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Drain Report
DRAINAGE AND EROSION CONTROL REPORT TAHOMA TERRA FAIRWAY MULTI-FAMILY Yelm, Washington Prepared (on Tahoma Terra, LLC P.O. Box 479 Rainier, WA 98597 ~ ~CFy N~`2, `FO ~~0~ Prepared 6y.' W~~/ Consullin9 En9inean 4200 - 6[h Avenue SE, Suite 309 Lacey, WA 98503 KPFF Project No. 406032.03 November 19, 2007 FINAL DRAINAGE REPORT Tahoma Terra Fairway Multi-family Housing Yelm, Washington November 19, 2007 Project Information Prepared for: TT PH 3-8, LLC Contact: Doug Bloom Reviewing Agency Jurisdiction: City of Yelm, Washington Project Number: SPR-O6-0750-YL Project Contact: James E. Gibson, P.E. Project Engineer Prepared by: KPFF Consulting Engineers 4200 6th Avenue SE, Ste. 309 Lacey, WA 98503 Tel: (360) 292-7230 Fax: (360) 292-7231 Contact: ~ Clint Pierpoint, Civil Engineer KPFF Project: 406032 File Number: 1:12006k06032 Tahoma Terra 7-2Waiiway Townhemes- 40fi032.03Wrojeci DocumentslFinal Drainage Repod Tahoma Terza Fainvay1119WAOc PROJECT ENGINEERS CERTIFICATION: I hereby certify that this Final Drainage Report and Erosion Control Plan for Tahoma Terra Fairway in Velm, Washington has been prepared by me or under my supervision and meets the minimum slandartls of the City of Velm and normal standards of engineering practice. I understand that the CITY does not and will not assume liability for the sufficiency, suitabili ertormance of drainage facilities designed by me. ~~~~yy~~++~~~~~ R .5'0.r~. f:S~g~•l~~G~~ 1.17 n, Ih1 IXPIRES 2127 0 KPFF Consulting Engineers i November 19, 2007 i 1 1 1 1 1 TABLE OF CONTENTS PART I STORM DRAINAGE REPORT ........................................................ .........................1 SECTION 1 PROPOSED PROJECT DESCRIPTION ................................................... .........................1 SECTION 2 EXISTING CONDITIONS ....................................................................... .........................3 SECTION 3 INFILTRATION RATES/SOILS REPORT .................................................. .........................3 SECTION4 WELLS AND SEPTIC SYSTEMS ............................................................ .........................4 SECTION5 FUEL TANKS ................._...._...................._..._....__......................... .....................__4 SECTION 6 SUB-BASIN DESCRIPTION .................................................................. ........................4 SECTION 7 ANALVSIS OF THE 100-YEAR FLOOD ................................................... .........................4 SECTION 8 AESTHETIC CONSIDERATIONS FOR FACILITIES .................................... .........................4 SECTION 9 FACILITY SIZING AND DOWNSTREAM ANALVSIS ................................... .........................4 SECTION 10 COVENANTS, DEDICATIONS AND EASMENTS ....................................... .........................5 PART II EROSION CONTROL REPORT ..................................................... .........................6 SECTIONI CONSTRUCTION SEQUENCE AND PROCEDURE ................_............_.... .....................__c SECTION 2 TRAPPING SEDIMENT ......................................................................... ...................... F SECTION 3 PERMANENT EROSION CONTROL & SITE RESTORATION ...................... .........................8 SECTION4 GEOTECHNICAL ANALVSIS AND REPORT ............................................. .........................8 SECTION 5 INSPECTION SEQUENCE ..................................................................... .........................8 SECTION 6 CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS ......................... .........................8 PART III MAINTENANCE PLAN ................................................................... .........................8 SECTION 1 REQUIRED MAINTENANCE .................................................................. .........................8 SECTION 2 RESPONSIBLE ORGANIZATION ............................................................ .......................10 SECTION 3 VEGETATION MANAGEMENT PLAN ...................................................... .......................10 SECTION 4 SOURCE CONTROL ............................................................................ .......................10 APPENDICES Appendix 1 Storm Drainage Calculations Appendix 2 Drainage and TESC Plan Appendix 3 FEMA Map Appendix 4 Facility Summary Fonns Appendix 5 Soil Evaluation Report Appendix 6 Maintenance Agreement Appendix 7 Vicinity Map KPFF Consulting Engineers November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report 1 1 1 1 i PART 1 STORM DRAINAGE REPORT Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage 8 Erosion Control Report PART I 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 Yelm, 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 Treatment/Storagellnfiltration 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 milliequivatentsl100 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 November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erasion Control ReooR Therefore, according to the LID Manual, a supplemental treatment layer will not be necessary. 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 VJWHM3 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 1-able 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 VNNHM3. Table 7-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 depressionto provide storage and infiltration of the stormwater runoff within the basin. The depression was sized using VVWHM3. Stormwater calculations are provided in Appendix 1. PERVIOUS PAVEMENT BASE MATERIAL DEPTH BASIN DESIGN DEPTH (in) DEPTH PROVIDED (ini A 14 14 to 37 C 11 11 to 40 D 14 15 to 24 E 14 14 to 24 Table 1-B KPFF Consulting Engineers November 19, 2007 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report 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 teamed from bath 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 asphalYpavement. Adequate depth of compacted fractured rock in the base course installed properly prevents any problems associated with rutting and is sufficient to handle construction traffc loading. This, combined with additional pervious asphalt depth in the wearing course, wit{ provide additional'stability in the pavement section. Although the LID Manual specifes 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°k 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 ff along the northwest property line. Site vegetation ' consists 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 RATESISOILS 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). Geotechnical explorations were performed by William Parnell, P.E. Soils Engineer. Hls report dated 10/29/07 is included in Appendix 5. All test pits generally confrmed 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 8-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 sufficient 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 KPFF Consulting Engineers 3 November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report 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 unsuitable far 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 project 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 100-YEAR FLOOD The site is found in FEMA FIRM panel 5303100001A. 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 Zane 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 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. KPFF Consulting Engineers November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report SECTION 10 COVENANTS~OEOICATIONS~ANO 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 5 November 19, 2007 1 1 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report PART 11 EROSION CONTROL REPORT Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Reoort 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's) will be employed to properly clear and grade the site and to schedule construction activities. Before any construction begins on-site, erosion control facilities shall frst be installed.. The planned construction sequence is as follows: ' 1. Install rock construction entrance. 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. Clearsite (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 tlrainage 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.). 1 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 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 1 used to prevent erosion in these areas. ' KPFF Consulting Engineers 6 November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Reoort - 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 efficiency or vacuum sweeper. KPFF Consulting Engineers November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers ' Drainaoe 8 Erosion Control Report SECTION 3 PERMANENT EROSION CONTROL & SITE RESTORATION All disturbed areas will be paved, covered with a building, or landscaped with grass, shrubbery or trees per the development plans. 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 ANO 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 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 fallowing structures are in place: a. Construction Entrance b. Filter Fabric Fences 2. The conveyance systems will be inspected aker 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. ' S. A final inspection will be performed to check final grades, settings of control structures and all necessary findings to complete the Engineer'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 far 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 November 19, 2007 1 Tahoma Terra Fairway Multi Family ~ KPFF Consulting Engineers ' Drainage & Erosion Control Report 1 1 1 1 ~ PART 111 MAINTENANCE PLAN Tahoma Terra Fairway Multi Family KPFF Consulting Engineers ' Drainage & Erosion Control Report PART III -MAINTENANCE PLAN SECTION 1 - REOUIREO MAINTENANCE The on-site storm drainage facilities will require occasional maintenance. The following is ' based on minimum requirements as set forth in the Drainage Design and Erosion Control Manual of Thurston County. The required maintenance and frequency of maintenance are as follows: ' The following pages contain maintenance needs for mast components that are part of the drainage system, as well as far 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: ' f . 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. 1 KPFF Consulting Engineers 9 November 19, 2007 ATTACHMENT "A": MAINTENANCE PROGRAM Inspection Period: Number o(Sheets Attached: Date Inspected: Name of Inspector: Inspecto/s Signature: COVER SHEET 1 1 ATTACHMENT"A" Maintenance Checklist for Grounds (Landscaping) Frequency 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 J 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. J Trash & debris Dumping of yard wastes Remove trash and debris buildup in open such as grass clippings and dispose as Orescdbed space and branches. Unsightly by City Waste Management accumulation of non- Section. degradable materials such as glass, plastiq metal, foam and coated a er. M Missing or broken Any defect in the fence or Fence is mended or shrubs fence parts/dead screen that permits easy replaced to form a 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. identifed and steps taken to slow down and/or spread out the water. Eroded areas are filed, contoured, and seeded. M J Unruly vegetation Shrubbery is growing out Shrubbery is trimmed and of control or is infested weededto provide appealing with weeds. aesthetics. Do not use chemicals to control weeds. A Trees and J Damage Limbs or parts ottrees 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. M 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 J 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) C =Quarterly S =After major storms M =Monthly (see schedule) Maintenance Checklist for Pervious Asphalt Pavement Frequency Drainage Req'd Problem Conditions to Check For and Conditions Thal Should System actions to take Exist Feature M,S Pervious J Sediment Ensure that the pervious Sediment is removed Pavement Buildup on pavement surface is free of and/or pavement is surace sediment cleaned so that infiltration works a¢ordin 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 Surface are stabilized and mowed with cleaned so that infiltration cli in s removed works accordin to desi n D Pervious J Sediment Vacuum sweep porous Sediment is removed (4 times/yr Pavement buildup on pavement surface followed by and/or pavement is minimum) surface/ high pressure hosing to keep cleaned so that infltration preventive pores free of sediment works according to design maintenance Upon Failure Pervious J Spot Clogging Prolonged spot ponding on No prolonged ponding. Pavement pavement surface. Drill half- Infiltration works inch holes through pavement according 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 ' Drainaoe & Erosion Control Reoort 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. SECTION 4 -SOURCE CONTROL 1 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. 1 ' KPFF Consulting Engineers 10 November 19, 2007 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers ' Drainage & Erosion Control Report 1 1 1 1 1 1 Appendix 1 Storm Drainage Calculations 1 1 1 1 1 1 1 1 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage & Erosion Control Report DRAINAGE 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 and the 2005 Low Impact Development (LID) Technical Guidance Manual for Puget Sound (Puget Sound Action Team and WSU Extension). Soil Classification SCS Soil Classifcation: 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 2.29 TOTAL AREA 5.05 Ac WINHM3 CALCULATIONS: W WHM3 software was used to model the runoff. ~ U I $' i ~- ~i r r i ~ % 1- O -~' ~`' O ~~ f ' / i O 8 ~,,. I` ' s" - O O ''.. ~ ' i O~ O ' F 3 ~b q, ~~ /O ,~~ ~ .o ~ 0 0' ~ _- ~~ / o aoo - ~,- I ~- \L ~o o -' o vn, i \ O g OO p~ Z ,. o S ~~ o rn ! ~ __-_ ~ / ~ ~ ~ f o o i ~ oi, o o0 ° o ~o ~ ~~ Q, o° o o ~ ~ i 11¢ ~ ° ~ ~ ---o ~~ ~ ___ ~ T> -" O O ~~ O ~ ~ ~ O O ~r \1 \, O I O Z O I O ~ I y 00 ~' ~ O ~ O °~ O W \ \r O O1 O ' \ ~A~ m o 0 of ~ ~ ~ o ~\ ~ i \l l ° ~ I~ I `' ~ o ~~~~ ~ vp o ~ ~, ~, ' ~~ ~l ~ ~ \ o . o° ~°~ ,;. S p 4 p a " TT FAIRWAY MULTI-FAMILY HOUSING emw°~ °°~~°~ uvt om"^°'Sry'3~"rAep` ~ resin, wnsnwcroN ~~~e. ~ a uROenaROURR ~ ~q~17 0 e L044iE M'OB) Censu/hng Engineers V/ORKINB GAYS dP00 b;h Awnue 5[ Suite S09 o ~ o~rt BEFORE YOU La°eY, Nashrn9/an 99501 ~ detMn DRAINAGE BASINS l ullnem olo ltbol zsz-mo r,. (Sbol n9:aul `°'°'°"O ioe uo~ /mwussu ~o'r.o ~mm~ ~ a 1 k o ~ ~ 1 ~ ~ . . E L 6 4 i : G 4 EB 6 6 6 S 6 G 5 ~~ G G c 6 4 4 ~~ G 6 i G i S i ~~ A 6 i i 6 6 6 E/ @®@@@ i G A i G 6 i ~ ~ 0 z A ~ O N Z' O ~ i z=, n ~ O Z J ~ -~ 2 om z~ t Western Washington Hydrology Model PROJECT REPORT 1 Project Name: Tahoma Terra Fairwzy 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 Hypass: No 1 Groundwater: No Pervious Land Use Acres A H, Forest, Flat .985 Impervious Land Use Acres Element Surface Flows To: Interflow Name Basin P. Bypass: No Groundwater: No Pervious Land Use Acres A H, Pasture, Flat .012 A B IMP INF FLAT .378. Impervious Land Use Acres ROOF TOPS FLAT 0.306 SIDEWALXS FLAT 0.209 Groundwater Element Flows To: Svr£ace ' Gravel Trench Bed 1 Interflow Groundwater Gravel Trench Bed 1, Name Gravel Trench Bed 1 Hottom length: 300ft. Hottom Width SOft. 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 of material for second layer D Material thickness of third laver 0 Pour Space o£ material fox third layer 0 Infiltration On Infiltration rate 1 Infil txation 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) Area lacrl Vol ume (acr-f t) Os chzg lcfs) Infilt (efe7 o.oao 0.399 0.00o a.ooo o.ooo 0.013 0.349 0.134 0.000 0.397 0.026 0.399 0.268 0.000 0.397 0.039 0.399 0.902 0.000 0.397 0.052 0.399 0.536 0.000 0.347 0.065 0.399 0.670 0.000 0.397 0.078 0.349 0.809 0.000 0.397 0.091 0.399 0.938 0.000 0.397 0.109 0.399 1.072 0.000 0.347 0.117 0.399 1.206 0.000 0.397 0.130 0.399 1.390 0.000 0.397 0.193 0.349 1.973 0.000 0.347 0.156 0.399 1.607 0.000 0.347 0.169 0.394 1.791 0.000 0.397 0.182 0.399 1.875 0.000 0.397 0.195 0.399 2.009 0.000 0.347 0.207 0.394 2.143 0.000 0.347 0.220 0.394 2.277 0.000 0.397 0.233 0.399 2.911 0.000 0.397 0.296 0.394 2.545 0.000 0.34"1 0.259 0.399 2.679 0.000 0.397 0.272 0.399 2.813 0.000 0.397 0.285 0.399 2.997 0.000 0.347 0.298 0.394 3.081 0.000 0.347 0.311 0.399 3.215 0.000 0.397 0.324 0.394 3.399 0.000 0.397 0.337 0.394 3.983 0.000 0.347 0.350 0.399 3.617 0.000 0.397 0.363 0.399 3.751 0.000 0.397 0.37fi 0.349 3.885 0.000 0.347 0.389 0.349 4.019 0.000 0.397 0.902 0.399 9.153 0.000 0.397 0.915 0.399 4.287 0.000 0.397 0.928 0.399 4.920 0.000 0.397 0.491 0.344 9.554 0.000 0.397 0.954 0.349 4.688 0.000 0.347 0.967 0.344 4.022 0.000 0.397 0.980 0.399 4.956 0.000 0.397 0.993 0.399 5.090 0.000 0.397 0.506 0.349 5.224 0.000 0.397 0.519 0.349 5.358 0.000 0.397 0.532 0.394 S.S92 0.000 0.397 0.595 0.399 5.626 0.000 0.347 0.558 0.349 5.7fi0 0.000 0.397 0.571 0.399 5.894 0.000 0.397 0.589 0.399 6.028 0.000 0.347 0.596 0.399 6.162 0.000 0.397 0.609 0.394 6.296 0.000 0.397 0.622 0.399 6.930 0.000 0.347 0.635 0.349 6.564 0.000 0.397 0.698 0.344 6.698 0.000 0.397 0.661 0.399 6.832 0.000 0.397 0.674 0.349 6.966 0.000 0.397 0.687 0.349 7.100 0.000 0.347 ,~,. ~ ,~~ ~ ~z~ n nnn n 347 ~0. 713 0.394 7.367 0.000 0.397 0. 726 0. 344 7.501 0. 000 0. 397 0. 739 0. 349 7.635 0. 000 0. 347 0. 752 0. 349 7.769 0. 000 0. 347 0. 765 0. 399 7.903 0. 000 0. 347 0. 770 0. 399 8.037 0. 000 0. 397 0. 791 0. 399 8.171 0. 000 0. 397 ~0. 809 0. 349 8.305 0. 000 0. 397 0. 817 0. 349 8.939 0. 000 0. 347 0. 830 0. 399 8.573 0. 000 0. 347 0. 843 0. 399 8.707 0. 000 0. 397 0. 856 0. 349 8.891 0. 000 0. 397 0. 869 0. 399 8.975 0. 000 0. 397 0. 882 0. 394 9.109 0. 000 0. 397 0. 895 0. 399 9.243 0. 000 0. 347 ',0. 908 0. 399 9.377 0. 000 0. 397 0. 921 0. 349 9.511 0. 000 0. 397 0. 934 0. 399 9.695 0. 000 0. 397 0. 997 0. 344 9.779 0. 000 0. 347 0. 960 0. 399 9.913 0. 000 0. 397 0. 973 0 .344 10.05 0. 000 0. 397 0.. 905 0 .394 10,18 0. 000 0. 397 0. 998 0 .349 10,31 0. 000 0 .397 1. 011 0 .349 10.95 0. 000 0 .397 1 .029 0 .349 10.50 0. 000 0 .397 1 037 0 .394 10.72 0. 000 0 .397 1 . .050 0 .399 70.85 0. 000 0 .397 1 .063 0 .399 10.98 0 .000 0 .347 1 .076 0 .399 11.12 0 .000 0 .397 1 .009 0 .399 11.25 0 .000 0 .397 1 .102 0 .399 11.39 0 .000 0 .347 1 .115 0 .399 11.52 0 .000 0 .397 1 .128 0 .399 11.65 0 .000 0 .397 1 .191 0 .394 11.79 0 .000 0 .397 1 .154 0 .399 11.92 0 .000 0 .347 1 .167 0 .399 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 ANALYSIS RESULTS Return Periods for Predeveloped Flow (efa) o.ooozoz 0.000270 0.000339 0.000912 0.000976 0.000599 Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year 100 year periods £or Mitigated Flow (cfs) 0 0 0 0 0 0 Yearly Peaks £or 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 1963 0.000 0. 000 1969 0.000 0. 000 1965 0.000 0. 000 1966 0.000 0. 000 1967 0.000 0. 000 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 0.001 0. 000 1979 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 0.000 0 .000 1983 0.000 0 .000 1989 0.000 0 .000 1985 0.000 0 .000 1986 0.000 0 .000 1987 0.000 0 .000 1908 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 .000 1998 0.000 0 .000 1999 0.000 0 .000 2000 0.001 0 .000 RaNced Yeazly Peaks £oz Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0. 0013 0. 0000 2 0. 0006 0. 0000 3 0. 0005 0. 0000 9 0. 0002 0. 0000 5 0. 0002 0. 0000 6 0. 0002 0. 0000 7 0. 0002 0. 0000 B 0. 0002 0. 0000 9 0. 0002 0. 0000 l0 0. 0002 0. 0000 u o. 0ooz o. aooo lz 0. 0002 0. 0000 13 0. 0002 0. 0000 19 0 .0002 0 .0000 15 0 .0002 D .0000 1b 0 .0002 0 .0000 17 0 .0002 0 .0000 18 0 .0002 0 .0000 19 0 .0002 0 .0000 20 0 .0002 0 .0000 zl o .oooz o .aooo zz o .oooz 0 .0000 23 o .oooz 0 .0000 29 0 .0002 0 .0000 25 0 .0002 0 .0000 26 0 .0002 0 .0000 27 0 .0002 0 .0000 2B 0 .0002 0 .0000 29 0 .0002 0 .0000 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 90 0. 0002 0. 0000 41 0. 0002 0. 0000 ~42 0. 0002 0. 0000 93 0. 0002 0. 0000 99 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 .0 0. 0 Pass 0. 0001 0 0 0. 0 Pass 0. 0001 0 0 0. 0 Pass 0. 0001 0 P 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. o. 0001 oool 0 0 0 0 0. 0. 0 o Pass eaas 0. 0002 0 0 0. 0 Pass 0. 0002 0 0 0. 0 Pass 0. 0. 0002 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. 0002 0 0 0. 0 Pass 0. 0002 0 0 0 .0 Pass 0. 0002 0 0 0. 0 Pass o. oooz o 0 0. o eass o. oooz o 0 0. o eass 0. 0002 0 0 0 .0 Pass 0. 0002 0 0 0 .0 Pass o. oooz o 0 0 .o Pass 0. 0002 0 0 0 .0 Pass _ 0. 0002 0 0 0 .0 Pass i 0 0 .0002 .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 0 .0002 .0002 0 0 0 0 0 0 .0 .0 Pass Pass 0 .0003 0 0 0 .0 Pass o .ooa3 0 0 0 .o 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 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 D 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. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0004 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass D. 0009 0 0 0. 0 Pass 0. 0004 0 0 o. o eass 0. 0009 0 0 0. 0 Pass 0. 0004 0 0 0 .0 Pass 0 .0004 0 0 0 .0 Pass 0 .0004 D 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass 0 .0009 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 .0009 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 .0009 0 0 0 .0 Pass 0 .0009 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 D .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 Hite slow and volume fox POC 1. On-line facility volume: 0.0779 a e-feet On-line facility tazget f1ox: 0.0822 c£s. Adjuy [ad fox 15 ms 0.0822 efe. off-line facility target flmv: o.o4s5 cfs. Adjusted fot 15 mvn. 0.0466 cfe. This program antl a Dmpanyi ng tlocume ntati on is providetl - without w anty of any kind. TCe entire risk regard' the performance ender salts of this program i vmetl bya[besu Clear Creek Solutions antl the Washington State Department of Ecol ogp tlisclaims all warranties, neither expressetl o implietl, including but not limited [o implietl anties of program antl accompanying documentation. In n0 event shall Clear Creek Solutions antl/Or the washington State Department of Dcology be liable f any damages whatsoever lincluding without limi[atiov [o damages for loss of business profits, loss of business infonna Cion, business avCerrnption, and the li ke7 ing out of the use of, or nab ility Co u e this program even if Clear Creek Solutions or Che washington State Department of Ecology has been a dvisetl of thespossibility of such damages. t 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 11/2/2007 Olympia 1955/10/01 1999/09/30 0.80 PREDEVELOPED LAND USE Name Basin B Hypas s: No Groundwater: No Pervious Land Use Acres A H, Forest, Flat .165 Impervious Land Use Acres Element Flows To: Surface Znterflow Groundwater Name Basin B Hypas s: No Groundwater: No Pervious Land Vse Acres A H, Pasture, Flat .165 Impervious Land Use Acres Element Flows To: O. Surface Interflow Groundwatez Trapezoidal Pond 1, Trapezoidal Pond 1, Name Trapezoidal Pond 1 Hottom Length: SBft. Hottom Width: 16ft. Depth 1fi. ' Volume at riser head 0.0215E t. Infiltration On Infiltration rate 1 ' In£il tra tion safety factor 1 Side slope 1: 0 To 1 Side slope 2: 0 To 1 Side slope 3: 0 To 1 Side slope 6: 0 To 1 Discharge Structure Riser Height: 1 ft. Riser Diameter: 3 in. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table stage lfi) niea ( acx) volume (act-f t) Osctu' g (cfe) Infil[(cEe) 0. 000 0. 021 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. 099 0. 021 0. 001 0. 000 0. 021 0. 056 0. 021 0. 001 0. 000 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 0. 100 0. 021 0. 002 0. 000 0. 021 0. 111 a. ozl o. oaz o. ooo o. ozl 0. 122 0. 021 0. 003 0. 000 0. 021 0. 133 0. 021 0. 003 0. 000 0. 021 0. 199 0. 021 0. 003 0. 000 0. 021 0. 156 0. 021 0. 003 0. 000 0. 021 0. 167 0. 021 0~. 009 0. 000 0. 021 0. 178 0. 021 0. 009 0. 000 0. 021 0. 189 0. 021 0. 009 0. 000 0. 021 0. 200 0. 021 0. 004 0. 000 0. 021 o. zu a. ozl 0. 004 o. aoo o. on o. zzz o. azl o. oos o. ooo o. ozl 0. 233 o. ou o. oos o. ooo o. ozl 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. 289 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. 399 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. 378 0 .021 0 .008 0 .000 0. 021 0. 389 0 .021 0 .008 0 .000 0. 021 0. 900 0 .021 0 .009 0 .000 0. 021 0 .411 O .o21 0 .009 0 .000 0. 021 0 .422 0 .021 0 .009 0 .000 0 .021 0 .933 0 .021 0 .009 0 .000 0 .021 0 .499 0 .021 0 .009 0 .000 0 .021 0 .956 0 .021 0 .010 0 .000 0 .021 0 .467 0 .021 0 .010 0 .000 0 .021 o .97a o .ozl o .olo o .ooo o .ou 0 .989 0 .021 0 .010 0 .000 0 .021 o .soo o .ou a .ou o .ooo o .ou o .su o .ou a .ou 0 .000 o .ou o .szz o .ou o .ou o .ooo o .ozl 0 .533 0 .021 0 .011 0 .000 0 .021 0 .599 0 .021 0 .012 0 .000 0 .021 0 .556 0 .021 0 .012 0 .000 0 .021 0 .567 0 .021 O .o12 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 .694 0 .021 0 .019 0 .000 0 .021 0 .656 0 .021 0 .014 0 .000 0 .021 0 .667 0 .021 0 .019 0 .000 0 .021 0.678 0.021 0.019 0.000 0.021 0. 689 0. 021 0. 015 0. 000 0. 021 0. 700 0. 021 0. 015 0. 000 0. 021 0. 711 0. 021 0. 015 0. 000 0. 021 0. 722 0. 021 0. 015 0. 000 0. 021 0. 733 0. 021 0. 016 0. 000 0. 02i 0. 799 0. 021 O. Olti 0. 000 0. 021 1 0. 756 0. 021 0. 016 0. 000 0. 021 0. 767 0. 021 0. 016 0. 000 0. 021 0. 778 0. 021 0. 017 0. 000 0. 021 0. 789 0. 021 0. 017 0. 000 0. 021 0. 800 0. 021 0. 017 0. 000 0. 021 0 .811 0. 021 0. 017 0. 000 0. 021 0. 822 0. 021 0 .018 0. 000 0. 021 0 .833 0. 021 0 .016 0. 000 0. 021 0. 899 0. 021 0 .018 0. 000 0. 021 0 .856 0. 021 0 .018 0. 000 0. 021 0 .867 0 .021 0 .018 0. 000 0. 021 0 .878 0 .021 0 .019 0. 000 0. 021 ' 0 .889 0 .021 0 .019 0 .000 0. 021 0 .900 0 .021 0 .019 0 .000 0. 021 0 .911 0 .021 0 .019 0 .000 0. 021 0 .922 0 .021 0 .020 0 .000 0. 021 0 .933 0 .021 0 .020 0 .000 0. 021 0 .994 0 .021 0 .020 0. 000 0. 021 0 0 .956 .967 0 0 .021 .021 0 0 .020 .021 0 0 .000 .000 0. 0. 021 021 0 .978 0 ..021 0 .021 0 .000 0. 021 0 .989 0 .021 0 .021 0 .000 0. 021 1 .000 0 .021 0 .021 0 .000 0. 021 L oll 0 .021 o .ozz o .ao3 o. ozl 1 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods £or Predeveloped Return Period Flow (c£s) 2 year 0.000034 5 year 0.000096 10 year 0.000056 25 year 0.000069 50 year 0.00008 100 year 0.000091 Flow Frequency Return Period 2 year 5 year SO year 25 year 50 year ' 100 year Return Periods £ox Mitigated Fl ow (c£s) 0 0 0 0 0 0 Yearly Peaks for Predeveloped and Mitigated Year Predeveloped Mi tigated 1957 0. 000 0. 000 1958 0. 000 0. 000 1959 0. 000 0 .000 1960 0. 000 0. 000 196i 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 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 1979 0. 000 0. 000 197s 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 0. 000 0. 000 1983 0. 000 0. 000 1984 0 .000 0. 000 1985 0 .000 0. 000 1986 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 199s o .ooo o .ooo 1996 0 .000 0 .000 1997 o .aoo o .ooo 199e o .ooo o .ooo 1999 0 .000 0 .000 zooo o .ooo o .ooo Ranked Yearly Peaks £or 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 O. 000O 0. 0000 6 0. 0000 0. 0000 7 0. 0000 0. 0000 B 0. 0000 0. 0000 9 0. 0000 0. 0000 10 0. 0000 0. 0000 11 a .oooo 0. 0000 1z o .oooo o. oaoo 13 0 .0000 0. 0000 14 0 .0000 0 .0000 15 0 .0000 0 .0000 16 0 .0000 0 .0000 17 a .oaoo o .oooo 18 0 .0000 0 .0000 19 0 .0000 o .ooao zo o .oooo o .oooo zl o .oooo o .aooo zz o .ooao o .oaoo z3 0 .0000 0 .0000 z9 0 .0000 0 .0000 zs o .oooo o .oooo 26 0 .0000 0 .0000 27 0 .0000 0 .0000 28 0 .0000 0 .0000 29 0 .0000 O .000o 30 0 .0000 0 .0000 31 0 .0000 0 .0000 32 0 .0000 0 .0000 33 0 .0000 0 .0000 39 0 .0000 0 .0000 ~36 0.0000 0.0000 37 0. 0000 0 .0000 ~s sP o. o. aooo oooa o o .oaoo .oooo 90 o. oaoo o .oooo 91 o. oaoo o .ooao 9z o. oaoo o .oooo ~93 0. 0000 0 .0000 99 0. 0000 0 .0000 Flow (CFS) Predev Dev Percentage Pass/Fail 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. oooo 0 0 0. o eass 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 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. ooo0 0 o a .o 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 0 .0000 .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 ?ass 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 .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 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 Qnali ey sere Blow ana vnlwma foz eoc 1. Dn-line facility volume: O.OOpl a e-feet On-line facility tazget flox: 0.0002 cfa. Adjue ted fox 15 mm 0.0004 cfs. OEE-line facility target flora p cfa. Adjue ted far 15 min. O.pOpl cfs. This program antl accompanying tlocumenration is pcovidetl - without w ranty of any ki ntl. The entice risk regardie the perfocmance and r sul CS of Chis progtam is a umed byathes user. Clear Creek So1u[i ons and the Washington State Department of Ecologyedis cl aims all w sand es, ei[hez expressed o implie tl, including 'out noT limitetl Co implietl anCies of progcam and accompanying documentation. In n shall Clear Creek Solutions and/or the Was hing[on State Depa rtme n[ of Scol oqy be liable for any tlamages wha[soeve rn ~includinq without limitation to tlamages for loss of business profits, loss of business information, business in[ercuption, and Ue likel a ing out of the use of, or nability to use this program a if C1e ar Creek Solutions ox the Washington State Department of Ecology has been advised of Che possibility of such damages. Western Washington Hydrology Model PROJECT REPORT ~Pxoject Name: Site Address: City Report Date Gage Data Start Data End ~Precip Scale: Tahoma Terra Fairway Multi Fzmily Ye1m 11/6/2007 Olympia 1955/10/01 1999/09/30 0.80 PREDEVELOPED LAND USE Name Hasin C Hypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat .388 Impervious Land Vse Acres i Element Flows To: Surface Interflow Groundwater Name Basin C Hypass: No Groundwater: No ' Pervious Land Vse Acres A B, Pasture, Flat .015 A B IMP INF FLAT .165 Impervious Land Vse Acres ROOF TOPS FLAT 0.193 ' SIDEWALKS FLAT 0.015 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench eed 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 aide slope 2: 0 To 1 Material thickness of first layer 0.917 Pour Space o£ material for first layer 30 Material thickness of second layer 0 Pour Space o£ material for second layer 0 Material thickness o£ third laver 0 Pour Space o£ material for third layer Infiltration On Infiltration rate 1 Infiltration safety factor 1 Discharge Strvcture Riser Height: 0.917 ft. Riser Diameter: 3 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table S tage (ftl Azea (acr) Volume lacr-£t) Da chrq (efs) In£il[(efa) o. ooo a. 16s o. ooo 0. 00o a. ooo 0. 010 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. 091 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. 909 0. 000 0. 167 0. 092 0. 165 0. 455 0. 000 0. 16'r 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. 758 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. 209 0. 165 1. 010 0. 000 0. 167 0. 219 0. 165 1. 061 0. 000 0. 167 0. 229 0. 165 1. 112 0. 000 0. 167 0. 234 0. 165 1. 162 0. 000 0. 167 0. 295 0. 165 1. 213 0. 000 0. 167 0. 255 0. 165 1. 263 0. 000 0. 167 0 .265 0 .165 1. 319 0. 000 0. 16] 0 .275 0 .165 1. 369 0. 000 0. 167 0 .285 0 .165 1. 415 0. 000 0. 167 0 .295 0 .165 1. 965 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 .396 0 .165 1 .718 0 .000 0 .167 0 .357 0 .165 1 .768 0 .000 0 .167 0 .367 0 .165 1 .819 0 .000 0 .167 0 .377 0 .165 1 .869 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 .908 0 .165 2 .021 0 .000 0 .167 0 .918 0 .165 2 .071 0 .000 0 .167 0 .428 0 .165 2 .122 0 .000 0 .167 0 .938 0 .165 2 .173 0 .000 0 .167 0 .996 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 .979 0 .165 2 .375 0 .000 0 .167 0 .489 0 .165 2 .425 0 .000 0 .167 0 .999 0 .165 2 .976 0 .000 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 .16'7 n _SSn n _1fi5 2 .778 0 .000 0 .167 ,o.s6o 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. 183 0. 000 0. 167 0. 652 0. 165 3. 233 0. 000 0. 167 0. 662 0. 165 3. 284 0. 000 0. 167 ~0. 672 0. 165 3 .335 0. 000 0. 167 0. 683 0. 165 3 .385 0. 000 0. 167 0. 693 0. 165 3 .936 0. 000 0. 167 0. 703 0. 165 3 .486 0. 000 0. 167 0. 713 0. 165 3. 537 0. 000 0. 167 0. 723 0. 165 3 .587 0. 000 0. 167 0. 734 0. 165 3 .638 0. 000 0. 167 0. 799 0 .165 3 .688 0. 000 0. 167 0. 759 0 .165 3 .739 0. 000 0. 167 0. 769 0 .165 3 .789 0. 000 0. 167 0. 779 0 .165 3 .890 0. 000 0. 167 0 .785 0 .165 3 .890 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 9 .092 0 .000 0. 167 0 .835 0 .165 9 .193 0 .000 0. 167 0 .846 0 .165 4 .193 0 .000 0. 167 0 .856 0 .165 9 ,249 0 .000 0. 167 0 .866 0 .165 9 .299 0 .000 0 .167 0 .876 0 .165 4 .395 0 .000 0 .167 0 .886 0 .165 4 .396 0 .000 0 .167 0 .897 0 .165 9 .996 0 .000 0 .167 t 0 .907 0 .165 9 .997 0 .000 0 .167 MITIGATED LA ND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period 2 year Flow(c£s) 0.000079 5 yeas 0.000109 10 year 0.000131 25 year 0.000162 ', 50 year 0.000187 100 year 0.000219 Flow Frequency Return Periods £or Mitigated Return Period Flow (cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 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 1969 0. 000 0. 000 1965 0. 000 O. OOD 1966 0. 000 0. 000 1967 0. 000 0. 000 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 1979 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 0 .000 0. 000 1983 0 .000 0. 000 1985 0 .000 0. 000 1985 0 .000 0. 000 1986 0 .000 0. 000 1987 0 .000 0. 000 1988 0 .000 0. 000 1989 0 .000 0. 000 1990 O .ODO 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 .000 1998 0 .000 0 .000 1999 0 .000 0 .000 2000 0 .000 0 .000 Ranked Yearly Peaks £or Rank Predeveloped 1 0. 0005 2 0. 0002 3 0. 0002 9 0. 0001 s o. oaol 6 o. ooDl 7 0. 0001 e 0. 0001 9 0. 0001 10 0. 0001 11 0. 0001 12 0. 0001 13 0. 0001 19 0. 0001 15 O. 000i 16 0. 0001 P 0. 0001 1B 0. 0001 19 0 .0001 zo o .oaDl zl o .DOOl 2z 0 .0001 23 0 .0001 z9 D .oool zs 0 .0001 26 0 .0001 27 0 .0001 28 0 .0001 29 0 .0001 30 O .ODO1 Prede~eloped and Mitigated Mitigated 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 o.ooao 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 D.oooo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 I32 0.0001 0.0000 33 0. 0001 0. 0000 39 0. 0001 0. 0000 '35 0. 0001 0. 0000 3b 0. 0001 0. 0000 37 0. 0001. 0. 0000 38 0. 0001 0. 0000 '39 0. 0001 0. 0000 90 0. 0001 0 .0000 91 0. 0001 0 .0000 42 0. 0001 0 .0000 ~ 43 0 .0001 0 .0000 99 0 .0001 0 .0000 Flow (CF$) Predev Dev Percentage Pass/Fail 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 0.0001 0 0 0.0 Pass 0.0001 0 0 o.o eass o.oool 0 0 0,o 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 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.oool 0 0 0.o eass 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 t 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 o a.o eass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 Pass 0.0001 0 0 0.0 lass 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. o eaas 0. 0001 0 0 0. o eass 0. 0001 o o o. o 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 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 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 Water gnali ty acre elox ana volume for nor 1. On-line facility volume: 0.02]2 a¢e-feet On-line facility [azget flox: 0.028"I c£a. Atljus ted fox 15 mvn: 0.1126 of a.' Off-line facility target flow: 0.0163 efa. xdjua ted fox 15 mvn. 0.0638 c£s. ^ This Program and ac ompanying docameniation is pxwided s-i without warranty of any kintl. The entire risk zegartliq [he pe cfomance antler sultls of this program i umed by thesus Clear Creek Solutions and the Washington State !^ Eepartment of Ecology tlis claim=_ all wa ranties, aei[Rer expressedeo implied, including but not limited [o imPlietl anties of program and a ompanyingrtlocumentation. In n ent shall Clear Creek Solutions and/or the Washington State Department of Ecologycbe liable for any damages whatsoever including without limifati on to damages for loss of business profits, loss of business information, business inierruption, and [he likel arising out of the u e of, or inability Co u e Chis program even if Clear Creek Solutions or CRe Washington State Department of Ecologyshas been advised of thespossibili[y o. sucR damages. ' Western Washington Hydrology Model PROSECT REPORT Project Name: Site Address: City Report Date Gage Data Start Data End Precip Scale: Tahoma Terra Fairway Multi Family Yelm 11/2/2007 Olympia 1955/10/01 1999/09/30 O.SO PREDEVELOPED LAND USE Name Hasin D Bypass: No Groundwater: No Pervious Lartd Use Acres A B, Forest, Flat .994 i Impervious Land Use Acres Element flows To: ` Surface Interflow Groundwater Name Basin O Bypass: No Groundwater: No Pervious Land Use A B ZMP INF FLAT A B, Forest, Flat Impervious Land Use SIDEWALKS FLAT Acres .406 .578 Acres 0.01 Element Flows To: Surface Interflow Gravel Trench Sed 1, Gravel Trench Bed 1, Name Gravel Trench Bea 1 Hottom 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 of material for first layer 30 Material thickness of second layer 0 Povr Space o£ material for second layer 0 Material thickness of third layer 0 Pour Space of material for third layer 0 Groundwater Zn£il tration On In£il tration rate 1 Infiltration safety Factor D ischarge Structure Riser Height: 1.167 ft. Riser Diameter: 3 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Hed Hydraulic Table s tage (fq wcea l acr) yoxume (aa-fq nechzg (efe) xe~Eilt (cfel 0. 000 0. 362 0. 000 0. 000 0. 000 0. 013 0. 362 0. 191 0. 000 0. 365 0. 026 0. 362 0. 281 0. 000 0. 365 0. 039 0. 362 0. 922 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. 899 0. 000 0. 365 0. 091 0. 362 0. 985 0. 000 0. 365 0. 104 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. 193 0. 362 1. 547 0. 000 0. 365 0. 156 0. 362 1. 688 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 0. 000 0. 365 0. 207 0. 362 2. 250 0. 000 0. 365 0. 220 0. 362 2. 391 0. 000 0. 365 0. 233 0. 362 2. 532 0. 000 0. 365 0. 296 0. 362 2. 672 0. 000 0. 365 0. 259 0. 362 2. 813 0. 000 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. 798 0. 000 0. 365 0. 363 0. 362 3 .938 0. 000 0. 365 0. 376 0. 362 9 .079 0. 000 0. 365 0. 389 0. 362 9 .220 0. 000 0. 365 0. 902 0 .362 9 .360 0. 000 0. 365 0. 915 0. 362 9 .501 0. 000 0. 365 0. 928 0 .362 9 .691 0 .000 0. 365 0. 991 0 .362 9 .782 0 .000 0. 365 0. 959 0 .362 9 .923 0 .000 0. 365 0. 967 0 .362 5 .063 0 .000 0. 365 0 .980 0 .362 5 .209 0 .000 0. 365 0 .993 0 .362 5 .395 0 .000 0. 365 0 .506 0 .362 5 .985 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 0 .000 0. 365 0 .558 0 .362 6 .098 0 .000 0. 365 0 .571 0 .362 6 .189 0 ..000 0. 365 0 .589 0 .362 6 .329 0 .000 0. 365 0 .596 0 .362 fi .470 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 .362 6 .892 0 .000 0 .365 0 .648 0 .362 7 .033 0 .000 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 .959 0 .000 0 .365 0 .700 0 .362 7 .595 0 .000 0 .365 0 .713 0 .362 7 .736 0 .000 0 .365 0. .726 0 .362 7. 876 0 .000 0 .365 0 .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 0 .778 0 .362 8. 939 0 .000 0 .365 0 .791 0 .362 8. 580 0 .000 0 .365 0 0 .804 .817 0 0 .362 .362 8. 8. 720 861 0 0 .000 .000 0. 0. 365 365 0. 830 0. 362 9. 002 0 .000 0. 365 0. 843 0. 362 9. 192 0. 000 0. 365 0. 856 0. 362 9. 283 0. 000 0. 365 0. 869 0. 362 9. 929 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. 896 0. 000 0. 365 0. 921 0. 362 9. 986 0. 000 0. 365 0. 939 0. 362 10 .13 0. 000 0. 365 0. 997 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. 985 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 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 0. 362 11 .53 0. 000 0. 365 1. 076 0. 362 11 .67 0. 000 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 .24 0. 000 0. 365 1. 191 0. 362 12 .38 0. 000 0. 365 1. ~1. 159 167 0. 0. 362 362 12 12 .52 .66 0. 0. 000 000 0. ~ 0. 365 365 ,MITIGATED LAN D USE Flow Frequency Return Return Period 2 year 5 yeaz 10 year 25 year ~50 year 100 year Flow Frequency Aeturn Return Period 2 year 5 year 10 year 25 year 50 year ~ 100 year ANALYSIS RESULTS Periods £or Predeveloped Flow (c£s) 0.000203 0.00028 0.000337 0.000916 0.00098 0.000549 Periods £or Mitigated Flow (c£s) 0 0 0 0 0 0 Yearly Peaks for Predeveloped and hli ti gated Year Predevelo d Mit'4 t d 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 1969 0. 000 0. 000 1965 0. 000 0. 000 1966 0. 000 0. 000 1967 0. 000 0. 000 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. 001 0. 000 1979 0. 000 0. 000 1975 0. 000 0. 000 1976 0. 000 0. 000 1977 0. 000 0. 000 1970 0. 000 0. 000 1979 0. 000 0. 000 19eo 0. 000 0. 000 19e1 0. 000 0. 000 1982 0. 000 0'. 000 1983 0. 000 0. 000 1989 0. 000 0. 000 1985 0. 000 0. 000 1986 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. 000 1990 0 .000 0. 000 1999 0 .000 0 .000 2000 0 .001 0 .000 Ranked Yearly Peaks £or Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0. 0013 0. 0000 2 0. 0006 0. 0000 3 0. 0005 0. 0000 9 0. 0002 0, 0000 s o. 0o0z o. oooo 6 0. 0002 0. 0000 7 0. 0002 0. 0000 6 0. 0002 0. 0000 9 0. 0002 0. 0000 10 0. 0002 0. 0000 u o. oooz 0. 0000 lz o. oooz o. oooc 13 0. 0002 0. 0000 19 0. 0002 0 .0000 15 0 .0002 0 .0000 16 0 .0002 0 .0000 17 0 .0002 0 .0000 18 0 .0002 0 .0000 19 0 .0002 0 .0000 zo 0 .o0oz 0 .0000 zl o .oooz 0 .0000 zz 0 .0002 0 .0000 23 0 .0002 0 .0000 24 0 .0002 0 .0000 25 0 .0002 0 .0000 26 0 .0002 0 .0000 27 0 .0002 0 .0000 ze a .0ooz 0 .0000 29 0 .0002 0 .0000 30 o .aoo2 0 .0000 ' 32 33 34 ' 35 36 37 38 39 90 91 92 ~93 99 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. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0000 0000 0000 0000 0000 0000 0000 0000 0000 ~ ' 0000 0000 0000 0000 Flow (CF$) 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 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 ' 0.0002 0 0 0 .0 Pass o.oooz o 0 0 .o ease 0.0002 0 0 0 .o eass o.oooz o 0 0 .o eass 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 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.oooz o 0 0 .o Pass 0.0002 0 0 0 .0 Pass 0.0002 0 0 0. 0 Pass 0.0002 D 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 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 ~. ~ ..___ 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. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0004 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0004 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0004 0 0 0. 0 Pass 0. 0009 0 0 0. 0 Pass 0. 0009 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. 0009 0 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass 0 .0009 0 0 0 .0 Pass .0 .0009 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 0 .0005 0 0 0 .0 Pass 0 .0005 0 0 0 .0 Pass wstax Quality 8NP elon ead volume fox POC 1. On-line £acili [y volume: 0.0019 a e-fee[ On-line fecili [y target flax: 0.0021 cfs. atljvetetl fox 15 ms 0.0075 cfe. Off-line facility Gaxget f1or: 0.0011 rte. Atlj va ted Pox 15 min: 0,0041 c£e. This program antl accompanying tlocumenia[i on is pmvitletl - wiChouC w only of any kintl. The entire ask regartlin the performance antl results of [his p[ogra umetl by ihesuse i. Clear Creek Soluiions antl the Washington State Oepa[tmen[ of Ecology tlisclaims all wa[ianties, neither expressed of implied, including bue noe limi[etl tm implietl warranbies of program and accompanying tlpcumentaiipn. in no even[ shall Clear Creek solutions antl/ot [he washington Slate Oepariment of Ecology be liable for any damages whatsoever linclutling without limitation to damages far loss of business profits, loss of business info[mation, business inner mpiion, and the like) arising ou: cf the use of, oz nobility Co use [his program even if Clear Creek Solutions or [he Washington State Oepattment of Ecology has been atlviaetl of [he possibility of such tlamages. Wea tem Washington PROJECT Hydrology Model REPORT Project Name: Tahoma Terra Fairway Multi Family Site Address: City Report Date Yelm 11/6/2007 Gage Olympia Data Start 1955/10/01 Data End ~ 1999/09/30 Precip Scale: 0.80 PREDEVELOPED LAND USE Name Basin E Bypass: No Groundwater: No ,Pervious Land Vse Acres A B, Forest, Flat .225 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Basin E Bypass: No Groundwater: No Pervious Land Use Acres A B, Pasture, Flat .047 A B IMP INF FLAT .17H Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Gravel Trench Hed 1, Gravel Trench Hed 1, Name Gxav el Trench Bed 1 Bottom Length: 280ft. 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 of £irst layer 1.167 Pour Space o£ material for first layer 30 Material thickness of second layer 0 Pour Space o£ material £or second layer 0 Material thickness o£ third layer 0 Pour Space of material for third layer 0 In£il tration 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 Hed Hydraulic Tahle Stage(HI Azea (acx) volume (aa-fq Oarw. ( E ) Inf'li~ f ~ 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. 12s 0 .000 0 .162 0 .039 0. 161 0. 188 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 .078 0. 161 0. 375 0 .000 0 .162 0 .091 0. 161 0. 938 0 .000 0 .162 0 .109 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 .193 0. 161 0. 688 0 .000 0 .162 0 .156 0. 161 0. 750 0 .000 0 .162 0 .169 0. 161 0. 813 0 .000 0 .162 0 .182 0. 161 0. 875 0 .000 0 .162 0 .19s 0. 161 0. 938 0 .000 0 .162 0 .207 0. 161 1. 000 0 .000 0 .162 0 .220 0. 161 1 .063 0 .000 0 .162 0 .233 0. 161 1. 125 0 .000 0 .162 0 .29b 0. 161 1. 188 0 .000 0 .162 o .zs9 0. 161 l .zso o .ooo a .16z o .z7z o. 161 1. 313 0 .000 o .16z 0 .285 0. 161 1. 375 0 .000 0 .162 0 .298 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 .162 0 .337 0. 161 1. 625 0 .000 0 .162 0 .350 0. 161 1. 688 0 .000 0 .162 0 .363 0. 16i 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 .902 0. 161 1. 938 0 .000 0 .162 0 .915 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 .959 0. 161 2 .188 0 .000 0 .162 0 .967 0. 161 2. 250 0 .000 0 .162 0 .980 0. 161 2 .313 0 .000 0 .162 0 .993 0. 161 2 .375 0 .000 0 .162 0 .506 0. 161 2 .438 0 .000 0 .162 0 .519 0. 161 2 .500 0 .000 0 .162 O .s32 0. 161 2 .563 0 .000 0 .162 0 .545 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 .589 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 O. i61 3. i2fi 0 .000 0. 162 0 .661 0. 161 3 .188 0 .000 0 .162 0 .679 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 .938 0 .000 0 .162 0 .726 0. 161 3 .501 0 .000 0 .162 ® 0. 739 0 .161 3 .563 0 .000 0 .162 0. 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 ® 0. 791 0 .161 3 .813 0 .000 0. 162 0. 809 0 .161 3 .876 0 .000 0. 162 O. B17 0 .161 3 .938 0 .000 0. 162 0. 830 0 .161 9 .001 0 .000 0. 162 0. 893 0. 161 9. 063 0 .000 0. 162 0. 856 0. 161 9. 126 0 .000 0. 162 0. 869 0. 161 9. 188 0 .000 0. 162 0. 882 0. 161 9 .251 0 .000 0. 162 0. 895 0 .161 9. 313 0 .000 0. 162 0. 908 0 .161 9. 376 0 .000 0. 162 0. 921 0. 161 9. 938 0. 000 0. 162 10. 939 0. 161 9. 501 0. 000 0. 162 0. 997 0. 161 9. 563 0. 000 0. 162 0. 960 0. 161 9. 626 0. 000 0. 162 0. '0. 973 985 0. 0. 161 161 4. 4. 688 751 0. 0. 000 000 0. 0. 162 162 0. 998 0. 161 4. 813 0. 000 0. 162 1. 011 0. 161 4. 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. 188 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 3. 37fi 0. 000 0. 162 1. 128 0. 161 5. 938 0. 000 0. 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 LAND USE 'Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 yeaz ,100 year Flow Frequency Return Return Period 12 year 5 year 10 year ,25 year 50 year 100 year ANALYSIS RESULTS Periods £or Predeveloped Flow (cfs) 0.000096 0.000063 0.000076 0.000099 0.000109 0.000124 Periods Eor Mitigated Flow (efs) 0 0 0.000001 0.000001 0.000002 0.000003 ' Yearly Year Peaks for Predeveloped and Mi tigated Predevelo ed Miti ated , 1957 1958 0.000 0.000 0. 0. 000 000 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 1965 0 .000 0 .000 19b6 0 .000 0 .000 1967 0 .000 0 .000 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 1979 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 0. 000 0 .000 1983 -0. 000 0. 000 1989 0. 000 0. 000 1985 0. 000 0. 000 1986 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 D. 000 0. 000 1999 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 0. 000 0. 000 2000 0. 000 0. 000 Ranked Yearly Peaks for Predevel oped and Mitigated Rank Predeveloped Mi tigated 1 0 .0003 0. 0000 2 0 .0001 0. 0000 3 0 .0001 0. 0000 9 0 .0001 0. 0000 5 0 .0000 0. 0000 6 0 .0000 0. 0000 7 0 .0000 0. 0000 e 0. 0000 0. 0000 9 0 .0000 0. 0000 10 0 .0000 0. 0000 11 0. 0000 0. 0000 12 0. 0000 0. 0000 13 0. 0000 0. 0000 19 0. 0000 0. 0000 15 0. 0000 0. 0000 16 0. 0000 0. 0000 17 0. 0000 0. 0000 le o. cooo 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 0. 0000 0. 0000 25 0. 0000 0. 0000 26 0. 0000 0. 0000 27 0. 0000 0. 0000 28 0. 0000 0. 0000 29 U. 0000 0. 0000 30 0. 0000 0. 0000 31 0, 0000 0. 0000 33 0 .0000 0 .0000 3a o .oooo o .oaoo 3s o .oooo o .oooa 36 0 .0000 0 .0000 37 0 .0000 0 .0000 38 0 .0000 0 .0000 39 0 .0000 0 .0000 40 0 .0000 0. 0000 91 0 .0000 0. 0000 9? 0. 0000 0. 0000 93 0. 0000 0. 0000 ~94 0. 0000 0. 0000 Flow(CFS) 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.oooo o.oooo 0.0000 0.0000 0.0000 0.0000 1 a.oooo o.oooa a.oooo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 '0.0000 0.0000 0.0001 0.0001 ~a.aool 0.0001 0.0001 0.0001 o.oaol 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 Predev Dev Percentage Pass/Fail 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass o.o Pass. 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass o.o Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass 0.0 Pass D . 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. o Pass 0. 0001 0 0 0. o eaas 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 o .oool 0 0 0 .o eass o .o001 0 0 0 .o eass o .oool 0 0 0 .o eass 0 .0001 0 0 0 .0 Pass o .oool 0 0 0 .o eass o .oool o 0 0 .o eass 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 Watez Wality m~s Flmw aaa volume fox nor on-line facility volume: p.ppl4 acre-feet On-line facility [azget flow: 0.0036 cfs. Adjus[etl tom 15 my 0.0368 cfa. Of£-line facility target flow: 0.0046 cfa. adjus Cetl fox 15 min. p.09~ cfs. This orogram antl accompanying documentation is provitletl 'as-is' without warranty of any kind. The entice risk regactlinq the pexfocmanre and z salts of [his program is umetl by the user. Clear Creek Solutions a d [he Washington State 1 Department of Ecology disclaims all wa a anfies, neither expressed p implied, including but not limited to implietl I warranties of program and accompanying tlpcumentation. In no even: shall Clear Creek Solutions antl/or the Washin 5[on State Department of Ecology he liable for any damages whatsoever lincluding without limitation [o tlamages for loss of business pcofi is, loss o£ business infocmati on, business inierruption, antl the like) arising out of the u e of, or nability to u e this progzam even if Clear Creek Solutions or the Washington State Department of Ecology has been advisetl of thesposs ibility of such .tlamages. 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage 8 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: Spanaway (110) Nisqually (74) Hydrologic Group: B Infltration Rate: 1 inch/hour Post-Developed Basin Area Summary Basin A Basin B Tributary lot Impervious Area 0 04 Ac 0 02 Ac sidewalk . . Disturbed Pervious and Undisturbed Pervious 64 Ac 1 1 59 Ac rass/landsca in . . Pervious Pavement 0.46 Ac 0.53 Ac Directly Connected Impervious Area 0 37 Ac ~ 0 22 Ac roof area . . 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 (W WHM) software was used to model the runoff. Sizing Calculations: Design Storm (24 Hour) Basin A Basin B '. Ozn 0.2215 cfs 0.1967 cfs 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers 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) Stonnwater Management Manual for the Puget Sound Basin. DESIGN AND BASIN INFORMATION SUMMARY: Soil Classification SCS Soil Classifcation: Spanaway (110) Nisqually (74) Hydrologic Group: 8 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 far the siormwater during construction. Western Washington Hydrology Model (WWHM) software was used to model the runoff. Sizing Calculations: Design Storm (24 Hour) Basin A Basin B Ozn 0.2215 cfs 0.1967 cfs 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainage 8 Erosion Confrol Report Surtace Area of Temporary Sediment Trap A, = FS x (QrN,) where: FS =Factor of Safety = 2 for non-ideal settling A, =Surface Area Qz =Flow rate (ds) V, =Settling Velocity of sediment = 0.00096 ft/sec Therefore, the surface area equation becomes: A, = 2 x (Qz10.00096) Using the Flow rates calculated by VNNHM produces the minimum surface area required for each drainage basin. Basin A -Minimum Surtace Area Required A, = 2 x (0.221510.00096) = 461.46 ft' Basin A -Surtace Area Provided A, = 695.69 ft Basin B Minimum Surface Area Required A, = 2 x (0.196710.00096) = 409.79 fF Basin B Surface Area Provided A, = 664.45 ft' lOL D p mEo O 10E1 ^oooooa oaooo aooooo 00000 1 10 20 30 9p 50 60 70 BO 90 99 Cumulative Probability Dwavn. FWE Wam puapy Hybagaoh WdkM FIClualan Analyte dBla eeb BON AN0.vela , 1PN'AIIUP ONLY EYAP W/JENSEN MN~SE~e~ r3*C 2 OLY PgECIP NOOPLY 501 PoC 1 Rvdereh e4 Paw Wt POCI Mage~ed bow -+H,;. M- 1000i p tltl Prcq,I AFL OIIiLEi6 Mli0eled 1001 iepeza dal Paiti'1 STAGE MIg rod•{;,y-y:.~'"a~,~~"Ar _. AllDmevep Flow Slaae Piecp Even POC t. Plan Fte9uency PoC1M- [1on(CPS) Olpl 2 Ye as ! Yaav ~ O.R]3J 30 Year ~ 0:30J3 23 Year ~ 0.3406 30 Yeat ~ 0.3]91 100 Ya av ~ 0.4093 YaatlyPaah4 1956 0.2209 193] 0.3]9] 1950 0.193] 1919' 0.223! 1960 0.2464 1961 O.iiDI 1962 O.1i63 196] 0.3031 1969 0.21 t3 1963 0.1496 1966 0.1]00 196] 0.22]2 1968 0.1646 1969 P.161p 19]0 0.160] 19]1 0.201] 19]2 0.2]30 ~ ~ r ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ r ~ ~ ll~ Western Washington Hydrology Motlel PROJECT REPORT , Project Name: BEDTRPa Site Addr¢sa: City 'Report Date 11/19/2007 Gage Olympia Data Start 1955/10/01 ~Da to End 1999/09/30 Precip Scale: 0.80 PREDEVELOPED LAND USE 'Name Basin A Hypass: No t Groundwater: No Pervious Land Use Acres A H, Forest, Flat 2.51 Impervious Land Use Acres Element Flows To: Surface Name Basin A Bypass: No Groundwater: No Pervious Land Vse A H, Lawn, Flat Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT PARKING FLAT ' Element Flows To: Surface Trapezoidal Pcnd 1, Znter£low Acres 1.fi4 Acres 0.37 0.04 0.46 Interflow Trapezoidal Pond 1, Name Trapezoidal Pond 1 ' Bottom Length: 117.359978420176ft. Bottom Width: ll7.359978920176ft. 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 Dia charge Structure Risez Beight: 2.5 ft. Groundwater Groundwater Riser Diameter: 18 in No tchType Rectangular Notch Width 0.000 ft. Notch Height: 0.000 ft. Orifice 1 Diameter: 0.085 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage (f t) Mee (acx) Volume (acx-f[) DaGx g (efa~ Infilt (efe) 0. 000 0. 31fi 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. 199 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. 928 0. 330 0. 138 0. 000 0. 000 0. 967 0. 331 0. 151 0. 000 0. 000 0. 506 0. 333 0. 164 0. 000 0. 000 0. 594 0. 334 0. 177 0. 000 0. 000 0. 583 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. 391 0. 293 0. 000 0. 000 0. 778 0. 392 0. 256 0. 000 0. 000 0. 817 0. 393 0. 269 0. 000 0. 000 0. 856 0. 39a 0. 283 0. 000 0. 000 0. 899 0. 39fi 0. 296 0 .000 0. 000 0. 933 0. 397 0. 309 0 .000 0. 000 0. 972 0. 398 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. 126 0. 359 0 .378 0 .000 0 .000 l. lfi7 0. 355 0 .391 0 .000 0 .000 1. 206 0. 356 0 .905 0 .000 0 .000 1. 249 0 .358 0 .419 0 .000 0 .000 1. 283 0 .359 0 .933 0 .000 0 .000 1 .322 0 .360 0 .997 0 .000 0 .000 1 ,361 0 .362 0 .961 0 .000 0 .000 1 .900 0 .3fi3 0 .975 0 .000 0 .000 1 .439 0 .364 0 .989 0 .000 0 .000 1 .978 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 .599 0 .370 0 .596 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 .379 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 O .fi39 0 .000 0 .000 1 .867 0 .379 0 .698 0 .000 0 .000 1 .906 0 .381 0 .663 0 .000 0 .000 1 .999 0 .382 0 .678 0 .000 0 .000 1 .983 0 .389 0 .693 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 .738 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 .299 0 .395 0 .814 0. 000 0 .000 ' 2 .333 0 .396 0 .829 0. 000 0 .000 2 .372 0 .398 0 .895 0. 000 0 .000 2 .411 0 .399 0. 860 0. 000 0 .000 2 ' 2 .450 .489 0 0 .900 .402 0. 0. 876 891 0. 0. 000 000 0 0 .000 .000 2 .528 0 .403 0. 907 0. 068 0 .000 2 .567 0 .905 0. 923 0. 252 0 .000 2 .606 0 .906 0. 938 0. 501 0 .000 2 .694 0 .907 0. 959 0. 802 0. 000 2 .683 0. 909 0. 970 1. 147 0. 000 2 .722 0 .910 0. 986 1. 531 0. 000 2 .761 0 .912 1. 002 1. 949 0. 000 ' 2. 800 0 .913 1. 018 2. 901 0. 000 2 .839 0. 915 1. 034 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. 919 1. 083 9. 992 0. 000 2. 999 0 .920 1. 099 5. 079 0. 000 3 .033 0. 422 1. 115 S. fi90 0. 000 3. 072 0. 923 1. 132 6. 329 0. 000 ' 3 .111 0 .925 1. 198 6. 979 0. 000 3 .150 0. 926 1. 165 7. 656 0. 000 3 .189 0. 428 1. 182 8. 353 0. 000 ' 3. 228 0. 929 1. 198 9. 070 0. 000 3 .267 0. 931 1. 215 9. 807 0. 000 3. 306 0 .932 1. 232 10 .56 0. 000 3. 399 0. 434 1. 299 11 .39 D. 000 ' 3. 383 0. 935 1. 265 12 .13 0. 000 3. 422 0 .936 1. 282 12 .99 0. 000 3. 461 0 .938 1. 299 13 .77 0. 000 3. 500 0 .939 1. 316 19 .61 0. 000 3. 539 0. 991 1. 339 15 .47 0. 000 MITIGATED LAND USE ' Flow Frequency Return Return Period 2 year 5 year 10 year 25 year ' S0 year 100 year ANALYSIS RESULTS Periods for Predeveloped Flow (cfs) 0.000514 0.000707 0.000851 0.00105 0.001212 0.001386 Flow Frequency Ra turn ' Return period 2 year 5 year ' 10 yeaz 25 year 50 year 100 year Periods for Mitigated Flow (cfal 0.169453 0.219148 0.25068 0.28932 0.317393 0.399963 Yeazly Peaks £or Predeveloped and Mitigated Year Predeveloped Mitioated ' 1957 0.001 0. 192 1958 0.000 0. 320 1959 0.000 0. 129 1960 0.000 0. 182 1961 0.001 0. 222 1962 0.000 0. 121 1969 0. 001 0. 248 1965 0. 000 0. 176 196fi 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 1900 0. 000 0. 170 1901 0. 000 0. 169 1982 0. 000 0 .195 1903 0. 000 O .1B0 1904 0. 001 0 .230 1905 0. 000 0 .191 1986 0. 000 0 .169 1987 0. 000 0 .229 1900 0. 000 0 .263 1909 0. 000 0 .123 1990 0. 000 0 .196 1991 0 .000 0 .305 1992 0 .000 0 .275 1993 0 .000 0 .197 1999 0 .000 0 .094 1995 0 .000 0 .119 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 Ranked Yearly Peaks for Predeveloped and Mitigated Rank Predeveloped Mitigated 1 0. 0032 0. 3205 2 0. 0016 0. 3050 3 0. 0011 0. 2747 9 0. 0006 ~ 0. 2639 5 0. 0005 0. 2476 6 0. 0005 0. 2350 7 0. 0005 0. 2300 8 0. 0005 0. 2297 9 0. 0005 0. 2235 10 0. 0005 0. 2223 11 0. 0005 0. 2094 12 0. 0005 0. 2009 13 0. 0005 0. 1951 19 0. 0005 0. 1939 15 0. 0005 0. 1923 16 0. 0005 0. 1916 17 0 .0005 0. 1913 18 0 .0005 0. 1060 19 0 .0005 0. 1017 20 0 .0005 0 .1796 21 0 .0005 0 .1780 22 0 .0005 0 .1760 23 0 .0005 0 .1739 24 0 .0005 0 .1697 25 0 .0005 0 .1695 26 0 .0005 0 .1663 27 O .G005 0 .1638 28 0 .0005 0 .1570 29 0 .0005 0 .1472 30 O .OODS 0 .1465 ~32 0.0005 0.1919 33 0. 0005 0. 1397 39 0. 0005 0. 1317 ~35 0. 0005 0. 1282 36 0. 0005 0. 1293 37 0. 0005 0. 1226 38 0. 0005 0. 1206 ~39 0. 0005 0. 1171 90 0. 0009 0. 1162 41 D. 0009 0. 1139 42 0. 0009 0. 1096 ' 93 0. 0009 0. 0991 99 0. 0009 0. 0877 1 Flow (CF$) Piedev Dev Percentage Pass/Fail 0. 0003 1395 389899 27590.0 Fail 0. 0003 1318 389790 29191.0 Fzi1 ' 0. 0003 1292 389597 30961.0 Fail 0. 0003 1171 384597 32839.0 Fail 0. 0003 1070 368733 39961.0 Fail 0. 0003 988 95770 9693.0 Fail 0. 0003 921 95076 10323.0 Fail 0. 0003 893 99920 11200.0 Fzil 0. 0003 760 93880 12352.0 Fail ' 0. 0003 720 93533 12990.0 Fail 0. 0009 651 93186 19319.0 Fail 0. 0004 603 92839 15396.0 Fail 0. 0009 559 92530 16702.0 Fail ' 0. 0009 509 92222 18118.0 Fail 0. 0004 9fi7 91875 19673.0 Faii 0. 0009 994 91605 20631.0 Fail 0. 0009 397 91296 22996.0 Fail 0. 0009 366 90988 29860.0 Fail 0. 0009 333 90756 27259.0 Fail 0. 0004 294 90998 30769.0 Eail 0. 0009 258 90178 39952.0 Fail ' 0. 0005 196 89908 95871.0 Fail 0. 0005 199 89638 60159.0 Fail 0. 0005 118 89906 75767.0 Fail 0 .0005 78 89136 119276.0 Fail ' 0. 0005 98 88866 185137.0 Fzil 0 .0005 27 88635 328277.0 Fzil 0 .0005 26 88403 390011.0 Fail ' 0 .0005 25 88172 352688.0 Fail 0 .0005 25 87991 351769.0 Fail 0. 0005 25 87709 350836.0 Fail O 0. .000fi 0006 29 29 87978 87285 369491.0 363687.0 Fail Fail 0 .0006 23 87015 378326.0 Fzil 0 .0006 23 86822 377986.0 Fait 0 .0006 21 86591 412338.0 Fail ' 0 .0006 21 86398 911919.0 Faii 0 .0006 19 Bfi205 953710.0 Fail 0 .0006 19 86012 952694.0 Fail 0 .0006 19 85781 951978.0 Fail ' 0 .0006 19 85588 450963.0 Fail 0 .0007 19 85395 999497.0 Fail 0 .0007 19 85202 998931.0 Fail 0 .0007 19 85009 997915.0 Fail ' 0 .0007 19 89816 996900.0 Fail 0 .0007 19 89662 495589.0 Fs it 0 .0007 19 89508 999778.0 Pail 0 .0007 19 89315 993763.0 Fail 0 .0007 18 84122 967399.0 Eai1 0 .0007 18 83968 966488.0 Fai_ 0 .0007 16 83775 523593.0 Fail 0 .0007 16 83621 522631.0 Fail 0 .0008 16 83466 521662.0 Fail 0 .0008 16 83273 520956.0 Fai'! 0. 0006 16 82926 518287. 0 Faii 0. 0008 1b 82772 517325. 0 Fail 0. 0008 16 82618 516362. 0 Fail 0. 0008 16 82925 515156. 0 Fail 0. 0009 16 82271 514193. 0 Fail 0. 0008 16 82116 513225. 0 Fail 0. 0008 16 81962 512262. 0 Fail 0. 0009 15 81896 595690. 0 Faii 0. 0009 15 81692 594613. 0 Faii 0. 0009 15 81538 '593586. 0 Faii 0. 0009 15 81389 542560. 0 Fail 0. 0009 15 81268 541786. 0 Fail 0 .0009 15 81119 590760. 0 Fail 0 .0009 15 80959 539726. 0 Fail 0 .0009 15 80805 538700 .0 Fail 0 .0009 15 80651 537673 .0 Fail 0 .0009 15 80535 536900 .0 Fail 0 .0010 19 80381 579150 .0 Fail 0 .0010 19 80265 573321 .0 Fail 0 .0010 13 BOlll 616238 .0 Fail 0 .0010 13 79956 615096 .0 Fail 0 .0010 13 79841 619161 .0 Fail 0 .0010 13 79686 612969 .0 Fail 0 .0010 13 79532 611789 .0 Fail 0 .0010 13 79916 610892 .0 Fail 0 .0010 13 79301 610007 .0 Fail 0 .0010 13 79196 608815 .0 Eail 0 .0010 13 78992 607630 .0 Eail 0 .0011 12 78876 657300 .0 Eail 0 .0011 12 78722 656016 .0 Eail 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 .0 Eail 0 .0011 12 77912 699266 .0 Fail 0 .0011 11 77796 707236 .0 Fail 0 .0011 11 77681 706190 .0 Fail 0 .0012 9 77565 861833 .0 Fail 0 .0012 9 77999 860599 .0 Fail 0 .0012 9 77339 859266 .0 Faii 0 .0012 9 77218 857977 .0 Fail 0 .0012 9 77064 856266 .0 Fail 0 .0012 9 76998 854977 .0 Fail 0 .0012 9 76832 853688 .0 Fail The development has en vn £lax durations f rom 1/Z pradeveloped 1 yearn £lmw [o th e 2 year flox e flan a 10& increase £rom the 2 year to the 50 yeaz fla x. The Development Hae an n £lox d urations for e than 50i of the floxe Erom the 2 yea r to the 50 year flow. Hater Quality HMp Flox and Volume £ox POC 1. on-line facility volume: 0.1157 a¢e-feet On-line facility target flox: 0.1213 cfa. Adjusted for 15 min: 0.2639 cfa. OE£-line facility target flox: p.069 cfa. Adjusted fox 15 mrn. 0.1502 cfa. This program antl a ompanying tlocumentati on is provided 'as-is' without w anty of any kind. ^, he entire risk regartlinc the performance antltresults of Chis program is assmned by the us m Clear Creek Solutions antl the Washington State Department of Ecology disclaiss all as ran[ies, either sxpressedeo implied, in lading but not limited io implietl anties o£ pr opcam and a ompanying documentation. In n en[ shall C1eam Creek Solutions antl/or the WaehingCOn. State Depa riment of EcoloSP be liable f any tlamages whatsoever lincluding vitheu[ limitation to tlamages far loss of business profits, loss of business information, business interruption, and the like) acts ing out of [he v e of, of 'nability Yo u e this program a en if clear Creek Solutions or the Washington Stare Depactmen[ of Ecol ogp has been advised of ihes possibility of such tlamages. ~ r . ~ . . . . ~ . . . . ~r . . . . . l0E 1 D F U l0E 0 O IDE 1` ° oo°ooo oo°oo°°o°ow++°e°°000°°000°°°o°ooa J 1 10 20 30 40 50 60 70 80 9U 99 Cumulative Probability Duelions FbwF e9uency Wdw Ow9y Hydo9eph ''WdIaM FFxNalion Aneyz0 dalatels NUN NIIALY515 1 PUYALWPOAILY EVAP W/JENGEN•HAISEa~. f ~• ~ i. 20LY PRECIP HOURLY > ~+AiS ; 501 POC 1 Piedeveb ed Ilrnv ~'9. _ + 3 ~" i ~ ' T` B]1 POC1 Milgded Pow J; + l Om Lepexoidd Poritl 1 ALL OUTLEi£ML9d d 1001 Lepezddd Pand 1 STAGE Mlgaled 's :::. . : `v Al Daleidi Flow Sle9e PmuD Evap PDC1 Iq P1onICFS) 0]01 2 Year -®'' 5 Yeai - 0.2436 10 Yeai - O.R]3] 2Y Yeei ~ 0.3110 50 Yeai - 0.3303 100 4eer - 0.365] Yearly Peaks 1956 0.19]0 Y 95] - 0.301] 1958 0.1]10 1959 0.19]0 1960 0.2192 1961 0.1518 .1962 0.1568 ' 1963 0.3936 19fid O.RR]] 1963 0.2221 1966 0.1504 196] 0.1998 1960 0.1439 1969 0.1485 19]0 Dnazz 19]1 0.1]84 19'/8 0.29]5 Western Washington Hydrology Model PROJECT REPORT Project Name: SEDTRPb Site Address: City Report Date 11/19/2007 Gage Olympia Data Start 1955/10/01 Data End 1999/09/30 Precip Scale: 0.80 PNEDEVELOPED LAND USE Name Basin B Bypass: No Groundwater: No Pervious Land Uae Acres A B, Forest, Flat 2.36 Impervious Land Vsa Acres Element Flows To: Surface In terflow Groundwater Names Basin B Hypase: No Groundwater: No Pervious Lantl Use Acres A H, Lawn, Flat 1.59 Impervious Lantl Vae Acres ROOF TOPS FLAT 0.22 SIDEWALKS FLAT 0.02 PARKING FLAT 0.53 Element Flows To: Surface Interflow Trapezoidal Pond 1, Trapezoidal Pond 1, Name Trapezoidal Pond 1 Hottom Lengtk: 110.997483040258ft. Hottom Width: 110.997983098258ft. Depth 3. 5ft. Volume at riser head 0.8102ft. Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope d: 3 To 1 Discharge Structure Riser Height: 2.5 ft. Groundwater Riser Diameter: 18 in. No tchType Rectangular Notch Width 0.000 £t. ' Notch Height: 0.000 £t. Orifice 1 Diameter: 0.083 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 1 Pond Hydraulic Table Stage (ft) Area (acx( Volume (aa-fq -achrg lcfa7 Infil[(efa~ 0 .000 o .2eo 0 .000 0 .000 0 .000 0 .039 0 .281 0 .011 0 .000 0 .000 0 .078 0 .283 0. 022 0 .000 0 .000 0 .117 0 .289 0 .033 0 .000 0 .000 0 .156 0 .285 0 .099 0 .000 0 .000 t 0 .199 0 .286 0 .055 0 .000 0 .000 0 .233 0 .287 0 .066 0 .000 0 .000 0 .272 0 .289 0. 077 0 .000 0 .000 ' 0 .311 0 .290 0. 089 0 .000 0 .000 0 .350 0 .291 ~ 0. 100 0 .000 0 .000 0 .389 0 .292 0. 111 0 .000 0 .000 0 .928 0 .293 0. 123 0 .000 0 .000 ' 0 .967 0 .295 0. 139 0 .000 0 .000 0. 506 0 .296 0. 196 0. 000 0. 000 0. 594 0 .297 0. 157 0 .000 0. 000 0. 1 0. 583 622 0 0 .298 .300 0. O. 169 lEO 0 0 .000 .000 0. 0. 000 000 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 .304 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. 899 0 .308 0. 263 0. 000 0. 000 t 0. 933 0 .309 0. 275 0 .000 0. 000 0. 972 0 .311 0. 287 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. 319 0. 329 0. 000 0. 000 1. 128 0 .316 0. 336 0. 000 0. 000 1. 167 0 .317 0. 398 0. 000 0. 000 1. 206 0 .318 0. 361 0. 000 0. 000 ' 1. 299 0 .319 0. 373 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 0. 323 0. 910 0. 000 0. 000 1. 900 0. 325 0. 423 0. 000 0. 000 1, 439 0 .32fi 0. 436 0. 000 0. 000 1. 978 0 .327 0. 998 0. 000 0 000 1, 517 0 .328 0. 961 0. 000 . 0. 000 1, 556 0. 330 0. 979 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 0. 000 0. 000 1. 750 0. 33fi 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. 391 0. 591 0. 000 0. 000 1. 999 0. 343 0. 605 0. 000 0. 000 1. 983 0. 399 0. 618 0. 000 0. 000 2. 022 0. 395 0. 631 0. 000 0. 000 2, 061 0. 397 0. 695 0. 000 0. 000 2. 100 0. 349 0. 658 0. 000 0. 000 2. 139 0. 349 0. 672 0. 000 0. 000 2. 176 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 .790 0.000 0 .000 2 .372 0 .357 0 .754 0.000 0 .000 2 .411 0 .358 0. 768 0.000 0 .000 2 .450 0 .360 0. 782 0.000 0 .000 2 .489 0 .361 0. 796 0.000 0 .000 2 .528 0 .363 0 .810 0.068 0 .000 2 .567 0 .369 0 .829 0.252 0 .000 2 .606 0 .365 0. 839 0.501 0 .000 2 .649 0 .367 0. 853 0.802 0 .000 2 .683 0 .368 0. 867 1.197 0. 000 2 .722 0 .369 0. 881 1.531 0 .000 2 .7fi1 0 .371 0. 896 1.999 0 .000 z .EOO a .37z o. 91o z.4o1 0 .000 2 .839 0 .373 0. 925 2.882 0 .000 2 .878 0 .375 0. 939 3.392 0 .000 2 .917 0 .376 0. 959 3.929 0 .000 2 .956 0 .377 0. 968 9.992 0 .000 2 .994 0 .379 0. 983 5.079 0. 000 3 .033 0 .380 0. 998 5.690 0 .000 3 .072 0 .382 1. 013 6.329 0 .000 3 .111 0 .383 1. 028 6.979 0 .000 3 .150 0 .389 1. 093 7.656 0 .000 3 .189 0 .386 1. 058 8.353 0 .000 3 .228 0 .387 1. 073 9.070 0. 000 3 .267 0 .389 1. 088 9.807 0 .000 3 .306 0 .390 1 .103 10.56 0 .000 3 .394 0 .391 1. 118 11.39 0 .000 3 .383 0 .393 1. 133 12.13 0 .000 3 .422 0 .399 1. 199 12.99 0 .000 3 .961 0 .396 1. 164 13.77 0. 000 3 .500 0 .397 1. 179 19.61 0. 000 3 .539 0 .398 1. 195 15.47 0 .000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow (c£s) 2 Year 0 .000483 5 year 0 .000665 10 year 0 .0008 25 year 0 .0009E7 50 year 0 .00119 100 year 0 .001303 Flow Frequency Re tssrn Periods £or Mitigated Return Period Flow (c£s) 2 year 0. 169953 5 year 0. 219198 SO year 0 .25068 25 year 0. 28932 50 year 0. 317393 100 year 0. 399963 Yearly Peaks for Predeveloped and Mitigated Year Predevel oiled Mitigated 1957 0- 000 0 .192 1958 0. 000 0 .320 1959 0. 000 0 .129 1960 0. 000 0 .182 1961 0. 000 0 .222 1962 0. 000 0 .121 ' 1969 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 .080 1971 0. 000 0 .143 1972 0. 000 0 .173 1973 0. 003 0 .235 1979 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 0. 000 0 .191 1980 0. 000 0. 170 1981 0. 000 0. 169 1982 0. 000 0. 195 1983 0. 000 0. 180 1984 0. 000 0. 230 1985 0. 000 0. 141 1986 1987 0. 0. 000 000 ~ 0. 0. 169 229 1988 0. 000 0. 263 1989 0. 000 0. 123 1990 ' 1991 0. 0. 000 000 0. 0. 196 305 1992 0. 000 0. 275 1993 0. 000 0. 197 1994 0. 000 0. 099 ' 1995 0. 000 0. 119 1996 0. 000 0. 231 1997 0. 001 0. 106 1998 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 1B 0. 0005 19 0. 0005 20 0. 0005 21 0. 0005 22 0. 0005 23 0. 0005 29 0. 0005 26 0. 0005 26 0. 0005 27 0. 0005 20 0. 0005 ' 29 0. 0005 30 0. 0005 Predeveloped and Mitigated Mitigated 0.3205 0.3050 0.2747 0.2634 0.2976 0.2350 0.2308 0.2297 0.2235 0.2223 0.2099 0.2009 0.1951 0.1934 0.1923 0.1916 0.1913 0.1060 0.1017 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. 1919 33 0. 0009 0. 1347 34 0. 0004 0. 1317 35 0. 0004 0. 1282 36 0. 0004 0. 1293 37 0. 0004 ~ 0. 1226 38 0. 0004 0. 1206 39 0 .0009 0. 1171 40 0 .0009 0. 1162 41 0 .0009 0. 1139 92 0 .0009 0. 1096 43 0 .0009 0. 0991 44 0 .0009 0. 0877 Flow (CFS) Predav Dev Percentage Pass/Fail 0. 0002 1900 389899 27492.0 Fail 0. 0003 1319 384740 29169.0 Fail 0. 0003 1247 384547 30837.0 Fail 0. 0003 1171 384597 32839.0 Faii 0. 0003 1075 368733 39300.0 Fail 0. 0003 996 95770 9615.0 Fail 0. 0003 925 95076 10278.0 Fail 0. 0003 840 99420 11290.0 Fail 0. 0003 760 93880 12352.0 Fail 0. 0003 717 93533 13045.0 Fail 0. 0003 699 93186 19358.0 Fail 0. 0003 605 92839 15395.0 Fail 0. 0009 559 92530 16702.0 Fail 0. 0009 510 92222 18082.0 Fail 0. 0009 970 91875 19547.0 Fail 0. 0009 445 91605 20585.0 Fail 0. 0009 399 91296 22881.0 Fail 0. 0009 365 90988 29928.0 Fail 0. 0009 333 90756 27254.0 Fail 0. 0009 300 90948 30199.0 Fail 0. 0009 253 90178 35693.0 Fail 0. 0009 199 89908 96399.0 Fail 0. 0009 199 89638 60159.0 Fail 0 .0005 118 89406 75767.0 Fail 0 .0005 78 89136 114276.0 Fail 0 .0005 51 88866 179297.0 Fail 0 .0005 27 88635 328277.0 Fa i'_ 0 .0005 26 88903 390011.0 Fail 0 .0005 25 88172 352688.0 Fail 0 .0005 25 87941 351769.0 Fail 0 .0005 25 87709 350836.0 Fail 0 .0005 24 87478 364991.0 Fail 0 .0005 29 87285 363687.0 Fail 0 .0005 23 87015 378326.0 Fail 0 .0006 22 86022 399695.0 Fail 0 .0006 21 66591 912338.0 Fail 0 .0006 21 86398 911919.0 Fail 0 .0006 19 86205 453710.0 Pail O .000b 19 86012 952699.0 Fail 0 .0006 19 85781 451978.0 Fail 0 .0006 19 85588 950963.0 Fail 0 .0006 19 85395 499997.0 Fail 0 .0006 19 85202 448431.0 Fail 0 .0006 19 85009 497975.0 Fail 0 .0006 19 89816 446900.0 Fail 0 .0006 19 89662 445589.0 Fail 0 .0007 19 84508 949778.0 Fail 0 .0007 19 89315 993763.0 Fail 0 .0007 18 89122 467394.0 Fail 0 .0007 1B 83968 466988.0 Fail 0 .0007 16 83775 523593.0 Fail 0 .0007 16 83621 522631.0 Fail 0 .0007 16 83466 521662.0 Fail 0 .0007 16 83273 520956.0 Fail ' 0. 0007 16 82926 518287. 0 Fzii 0. 0007 16 82772 517325. 0 Fail 0. 0008 16 82618 516362. 0 Fail 1 0. 0008 16 82425 515156. 0 Fzil 0. 0008 16 82271 519193. 0 Fzil O. 000B 16 82116 513225. 0 Eaii 0. 0008 16 81962 512262. 0 Fail 0. 0008 15 81896 595690. 0 Fail 0. 0008 15 81692 599613. 0 Fail 0. 0008 15 81538 593586. 0 Fail 0. ' 0. 0008 0008 15 15 81389 81268 592560. 591786. 0 0 Fail Fail 0. 0008 15 81114 590760. 0 Fail 0. 0009 15 80959 539726. 0 Fail 0. 0009 15 80805 538700. 0 F=il 0. 0009 15 80651 537673. 0 Fail 0. 0009 15 80535 536900. 0 Fail 0. 0009 19 80361 579150. 0 Eaii 0. 0009 19 80265 573321. 0 Eail 0. 0009 13 80111 616238. 0 Eail 0. 0009 13 79956 615096. 0 Eail 0. 0009 13 79891 619161. 0 Fail 0. 0009 13 79686 612969. 0 Fail ' 0. 0009 13 79532 611789. 0 Eail 0. 0010 13 79416 610692. 0 Eail 0. 0010 13 79301 610007. 0 Ezil 0. 0010 13 79146 608815. 0 Ezil 0. 0010 13 78992 607630. 0 Fzil 0. 0010 12 78876 657300. 0 Fail 0. 0010 12 78722 656016. 0 Fail 0. 0010 12 78606 655050. 0 Eaii 0. 0010 12 78952 653766. 0 Fail 0. 0010 12 78298 652983. 0 Eail 0. 0010 12 78221 651891. 0 Fail 0. 0010 12 78066 650550. 0 Eaii 0. 0011 12 77912 699266. 0 Fail 0. 0011 11 77796 707236. 0 Eail 0. 0011 11 77681 706190. 0 Eail 0. 0011 9 77565 861833. 0 Fail 0. 0011 9 77999 660549. 0 Eail 0. 0011 9 77339 859266. 0 Faii 0. 0011 9 77218 857977. 0 Fail ' 0. 0011 9 77069 856266. 0 Eail 0. 0011 9 76998 854977. 0 Eail 0. 0011 9 76832 853688. 0 Ezil The aevalopment has an incxeaee in flow d uxa[ione f z pm 1/2 pzedewelopetl eyear fl ux to the ] year flew w e Nan c a SOT in x aee fmom Lhe 4 y eaz ko the So yeaz flux. ' ~a Development Hae an inc ease e than 50& oP the flmxa from in £1ow tlurationa £oc the ] yeaz' to the 50 yeaz Plox. ' Watex Quality >~ Flow and Volume cue POC- 1. On-line facility wluma: p.3024 a on-line facility tazget flax: 0.1076 c£s. Adjve ted fox 15 min: 0.2338 c£a. Off-line facility taxge[ floe: 0.0611 cfe. ' Adjm ted fox 15 mrn. 0.1328 c£a. This orogtam antl accomaanying tlocument ati on is provided s-i without wa ranty of any kind. The entire risk regarding 1 Che performance antl results of [his program is assumed byathesuser ClearrCreek Solutions antl [he Washington State Department of Ecology tlisclaims all warranties, either expres setl or zmplied, zncluding but not limited to implied anties of program and a oapanying tlocumentaii on. In no event shall Cle ai Creek Solutions antl/pr [he Washington State Department of Ecol ogycbe liable for any tlamages whatsoever linclutling without limitation [o damages for lass of business profits, lass of business information, business in[ez rvpt on, aad the like) arising out of the u e of, o inability to u e this program even if Clear Czeek Solutions or the Washington State Department of Ecolpgyshas been atlvisetl of thespossibili[y of such damages. 1 ~, \ \ ... ~~ ,; P~ e TERRA VALLEY f ~ ~ 1,y SUBDN1510N ~ ~k - . ya.. \~ + _ {~-______ SY ~~ O .,~.~ ,µ.;r. h y ,~ \ '' ~- ~ THOMPSON CREEK AND ASSGGATED WETLANDS AS DELINEATED BY COOT COMPANY IN MARCH OF 2005 s OPEN SPACFJ PARK DPDICAI ED TO TM1gAA TERRq HOMEOWNERS ASSOCIATION YPgRLEL: J8G4000001q SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON ~ ~ _ I i ,'' ~ ` ~ ~~ ` ~ I \ ', i 1 ~ `, --.i '. CONSIGILTOX 1 I ~.- ~~~, ' TAHOMA TERRA ~' '~ V -1'/ unwv+LE \ .I '~I ~- WIPFCOUNTRY CWe~ _ ~' 1 nuns Pgeac z ~ 'I ~ _ ~\ L. I O rwa rt*n .I ~ rue ezorecnox s ~ O I ~ I _ >II~ I ~`--.+-x '. PeNarw lrm .I O~ ' \ EJ .Q`,,`X~~~'pQ~ II p~ R _ _'_ _ - _ _ *~ p _ _ ~M-*-~--x-~i-a---x"^I -r_~ ~~.~ / ~( K=~ R J _(} _ _ ~ ~ --~- -psi ~ ® ~'~® i-~~ ~` ®~%" i ~ \ ~ ~~~~0 :~, I F x-rt `\6`~ 00 d O O ~ ~D~O~ ~~ }~y__' - -_ -,0.$-O _' o~ - ® x J'", .~;®x`~/ / , ~t I;, O o'" I I ~-x R ^~ j o "I 1, b ' / I ~ - / 1 i 0 0 ® pi~~ ~ O - r ® / 7r' / ~ 0 0 ~ O C~ ~~ ®- - ~ 1 "-~' - -~ y ~ ~9'~ ~1 ~ ~ ' ~~ `~ 4 ' Q ~~ ~_ ~'' L~ OPEN SP?GE I / J~ '~ , I, ~ Ida ~ / ~_ 4 W Ig ~' ` \ _ b5T ~P ~ ~ 1 I I~` s ~_ -, 1~ i r 3- y ~\ II fl ~ ~ I / ~ ~ _ >4 ~ 9950 ~ ~ 5EDIMEN(lFA> I ~ 1 I I ~ ~ ~ ~.3'nn~ i.~ ~ _ L"~ \.' ~ g ~ ~ y~ / ~~ rm~TOU orRVa~o ~a ,\ ,~~ ~' ~r~ ~ j ~ ~ I ' % PfN(;IIYP) I w ~ ray !~ ~~ ~ ~'~~ .: ~/~ ~ werowo eu~rrx I wEnwo WRER .~\ ',~ ~ ® ~\ I ~\`, ~.~ x~~ / f-'. _. _.~~~ ~ / uMns or 4 NM115 OF A ~T{ , 1 ~ ~ ~ ~ ~ . - ~. 1 CGSSRULTtCN I fANiIR1KPgN `~~4. ~ 1 o a ~ ~~R ``~R • $~fi 8 0 as g a~ - L~ h ~ ~ I A ~~ /~~~=~ ~/ f. .L TRE£PR6IKTION f£NLC Z ~~/r}~ , I ~~~~~~~ inAfVFART INIERLEP[OR ~] ~ ._._ WETIMIDBOUNiJAT' ~ ~/ l I r S -~~ OPEN SPADE/ z ~'/. ~ ~~ Drtcnn>fl i I 1L f __ rvnPE i j ~ ~ ~ _ ~ J ':,f RrceouuoARr I A ~~~ a ~ ~ ~ \ ~ ~• - ~ ~ _ _ -.. .- wETlwuo auFFER• > j " I ~ ~. Y ~ ~. i'' ••-• LIMBS GF LONSTRILIION J O Z V I I / ~! w~l ~ 6 f ~• ti / •~ OPEN SPACF/PAR(~ -N-~~IMERCERERSWNE LLs 1 / ~~ , i .dry ~ DEDICATED TO TgHOMq TERRA a r / vRgvE~cnecKOAM ~ °a ~ d / ~ I ~ ~ t ~ f ~ - HOMEOWNERS A55pCIATION ~ 3 (j ` ~ ~ i 1 ~ I! uF CNECR < PPRCEl.: A86g000001q j~ ~ fn 6 TFMPORIRt ~ '. i ~ ~ s ~ s _ ~ ~~ //I ~ oniw ~)~ ,~ .- '~ -- -~~--~ (lam Wrowro o m~ ~ ~ ~ F v .I SEOIMBR TFMI ~W / ~ / ~L(/ COJ u TOP GF WEIR 335 5 ~I ~ .'F. ~ ~~ eOROU.OF POND ~ h ___ f~ 1 Y.1 60 MR4mx CDwlY ~t6T ~ //~ : -~~~ v,AliW~~ ~gryryON NCM04 LL -33z.o I ~~.~~ `Y~ I ~:y ~~/~; r'`~~ sc.u rce.. ns~~wumn~r.~ _ ~ L , ~~ -" v ~ k _ - - ~ i i `°"`~~mM wuO-tea' -~I ~ ty x ~~ j i.' ....~~~,.~..,~ oenvnrw SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON ~l CONSTRUCTION ENTRANCE DETAIL YN£: x i5. RLRR PMFIL MgR-UL FP WIO[Fg15-~ Y%Y HY I4 CA Mtltf wxrsroaTrRmro ~fAawc oREauvNUrt W1Rf FMPIL -, IHN% flLTEF FKW IC MA1 W Al MIRAfl Iap NS awmlmi4art rx ror la GA FAPRIC W.fCLYVI Nnrro rosr a•WOOp POSTS. srANDAm ~ Dfnat oR srta.ra¢ rpsr PRPfTI NEW MPROP, uNE PPwlce 3'a• - 112' waslm fFAV6 (YL1S4~L IN 1RaCH pNf GN B'JIn 9p30F R1f0.faCf ruwc ox mf suw•%~ rX9'WOJD POST OR SI~fFNCf IOSf SIOE VIEW FILTER FABRIC FENCE DETAIL `vGl[: H.iS. CFaSS oR ROR s ~I L nL 20MIN /:1 TEMPORARY INTERCEPTOR DITCH 5CP1E: N.TS. I. NATfwP1SHNt realxcnroelxcN assxw.sPws ND MATBf iLPJ)F55fD Y.1Ix 1 IINT i03 WCII FLO. {SfAlf SiAWPFD SROflGIUtI". YLfNM! &15J 1HER~:Pµ SIV1L ff Ai llpSf 1211gCi IHIQµp 20p f@T IGVG. vtpfH SHNL Bf mf f1ALwU1H pF mf YEHIOf MGRa$AW ELPfS MIA µg11QYAL ROGT, 51W1 Bf LLO®PWIX%GLLY iO MNMNN IT'gSt FUNLTICN Lf 1Hf Pµ. 2' IFmf PID WES NOfIRLYlA1fLY RfACVf THE MUO MIXd 1Mf VB9Q£ W11fH.5.1Hf WNHSSHNLff IC59 Ofi ~ TH[ VBIICIE alms A PAVfp SiPHf. mf WA°AMNG 51WLBE IXMk q! AAFfA 3. 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WealaµpAAp sTRENGfH rnTfRfaewcls wm.AmRS Man sDwaa ffxa Snot ce rasTafnsfaxayro me ursLaffsloe of mf rows USING nGWDIfIYWIftE StMS AT IFgSi OI.E 111]llglf, llf W1P$ CRIx)G LANGS. mf WIFf 5f WL IXIFNp INro mf 1FWCN A MINIMUM OF FWi INrnss ANp sIWL Bf AT lFgSt TWII11YFOIPn IxCna Al-J NOf MORE mPH mIKM1Sa Iwxs uw:remEOwGIxA1GPWIW =_uRFO2 s. me srANpARp 5TR6W1H fl1TfP.fABPJL Snnu of srARm oRwnaromE FENQ µp MTN1Y Ilgla O`mf FP-RIC StNLL Bf IXI@1CfD IMO nlf TRapt. merAxwc sw4l xm map MGRS mw mlr:rcsa lxp~nmvE mE OwL+NUGwwlm $URFPCE fnTa FAewcsnw MY of srARro ro rwnrw TwB. 6. NHfN IXIW451FftIfINfNFR FAPPJC AW CUY.,at N5i 5POLlNG PRE USED, mf W1Rf MBH 51RFWf faG` IMY pE fNMINAIa). IN SUCN A(A5[ mf flL1FA fPPRIG 4 $!MID ~. W1Rf0 fARfLRT iOItL Fp55 WIRI NLOR1fA fRLYI.a'ONS OFSiµpARD 51w31G111 NO1F5 AByJE NR1tNG. ]. mf TRENP15HN1 Bf&~BfiNID W1R1341NG1 MINIMNM DWHfIa WAS4fp GRAVEL B. RL1FA fABWL ffl1255HNL BE R6AW®Wi1fN mEYNAY£SERVHI mNF USEfl1L fUw'(YX BUf NT PffORf mf NSILR 4RFA tt45 R`a PEAMµWRY sttauza. GRAVEL CHECK DAM DETAIL SGIE: NSS. 0lW1DN 5flLLWAT ~~ 6 MIR W1pM l xATrvE SaIaR COMPIGIp ac nu~ ~ LAN. la•pfrm.zv xoa GfpfG'N[ ~ MIN. IYpfPfH. 3la'-L5• WASNm GRAKL suRPeca AREA czlelMlx® AT TOP Cf Wl]R CHECK DAM NOTES: I. wlaaru pus snot of ofrroe• FME.. 5.A' IIDWNA( RN' 2. w]LROIFA pMG 5841 Ef THIGH IN mf CfHIEF ANDAMINIW.M Cf 0.5'HIGIIIXgI 1tN `.i9f5. 3. CHfQ.0ML551W:. P£iC®IN ATmf BtSfA MIHIMW Of OS'TO WFJpIf (R051JN. 9. plf(I.pANS:AVll!'E OC1YTwICI®IN `!h A MMWfAmNmE ROLE 5 flNN1T 1VffD W1RI A MINxAUM p sPAL: PfMffi! RpCIS, 5. nIE FALL OP mE pM15HNL C[SM]OIH N1HI1x) RCLCS f4011U1pN6 WJR£THON r. pRQ151LPf LXfp,pAM SP HG O-5% ISO fHT 5-IOb IOJ P[Ef lp 50 FEFi I' W u. Vv£Ffl(M• _. -P MIN RW. L ~. I'MIx. GRav6 wPRAP n~ -~GFOIQTI~ j ." ~~ ~l ' pi$GViGf TO 5(09'UIID CCNVEY~. NOTES q/NLI OP, IfYIl SPREpfifP, I.IWp MAY C£ FORIAED BY pfRM OR BY PARIIPLORCGAflEIF IXGVAIYJN. .. 56.YMfMAnpl FOND 5n41 ttAYF 3:1 1£NGIM i0 WIDm RA110. 3.5fINMa1(A1N%i Ig10 SHNl HAVE A MT F%IfIpA YAm I,SW S.P. MIN. SUPSA(£ AR9A 4. i0 ND IN DflERMINING SfpMEM ~M, Nl PaJp55H4LfIAYE A SiPF fJ.Gf Wlm A i4C1..UNEM MPRC WE FWf AHN£ 1XE PORgA Cf 111E PONO. I. sfplMfNr snAU eE Rmcvm Fw»A Trx FDNV was rtWStna I r w pFPm. z Avr w~w.Ge ro mf Poxo fMaANf.MfNIS oR slnPa snag eE REPNRm. ~~TEMPORARY SEDIMENT POND ~J NorTDSr.,f uwn..^~+••ri lteLW TREE PROTECTION FENCING DETAIL SLVf: N.iS. E ~q y Y[R £a^a •> $$` ~~~~m~§ o° J F w 0 V) W F Z U W m.msTU amru } .wsrwra. snTe n.u Q momMarz ssa. ~ ~ nMASmx 01tllIYNICn ~ ~~% 2 LL ,vD 9 C3.1 " ~ E= 1 I p9y' 1.21 ` Z= 334.]3 ' Pt'= PC STA 0+39.51 OfFSEf=I~50 RI i 4 \~ ~ ~ I ~_ ~~ ~ BE61N PL6NMfM ~~ $fA D+N I N= 5930]125 I [= 1103]09.60 ~ k 3 5 11 IR STP Oi ~ OfP9eI 1 ~ 1 PfS 4y` OPP`_ I + - N= 5930: ~.- ,. E= 109] i. . % /~~\~ PRCAYaED W PA1TIN/AY ~! LINE TABLE IWEk IfTIGIH gRECMNi LI 56.26 526'44'25.03W 12 44.32' 51.35' 19.9TW L3 36.1]' S6P g5'04.49W L4 22)1 N0a•22'395BW LS 3a.IT 569•g5'31.2TV Ib 10].23 52P Iq'2B.]3E V 36.01 51.35 54.]TW IB 135.66` 52fY 14' 28.]38 L9 160.23 56Y g5'31.2TW LIO IgISd 569'g3'3&25W LI I ].I 1' 553' 96' 92164 CURVE TABLE wRVe a mows tFNGTN oFlrn a~cLE CI IW.W 4234 24°14'01.]4' C2 SOW 4511' S1°41'1&26• C3 IN.W 43.W 25°W OS.OG' U 50.W 5163' S9'Py M.ST <5 50.W 26.99' 30'52'15 93' C6 SO.W 19 CB' 21°51'49.16• Q 50.W 242T 33° 32' 13 93' fD SO.W 9633' 55.22'36.93• C9 50W 1906' 21°Sb 235d SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON A~ } 1\\ II \ ~ J Sfe ENIARfiD b ~ DfraL A \ ~ I ~~ `' k ~~~~. 2` ~, 1 REflYX I ~. 4 \ pIpD9Vft m. I ~ ~5 i Buturuc ca A ~, N-59281b.( ', f~\103516.09 \ I \ . ~ ~ 6 INI[ 5fA \ 1 =5 4 5 N E=I u ~ ~~ t\ \ \ \ ~ ~ ~ ~ ~ ~\ ~~ ~ . ~ ~ , . E= I IfYJ361.19 ~j COVRI GARNER / N= 592094.5] E= 1103310.]6 I I I { \ \^tlf S14W 809 29 351924 &IIIDING it ff 33] 50 , V/ /~ / ] \: ~N _. PORW50.9PNKT cwsreR wr LaunoN . --~ ~, 9 SEf EN I DfruL F &lll x=e f=1 x=59 E= I I' n {Y -~~~~ _""-i--~ nl i O I} O ~ 1 /' ~/ ~/~ t>, l"f J '~r•° ~ I ~ N6. =I f . ~ Pnw / ~ / b NaP ISIIIRf \/'d O / ~ ~ ~ ~~ 5 ~ CCRNPR ~€\` ~'YLI%11124 FOOND STONE t~ MUIUMfM N=59233].15 ~_ V IARG® ~ 1 $ _ -$~~~ 3 i"1 ~~'-:1 ~PRORRIY CORNER _ "x N=59235).95 2 ~10~f0 ~i RS ~~~ ~ x~ . _I E= I I O3G04.63 ~~tt 0 '~ 0 nl~ .- cF y Z ~' O\~' tl~ 8+09.29 Tr ~~ a C m..8 ~. .,,3 ~~ ''5' .~ ~~ 1 4 l ~6 1". ~ 2A3 ~~~ ~ F;~.. I ebN~ V: ~ i I.1 0>w '" ~ 1r . \ Aso f• -I 9 O ~ / INI~,.EGTION lyP - $~ ~ , SIA 6+8955 ~ ~~ - = SIA 30+09 ; \ f~ N=592900) j _ ~, f=11096d196`~ ~ BUILDING L02NfR ~'b ~n. j _ ' N=59266230 ,+"~.! ~~ ~ , e_I losSgs m ~h4 2 ~% ~~ ~ - S .nl" ,I /, ~I A-'IZ ADA WJAP _ ' ~ i ~~~ 4 ~ BUIWNG/3 25~,. ,~.p , L ,>. F = 33550 ~, '~ ~ ~ END wAU _ 1 I ~q ; ~,., 061 g' V N=592485 ]4 - - - /~ F=1109486 12 1~ ~. BUIIgNG C(WNfR 3 50 - ) ~NO N-59255510 Stl - _ ~ / n f=IIf94A23 -~ ~ ~- ~_ ~ E RNeR ~ ~~~~~ J / ~ ~I>:GEND a F 'IS ~ 1' / 50'WfiIAND BUFHS 61 6 /~ -ES ST NG PROPfR1Y a'JVNDN2Y 5~ D ~ly~i ~ _ ~ - E[ 9T NG Wfi1PND ~UNDpRY R ~~ _~.. - ~~- _ ~ ~ PRpPoSfD f9.'V OL6 ASPNPLT / ~ _ coucRfTf slDfwux ~ ~ ~ ~ ~ 'MATfRIP1iW BY C11Y OF 1IlM ~ ~ ~_ / \ / - GRADING NOTES ~ IU 60 LL ' i TRaL Baal 5 u.L ~ ~~ ~ J ~ \ BEGIN WNl N=592]4].20 wl[xw rows ~~ olnsxEVU su ~xpx.snE~~~ /{qy~ ~ f=1103360.20 xs 6,[rov 6[wmw'sul4durv. o } ~ Pvnnunox of wudu~r ~ swl,.rEi ux aiouiceu[x!s. w mass Q =. wu, ~ ~ ~ TAB!£5 K a~uE ~' TOPOGRAPHIC NOTE .w-cls,ox xnrnw G LL fnSNw 4x~wp, u.p ia,OGxn ,c`t C BRNfR µx - ,._ N 0.8] 28569 rvv[H[x rXDRNwIieo MO ireseoMxtucs tSq RyAi. nmammortammm~m~ uo h ~~~ ~~n 1 n ~gk§ i O Zg Oa U Q Z_ Z Oa O_ C4.0 SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON / i - - TIPICAL POROUS n ASPHALT SECTION SWE: xrs- la I uz Ia•1`° P I. P \ BOTTOM Of CUf5Awro JOIM `Y3 B/.e SECTION ac~ I' I' cprsnwfn ansAWEo "~ JOI~M JOIM ~M3 BAY ~Y3 bA~ ELEVATION NOTES I. lYf NON SHRINE GROIR USED i0 PTiARf iryf PRfLAS7 LURB SRPll CONSIST OF 3: I SAND ANp LEMfM. 6ROM TO A pfPM Of I' iROM inE TOP OF ME BUMPER 2. LOCATIONS fOR WEfMOUS, ANp V-51OT55fIP1L ~ IOfMIPIfV ON 1HE COMRACT DRAWINGS. 3. LDNLRETf 9ryALL NAVE A GOMPR651Vf SiRENGTU Of 30J0151 Ar zB pA s. EXTRUDED CURB DETAIL w)a x.is. ~~ ~~r212' 12113 B44i~ 1y16'vu WOOS MIN Iv MAV 3:1 sANp x cTA+fNr GPINII I•CfYIN NIXISMPJNF GRDIR ~b rnrwww¢mm)~~ fA /6 eAeS WHEEL STOP DETAIL Sfll£: N L5. ~ j~5 ~~~. 5~ ~ N o- ~ a offsEi = I z so Rr % / /~ / 9x~ // /~ N / ° o Rs~ i / FI SiA f196' _ OfF5fr=125 ~ Bf6NExreuofpa ' ~ Pc sr »z5.¢ ofrsfT=IZ SO Lr -- ~ i i ENLARGED AREA ~1 DETAIL-A- srort: r-m Z ~ `doh ~°~ ~aR ~3ti ' $ofi Z N } J J p LL z ~ W ~~ ~ ~ 3 CD ~ i Z w Q 3 } d LL ma ~~~° ~C4.1 y 9 SCPIE„IL~ Ib ufN~R ~~ ~. ~~ ~N srcv~INro o - ~~T----~ ~I~NN~ _ T_-_'_~ I I.~ I i~°OA°i: ~ 8 .1------~ L---- L ,, . ~; ~, ;~ -/ - 5~. i a .s.r.L ~ R R . ~~ WB~IOJICH. M. ~- .DUMPSTER PLAN SCNE' N.TS. '(9)1213 M'CTgRBOLTS. ' -use rEMPUrE ro AUCN 'SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON - - PROPERLY (tt~ I r -T r. -, I I I L ___J L____-J I ARRANGE MIATIP{f gK}10R Ali SFfS AS REOVIREO. B45E NOf TO IXLffD 16'0 , ' .PAVED AREAS. - NOTES: CBU PfDfSTP1 ' BVIII FUBBER PAV - CONLPEI£SIIPll NAPE REINFORCING STfEl ROO50N COMPRESSIVE SIRENTI3WJ j. 19' LEVIERS MAYIMI,M EACH WAY P51@28 OYAS. CONINN 9% (LO WORMIW TO PSTM A615 GRApf 601- ' MIN-6W MN AIR EMRpRAEM A!T Cf P{P[EO WIIN F _ _ 3505.50 SIMnP IN' q~ ITPICAL PAVfO pLLOROANCE T0301. .AREA INSTaLATbN '~ ~ •. B ' fIW.11.N015TRUBfD SOIL oRw¢L mMPACTED fIU - TMILPLLANDBCAPe AREA INSTPLATION ~ OPTIONAL GJMPnLf GRAVIl OR , CRUSHED STONE IOMR WNERE - ' _ soup ROCr. occuPSl.- CLUSTER MAILBOX - - (mil INSTALLATION SCiAE: x T5. ' BASKETBN.L CAURT NOTES: ' I.ce a»»IS n~emxkuen< = e.ew. n..T<Pn..ae, ca.w x..~e»xe.~NNVex.e ec.pi. TM trye 121m+t 1ue~Mdue lms uwklMe dR.... w., ~q,zd.~me lM ~nmr BASKETBALL S HALF-COURT PLAN - SL9f: N.TS. ° ~ 5.., „ ~ -£ 1 n .... , . ~W~ . a/s no ~ ~ x cNr of IELM a /r.os sa/: ,« v. OEPL OP PVBOC WIXtKS "'II "°`°"~°°° CEMENT CONCRETE SIDEWA K ' L .o.a 0 .. oo.,a 4-11 10/]/9, ~ TYPE ~ ~ TYPE JI® 5 } 1 ' `I .[ ~ 5i 1 ~'' w A<m~TF TYPE III TYPE I , F Y P I C A L CURB R AMP S .. ~ ~ am. LIP DETAa RAMP SECTION CIiY O~ TELN wom5 mnu m Va DEPT Of PVDLIC W0.4K5 ~/~ a~ TYPICAL CURB RAMPS .5 ... o.ww a-t2 L c"a dn^ V ~a~ s~~ ~ 8CK z 2 ~_ ~ O J ~ z Q LL W ~ 3 ~ ~ ~ W Q } (n 3 a LL 1- C4.2 O O Q SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. THURSTON COUNTY, WASHINGTON :I -~ -~-- - ~ --~_ ~ NniC!1 ~-, P/15nNG _ ~ \ ~~ _ m ` ~ r > > r ~~ , r yr i. ~ \ ~ /~ J i / \U~ ,_ s '' I ~ i v ~ ~ ~ ~ -_ 1 , i ~ \ \ fl+ l I A~ ~ ,~' _ A ,I r. ~~ i ~~ ~~ A ~ I z' , r-'----,_ _ _ i f' "sJ7 A ~ k`~.t3s>, ~ "~~"'- ~ ' ~ v~'_ -. mil- --.--~- +-, -_,.- y 1 / _ ~\ - -L- J _ .336A9~ ~._ .: ~ .. _ _ J `~J Ci 436.,0 1 ~ r ~ ~'~ \ ~ ~~ ~ (, i J ~ , ~ , '' ~ ° - ~p 1~ ~~ V J V ~ ~ ~~. Si ~ ~) q ~ ~9. ~ r. r -. 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I ~ I / ~ .Q=336 OJ uue 1 ~ l~~Lr L y, i ^, ~r ~ i .~i~ - i Z 4 , '~`, ... i ~ ~~ I I as+ ~ _- _ ~O W y ~ I ~~~' :, ~ ~36s ` g. e 3s ~3 ~ ~~W4'J ~ ~i • ~ ou~cm ~ I ~ -, Q '~ X36 i I i 6 J two of wui i' - _ ~ ,_. ~ .~ ~ ~ Z i O J n _335 im ~ .... w ~- ~ r, i ~ ~ ' i -'~ ~sr„ ~ ' 1 ' ~ ~ 43.. ~ I~ ~ r ~3 0 Ir ' . ~! ' H ~ r /i ~ ; z ~I ~ ~„ ~ ~ ~~~,. ~ ~ c~ WtTAND_/i C~ ~~ ~~~ Q ~ w~~~L ¢9 LL B~~ £:l ^ J x.~ ~ G c~ I ~.66L _ - ,, o~,....a~. C5.0 ~.I ~~`~/ \ ~°'-~T -_ ~nrrn \ emnNc \ t P 1\ =U \ \ \\ % ~ ~ / \~ ' 1 / ) ~ ~ ~ ~ ~ ~, ~y' ~, ., ~o ;~ ~ ~~ ;` ~~ ~ Guy:. `F, ~ ~ ,,, "' ~ SECTION 24, TOWNSHIP 17 NORTH, RANGE 1 EAST, W.M. 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C5.1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers ' Drainage & Erosion Control Report 1 1 I ~~ Appendix 111 FEMA Ma p ® ~ r i ! ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~ BERRY VALLEY APPROXIMATE SCALE IN FEET 500 p - 600 2 J m ZONE A NRTIUX AL FL000 INSURANCE PRUCRAM ZONEX FIRM FL000 INSURANCE RATE MAP -CITY OF YELM, WASHINGTON (THURSCON COUNTY) ONLY PANEL PRINTED COMMUNITY-PANEL NUMBER 630310 0001 A i CORPORATE LIMITS - ~ ~ EFFECTIVE DATE: TUNE 16, 1999 PedmlEmeFRmcy Menngement Agency :ZONE A ml. le .o aA=I,1 row ore pomon ortna aao.e rebm~=ee noaa mao. I es4a[t e0 uving F-M IT Online. Thly map aoea nm reA ec, Chan gee etla dmkm Forme lm a[p otlurlnb~m an on about Netlon alr Flooa lneu ance P mgam Aooe maP [neck IM1e FE MA FIOW Mep 5[am et wrw.mnc fem a.0ov Tahoma Terra Fairway Multi Family KPFF Consulting Engineers _ Drainaoe & Erosion Control Report 1 1 Appendix IV 1 Facility Summary Forms THURSTON COUNTY REGION FACILITY SUMMARY FORM Complete one (1) for each facility (detention/retention, coalescing plate filler, etc.) on [he project site. Attach 8 1/2 x 11 sketch showing location of facility. Proponent's Facility Name or ldentiher (e.g., POnd A) ..............: Pervious Pavement Name of Road or Street [o Access Facility :...................... N/A Heahngs 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) 0, Known; 1, Public; 2 Unknown; 3, Unassigned ' Basin and Sub basin: (num, Bch) (2ch for basin, 2ch for sub basin, 2ch future Responsible CITY: (alpha, 1ch) Part 1 -Project Name and Proponent ProjectName ..... ...... ..... ...... .......... Project DEVELOPER ......................... . Project Contact ..... ......... ................ Address .......... ......................... ' Phone .................. Project Proponent: (i(different) ................. . Address ................. .. .... ...... ....... Phone ..................................... ' Project Engineer ............................. Firm ......... ........ ............ ... ....... ' Part 2 -Project Location Section(s) 24 Township 17 Range 1 E, Willamette Meridian Part 3 - Tvoe of Permit Aoolica[icn Type o/permit (e.g., Commercial Bldg.): Residential Bldg Other Permits (cirole) ^DOFAN HPA ^COE Wetlands ^FEMA ^Shoreline Mgmf ^Encroachment ^NPDES ^Other Tahoma Terra Fairway Tahoma Terra Doug Bloom P.O. Box 627, Rainier, WA 98567 (360)951-7566 Same Same Same Clint Pierpoint KPFF Consulting Engineers 360-292-7230 ^COE 404 ^DOE Dam Safety ^Floodplain ^ROCkeryrRetaining Wall ®Gmding Other Agencies (Federal, State, Local, etc.J that have had or will review this Drainage ' Erosion Control Plan: Part 4 -Proposed Project Description What stream basin is this project in (e.g., Percival, Woodland)....... . Project Size. acres .......................................... Zoning ........................ ........ ................... On-site: Residential Subdivision Numberof LOts :.................. .......... Lot size (average), acres :................... . Building Permit / Commeroial :............................ . Building Footpnn( acres :................... . Concrete Paving, acres ::.................. . Gravel Surtace, acres ::..................... Lattice Block Paving, acres :.:................ . Porous paving, acres Public Roads (including gravel shoulder), acres :............. . Private Roads (including gravel shoulder), acres :............ . On-site Impervious Surface Total, acres :................... . Part S -Pre-Developed Proiect Site Characteristics 378+ Yelm Creek 5.05 Ac MPC 1 0.58 0.23 1.13 0.81 Stream through site, Y/n: ............................................. NO Name: ........................... ... ..............N/A ONR Type: ............................................N/A Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, Groundwater roadside ditch, sheedlow to adjacent private property, etc.): Infiltration info ground, y/n:...... _ ...................... . Swales, Ravines, Y/n : :................................ . Steep slopes (steeper than 15%) y/n :................... . Erosion Hazard, Y/n :.................................. 104yr. Floodplain, Y/n :..................... .......... . Lakes or Wetlands, Y/n :............................... . Seeps/SPnn9s.Y/n ::................... ....... ...... .. High Groundwater Table, y/n :........................ . . . Wellhead Protection or Aquiler Sensitive Area, y/n:......... . Part 6 -Facility Description -Pervious Pavement Total Area Tributary fo Facility Including Off-site (acres) :........... . Total On-site Area Tributary to Facility (acres) :.................. . Design Impervious Area Tributary fo Facility (acres) :.............. . Design Landscaped Area Tributary to Facility (acres) :............. . Design Total Thbutary Area fo Facility (acres) :................... . Enter a one (1) far the type of facility: ) :......................... . Wet pond detention .................................... Wet pond wafer suAace area ............................ Dry pond detention ................................... . Underground detention ................................ . Infiltration pond ....................................... . Dry well in(Itrafion .................................... . Coalescing plate separator ............................. . Centrifuge separator ................................... Biofilter .............................................. Yes No No No Yes Yes No Yes Na 2.76 ac 2.76 ac 0.81 ac 0.82 ac 2.76 ac 1 Other............ (Pervious Pavement) 1 Outlet type (Enter a one (7) for each type present) Filter .................... .. .... .... ... ......... ....... Oil water separator .............. .......... .... ......... Single orifice .................... ...... ................ Multiple orifice ........................................ . Weir ........................................ ........ Spillway .......................... .......... ....... .. Pump(s) .............................................. ' Other(In/filtration) ...................................... 1 ' Part 7 -Release to Groundwater Design Percolation Rate [o Groundwater (if applicable)............ 1 inch/hour 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers .Drainage & Erosion Control Report 1 1 1 ~ Appendix V Soils Evaluation Report 1 SOIL EVALUATION REPORT FORM 1: GENERAL SITE INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 1 OF 1 SCA PROJECT ND.: 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 suhdivisicn with all associated roadway, utility and landscaping improvements. 3. SITE DESCRIPTION: The project site is undeveloped. Site topography is slightly sloping. A high point ridge/peninsula located centrally on the site lies in an east to west position. Generally Ne site slopes away to the north, west and south from this ridge. Elevations range from a high of 338 ft. on the described ddge 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 Golf 8 Country Club to Me east. On-site soils are a comhination ofwell-drained Nisqually and Spanaway series soils formed in glacial oulwash. 4. SUMMARY OF SOILS WORK PERFORMED: Nine test pits were excavated by Vackhoe to a maximum depth of 168" below existing grade. Soils were inspected by entering and visually logging each test pit io a depth of four feet. Soils beyond four feet were inspected by examining backhce tailings. Soil log test pit data sheets are included in this report. 5. gDDITIONAL SOILS WORK RECOMMENDED: Additional sails work may be necessary, dependent upon site-specific drainage design parameters. 6. FINDINGS: The National Resource Conservation Service (NRSC) of Thurston County mapped the on-site sails as a comhination 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 ridge/peninsula consisted of a Spanaway series, while the lower elevation soils immediately 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 oulwash. Test pits revealed upper horizon soils consisting of a fne- grained sandy loam that can be expected to infltrate stormwater runoff al a much lesser rate than the underlying substratum sands and gravels. A water table presence throughout this site requires consideration far all drainage infiltration facility designs. stormwater facility design inflVation rates and soil suitability is site specific and dependent upon targeted soils, as noted in the attached soil lag 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 crompaction by site construction activities. Soils not properly protected will cause drainage infiltration facilifies 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 hounds of uncertainty inhere o practice of soils science, and to be suitable for its intended use. SIGNED: ~~~ ~ ""~~~;,~ DATE: i0~79~'7 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: 'I DEPTH: LAYER: Level ', 62" 70" 10. POTENTIAL FOR: EROSION RUNOFF ' PONOING 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 a[ 48". Sails were wet at 68" and a static water level was present at 62" below the existing grade. The C2 horizon was very hard and extremely manganese stained. Usea design inflVatlon rate of 1 iNhr or less for all stormwater drainage inflVation occurring in the Al horizon soils. Soils Strata Description Soil Log #1 Horz De°N Color Texture %CL hORG CF STR MOT INO CEM ROO <X> FSP Ai 0'- 6" 10YR312 LmVFSa <10 <S q 1SBK - - - mf 2-6 2 A2 fi"- 23' 10YRM2 LmFSa <10 - <3 Mas - - - R 2-6 - A3 23"-44" tOVR513 LmFSa <10 - <3 Mas F1F - - ff 2-6 - Ct 44'- 70" 1-VRSIt MSa Q - <10 SG Map - - - X20 - Cgm2 70'-96" t0YR2/1 Gr vn[h GSa 'S - <g~ Mas - Str Slr - - - bintler (Tll) 1 1 1 Horz Al A2 C1 C2 C3 G4 ' CS SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 2 OF 9 PROJECT NO.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #2(logged 716/06) 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 PONOING Slight Slaw Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS 8 RECOMMENDATIONS: The Ci 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 infiltration 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. OeoM Colar TexNre 0"- 10" 10YR3/2 SaLm 10'- 34" 10VR413 LmFSa 34'- 49" t0YR416 MSa 49'- 68' 10VR6I6 ExGrCSa 58"- 9fi' 10VR91 ExGrBCOb GSa 96'-140" t0YR612 GrFSa 140"-160" tOVR2l1 ExGrM-FSa Soils Strata Description Soil Log #2 %CL °hORG CF STR MOi INO CEM ROO <%> FSP <15 <6 <10 Gr - - - mr 2-6 2 <10 - <10 Mas - - - fm &6 4 c5 - <6 Mas - - - ff >20 >20 <1 - <68 SG - - - ft >20 >40 q <BO SG G2U - - ff >20 - 6 - <25 SG F1F- - - ff 6-20 - czG 6 - <9] Mas - Str Str - >20 - SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway ~ SHEET: 3 OF 9 PROJECT NO.:SCA 04104 'DATE: t0Y29/07 PREPARED BY: William Parnell, P.E. SOIL LOG: #3(logged 7/6/O6) 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: Glacial Outwash 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 8 RECOMMENDATIONS: Moderate mottles were present at 73+^, Soils were wet at 130" and a static water level was present a1132"below the existing grade. Roots were present to 66". Use a design infilVation rate of 1 in/hr or less for all stormwater drainage infltrafion occurring in the At and A2 horzon sails and 1.5 in/hr or less far all stormwater drainage infltralion occurring in the Bwt horizon sails (to 37" below the existing grade). Soils Strata Description Soil Log #3 Horz peoth Color Texture %CL %ORG CF STR MOT IND CEM ROO <X~ FSP At 0'- ]" tOVR3l2 SaLm <15 <5 <10 Gr - - - ff 2-6 2 A2 ]'- 24' t0VR412 GrSaLm qfi - '15 Gr - - - mm 2-6 2 Bw1 24"- 48' tOVR4/3 GrSaLm <tfi - 25 1SBK - - - mm 2-6 3 G1 48'- fifi' t0VR3/6 GrLmCSa <10 - <30 SG - - - fm 6-20 - C2 fi6'- 93' tOVR4l6 ExGrCSa <1 - <95 SG C2D - - X20 - C3 93"-166' tOVR6l1 ExGrM-FSa <2 - <80 SG C2D - - - 6-20 - 1 1 1 1 1 1 1 1 1 1 1 1 Harz 1 A, A2 1 A3 C1 1 C2 C3 1 C4 1 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 LoamyFine Sand Terrace (74) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Sandy Glacial Oulwash GROUP: Unknown 8 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 8 RECOMMENDATIONS: Light mottles were present at 68" increasing to moderate mottles at 66". Heary seepage was present at 96" below the existing grade. The C4 horizon was very hard and extremely manganese stained, Use a design infltration rate of 1 iNhr 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 Depth Color TexNre %CL %ORG CF STR MOi IND CEM RDO <X> FSP 0"- 4' g6V3/3 LmVFSa q0 <5 ~ iSBK - - - ff 2-6 2 4"- 12' 2.SV413 LmVFSa <10 - <3 Mas - - - (f 2F 12'- 9i" 10YR3/3 LmVFSa <10 - <3 Mas - - - mf 2-6 2 41'- 62' 10YR313 LmMSa 4 - q0 Mas FiF - - - 6-20 - 62'- ]2" IDVR4l6 C-MSa <2 - <30 SG C2U - - - >20 - 72"- 93' mVR6/1 ExGrCSa <1 - <96 5G C2D - - - >20 - 93"-133" 10VR2J1 ExGrSa(Till) c5 - q0 Mas M3P Motl- - - - - Str 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(Icgged 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 Hale 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 38" increasing to moderate mottles a[ 43". Static water level was present at 69" below the exist ing grade. Use a design infiftradon rate of 1 iNhr or less for all stormwa[er drainage inflVation occurrin g in the Al horizon sails. Soils Strata Description Soil Log #6 Hat Depth Color Texture %CL %OR6 CF STR MOT IND CEM ROO <X> FSP At 0'- 6" 10VRZ1 SaLm <18 <5 c1 Gr - - - If 2-6 2 A2 6'- tfi" 10YR32 SaLm <18 - q 15BK - - - ff 2-6 - A3 16'- 3D" tOVRM2 LmVFSa <15 - q Mas - - - f1 2-6 - C1 30"- 50" tOVR3l6 LmFSa <12 - d Mas F1F - - ff fi-20 - C2 50"- 68" t0YR5/1 FSa c5 - <5 SG C2D - - - >20 - C3 68'- 96" tOVR5l1 ExGrSa <3 - <]5 SG C2D - - - >20 - 1 1 1 1~ ' Horz Al ' A2 A3 C1 ' C2 1 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 7/6/06) LOCATION: Asper 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 6. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 69" Greater Than Bottom Of Hole 10. POTENTIAL FOR' EROSION RUNOFF PONOING ~ Slight Slaw Minimal 11. SOIL STRATA DESCRIPTION: See Following chart 12. SITE PERCOLATION RATE: See FSP 13. FINDINGS & RECOMMENDATIONS: Lighi mollies 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 Deofh Calor TeMUre %CL %ORG CF STR MOT IND CEM ROO <X> FSP 0"- 4" 10VR4p Lm <28 <6 <i Gr - - - f( 2-6 1 4'- 12" f0VR513 Lm Qfi - <1 16BK - - - tt 2-6 - 12'- 42" 25Y612 LmMSa B - <6 SG F1F - - ff >20 - 42'- 64' i6YR611 VGrCSa <3 - c60 SG C2D - - ff >26 - fi4"- ]4' mYR6l1 LmM$a <8 - <6 SG M3P - - tf >2e - SOIL EVALUATION REPORT FORM 2: SOIL LOG INFORMATION PROJECT TITLE: Tahoma Terra Fairway SHEET: 7 OF 9 PROJECT NG.: SCA 04104 DATE: 10/29/07 PREPARED BY: William Parnell, P_E. SOIL LOG: #7(IOgged 7/6/06) LOCATION: As per the attached map. 1. NPES OF TEST DONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Loam (110)' 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown B 7. CURRENT WATER e. 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 a[ 98". Soils were wet at 112" with moderate seepage occurring at 115" below the existing grade. Roots were present to 72". The C4 and C5 horizons were slightly to moderately dense and exVemely manganese stained. Use a design infiltration rate of 1 in/nr or less.for all stormwater drainage infiltraton occurring in the Al horizon soils and 1.5 in/hr or less for all stormwater drainage infltration occurring in the Bw horizon sails. Soils S[rata Description Soil Log #7 Horz Depth Color Te#ure %CL hORG CF STR MOT IND CEM ROO <X> Al 0"- 20" fOVR3l2 SaLm <18 <5 c3 Gr - - - ff 2-6 fiw 20"- 26' 10VRM3 VGrSaLm c18 - <45 SG - - - ff 2-fi C1 26"- 42' t0YR3/6 ExGrCBa <3 - q0 SG - - - ff >20 C2 42'- 63" 10VR6R ExGrCSa <3 - BS SG - - - ft >20 C3 63'- 96" 10VR4/6 VGrCSa q - <65 SG FiF - - ff >20 C4 96'-120" 10VRP11 E%GISa q - <85 SG C2D - - - >20 CS 120'-193" 10VR211 Pea Gravel <1 - X95 SG C20 - - - >20 with CSa binder FSP 2 3 >40 >40 1 1 ~1 ' Horz Ai A2 aw ' C1 C2 C3 1 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: 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: 6. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash GROUP: Unknown B 7. CURRENT WATER B. DEPTH TO IMPERVIOUS 9. MISCELLANEOUS: DEPTH: LAYER: Level 162" Grea[er 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 8 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 in/hr or less for all stormwater drainage infiltration occurring in the Al and AZ horizon sails and 1.6in/hr or less for all stormwater drainage infiltration occurring in the Bw hodzon soils. I Soils Strata Description Soil Log #8 D ~tM1 Color Te#ure %CL %ORG CF STR MOT INO CEM ROO <X> 0'- 18" 10YR211 SaLm q8 <6 <10 Gr - - - ff 2~i 18"- 33' 10YR312 GrSaLm <18 - c20 Gr - - - mm 2-6 33'- 38" 10YR3(J VGrSaLm <18 - <66 SG - - - fm 2-6 38"- 64' 10YR4/6 EMGIG$a q - <90 SG - - - ff >20 fi4"- ]3' t0VR514 . ExGrLmFSa <10 - cfi5 Mas - - - - >?0 ]3"-168" tDYR5l1 ExGrCSa <t - <98 SG C20 - - - >20 FSP 2 2 3 >40 SOILEVALUATION 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. TVPES OF TES7 GONE: 2. SCS SOILS SERIES: 3. LAND FORM: None Spanaway Gravelly Sandy Terrace Loam (110) 4. DEPOSITION HISTORY: 5. HYDROLOGIC SOIL 6. DEPTH OF SEASONAL HW: Glacial Outwash 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 & RECOMMENDATIONS: Heavy seepage was present at 147" below the existing grade. Roots were present to 48". Soils were eMremely manganese stained at 108"+. Use a design i ~ infl[ration rate of 1 in/hr or less for ail stormwater drainage infiltration occurring in the Al horizon soils and 15 in/hr or less for all stormwater drainage infiltration occurring in the Bw horizon soils. Soils Strata Description Soil Log #9 Harz Oeoth Color Te#ure %CL %ORG CF STR MOT - IND CEM ROO <X> FSP Al 9"- 12" tOVR3/2 GrSaLm <16 6 c26 Gr - - - ff 2-6 2 Bw 12"- 26" 10YR413 VGrSaLm <16 - <45 5G - - - fm 2-6 3 C1 26"- 48" t0YRG6 EvGrF6a QB - p0 SG - - - tm X20 >20 C2 48"-108" 1-YRSl1 ExGr&COb <t - <96 SG - - - ff X20 >40 CSa C3 108"-160" 10YR514 Gr with CSa <1 - c96 SG C2D - - - >20 - binder 1 1 1 1 1 1 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 Claye - CI Coarse - C Ve - V Extremely - Ex Fine - F Medium - M Induration & Cementation (IND) (CEM) Weak - Wk Moderate -Mod Strong - Str Mottles (MOT) 1 Letter Abundance 1st Number Size 2nd Letter Contrast Few - F Fine - 1 Faint - F Common - C Medium - 2 Distinct - D Many - M Coarse - 3 Prominent - P Roots (ROO) 1st Letter Abundance 2nd Letter Size Few -f Fine -f Common - c Medium - m Many - m Coarse - c ' <X> -Generalized range of infiltration rates from SCS soil survey (<X>) FSP -Estimated Field Saturated Percolation rate based on horizon specific factors. 1 ~ ~ ~ \ ~ ~ Tract 6 Future Phase -~' (5.040 acres) ~2 ~ ~ ~ ~ ~ .i. .i. ~ creek and vetlands as `~' y the Coot arch of 2005. ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ / O / o O o ~, ® O ~p0 0 0 0 8 00 0~ o o g ~ ~~ o ° p00 ~ ° ~,, ~c9 8 0 0 o °0 ° 0 -~ 000 0 0 f ~3 0 ,~ O o °. 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CALL 48 HOURS ~ ConsvRing Engineers m wecxm ec BEFORE YOU BIG gppp 6(h Avenue 56. Suite J09 MAIN AND NORTH PARKING LOTS 1-800-424-5555 Wasnin tan 98503 Goce uerz: g y, (J60J 191-72J0 !ax (J60) 291-7731 Sine 1' - 60.d Tahoma Terra Fairway Multi Family KPFF Consulting Engineers ' Drainage & Erosion Control Report 1 1 1 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 (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 to 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 sei 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 fo 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 suchfacility pursuant to the terms of this agreement. Overdue payments will require payment of interest at the current 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. This Agreement is intended to protect the value and desirability of the real property described above and to beneft 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 in interest of said property or any part thereof, or interest therein, and to the beneft 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 , 200_ Notary Public in and for the State of Washington, residing in My commission expires: 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 offcial seal this day of , 200_ Notary Public in and for the State of Washington, residing in My commission expires APPROVED AS TO FORM: 1 1 1 1 i 1 1 1 1 1 1 1 Tahoma Terra Fairway Multi Family KPFF Consulting Engineers Drainaoe 8 Erosion Control Report Appendix Vll Vicinity Map i 1 1 1 1 I I I I ~'a I I I 9~P I I I . s~ I i I -I-----s~- s~o I I I I I I i o I I I I a i I I I ~ ~ o I SW Berry Vollev Robd m I O -' TAHOMA I TAHOMA ~ I N Iv -e r--~ I o ~~~~ I~ u lo' ~~ /~~~~ ~ longmire St SE u O~ ~o a VICINITY MAP N.T.S. 1 - TAH~MA TERRA FAI AY ~ MULffI-FAMILY SITE I