2I ° 51' 49.16' C7 50.00' 29.2T 33° 32' 13.43' C8 50.00 48.33' S5° 22' 36.93' C9 50.00 19.06' 21. 5023.Sa E= 1 109361.19 a. { h~ . I STOP ~ ~~ `~" _ .... ~ ~Z-~ J Q Z 4 / "" ~ ~ .f / , '~:~ y GRADING NOTES ~ ~ O d COURT GARNER i - ' _ _ N= 592p4q.57 / l I ~~'~- ~ ~~ ~ - / PFAfDRM CIFAGNG AND GRUB&WG Of ENURE SITE PER LAND D® LL L E= 11'59310.76 ~ ~ - " ~ J ~ cLF1wNG rl.w oN snEET cs o R Is TnE CONTRACTORS Q ( I 3t 1 ~~ / TRAIL DETAIL ~ RE5PoN51BIUtt TO PROVIDE COMPACTION TEST RL4JLT51pR YALL F Q Z r ~ ^ I / ~ . I BUIUJING PAD"' ANO RPIEVMT AREAS AS R£OUIRED BY Tn`i GTY Of J ~i I ~ I ~ , E ~ / / BEGIN WALL rEU+. RPPF DOES Noi GUARAMEE THE sMTABIUtt oP oNSnE ~ Z Q O N-592747.20 MATERIAL wR u5E A5 rTLL !F oursloe nu Is usm oN-sITE. THE ~ ~ O a / '~/ E 1 109360.20 CONTRACTOR IS PESPONSIBtf FOR vERIFnNG 51MABIUIY. HORI20MA1 CONTROL } W ~ y /1 `~ ~ - PREPARATION OF &IILgNG PPOS SHPLL MEET UBC REOUIREMEMS. ~ WASMNG(ON $TA1E PWIE Q ) LV I / - ..- IMEM TO BAIfNCI FARfHAORX COORDINATE S15rEM ~ «S I ~ J / `PICNIC TPBLES rnu~roN murrn'rvGn ~ O ~ /°'.~ ~ :~ t BARBEOUE PR TOPOGRAPHIC NOTE ~N W 29TUM PREUSIOU NEIWORR LLL = I ~ I ~~I ~ ' "- x ~ . - r inE IXLSTING CULTUR4 AND TOPOGRAPHIC DATA SHOWN UN THESE PER THURSTON COUNM MGH r I DRAtMNGS H!5 BffN PRfPARm. IN PART B/5ED UPON r PRECISION NEIWORF I ~ ( ~. /i ~~ / INFORM4TION FURNI5nm BY QRIERS. KMILE THIS INFORMATION 6 (pN(ROL POIN( No. ~ 83T \ 1 ~ ~IEVID TO BE RFLABIE. KPff CANNOT ENSURE ACCURACY PND EIEVATION~ 399.235 a I \ \ ~H ( _ ~ft 6DDRT GARNER „_. T111U IS NOI R£SPD151B1E fOR Tnf ACCURACY OF THAT \ , R ~~" ~ / N=592810.87 wPORMAnoN OR fOR,wY eRRORS OR OMI551oNS wnlcn MAY - \ _//' E= I Ia92B5.69 HAVE A`EN INCORPORAI£D luro MSE DRAWINGS /SARfSULT. /uFltwin rort mrsTCNr,~ex DRAWING \ ~~'~'''R-~ /~ B~iSNETBALL 5 ~° o,,<. C4 0 HALF COURT nwna.en Rn~NloeA \ YI %11 / C4. u.ewucrus. SHEET 6 OF 23 SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON ,~ i AShINT ~fRACNPFD FILR I -I IYL`- Np RNES SlA 3+Lb.IZ OFFSET = 12.50 RT /\ NOTE: \ ~uxws ' NL DIMEI'L51C1G PAf `NON-WOY£N GEOIEMIE MINIMUM LCASACi® FMFIC. TOP ~ SID6. OEPIHS (&5% D[NSIiYI. MIRgFI 160N C£ EOUAL TIPICAL POROUS ~L ASPHALT SECTION SCAtE: N.T.S. la r u2 S. , I R/' 1 M ~ ~ .. I . ro BOTTOM OF CD(SAWED JOINT H3 BAR SECTION I a-a I' I' CUDSAWED CUFSAWm I~ g JOINT JOIM I - 9~ /r e\ j `k3 BAIY ~N3 BAIY ELEVATION NOTES I . THE NON-SHRINK GROUT USED TO ATTACFI TFfE PRECAST CURB SHALL CONSIST OF 3: I SAND AND CEMEM. GROUT TO A DEPTH OF I' FROM THE TOP OF THE BUMPER 2. LOCATIONS FOR WEEPHOlES, AND V-SLOTS SHALL BE IDEMIFIED ON THE CONTRACT DRAWINGS. 3. CONCRETE SHAL. HAVE A COMPRESSIVE STRENGTH OF 3000 P51 AT 28 DAYS. EXTRUDED CURB DETAIL ~ SCAIE: N.TS. 6-O 4' I! 7 13/16' DIA HOlLS • MIN 10' MA% 3:1 SAND <COAEM GRDIJT I' DFPRI NON-SHRINK GROUT 2' QFARANCE R1'ry -1 t- (2) f6 BARS ~ ~LWHEEL STOP DETAIL '~ SC. PIE: N.T.S. 7 tiu \L NP - 22 43' ~i ~ ,Y ~ _/A}D~ /-/ 56T 00 0 9 vclw~-o- scAlE: r= la y - - _ cs L9 _ R.~ - /Y J' \~ ~ /_3 V 4 BEGIN EXTRUDED CUR PC 5TA 3+25. 12 oN OFFSET = 12.50 LT ~~~~ ~ i ~- 22 71 ~'f 5TA=3+28.85 N ONSet=-32.50 I ENLARGED AREA 111 DETAIL-A- SUNE: I•= la LT ~e~~ ~ s 9 SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON PRBCAST (ANC. WilEfllSTg5 SEGIRED IMO GPWND DUMPSER ENQOSUREr _ - _ _ 1 I I C E____-_T I ~^~ 71 I DUMPSD3. M B I G, I ~ ~ I L______J L.____~ 1 \ 1 \ \ \ \ \ \ \ ~ GALVANIffi1 NST ( \ \ / W/I BO'HINGf5. 11'I/. \\ \ / / ~~ / / / / DPJLL ASPHALT FCR CIWE ~ BOLT WRGATE IN 155' ____- oFEN POSmoN.Tw. ~LDUMPSTER PLAN ~ SCNE: N.T.S. BASKETBALL COURT NOTFS: I. THE FFEf THRON.UNE IS P1WAY5 I S ff fRG.I TI¢ UNf TO THE EiLRP4PRD. 2. Tnf DISTANCE FROM TnE GRWND TO THE RIM 15 10 FT. 3. THE 3 Pqm PRC Ix COUfGE AND HIGH SQKYJL 5 19 FT 9 IN. (ME SRAIGIR PAKT FJ(1ENO5 63 IN pUf ERpA THE @45FLNE BEFORE THE PP.G BEGINS). 9.THE REY I5 12 FEET WIDE mfE VADTH CF TI¢ fP.ff THRGN UNFJ TnE BALRBOpP.D SHOULD EXIE11p 4 f@T IXILOJER THE BASELINE. RE 12 FT WIDE FRH iHRGW LINE FOPJ.ti 1HE LFMER OF A CIRCLE WRH A 6 Fi RApUS. 5. THE BACKBOPRD LS ]21NCHg WIDE BY 421NQIB HIGn AND HAS AN IB INCn gM.tiB. RIM. 6. THE INNER SOUARE IS HARPED AYE THE RIM IN A RECTANGLE OF 24 INCHES W1DF AND 181NGIF5IGGH. ]. THE LINE MARNNGS ARE WHrtE MID 21NCfg5 WIDE. e. mEBASRETBAU couRr Ls To suRPn®wrtn AsPHMT fANLRETE PAVfI.EM BASKETBALL HALF-COURT PLAN ~ SCPlE: N.TS. (4) I/2-B ANCHDR BOLTS. USE TEMPLATE TO ALIGN PROPERLY (TYP) ~ 1 z.ar Box ouruNE ~- 2.00' - CNAMFER EDGES IN LANDSCAPE AREAS. TOOL FINISH WTRt ADJOINING SURFACEi IN PAVED ARFfS- CBU PEDESTAL /- BIRYL RVBBER PPD r-- ~ r-- ~ ~ 1 I I I - ~ I - ~ L____J L_____J I I 2.00' -}- 2'-10' ARRANGE MULTIPLE ANGFIOR BOLT SETS AS REQUIRED. BASE NOT TO IXCEED 16'-0' REINFORCING STEEL RODS ON 14' GENTER$ MA%IMUM EPCN WAY (CONFORMING TO ASTM A6 i 5 GRADE 60). pY: 'I - I TYPICAL PAVED e AREA INSTAllATION 8' ~ FIRM UNDISTRUBED SOIL OR WEIl COMPACTED FILL TYPICAL LANDSCAPE AREA INSTALLATION OPTIONAL COMPACT GRAVEL OR CRUSHED STONE (OMR WTIERE SOLID ROCK OCCURS). NOTES CONCRETE SMALL NAVE COMPRESSIVE STRENGTH 3000 F51 (x728 DYAS. COMAIN 4% MIN- 6% MAx AIR EMRAFMEM AND BE PLACED WLRi A 3.50-0.50 SLUMP IN ACCORDANCE TO 301. amp o- WTIEp soEwnlr P.YHrn smw s' uw 19s peal ~ -la- i.P. . Ym M1[S: 1. M~M96`I Jgli W1EM4 Ip S 3/B' 1W]t NRYpMp YNl IIIEP f1AL MpY65 6 Latlrtff 2 !RL 4D 9lpallpE w9SCMM I2CWm pLidrt PotNR CU4M1[. 1 SOR YMFS 91NL 9L 11/9" pA Br xl/~ CQP. (af YCYWS Ghp 6 m v.LM I. t[xYnMUU SCC(2 uuw sl.u ec uwc Yac axle a p.u. l a Yea .LNrs 9uN H x9rulID x NR u0 Irzp 9.0 . aEY.u .i a .xp v, M YL ome ~nlwe Emuea Ipwrz aru a PucTp w mLrax .r vuL urc.me ns lxps9 w owe um anLp wlel YRWILI rs 9pwawr m x199 Ym aTrtR aus ancpwsL pwcclFn er o9aax. pxc. No. 4-71 -~ y n ..... ~ma..r~.. ~..arw~ wa.`~°Iw.i"gin'--- i ..wra~v.~~r.me~..~ . ~ml~.aa.~....~._~ t 1 < If ; :i 1~ ,l ~F: ream r- ®Y 9RNFLt ~ rvr[9 .rT nrtcr~ ~c'° r........w O ' _ // / a wcro.O -a.~p ~:. l ~Y / /'fi'r-~r-I`°E ~ .~,~.p. Y I{{11 ~~ I!II' fill lO II I li'i{ Ytl9IYl[ W V T'K 3 ARIL NTW9 R~mulo FIIIx F46ram f~'- ^~ (CEMENT CONCRETE SIDEWALK 'v=~?° ~ S m. ~~ ~dry~ ~~e E CLUSTER MAILBOX INSTALLATION ~ SGlE: N.TS. SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON ° MATCtt - a ~` ~ fJtlSTNG ~ 1 ~ i \ a ~"' \ rll ~' rat ~ •~.- ~ v .A -- ~' _` ~ I _ ' ! / ._.. I ~ -.~~ ~ t ~~ ~ - - - _- - - _ - ~_ __ - _. ' _. -._.. __ -! _ __ - _ ._ _ - .- ~36.09f .__ _ - _.- i~~ N / r., . ~ of \ 2. \ //'~~ ,f .j ~ i~ / `~., .. / K~ ~13 c /~ / ~ , ~Wt 'ti t'\ '1li `. ..., ~ <'' ~ ~ r ~/' p _ r- : ~o '~ ~ i, ... i ~ 4y,M Vy i .\ ~ V AA\ ~ ,$' _ ~qn ~ in \ ~~~~ ~ I~~ A~ r i I C ... .:. L i t> •~ \ l \ A .~ ~. ~ ~ i \ 4 I ^~~ / _ I/ ~\ \ .` \ ~l ~ _, I ~ AM V _ / D ~ ~~~ `\ \ NC k3 // ~~ ~ I i j _ ~:.. ,:. .;., \ ~', 1 ~ ~\ _.. \ ~~/ ~ ff!~336 50~ \ .p ~ ^'- 3a.93 ~ ~ ~ ~ ~ ~ ./ I i ~ ~ o o .. ,+ ' \ ~~~ P 00 ". I ~ WEEUWD \ o ~' :. \ ~~\ ~\ ~ B"M 332.00" ~ II ~ u z m o g BOUNDARY t , ~'O <~' \ /w ~, S \ \ ti ~„ / \ - i w ~ x O pn~ ~ 334 2B' a ~ " ~ \ ~ ~ ~ ~9~~'~ ~~~ )\~ l~ \ 33419/f ~.. ~ j __ ~_. .u ~, \ (~> `< \, i ~~ n ~\''/ a \\ r BJILDING A2 \ \ 34.2Bi~i ~ % ~ I ° ' _ ~ FF = 337.00 - °~ ~ BUI DING 01 "' a sX, - ~ r ~- I o i <~ ~ \ ,\ ~ / oo a ` ~~, v "; t ~~ 1 SAC v .` ~ wennND a/ r " a \ ti~ %`` ~ \ BUFFER >:~ i~ ~-! ~ ~ m _ J ~PER1Y ~ \ ~ .~ r A ~ , ~0 ,I V /' i __ 336.00 .~ . .- -_ f /' \ \ ~~ 1> ~ ~ REWNING WALL TO BE'DEBIGNED 'i Z g \~ A /I 1 24 ~~ '- _. _ ~~ _~ ~ BY OTHEPS TO ACOOMODAT6 I (q ~ ,~. . G ~ i ~ I I . r~ ~ ~ ~ „ y.,~ /~ ANY POTENTIAL BTORM WATER THAT ~ ••• ~ "' ~i \ ~ _ ~ 1 395:75 32 ~ / -' WETLAND ~~ CAUID CANVEY TOWARD THE WAli. _ . ` I ~~. '~ ~ 36:5 i \ ' 0 1 335 75 • ~'~ _ BOUNDARY \ l i J O Q f 1. ~I ' S / ~ /~ ~ . END OF WALL i i ,. F Z i i ~ ~.~~~ r ~ i , `335.M7 ~ 335 700, ! GRADING DEPRESSION CREATED ~ ~ ~ L 7 i ,_ >_. 1'~. '~'- ~ ~~ _ I ~\ ~ ~ FOR BETWEEN BUIUJING INFlLTRATION I I F ~ ~ -~ ~ I ! I % 1 I ~ i SEE PART I, SECTION I OF DRAINAGE J I ~ 1 r ° 1 Y /1 / i /, - RETORT FOR MORE DETAIL ~ ~ I Y I I ® 11' /~ ~~ Z r I ~~ I I ~ LgPo1DMPL CONIROC y W Q ~ I _ / ~ / f'% WASNINfi TON SfTTE ('UN Q } /~ t I 1 ~ ~ .V - '-`- COOFDINATE SYSTEM V v_ 1~ _.. '-- ~ ~ %~ ~/ ~ L.i THJKTON COUMY HIGH ' V~I1GL DATUM PREp510N NEINORI Q Q ~~ ~ S a /` ~ NGW 29 IL WETLAND ~ I ~ '. %'// % ~ 0 30 60 PfRT141K5TOU COUMY HIGH BUFFER 1 I f T ~ / / / n'p ® PRECLWN NETN9l?K 5 ~ ~ SCALE CDNIFOL fO1M Na.- B3] C ~' 0 /' ~' v,_ \~ ~/ l/ L LL ~ _._ EI£VATION~399.235 ~ ._ ~, - u. j I ~ / / Anwvrn roACacix~x_na: DRAWING ~ ~I ~~~~. /' ~~/~ % Y! ~~ C5.0 ~'^~^+~ SHEET 9 OF 23 SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON _- - F ' .MATCH',. _ IXISTING '. \ __._ ay': .\ _. \ _. .I ~~ - i- ~ rc -.~ '- -- _. - - --_ v ~~ _ __ _ __ - _. _ _ _. _ _.... __ _. ,- -._~''"T .. ~'" \ 5 .' ~~ ~ ,.. 'i ~ '~ ~a~0 @ ,~" ~ ..;_ '_ \ I 6,yRA 'A, _ `- I g _ ~ ~' "~ ~'~ s q 1 .- ~ , ~ ~ ~ -- ~ _ o \ \. l ~ W o: -:. ~ ~'~ ~ ~~ ~ _~ - _ -' ~ ~ /`- RESERVED OPEN SPACE yt N _ ~_ ~~ ROOF DRAIN SYSTFJo1- ~ .~; ~~ \ \ \ FOR P095181E FUTURE _ '~ 3' ADS Wl TEE'S PLl~CED ~~\ ~ ,. ~- \ ~ STORMWATER FAGLM _ r 3° a ' EVERY 10' IXDING INTO '~ _ - ~ ~ \ \ SD = ' 1 .~ 'O \ PERVIOUS PAVEMENT : ~ ~ S \. \ •~ ~ TOW = 334.0 ~ ~ e t DRAINAGE, MINIMUM gb ~\ ~ ~ T \~ BOTTOM = 331.0 S J C ' ' "' ~ BUILDING t3 \ \ \ ~. \ FUTURE POND INIFT o Fm 4 - \ - z v - FF=336.50 '~~ -' z--ao _. _. k \ \ \ \ IE=332.00 _~c~wc~~ WETLAND ~ ~ \a: ~ A g5 V - ~ \V ~~ A ~ ."D3p5 ~~ ~owz¢ Q 00g \ `ti BOUNDARY ~ 1 ., ~^ . `. K 33 S \ :. ~ \E _ "L ~ ~~ r ~. ~~ m ~?' ~ ~ V A' ~ ~ 7 FIIIU _.. ' ` .., .. ~ \ : \ BUILDING t2 \ ~\ - ~ RE T'PE I CATCH BASIN J -... _ ` FF = 337.00 \ ~ RIM = 334.19 °Y ~ "q~yy / ~~, BUILDING tl,~2, / IE = 332.29 ~ i ° ~ g ~ K cN O .. ~ \ ~ FF = 337.50 \ = ~ _ ', - ~~ _ ~ _ Q Q ~ / v O ° ~ v ,. L S _ 2-` ~ ~ ~' ~ 7© 336 00 i y~ \ \ f ~ ~5' a \ ~ ~~%' ~ c~ Q !! z Z I ~ ~ / - _ ~v , /',% \ ~ ~` Fpp ~ _ -~~ ' x . ,~ ~ 1 \ % ~•.: -/' FUTURE TWE I CATGi BASIN ~ _. '. J O Q ~, { ff ~ (~ %~ 'RIM a 335.44 _ - _ ... ... ~ ~ f IE = 333.5 _ _ ..,. ~ Z i .. I ,'~.> , L p _. _. ... - _ _ M i ,.~ : :, ., ~ ~ Z_ ~~ I. ., ~ i ' ~ ^ / nORIZONIPL CONIAOL } W I / WASHINGTON STQE ftM ~ ~' ~ ~ ~ .. -" COORDINATE SISTEM > V -FUTURE POND INLET ~ ~`~- ~ inuKSTON CAUUrc HIGH ~ W _. ... _ _ -_ ~ j IE = 333.0 vERncA~ DATUM rReasloN NEIX9RR Q NGVp 29 IL o w F W WERPND ~ Ij ~ _- s BUFFER R I ~ ~ ,, c s® ~ rNRE2wou N~awozR IGn ' E .j ~ ~' 'RESERVED OPEN SPACE COMROL POINF No.- 833 F W 3 ~$ J FOR POSBIBIE FUNRE _ _.. _i - - EIPJATION= 399.235 N l JY ~v, '. ~ - LL STORMWAIER FPLILItt- •rrll°.N rcx mw-wc~rax DRAWING 3 ~_ __ ..._ ~ ~ ~~~~ .TOW = 335.0 _ ~~:~~~ BOTTOM = 332.0 • y o~. °.R C5.1 SPIFFY I O OF 23 b N N W o ~ ~' W u yy~~ S l W o o .___ , W ~ 334.9] $ 33b.32 C ~ ~, `--- 931.59 A a~ 336.71 335.W ~ ._ O m G _ ®~ ... ... _._ 336.91 ~ ~ p z 335.5D :_. _. _ . . _ 337.09 . _. ' b W W o n w o W ~ w o ~ ~~++ 5 ~ w o _ + s95.Se ' i i p _ _~ p II .._. __. --_ ._ _. __. . 937.44 G ~' ~ 331.97 ._ ._ _ .-__~ . -- - _- _ «.- __ 33sse 337A5 ~ O i I ~ $ _. p rn Z $ 936.56 C Q ] r I 339.5D - I N r " p A 934.52 336.3D ~A ~'~. O - ~ - _ ~ f N 33).22 / p G W G yy I f a ~ + $ 335.OD 336 99 ~ _ __ _,. 33612 ~ rn O O = ~O I ~ ~ O . n ~ 331.52 p :z GOO ~ ~ ~ 1 A g A U ~ g 336.]6 Dc~~OQ / I Q .. Q ~ 336.03 334 02 T O 1 ~ ~ ~~ z ~ A 336 52 m ~' ~' D _. P ED P me w-b / I.. U~ ~ .. ..... Z + $ . 334.D6 ~ z_ 1. _ m _ p . ~ ~,= rn ran ~ 6' 334.02 _. /. __ __.. y O 3362D ~dv~Q ~ / / : ~ 931 02 N / A m + 04 - 33C ~S'z +rn~- yr / ~ ~ . 334.31 .. ~ ~ ~ _ G7 kT _. _. ~ $ . ~ ~ 9 GA Y / y Q 333 D0 - F _ __ _ Q Q f ~ W ~ ~c ~ y . I ~ fTl ~ ~, ; 0 rn z G N + ^ '__Ut.G. ~ _.-- _ 333.5] _-_-I 1 O ... i "_ __._ .. z _. ___. ' __ _ . ~_. __ _. _O. . __ !35.36 I 1 !T z ~ A VI N + ... ~ g 33s.~5 -- m ~ W W N N W W {y ~ L w ___._ - - - - _ ._ - 33/.94 _ _._ ~ _. _ O Z N C ~ C _. Z N_ N (Y W .P Y U_ ~ O Z =_ ^ `I V O ~1• C W UI - N N yy~~ IW ~~uu ~ ~y N b o o S in S W o ~ -~ o D = (A ~ _ __ 2 + 333.9] ~ _ _-- _ $ 339.20 ~ -__ ~ Z Z 1] R ' ^ V/ ^ V/ (n 333. 335 02 gN ~A 7 NTk_ . _ / _. ~ m ~ . 4 y to V w'.n mom' ss m Q 2? tP i~D y.. z -.. ~ _.. _. . 1 Z 33 .45 ~ ~ p ~ n T 334 67 n p z ~ rn ~N~Q.. .. ~ _W y _.... m y D Zl . YYY O m y ~ p (n O C . 7C + $ 331.26 394.50 _~ z O~ 4 __ z _~, ~... ~____~ ~ ..__- _. W W N W W ~ ~.+ w ,~ Z 330.)6 4 2 - rn p 6 + . O u i ~ 1 v o C ~ 33 .3 ~ I ~ __. . C O O .. _. _ : _. n ~ 0 O R ~ o ?~ T _. i -. ~ -. . z O + 934.9] Q r N ~O ~ I _.. _ _ N -g_ _ _ z -~ .D--_ _ ~_- .. mo ;~ / __ $ 936.49 ~ O N ~ I ~.. i y. O - - 331.]] Q ~ -Di ~_ N 336.69 ~ N O ~ z + {~ __-_.. W W 934.2) 336 52 I O - .. N . - N _ ~ W - Y - L - N - , I + 334.2] $ 936:34 - QQQ 334.2] 336.17 _ Q~p ~ :1 ~ O . Z ' 334.2] ~ P O. 1 re' ~ _ ~ 335.99 N W A D 334.2) O z _ . - rn p S ~ 335.42 0+ L G + 339 9] ~ ~ T 333,9] _ _. .. 0 _.. I __ - ~ 33519 ~ N O ~ 333,97 _ '. _ ~ ~ I _ rnp~' y _ ____ _ - 3392D ! 4l ~. g 46 - ; N ~.;.~'Q '- - _ __ _-___ 335. > D 333.72 ~lo~iwD P r , _ .. .. 335.63 n z p , ~ r i1 m ' ' 333.72 yyy Q , . 335,41 _ 3.~ I I,. _ m 333.]2 335 9D ~ ~ ;, z _ ~ O~ C ; ~" _. ,,. A O O U S ,y 4Z~ (l F O w .. N ' N ~ ~ ~ {,U .P N ~ $ W c3 ; ~ ~ Oy 66 ~ _ _ _ _ ~~R{R{ ,, ~ y E 0~~ L >>'j Np ~~ - ~~ ~ ~ N;s ~~ ~~~ °""~'° ' °"""`°°' R °~ TT FAIRWAY MULTI-FAMILY HOUSING *" :~ ~~°~ '~ p YfLM, WASF11N6TON LWf NMW rnccrzo °r nrenono o. GALL UNDERGROUND a , C ~ .y n ~ CDP MR5 LOCATE TW012) Consulting Engin eers t (n WORNINO DAYS 4700 bfh Avenue SE, Suile 109 vw ` o ^' BEFORE YOU W shin t 94501 t iereaao 4vL ~~ ~ DRAINAGE PROFILES " 20-2007 DEG g on DDey, a s """~ ~` N (160) 191-7170 Fox (1601 791- 7111 W JOB NO: 406032 1AOB4245555 mylno az/z+/°e .~~ ~... . ... ~~~ .___ _•,,.~~.. .~ Tahoma Terra Fairway Multi KPFF Consulting Engineers Appendix 111 FEMA Map APPROXIMATE SCALE IN FEET 500' ~ 0 500 EA NATIONAL FL000 INSURANCE PROGRAM ZONE X FIRM . FLOOD INSURANCE RATE MAP CITY OF YELM, V/ASHINGTON [FHURSTON COUNTY) , ONLY PANEL PRINTED COMMUNITY•PANEL NUMBER 530310 0001 A I _ _ i CORPORATE LIMITS "~~ I ~: EFFECTIVE DATE: YY JUNE 16,1999 ~~ Fedeml Emergency Management Agency NE A Thle Is an olfidal copy of a portion of the at»va referancatl Tootl map. If urea eatrectetl uslnp F-MIT On-line. Thle map tloea na[ reflect chen9es or emandmentc which may have boon made aubaequen[ to Ma tlate en [he tltla block. Far the latent product Information about Natlanal Flood Insurance ProOrem Tood mapn cheek the FEMA Flood Map Store et vh~w.mncfema.pov 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Appendix IV Facility Summary Forms 1 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) ..............: Pervious Pavement Name of Road or Street to Access Facility ....................... NIA Hearings Examiner Case Number ............................ . Development Rev. Project No.Bldg. Permit No .:................ . Parcel Number ............................................ 78640000009 To be completed by Utility Staff: Utility Facility'Number Project Number (num) Parcel Number Status: (num, 1ch) O, Known; 1, Public, 2 Unknown; 3,,Unassigned Basin and Sub basin: (num, 6ch) {2ch for basin; 2ch for sub basin, 2ch future Responsible CITY: (alpha, 1ch) Part 1 -Proiect Name and Proponent Project Name ............................... . Project DEVELOPER ......................... . Project Contact ......................:....... Address ................................... Phone ..................................... Project Proponent: (if different) ................. . Address .................................... Phone ..................................... Project Engineer ............................. Firm ....................................... Part 2 -Proiect Location Section(s) 24 Township 17 Range 1 E, Willamette Meridian rai i o - ~ vu • •,r•• •,•••",.. Type of permit (e.g., Commercial Bldg.): Residential Bldg Other Permits (circle) W HPA Wetlands Mgmt Other Tahoma Terra Fairway Tahoma Terra Doug Bloom P.O. Box 627, Rainier, WA 98567 (360) 951-7568 Same Same Same Clint Pierpoint KPFF Consulting Engineers 360-292-7230 ^COE 404 ^DOE Dam Safety ^Floodplain ^Rockery/Retaining Wall ®Grading Other Agencies (Federal, State, Local, eta) that have had or will review fhis Drainage Erosion Control Plan: Part 4 -Proposed Project Description ' .. . What stream basin is this project in (e.g., Percival, Woodland) Yelm Creek . :: :: Project Size, acres .................... 5.05 Ac MPC g ................................................... Zonin ' On-site: Residential Subdivision: 1 Number of Lots :....................... ..... Lot size (average), acres :.............. ..... . Building Permit/Commercial :........................ .... . Building Footprint, acres :............... ..... 0.58 Concrete Paving, acres ::.............. ..... 0.23 Gravel Surface, acres ::................ .... . Lattice Block Paving, acres :.:........... ..... . Porous paving, acres 1.13 Public Roads (including gravel shoulder), acres :......... .... . Private Roads (including gravel shoulder), acres :........ .... . 81 0 On-site Impervious Surface Total, acres :............... . Part 5 Pre Developed Proiect Site Characteristics .378± O Stream through site, y/n: ............................. ..............NQ Name: ............................. ..............N/A .. ' DNR Type: ............................. t t itt ......... Groundwater othole eam en s r Type of feature this facility discharges to (i.e., lake, stream, interm , , p roadside ditch, sheetflow to adjacent private property, etc.): ' Infiltration into ground, y/n :............................... Yes Swales, Ravines, Y/n ::................................. No No ~ . ~ Steep slopes (steeper than 15%) y/n :.............. No ' :: Erosion Hazard, y/n :.................................. : Yes 100-yr. Floodplain, y/n :............... Yes Lakes or Wetlands, y/n :................................ No ' Seeps/Springs, y/n ::.................................. Yes High Groundwater Table, y/n :........................... No Wellhead Protection or Aquifer Sensitive Area, y/n:.......... ' ement i P av ous Part 6 Facility Description -Perv Total Area Tributary to Facility Including Off-site (acres) :............ 2.76 ac c 76 2 Total On-site Area Tributary to Facility (acres) :................... a . Design Impervious Area Tributary to Facility (acres) :............... 0.81 ac Design Landscaped Area Tributary to Facility (acres) :.............. 0.82 ac Design Total Tributary Area to Facility (acres) :.................... 2.76 ac ' Enter a one (1) for the type of facility: ) :......................... . Wet pond detention .............................. ...... ... . . ~ . ~ - ~ ~ ~ Wet pond water surface area ::: ' : : : :: :: : Dry pond detention . . : Underground detention ........................... ...... Infiltration pond .................................. ...... Dry well infiltration ................. Coalescing plate separator ........................ ..... . Centrifuge separator .............. . .. . Biofilter ....................................... ....... 1 ' Other............ (Pervious Pavement) 1 Outlet type (Enter a one (1) for each type present) Filter ................................................ ' Oil water separator ..................................... Single orifice ......................................... . Multiple orifice ........................................ . ' Weir ................................................ Spillway ............................................. Pump(s) ....:......................................... 1 Other(Infiltration) ...................................... Part 7 -Release to Groundwater Design Percolation Rate to Groundwater (if applicable)............ 1 inch/hour 1 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report Appendix V Soils Evaluation Report ~J 1 SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: t OF 1 SCA PROJECT NO.: 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. 1. SITE ADDRESS OR LEGAL DESCRIPTION: Longmire Street SE Yelm, WA 98597 TPN:78640000009 2. PROJECT DESCRIPTION: Create amulti-family subdivision with all associated roadway, utility and landscaping improvements. 3. SITE DESCRIPTION: The project sde is undeveloped. Site topography is slightly sloping. A high point ridge/peninsula located centralty on the site lies in an east to west position. Generally the site slopes away to the north, west and south from this ridge. Elevations range from a High of 338 ft. on the described ridge to a low of 330 ft. along the northwestern property line. Site vegetation consists of patches of uncropped pasture grasses and indigenous brush amongst a medium density deciduous and conifer forest. The project site is bounded by Thompson Creek and associated wetlands to the north, west and south, and by the Tahoma Terra Gotf & Country Club to the east. On-site soils are a' combination ofwell-drained Nisqually and Spanaway series.soils formed in glacial outwash. 4. SUMMARY OF SOILS WORK PERFORMED: Nine test pits were excavated by trackhoe 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. Soil log test pit data sheets are included in this report. 5. ADDITIONAL SOILS WORK RECOMMENDED: Additional soils work may be necessary, dependent upon site-specific drainage design parameters. 6. FINDINGS: The National Resource Conservation Service (NRSC) of Thurston Counfy mapped the on-site soils as a combination of a Nisqually loamy fine sand (74) and a Spanaway gravelly sandy loam (110). All test pits generally confirmed these designations. The soils located on the ridgelpeninsula consisted of a Spanaway series, while the lower elevation soils immediatety adjacent to the wetlands were consistent with a Nisqually designation. Water table was present in all test pits. 7. RECOMMENDATIONS: The Spanaway and Nisqually soil series are somewhat excessively drained soils that formed in glacial outwash. Test pits revealed upper horizon soils consisting of a fine- grained sandy loam that can be expected to infiltrate stormwater runoff at a much lesser rate than the underlying substratum sands and gravels. A water table presence Throughout this site requires consideration for all drainage infiltration facility designs. stormwater facility design infiltration rates and soil suitability is site specific and dependent upon targeted soils, as noted in the attached soil log data sheets. During construction, care must be taken to prevent erosion of exposed soils. Drainage facility infiltration surfaces must be properly protected from contamination by the fine-grained upper horizon soils and from compaction by sfte construction activities. Soils not properly protected will cause drainage infiltration facilities to prematurely fail. I hereby certify that .1 prepared this report, and conducted or supervised the performance of related work. I certify that I am qualified to do this work. I represent my work to be complete an accurate within the bounds of uncertainty inhere o practice of soils science, and to be suitable for its intended use. f SIGNED: ~-(J DATE: /f~/Z9/r7 ~ 2 d 9 ~ ,w ~' ("~ '~: 1 ' Horz Al ' A2 A3 C1 ' Cgm2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 1 OF 9 PROJECT NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #1(logged 7/6/06) LOCATION: As per the attached map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Nisqually Loamy Fine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER:' Level 62" 70" 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: Light mottles were present at 36" increasing to heavy mottles at 48". Soils were wet at 58" and a static water level was present at 62" below the existing grade. The C2 horizon was very hard and extremely manganese stained. Use a design infiltration rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the Al horizon soils. Depth Color Texhire 0"- 6" 10VR3/2 ~ LmVFSa 6"- 23" 10YRM2 LmFSa _ 23"- 44' 10YR5/3 LmFSa 44"- 70° 10YR6/1 MSa 7(Y'- 96" t0YR2/1 Gr with CSa binder (Till) Soils Strata Description Soil Log #1 %CL %ORG CF STR MOT <ip <5 <1 158K - <10 - <3 Mas - <70 - <3 Mas FiF <2 - <10 SG Map <S - <97 ,Mas - IND CEM ,ROO <X> FSP - - mf ~2-6 2 - ff 2-6 - - - (f 2-6 - - - - >20 - Str Str - - - 1 1 1 SOIL EVALUATION REPORT FORM 2: SOIL-LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 2 OF 9 PROJECT NO.: SCA 04104 DATE: 10/2.9/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #2(logged 7/6/06) LOCATION: As per the attached map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Nisqually Loamy Fine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 140" Greater Than Bottom Of Hole 10. POTENTIAL FOR: EROSION RUNOFF PONDING Slight Slow Minimal 11. SOIL STRATA DESCRIPTION: See Following chart , 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: The C1 horizon was moderately dense. Moderate mottles were present at 88+^, Soils were wet at 136" and a static water level was present at 140" below the existing grade. Use a design infiltraton rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the Al horizon soils and 2 in/hr or less for all stormwater drainage infiltration occurring in the A2 horizon soils. Soils Strata Description Horz Depth Color Texture Al 0"- 10" 10YR3/2 SaLm A2 10"- 34° 10YR4/3 LmFSa Ct 34"- 49" 10YR4/6 MSa C2 49"- 58" ~ 10YR5/6 ExGrCSa C3 58"- 96" 10YR6/1 ExGr&Cob CSa C4 96"-140" 10YR6/2 GrFSa CS 140"-160" ' 10YR2/1 ExGrM-FSa Soil Log #2 °kCL °~ORG CF STR MOT IND CEM ~ ROO <X> FSP ' <75 <5 <10 Gr ~ - - ~ - mf 2-6 ~ 2 <10 - <10 Mas - - - - fm ~ 2-6 4 <5 - <5 Mas - - - - tf >20 >20 <i - <85 ~ SG - - - ff >20 >40 <t - <80 SG C2D - - fY >20 - <5 - c25 SG ~ FiF- - - ff 6-20 - C2D <5 - <97 Mas - Str Str >20 - 1 1 1 1 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 3 OF 9 PROJECT. NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #3(logged 7/6/06) LOCATION: As per the attached map. 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: GlacialOuiwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 132" 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: Moderate mottles were present at 73+". Soils were wet at . 130" and a static water level was present at 132" below the existing grade. Roots were present to 66". 'Use a design infiltration rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the At and A2 horizon soils and 1.5 in/hr or less for all stormwater drainage infilVation occurring in the Bw1 horizon soils (to 37" below the existing grade). Soils Strata Description Soil Log #3 Horz .Depth Color Texture At 0"- T 10YR3/2 SaLm A2 7"- 24". - t0YR4Y2~ GrSaLm Bwi 24"- 48' 10YR4/3 GrSaLm bt 48"- 66" 10YR3/6- GrLmCSa C2 66"- 93° 10YR4/6 ExGrCSa C3 93"-168" t0YR5/1 ExGrM-FSa %CL %ORG CF STR MOT <16 <6 <10 Gr - <76~. - <i6 Gr - <16 - <26 150K - <10 - <30 SG ~ - <1 - <96 SG C2D <2 ~ ~ - <80 SG C2D IND CEM ROO <X> FSP - - ff 2-6 2 - - mm 2-6 2 - - mm 2-6 3 - - - fm 6-20 - - - - >20 - - - - 6-20 - ~. 1 1 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 4 OF 9 PROJECT NO.:SCA 04104 ~ DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #4 (logged 7!6/06) LOCATION: As per the attached map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Nisqually Loamy Fine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 96" 93" 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: Light mottles were present at 58" increasing to moderate mottles at 66". Heavy seepage was present at 96" below the existing grade. The C4 horizon was very hard and extremety manganese stained. Use a design infiltration rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the A1, A2 and A3 horizon soils (to 22"below the existing grade). Soils Strata Description Soil Log #4 Horz Depth Color Texture A7 0"- 4" ~ 2.6Y3/3 LmVFSa A2 4"- ~72" 2.6Y4/3 LmVFSa A3 12"- 41" t0YR3(3 LmVFSa C1 41"- 67 10YR3/3 ~ LmMSa C2 62"- 72" t0YR4l6 C-MSa C3 72"- 93" 10YR6/1 ExGrCSa C4 93"-133' t0YR2/1 ExGrSa(Till) %CL °~ORG CF STR MOT ~<10 <6' <3 1SBK - <10 - <3 ~ Mas - <10 ~ - <3 Mas - <7 - <10 Mas FiF <2 - <30 -SG - C2D <1 - ~ <95 SG C2D . <6 - - <70 Mas M3P IND CEM ROO ~ <X> - - ff 2-6 - - ff 2-6 - - mf 2-6 - - - 6-20 - - >20 - - - >20 Mod- - - - Str FSP 2 2 2 ' Horz Ai ' A2 A3 C1 C2 C3 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 5 OF 9 PROJECT NO.: SCA 04104 DATE:.10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #5(logged 7/6/06). LOCATION: As per the attached map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Nisqually Loamy Fine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Outwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 69" 'Greater Than Bottom Of Hole 10. POTENTIAL FOR: EROS~oN RUNOFF PONDING Slight Slow Minimal 11, SOIL STRATA DESCRIPTION: See Following chart 12, SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Light mottles were present at 38" increasing to moderate mottles at 43". Static water level was present at 69"below the existing grade. Use a design infiltration rate of 1 iNhr or less for all stormwater drainage infiltration occurring in the Al horizon soils. Soils Strata Description Soil Log #5 Death Color Texture 0"- 6" ~ 10YR?J1 SaLm 6"- 16" 10YR3/2 SaLm 76"- 30" 10YR4/2 LmVFSa 30"- 50° 70YR3/6 LmFSa 50"- 68" 10YR5/1 FSa 68"- 98° 70YR5/1 ExGrSa %CL %ORG CF STR MOT <16 <5 <1 Gr - <t8 - <7 iSBK - <15 - <t Mas - <Y2 <7 ~ Mas FiF <5. - <5 SG C2D <3 - 45 SG C2D IND` CEM ROO <X> - - ff 2-6 - - ff 2-6 - - ff 2-6 - ~ - , ff 6-20 - - - >20 - - - >20 FSP 2 1 Horz Al A2 A3 C1 C2 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 6 OF 9 PROJECT NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #6(logged 716106) LOCATION: As per. the attached map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Nisqually Loamy Fine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: . Sandy Glacial Outwash GROUP: Unknown B 7, CURRENT WATER 8. DEPTH TO IMPERVIOUS' 9. MISCELLANEOUS: DEPTH: LAYER: Level 69" 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: Light mottles were present at 35" increasing to moderate mottles at 38". Soils were wet at 60" with moderate seepage occurring at 70" below the existing grade. Soils Strata Description Soil Log #6 Death Color TeMUre 0"- 4" t0YR4/2 Lm 4"- 12" t0YR5/3 Lm 17'- 42" 2.SY5/2 LmMSa 42"- 64" 70YR5/1 VGrCSa 64"- 79" 70YR5/1 LmMSa °kCL %ORG CF STR MOT <28 <5 <i Gr - <28 - <1 1SBK - <8 - <5 SG FiF <3 .- <60 SG C2D <B - <5 SG M3P IND CEM ROO <X> FSP - - ff 2-6 1 _ _ ff . 2-6 - . - - ff >20 - - ff >20 - - - ff ~- >20 - 1 ' Horz Al ' Bw C1 C2 C3 C4 CS SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 7 OF 9 PROJECT NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #7(logged 7/6/06) LOCATION: As per the attached map. 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: GlacialOutwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 115" 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: Faint mottles were present at 94+" becoming moderate at 98". Soils were wet at 112" with.moderate seepage occurring at 115" below the existing grade. Roots were present to 72". The C4 and CS horizons were slightly to moderately dense and extremely manganese stained. Use a design infilVation rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the Al horizon soils and 1.5 iNhr or less for all stormwater drainage infilVafion occurring in the Bw horizon soils. Soils Strata Description Soil Log #7 Depth Color Texture 0"- 20" 10YR3Y2 SaLm 20"- 26" 70YR4/3 VGrSaLm 26"- 42" ~ 10YR3/6 ~ ExGrCSa 42"- 63" t0YR6/2 ExGrCSa 63"- 96" 10YR4I6 ~ VGrCSa 96"-120" t0YR2J7 ExGrSa 120"-143" 10YR2/1 Pea Gravel with CSa binder °hCL °kORG CF STR MOT <18 <6 <3 Gr - <18 - <46 SG - <3 - <70 SG - <3 <65 SG - <1 - <65 SG FiF <t - B5 SG ~ C2D <7 ~ - <95 SG C2D IND CEM ROO <X> FSP - - ff 2-6 2 - - ff 2-6 3 - - ff >20 >40 - - ff >20 >40 _ _ ff >20 - - - - >20 _. - - - >20 - I 1 r Hori Al 1 A2 fiw C1 C2 C3 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 8 OF 9 PROJECT NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #8(logged 7/6/06) LOCATION: Asper the attached map. 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: Glacial0utwash GROUP: Unknown B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 162" 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: Moderate mottles were present at 107+". Moderate seepage was present at 162" below the existing grade. Roots were present to 42". Soils were extremely manganese stained at 107"+. Use a design infiltration rate of 1 iNhr or less for all stormwater drainage infiltration occurring in the Al and A2 horizon soils and 1.5 in/hr or less for all stormwater drainage infiltration occurring in the Bw horizon soils. Soils Strata Description Soil Log #8 Depth Color Texture 0"- 18" 10YR2l1 SaLm 18"- 33" t0YR3/2 GrSaLm 33"- 38" ~ 10YR3/3 VGrSaLm 38"- 64" 10YR4/6 ExGrCSa 64"- 73" 10YR5/4 ExGrLmFSa 73"-768" 10YR5/t ExGrCSa %CL %ORG CF STR MOT <78 ' <5 <70 Gr - <18. - ~ c20 Gr - <18 - c55 SG - <t - <90 SG - <10 ,- <65 Mas - <1 - <95 SG C20 IND CEM ROO <X> - - _ ff 2-6 - - mm 2-6 - - fm 2-6 - - ft >20 >20 >20 FSP 2 2 3 >40 ' Horz Ai Bw C1 ' C2 C3 SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 9 OF 9 PROJECT NO:: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #9(logged 7/6/06) LOCATION: As per the attached.map. 1. TYPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Laam (110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown - B 7. CURRENT WATER 8. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 147" 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 R RECOMMENDATIONS: Heavy seepage was present at 147" below the exisfing grade. Roots were present to 48". Soils were extremely manganese stained at 108"+. Use a design infiltration rate of 1 in/hr or less for all stormwater drainage infiltration occurring in the At horizon soils and 1.5 in/hr or less for all stormwater drainage infiltration occurring in the Bw horizon soils. Soils Strata Description Soil Log #9 Depth Color Texture °~CL %ORG - CF~ STR MOT ~ IND CEM' ROO <X> FSP 0"- 12" 10YR312 ~ GrSaLm <18 <6 <25 Gr - - - ff 2-6 2 12"- 26" t0YR4/3 VGrSaLm ~ <18 - ~ <46 SG - - - fm 2-6 3 '26"- 48" t0YR4J6 ExGrFSa <78 - <70 SG - - - 'fm >20 >20 48"-108" 10YR6/i ExGr8Cob <1 - <95 SG - - - ff ~ >20 >40 CSa ~ - ~ - 708"-160° ~ 10YR5/4 Gr with CSa <1 - <95 SG C2D - - - >2D ~ - _ binder ~ ~. Abbreviations Textural Class (Texture) Structure (STR) Grades of Structure Cobble -Cob Granular - Gr Stron - 3 Stoney - St Blocky - Blky Moderate - 2 Gravelly - Gr Platy - PI Weak - 1 Sand - Sa Massive - Mas Loamy - Lm Single Grained - SG Silt - Si Sub-An ular Block - SBK Clayey - CI Coarse - C Ve - V Extremely - Ex Fine - F Medium - M Induration 8~ Cementation (IND) (CEM) Weak - Wk Moderate -Mod Strong - Str Mottles (MOT) 1 Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine = 1 Faint - F Common - C Medium - 2 Distinct - D Many - M Coarse - 3 Prominent . - P Roots (ROO) 1st Letter Abundance 2nd Letter Size Few - f Fine - f Common - c Medium - m Many - m Coarse - c <X> -Generalized range of infiltration rates trom SGS sou survey (<X>) FSP -Estimated Field Saturated Percolation rate based on horizon specific factors. ~ ~ ~ ~ Tract 6 ~~ Future Phase \ (5.040 acres) ~ \ W ~ ~ ~ ~ ~ .~. .I. Creek and vetlands as ~' y the Coot ~, , arch of 2005. ~ ~ ~ ~ ~ / !1 O OV fl 'r6` ® O 000 0 O p 8 0 0 O~ O fl g _.~° fl ° ©p0 m ° ~~9 8 0°° o o °fl °. _ p o ~•~ 0 0 O 0 f 3~3 p ~ O fy O ~ fl fl or.,r o O ~+~* fl~uar flsrrrr p p 0 r.,~ 0 O O © ~~ 0 o p fl~ p o S ~ © ffa ~~..}}.,,1~ O 0 0 0 ,r'"1 O 0 O~ ~ ®rrr..r O O e 0 O ,per m+x ! 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Washington 9850) ~ seae[: I" = 60.d (36UJ 292-72J0 Fox (J60) 292-7231 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Reoort i i 1 1 i 1 ~~~ Appendix VI ~ Maintenance Agreement RESIDENTIAL AGREEMENT TO MAINTAIN STORM WATER FACILITIES TAHOMA TERRA PH. 3-8, LLC. ITS HEIRS, SUCCESSORS, OR ASSIGNS (HEREINAFTER "DEVELOPER") AND CITY OF YELM t (HEREINAFTER "JURISDICTION") The upkeep and maintenance of stormwater facilities 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 on-site stormwater facilities. ' LEGAL DESCRIPTION: See Plat of Yelm Townhomes, Yelm, Thurston County, WA 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 JURISDICTION to ensure the protection and enhancement of water resources, the JURISDICTION and the DEVELOPER hereby enters into this Agreement. The responsibilities of each party 4o this Agreement are identified below. The DEVELOPER shall: (1) Implement the stormwater facility maintenance program included herein as Attachment „A„ The JURISDICTION shall: (1) Provide technical assistance to the DEVELOPER in support of its operation and maintenance activities conducted pursuant to its maintenance program. Said assistance shall be provided upon request and as JURISDICTION time and resources permit, at no charge to DEVELOPER. (2) Conduct a minimum of one (1) site visit per year to discuss performance and problems with the DEVELOPER. REMEDIES: (1) If the JURISDICTION determines that maintenance or repair work is required to be done to the storm water facilities located on the owner/homeowners association property, the JURISDICTION shall give owner/association of the property notice of the specific maintenance and/or repair required. The JURISDICTION shall set a reasonable time in which such work is to be completed by persons who were given notice. If the above required maintenance and/or repair is not completed within the time set by the JURISDICTION, written notice will be sent to persons who were given notice stating the JURISDICTION'S intention to perform such maintenance and bill owner/homeowners association for all incurred expenses. The JURISDICTION may also revoke stormwater utility rate credits if required maintenance is not performed. (2) If at any time the JURISDICTION determines that the existing system creates any imminent threat to public health or welfare, the JURISDICTION may take immediate measures to remedy-said threat. However the JURISDICTION 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 JURISDICTION. (3) The DEVELOPER grants limited authority to the JURISDICTION 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 persons listed in (1), above shall assume responsibility for the cost of maintenance and repairs to the stormwater facility. Such responsibility shall include reimbursement to the JURISDICTION within 90 days of receipt of an invoice for work performed by the JURISDICTION in maintenance or repairing such facility pursuant to the terms of this ' agreement. Overdue payments will require payment of interest at the curreht legal rate for liquidated judgments. If legal action ensues, any costs or fees incurred by the JURISDICTION will be borne by the parties responsible for said reimbursements. 1 This Agreement is intended to protect the value and desirability of the real property described above and to benefit all the citizens of the JURISDICTION. It shall run with the land and be binding on all parties having or acquiring any right, title, or interest, or any part thereof, of real property. They shall insure to the. benefit of each present or future successor ih interest of said property or any part thereof, or interest therein, and to the benefit of all citizens of the JURISDICTION. IN WITNESS WHEREOF, this instrument has been executed 2 Owner 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 Notary Public in and for the State of Washington, residing in My commission expires: 200 1 1 i 1 1 1 1 1 1 1 STATE OF WASHINGTON ) ss COUNTY OF THURSTON ) On this day and year above personally appeared before me, who executed the foregoing instrument and acknowledge the said instrument to be the free and voluntary act and deed of said Municipal Corporation for the uses and purposes therein mentioned and on oath states he is authorized to execute the said instrument. Given under my hand and official seal this day of Notary Public in and for the State of Washington, residing in My commission expires APPROVED AS TO FORM: 200_ . ~. .. ~. Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Resort Appendix 1/ll Vicinity Map ~ I I: I ~% I I I 9`~ I I sF, ^ I I I s~ I so I I I I I I I ~ I I I I o I I I I a I I I ° I SW Berry Valley Ro d -- ----- c~ ~ I ~ TAHOMA i ~ TAHOMA 2 I c 0 DIV i-S 0 ~ i ~ U I~ nn I Longmire St SE ALLE I - --- ~ D , TAH MA TERRA n ~ FAIR~VVAY ~ ' MULfTI~FAMILY SITE i __J VICINITY MAP N:T.S.