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20100129 MDNS 082510
SEPA NO: 20100129 MITIGATED DETERMINATION OF NONSIGNIFICANCE Proponent: America's Credit Union Description of Proposal: Construct a 4,380 square foot credit union with drive through, future coffee house, and associated parking. Location of the Proposal: The project site is located at 415 Yelm Avenue East, and identified by Tax Parcel Number 22719342800. Section/Township/Range: Section 19, Township 17 North Range 2 East, W.M. Threshold Determination: The City of Yelm as lead agency for this action has determined that this proposal does not have a probable significant adverse impact on the environment. Therefore, an environmental impact statement (EIS) will not be required under RCW 43.21 C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. Lead agency: City of Yelm Responsible Official: Grant Beck, Community Development Director Date of Issue: August 27, 2010 Comment Deadline: September 13, 2010 Appeal Deadline: September 20, 2010 Grant B ommunity Development Director This Mitigated Determination of Non-Significance (MDNS) is issued pursuant to Section 197-11-340 (2) WAC. Comments must be submitted to Tami Merriman, Community Development Department, at City of Yelm, 105 Yelm Avenue West, Yelm, WA 98597, by September 13, 2010, at 5:00 P.M. The City of Yelm will not act on this proposal prior to September 20, 2010, at 5:00 P.M. You may appeal this determination to the Yelm Hearing Examiner, at above address, by submitting a written appeal no later than September 20, 2010 at 5:00 P.M. You should be prepared to make specific factual objections. Contact Grant Beck, Community Development Director, to learn more about the procedures for SEPA appeals. This MDNS is not a permit and does not by itself constitute project approval. The applicant must comply with all applicable requirements of the City of Yelm prior to receiving construction permits which may include but are not limited to the City of Yelm Comprehensive Plan, Zoning Code (Title 17 YMC), Critical Areas Code (Chapter 14.08 YMC), Stormwater Drainage Design and Erosion Control Manual, International Building Code, Critical Areas Regulations (Title 14 YMC), Road Design Standards, Platting and Subdivision Code (Title 16 YMC), and the Shoreline Master Program. DO NOT PUBLISH BELOW THIS LINE Initally Published: Nisqually Valley News August 27, 2010 Posted in public areas: August 25, 2010 Copies to: All agencies/citizens on SEPA mailing list and adjacent property owners Dept. of Ecology w/checklist Attachment A Mitigated Determination of Non-Significance SPR-20100129 Findings of Fact 1. This Mitigated Determination of Non Significance is based on the project as proposed and the impacts and potential mitigation measures reflected in the following environmental documents: / Environmental Checklist (June 2010, Zenczak & Partners) / Preliminary stormwater Site Plan (May 2010, Sound Engineering) 2. The City of Yelm is identified as a Critical Aquifer Recharge Area, a designated environmentally sensitive area. Potential impacts to groundwater quality and quantity will be mitigated through measures that exceed the standards in the 1992 DOE stormwater manual as adopted by the City of Yelm. The City has adopted the 1992 Department of Ecology Drainage Design Manual, which requires that stormwater generated from a parking facility be treated for sediments before infiltration. To protect the Critical Aquifer recharge area, any existing wells and on-site sewage disposal system must be abandoned pursuant to applicable Washington State and Thurston County health regulations at the time of development of the property. 3. The City of Yelm has adopted a concurrency management system as required by the Growth Management Act. Chapter 15.40 YMC (concurrency Management) is designed to ensure that the improvements required to support development are available at the time of development. A concurrency determination may be issued for a proposal as it relates to transportation issues when: the development provides on-site frontage improvements; the project makes off-site improvements as necessary to provide for the safe movement of traffic; and the project makes a contribution to projects identified the six-year transportation improvement program in the form of a Transportation Facilities Charge. 4. The Growth Management Act at Section 36.70.070 (6)(b) RCW states that a finding of concurrency can be issued when required improvements are in place at the time of development or that a financial commitment is in place to complete the improvements or strategies within six years. The City of Yelm and the Washington State Department of Transportation ("WSDOT") have established a minimum intersection level of service ("LOS") standard of "D" for all intersections in the City's commercial zones, with the exception of the intersection of Yelm Avenue and First Street NW where the standard is LOS "F". 5. Review of transportation impacts by Shea Carr Jewell shows significant impacts to Yelm Avenue at the driveway locations to the site. These impacts include: / High potential for vehicles overlapping their turning paths as patrons try to enter and exit the bank. / Trips leaving the site in a left turn movement enter into the left-turn deceleration lane for the eastbound left turn at the signal at Clark Road. This left-turn maneuver has the potential to increase vehicle conflicts, accidents and impacts to already heavy traffic on Yelm Avenue. / The site frontage is narrow and not conducive to full access maneuvers, especially given the close proximity to the signal. / A driveway limited to a right out only will help to prevent the potential for increased conflicts on this segment of the arterial and prevent exiting vehicles from entering the wrong direction in the eastbound left-turn lane. 6. The South Thurston County Urban Growth Areas Abbreviated Coordinated Water System Plan establishes policies related to public water systems within the Yelm Water Service Area and Urban Growth Area. Section 4.5 states: Yelm Minimizing the number of separate water systems is a long-term objective of the Public Water System Coordination Act. Incorporating existing small systems into municipal systems is consistent with this objective. The City of Yelm Comprehensive Water Plan discusses source water protection. The goal of the wellhead protection program is to prevent contaminates entering into ground water sources. Residential contaminates include nitrate, pesticides, and household chemicals. Individual septic systems pose a concern for bacteria, and other contaminants entering the ground water system. Older wells drilled prior to 1971 can pose a contamination threat as requirements were different. Connection to City water and sewer, and decommissioning of residential wells and septic systems protects the ground water source, and removes additional water draw from the water source. Mitigation Measures 1. The eastern driveway exiting the site shall be configured to a right turn only. 2. Any existing wells and on-site sewage disposal systems shall be abandoned pursuant to applicable Washington State and Thurston County health regulations. Evidence that all wells and sewage disposal systems have been abandoned in an approved manner shall be provided prior to approval of civil engineering plans. ses'oe~saw ,s~.ss' )RT}i 1n _ CONCEPTUA~..E LANDSCAPE PLAN 'a `° Fee Ci ty o f ~.'e Zrn bate Received By File No. „~ Community Development Department ENVIRONMENTAL CHECKLIST Instructions: The State Environmental Policy Act (SEPA) requires al( governmental agencies to consider the environmental impacts of a proposal before making decisions. The purpose of this checklist is to provide information to help identify impacts from your proposal, to reduce or avoid impacts from the proposal if it can be done, and to help the City decide whether an ElS is required. An environmental impact statement {EIS) must be prepared for any proposal with probable significant adverse impacts on environmental quality. This environmental checklist asks you to describe same basic information about your proposal. The City will use this checklist to determine whether the environmental impacts of your proposal are significant and require preparation of an EIS. You must answer each question accurately, carefully and fo the best of your knowledge. Answer the questions briefly, but give the best description you can, In mast cases, you should be able to answer the questions from your own observations or project plans without the need for experts. If you da not know the answer, or if a question does not apply to your proposal, write "do not know" ar "does not apply". Complete answers to the questions now may avoid delays later. If the space provided is too small, feel free to attach additional sheets. Same questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the city staff can assist you. The checklist questions apply to all parts of your proposal even if you plan to do them aver a period of time ar an different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. You may be asked to explain your answers or provide additional information far determining if there may be significant adverse impacts. Nonproject Proposals Oniy: Complete both the checklist (even though many questions may be answered "does not apply") and the Supplemental Sheet for Nonproject Actions (part D}. For nanproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposal," "proposer," and "affected geographic area," respectively. 105 Yelrn Avenue Y~'est PO Bose 479 Yelrra, YYA 98597 (360) 458- ~ (f`? ~ ~ ~ j~ 5'~ (360) 458- ~/ ~:/ Lei www.ci.yelr a. - ~)i~i .' ~ ~ ~~r~ PY: ____________________ CITY OF YELM ENVIRONMENTAL CFIECKLIST CITY USE ONLY FEE: _ $150.00 DATE RECD BY: FILE NO. A. BACKGROUND 1. 2. 3. 4. 5. 5. Name of proposed project, if any: America's Credit Union Yeim Branch Name of applicant: America's Credit Union Address, phone number and email address of applicant and of any other contact person: P.O. Box 33338; Fort hewis, WA 98433-0338 (253) 904-07.60 Date checklist prepared; ~7une 2010 Agency requesting checklist: City o£ Ye1m Proposed timing or schedule (including phasing, if applicable): Begin construction in 207.7. , 7. 8. 9. ~o Do you have any plans for future additions, expansion, ar further activity related to or connected with this proposal? If yes, explain. No list any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. None Da you know whether applications are pending far governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No List any government approvals or permits that will be needed for your proposal, if known. SEPA, Site Development, building and related permits. City of Yeim Environmenfa! Checklisf Page 1 11. Give brief, complete description of your proposaf, including the proposed uses and the size of the project and site, There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. ~ A new 4,300 sq, ft. credit union with drive through facility will be built. 'Phc site is 0.73 acres and void of major vegetation, ~ ~ 1u' ~~~ The site is served by standard utilities. There is no on-site we1.l or septic system. O'6" ~ V "" 12. Location of the proposal, Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s), I~ravide a legal description, site plan, vicinity map, and topographic map, if reasonably available. You need not duplicate maps or detailed plans submitted with any permit applications related to this checklist. Project location is at 41.5 Yelm Avenue ~,ast. The tax parcel. number is 227 1.934 2800. B. ENVIRONMENTAL ELEMENTS 1. fwarth a. General description of the site (circle one}: fla rofling, hilly, steep slopes, mountainous, other b. What is the steepest slope an the site {approximate percent slope)? The steepest slope is approximately 3~. c, What general types of sails are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Below the top soil. is Loose to medium dense recessional glacial out wash consisting of gravely sand with scattered cobbles. d, Are there surface indications or history of unstable soils in the immediate vicinity? if so, describe. No e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill, Approxi.matel.y 11.1 cu. yd. of cut and 1,000 cu, yd, of fill., related to standard construction. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Minor erosion during construction wi.1.l be temporary and controlled by required measures including silt fences. Crty of Ye1m Environmental Checklist Page 2 g, About what percent of the site will be covered with impervious surfaces after project construction such as asphalt ar buildings? Approximately 64~ impervious. h. Proposed measures to reduce or control erasion, ar other impacts to the earth, if any: The site wi11 be professionally engineered by a civil. engineer per city standards. 2. Air a. What types of emissions to the air would result from the proposal (i.e., dust, automobile exhaust, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. During construction, dust and exhaust fumes will be generated by construction equipment. After completion of project, exhaust will be emitted through normal banking traffic. b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No c. Proposed measures to reduce or control emissions or other impacts to air, if any: During construction the site will. be watered as necessary to control dust. 3. Water a. Surface Water 1) Is there any surface water body or wetland on or in the immediate vicinity of the ~ site (including year-round and seasonal streams, saltwater, lakes, ponds)? if V yes, describe type and provide names. State what stream or river it flows into? No 2) Will the ro~ect re uire an work over, in, or adjacent to (within 300 feet) the ~,~ p 1 q Y described waters? €f yes, please describe and attach available plans. No 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. lndicate the source of fill material, N/A 4} Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No City of Yelm Environmenia! Checklist Page 3 5) Does the proposal lie within a 100-year flaodplain? If so, note elevation on the site plan. No 6} Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b. Groundwater: 1) Will groundwater be withdrawn, or will water be discharged to groundwater? Give general description, purpose, and approximate quanti#ies if known, 'T`here wil..l. be no withdrawal. of ground water. This site is connected to city water service. 2) Describe the underlying aquifer with regard to quality and quantity, sensitivity, protection, recharge areas, etc. All of Xelm is considered a critica]. aquifer recharge area. The city's critical area maps indicate that the property is located outside of wetlands, floor zones and high ground water. 3) Describe waste material that will be discharged into or onto the ground from septic tanks or other sources, if any (such as domestic sewage; industrial byproducts; agricultural chemicals). None c. Water Runoff (including storm water): `~ 1) Describe the source of runoff (including storm water} and method of collection ~~ and disposal, if any (include quantities, if known). Where will this water flaw? Will this water flow into other waters? if so, describe. 2) d Storm water will be diverted to on-site treatment and then infiltrated into the ground. Could waste materials enter ground or surface waters? If so, generally describe. ~~~~~ ~~~, No '1„~~j1~ ~t f~ ~~' `~`~~ Proposed measures to reduce or control surface, ground, and runoff water ~~ impacts, if any: ~ `' ,~,~ !~~~ The project will be professionally engineered per all ~, applicable governmenta]. requirements. C~~" `~'~~`~ ~~`~' ~ `1.~~,~ Ciiy of Yelm environmental Checklist Page 4 4, Plants a. Check or circle types of vegetation found on the site: x deciduous tree: alder, maple, oak, aspen, other evergreen tree: fir, cedar, pine, other x shrubs x grasses x pasture crops or grains wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other other types of vegetation b. What kind and amount of vegetation will be removed or altered? Approximately 5 dead or damaged trees wall be removed. existing landscaping will be cleared in the course at construction. c. List threatened ar endangered species known to be on or near the site. None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: The project landscaping wa.1.1. be designed by a design professional per applicable governmental. requirements. 5. Animals a. Circle any birds and animals that have been observed on or near the site or are known to be on or near the site: birds; hawk, heron, ducks, eagle songbirds, other: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, shellfish, other: b. List any priority, threatened or endangered species known to be on or near the site. None c. Is the site part of a migration rou#e? If so, explain. No d. Proposed measures to preserve or enhance wildlife, if any: None 6. l~nergy and Natural Resources a. What kinds of energy (electric, natural gas, gasoline, heating ail, wood, solar etc.) will be used to meet the completed project's energy needs? Describe whether it will be used far heating, manufacturing, transportation, etc. El.ertricity and natural gas will. be used as principal sources for heating, cooling and l.ighti.ng. Criy of Yelm Environmenfal Checklist Page 5 b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: The ~rojeCt shat.]. meet or exceed the Washington State Energy Code. 7. ~nvirpnmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spills, of hazardous waste, that could occur as a result of this proposal? if so, describe. No ~) Describe special emergency services that might be required. Kane 2) Proposed measures to reduce or control environmental health hazards, if any: None b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment operation, other)? The major source of noise is vehicular noise generated by Yelm Avenue. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Noise associated with construction will be short term. Long term noise will be vehicular traffic noise. 3) Proposed measures to reduce or control noise impacts, if any: None 8, Land and Shoreline Use a. What is the current use of the site and adjacent properties? The site currently serves as a single-family residence. East and west: Si_ngle~-famit.y residential. North: Commercial. b. Has the site been used for mineral excavation, agriculture or forestry? If so, describe. No City of Yelm Environmental Ghecklisf Page 6 c, Describe any structures an the site. A 1,050 sq. ft, single-family residence with attached carport and a 600 sq. ft. detached garage. d. Will any structures be demolished? if so, what? existing 1,050 sq. ft. house and 600 sq. ft. garage will be removed. e. What is the current comprehensive plan designation of the site? C-1 (Commercial3 in South Sub-Area. f. What is the current zoning classification of the site? C-1 (Commercial) ~~~ g. If applicable, what is the current shoreline master program designation of the (~ si#e? N/A h. Has any part of the site been classified as a "natural resource", "critical" r ~~,2;L r-~.=1 "environmentally sensitive" area? If so, specify. ~~ ~~.`~''~~'~,~'Y Na c.~ i, Approximately how many people would reside or work in the completed project? 8-10 people wil]. work in the completed project. j. Approximately how many people would the completed project displace? 2~-3 peap].e would be displaced due to the removal of the existing si.ngl.e-family residence. k. Proposed measures to avoid or reduce displacement impacts, if any; None I. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: This proposal is consistent with the existing zoning and major goals or the comprehensive plan. 9. blousing a. Approximateiy how many units would be provided, if any? Indicate whether high, middle, or low-income hauling. N/~ b, Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. One middle income, single-family residence will. be elimznated, Cify of Yelm Environmental Checklist Page ~ c. Proposed measures to reduce or control housing impacts, if any: None 10. Aesthetics a. What is the tallest height of any proposed structure{s), not including antennas; what is the principal exterior building material{s} proposed? An entry tower is proposed at 28 feet. `I'kae standard ridge height is at 22 feet. The exterior materials are brick, stucco, and woad siding. b. What views in the immediate vicinity would be altered or obstructed? None c. Proposed measures to reduce or control aesthetic impacts, if any: None 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? No glare from the site will occur toward adjacent properties. b. Could light or glare from the finished project be a safety hazard or interfere with VIeWS? No c. What existing off-site sources of light or glare may affect your proposal? Vehicle lights from Yelm Avenue. d. Proposed measures to reduce or control light and glare impacts, if any: A11 exterior lighting will be designed to prevent glare and Light impacts on adjacent properties. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Golfing, mini-golf, and various schools with fields for youth sports. b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts or provide recreation opportunities: None City of Yelm Environmer~ta! Checklist Page 8 13. Historic and Guttural Preservation a. Are there any places or objects listed on, ar proposed for, national, state, or local preservation registers known to be on or next to the si#e? If so, generally describe. No b. Generally describe any landmarks or evidence of historic, archeological, scientific, or cultural importance known to be on or next to the site. None c. Proposed measures to reduce ar control impacts, if any: N/A ~4. Transportation a. Identify sidewalks, trails, public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. The north propexty edge is fronted by Yel.rn Avenue with sidewalk. There is an existing driveway serving the site. An additional exit~-only driveway is proposed. b. Is site currently served by public transit? By what means? if not, what plans exist far transit service? Yes. The site is on the "Tnterci.ty Transit" bus line. c. How many parking spaces would the completed project have? How many would the project eliminate? The complete praject will. have 20 parking stalls. None wi1.1. be eliminated. d. Will the proposal require any new sidewalks, trails, roads or s#reets, or improvements to existing sidewalks, trails, roads ar streets, not including driveways? If so, generally describe (indicate whether public or private). No e. Will the project use (or occur in the immediate vicinity of} water, rail, or air transportation? If so, generally describe. No f. How many vehicular trips per day wauld be generated by the completed praject? If known, indiaate when peak volumes would occur. .-~3 r ,, j, ,s, [. , See traffic impact analysis. `~~YY1 ~~~~i ' ~ "~"~ g. Proposed measures to reduce or control transportation impacts, if any: None City of Yelm Environmenfa! Checklist Page 9 1~. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe: Upon completa.on of the project, fire and police protection will be minimally impacted. b. Proposed measures to reduce or control direct impacts an public services, if any. None 16. Utilities a. Ciro utilities currently available at the site: electricity, natural gas, water, refu rvice, telephone, sa itary sewer septic system,~~l7sr. ~"' b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Electricity, Natural gas - Puget Sound Energy Water, Storm sewer, Sanitary sewer - City of Ye ].m Refuse - LeMay Phone - Fairpoint Communications C, SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the City of Yelm is relyi n them to make its decision. Signature: Date Submitte 6 2x- 1~ City of Yelm Environmenfa! Checklist Page i0 SUPPLEMENTAL ENVIRONMENTAL CHECKLIST FOR NONPROJECT ACTIONS {Da not use this sheet for project actions.) When answering these questions, be aware of the extent of the proposal, or the types of activities likely to result from the proposal, would affect the item at a greater intensity ar at a faster rate than if the praposal were not implemented. Respond briefly and in general terms. How would the praposal be likely to increase discharge to water; emissions to air; production, storage, or release of toxic or hazardous substances; or production of noise? Proposed measures to avoid or reduce such increases are: 2. How would the proposal be likely to affect plants, animals, fish, or marine life? Proposed measures to protect or conserve plants, animals, fish, ar marine life are: Haw would the proposal be likely to deplete energy or natural resources? Proposed measures to protect or conserve energy and natural resources are: 4. Haw would the proposal be likely to use or affect critical or environmentally sensitive areas or areas designated (ar eligible or under study) far governmental protection, such as parks, wilderness, wild and scenic rivers, threatened or endangered species habitat, historic or cultural sites, wetlands, floodplains, ar natural resource areas? Proposed measures to protect such resources or to avoid or reduce impacts are: City of Yelm ~nvironmentai Checklist Page 11 5. How would the proposal be likely to affect land and shoreline use, including whether it would allow or encourage land or shoreline uses incompatible with existing plans? Proposed measures to avoid or reduce shoreline and land use impacts are: 6. How would the proposal be likely to increase demands on transpar#ation or public services and utilities? Proposed measures to reduce or respond to such demand{s) are: 7. Identify, if possible, whether the proposal may conflict with local, state, or federal laws or requirements for the protection of the environment. City of Yelm Environmental Checklist Page 1~ PRELIMINARY STORMWATER SITE PLAN FOR AMERICA'S CREDIT UNION YELM BRANCH YELM, WASHINGTON MAY 2010 Prepared For: America's Credit Union P.O. Box 33333 Fort Lewis, WA 98433 Prepared. By: Timothy D. Holderman, P.E., Principal REPORT #1014.10 This analysis is based on data and records either supplied to or obtained by Sound Engineerinb, Inc. These documents are referenced within the text of the analysis. This analysis has been prepared utilizing procedures and practices within the standard accepted practices of the industzy. SOUND ENGINEERING, INC. ~~a~~~~ I(,:, .1~!'~ ~ ? ~~~I~ U3 BY: ------------------- TABLE OF CONTENTS Page 1.0 Project Overview ....................................................................................................................... l 1. l Pz•oject Location and Minimum Requirerrzents ...................................................................... l 1.2 Project Description .................................................................................................................3 2.0 Existing Conditions Summary ...................................................................................................3 3.0 Off-Site Analysis .......................................................................................................................4 4.O Permanent Starmwater Control Plan .........................................................................................4 4.1 Pre-developed Site Hydrology;y ...............................................................................................4 4.2 Developed Site Hydrology ....................................................................................................4 4.3 Performance Standards and Goals .........................................................................................6 4.4 Flaw Control System .............................................................................................................6 4.5 Water Quality System ............................................................................................................7 4.6 Conveyance System Analysis and Design ............................................................................. $ 5.0 Discussion of Minimum Requirements ..................................................................................... $ 6.0 Operation and Maintenance Manual ..........................................................................................9 7.0 Special Reports and Studies ......................................................................................................9 $.0 Bond Quantities Worlcsheet .......................................................................................................9 Appendix A General Exhibits A-1 Vicinity Map A-2 Assessors Map A-3 Saillvlap A-4 Soils Description Appendix 13 Geotechnical Report Appendix C Water Quality Treatment G l Watez• Quality Calculations C-2 Contech Stoz•zxzwater Solutions stozrnfiltez• details Appendix D Basin and Infiltration Trench Calculations D-1 Basin Maps D-2 W WHM calculations 1.Q PROJECT OVERVIEW 'l.4 Project Location and Minimum Requirements This report has been prepared as part of requirements for Site plan Review for the Azxzerica's Credit Union Yelm Branch project, as submitted to the City of Yeim. The site address is 4I S E Yeim Ave, Yelm WA, 98567 Legal Description of Property: That portion of the southeast quarter of the southwest quarter of Section 19, Township 17 north, Range 2 east of the Willamette Meridian, described as follows: Beginning at the most northerly corner of tract conveyed to Oscar C. Swanson and wife by deed recorded under Recording No. 384965, being a point an the southerly Iine of Yelm Avenue, I 97 feet, mare or less, northwesterly of its intersection with the east line of said subdivision; Thence northwesterly along said southerly line of Yelm Avenue 120 feet, more or Tess, to the northeast cozxzer of tract conveyed to Axel Caz•lson and wife by deed recorded in Volume 199 of Deeds, page 632; Thence southwesterly along the easterly line of said Carlson tract and along the easterly line of tract conveyed to Axel Carlson and wife by deed recorded in Volume 135 of Deeds, page 17, a distance of 345.3, more or less, to the northwestezly corner of said Swanson tract; Thence along the boundary of said Swanson tract easterly 142 feet, more or less, and northeasterly 23S feet, more or less, to the point of beginning; Excepting therefrom that portion conveyed to the City of Yelm by instrument recorded under Recording No. 341$624; In Thurston County, Washington. Parcel No.: 22719342800 Property Zoning: C-1 See the associated topographic boundary survey as submitted with the plan set. Also see the vicinity map provided within Appendix `A'. ~. ~~~ All storm drainage requirements have been designed according to tkze 200 Stormwater ~1~Ianagement ~~Ianual for Western Washington. Storrrzwater runoff from the developed site will be collected and conveyed via tightlined systems to one of four infiltration trench ~' beds. Prior to release into the trenches, pollution generating suz•face runoff is designed to be conveyed through the required "Contech " Stormwate,° Solutions stormfilter catch basins. Minimum requirements as listed in Volume 1 of the 20U~ S'tormwater 11~Ianagement 1'~Ianual for Western Washington are: 1. Preparation of Stormwater Site Plans 2. Constructian Stormwater Pollution Prevention (SWPPP) 3. Source Control of Pollution ~. Preservation of Natural Drainage Systems and Outfalls 5. On-site Stormwater Management b. Runoff Treatment '7. Flow Control 8. Wetlands Protection 9. Basin/Watershed Planning 2 l0. Operation and Maintenance 1.2 Project Description The proposal is to construct a 4,380 square foot credit union building. The total site area is 38,045 square feet (0.78 acres). The development will include stormwater facilities, utilities, roadways, parking areas, and landscaped areas. The proposed storm drain system onsite has been broken into four sub basins which wil[ collect and convey alI pollution generating stormwater runoff from the paved areas , for water quality treatment to stormfiltex catch basins by Contech Stormtivater Solutions, then to the associated infiltration beds. Runoff from non-pollution generating surfaces will be collected and convoyed directly to the associated infiltration beds. 2.Q EXISTING CONDITIONS SUMMARY The project parcel is bordered to the north by East Yelm Ave {SR 507) and to the east, 5,vest, and south by residential properties. The majority of the site is relatively flat (slopes of <1%). The southwest corner of the site slopes 2% to 3%. An existing residence with detached garage is located in the north and central portions of the site. An abandoned shed is located in the south portion of the site. Vegetation in the north and central portions of the site consists of lawn grass, ornannental trees and shxubs, and fruit trees. Conifer trees are along the west boundary of the site and Lombardy l'op[ars are located in the south portion of the site. Due to the flat topography of the site the majority of the ~~ 3 runoff infiltrates onsito, with a small portion of the runoff sheet flowing to the southwest corner. A Geoteehnical study was performed by E3R~4, Inc., see Appendix `B'. 3.O OFD-SITE ANALYSIS Duo to the flat topography of the site and the highly permeable soils found onsito, it is likely that much of the existing runoff infiltrates and is conveyed via subsurface flows. 4.0 PERMANENT STORMWATER CONTROL PLAN 4.1 Pre-developed Site Hydrology In the pre-developed condition, the site is mostly flat, sloping slzght (2% tea%} in the southwest corner. The majority of the runoff likely is infiltrated onsito. 4.2 Developed Site Hydrology The developed site is broken into four sub basins: The first sub basin (Sub Basin I} is located in the northwest section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected and conveyed to a Contech Sto~~mwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. 1~ low is then conveyed to infiltration trench bed # 1 which is a 63' long x b' wide trench. Roof runoff from the building will also be conveyed to bed #I, bypassing the Stozxnfilter catch basin since it does not require treatment. The second sub basin {Sub Basin 2} is located in the southwest section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected ~~ ~ ~ ._ and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge far water quality treatment. Flow is then conveyed to infiltration trench bed #2 which is a 40' long x 6' wide trench. Runoff from the landscaped area will be collected via a yard drain then conveyed to bed #2, bypassing the Storrrzfilter catch basin since it does not require treatment. The third sub basin (Sub Basin 3} is located in the southeast section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatnn.ent. Flow is then conveyed to infiltration trench bed #3 which is a 3S' long x b' wide trench. Runoff from the landscaped area will be collected via a yard drain then conveyed to bed #3, bypassing the Stormfilter catch basin since it does not require treatment, The fourth sub basin (Sub Basin 4) is located in the northeast section of the site. Stormwater runoff generated by roadway, sidewalk, and parking areas will be collected and conveyed to a Contech Stormwater Solutions Stormfilter catch basin housing one cartridge for water quality treatment. Flaw is then conveyed to infiltration trench bed #4 which is a 13' long x 6' wide trench. Roof runoff from the drive-thru canopy will also be conveyed to bed #q- as well runoff from the landscaped area. Both the roof and landscape runoff will bypass the Stormfilter catch basin since it does not require treatment. See Appendix 'C' for watez• quality calculations and Stormfilter details; see Appendix `D' foz• basin exhibits and trench calculations. 5 4.3 Performance Standards and Goals Infiltration trench bed facilities will be implemented in accordance with minirrzuzn requirement #5 On-site Stormwater ivtanagement Vol. 1 sec. 2.5,5 of the 2005 D.O.E. Stormwater• lYlanagement Manual for Western Washington. Contech Stormwater Solutions Stormfilter facilities will be implemented in accordance with minimum requirement #6, Runoff Treatment Vol. 1 sec 2.5,6 of the above referenced manual. This satisfies the required "Basic treatment" facilities per Vol. 1 sec. 4.2. 4.4 Fiow Control System Storm runoff generated by proposed impervious surfaces onsite is designed to be infiltrated within the previously discussed infiltration trench beds. Doing so satisfies on- site stoz-mwater management requirements for flow control. Three test pits were dug in the north, central, and south poz•tions of the site to accurately analyze the groundwater elevations throughout the site. No evidence of groundwater was observed in any of the test pits, all of which extended down to a depth of 9 feet. Note that the site is located outside of the Thurston County High Hazard Groundwater area (see Appendix A}. Based on these observations, the minimum 5' separation required between the bottom of the infiltration trenches and the seasonal high water marls will be maintained. See Appendix `B' far Geotechnical analysis of test pit findings, and refer to preliminary grading and drainage plans for trench elevations. 6 The infiltration beds were sized using the Western Washington Hydrology Model Version 3 (WWHM3), see Appendix `D'. The geotechnical analysis indicated that rapidly permeable gravelly sand underlies the site, Based on this analysis, along-terra infiltration rate of 10 in/hr was used to size the trenches. This rate was obtained by assuming the maximum long-term rate (10 irz/hr) listed in Table 3.7 Vol. III p. 3-76 of the 2005 D.O.E Storrnwater Management Manual for Western Washington, Due to high permeability of the existing soils, the infiltration trenches are designed for flow control only, see the water quality system section for treatment facility design. 4.5 Wafer Quality System Contech Stormwater Solutions stormfilter catch basins were chosen to treat the storm water runoff from the traveled area {travelways, parking stalls, sidewalks) of the developed site. Runoff collected from roofs is proposed to bypass the water quality systezr~ and be routed directly to the infiltration trench beds. Each of the infiltration trenches is preceded by a stozxnfilter catch basin for the pollution generating surface runoff. Storm fzlter cartridge counts were calculated using WWHM3 to generate the target water quality 15 minute flow rate, then by applying the equation: (Treatment flaw)(449gpm/cfs / 7.5 gpm/cart.} _ # cartridges See Appendices 'C' and `D'. 4.6 Conveyance System Analysis and Design ~~ ,,, .~J' Conveyance calculations to be submitted with final Stormwater Site Plan. 7 5.Q ^ISCUSSION OF MINIMUM REQUIREMENTS The Minimum Requirements have been addressed as discussed below. 1. Preparation of Stoz•mwater Site Plans: Lrcluded lierein. 2. Construction Stoz•rzzwater Pollution Prevention Plan (S WPPP}; To be submitted with corrstructian document plans. 3. Source Control of Pollution: Ta be submitted with construction document plans. 4. Preservation of Natuz•al Drainage Systems and Qutfalls: The project does not abut a naturaC drainage system or outfall, flaw control is designed as infiltration. 5. Cn-Site Stormwater Management: Onsite infiltration trenches (rave been sized in accordance with the 2005 Stormwater Management Manual far Western Washington. 6. Runoff Treatment: Stormfilter catch basins will be provided. 7. Flow Control: Runoff is designed to irrj=xltrate onsite. 8. Wetlands Protection: N/A 9. Basin/Watershed Planning: N/A 10. Operation and Maintenance: To be sr~bmitted with final Stormwater Site Plan. 6.0 OPERATION AND MAINTENANCE MANUAL To be submitted with final Stozmwater Site Plan. 7.Q SPECIAIr REPORTS AND STUDIES Not applicable. S.0 BOND QUANTITIES WORKSHEIwT To be submitted with final Stormwatez• Site Plan. s SOUND E~VGI~'~EER1',NG, INC. Timothy D. Holderman, P.E. Project EngineeY APPENDIX A General Exhibits ~~ _~~ Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA Accessoir's Map ~~ ~ a442a9a1309 64a209o9799 :~ ~ ,~ ~ ~- 644299aflaa9 ~' $ ~ , r'y ~- 64420901900 Y .^~,.~,. ~~~ .~ ~~_ 0 ~~ `., $4a2a9909oo f` ~- ..1 i r~'~`~~-.~G' 47240 y,~, ... ~ ~~ ''" ~ 22719340304 ~-~"~~, "rte ~. ~ ~'' ~ ..e '~ 22T79aa19a1 '-~~, ~w --- ~.t ~K ~~-~~i ~-~i ~ ~_~~ ..__. j -`~ `` - 22719341300 :~, 1 i~ 2277934a100 ~' 22799341900 i~ 22719342500 22719342200 / ~, 1. 227193424A1 644209f009a0 2279 93422!!2 64420800500 22719a42400 22719342201' 64429800699 ~ 22719342690 •.\ ~ ~` 64420800700 22f99342402 $4429700409 ~,i 2z719a49~aa ~~~ ~~~ s~ ~4 .,. _ ~ ~ 227793a2799 6442979969a ~~-~.., gti .~ r 64420700700 ` 22719343003 ~' 64420701000 j~ 22719343000 r / 22719343002 64429700990 !~ ~ 2271934a00i ~~ I t Site Location 22719342900 22719349609 22719342901 Project: America's Credit Union Yelm Branch Location: 415 E Yelm Ave, Yelm WA Vicinity Map Project: America's Credit Union Yeim Branch Location: 415 E Yelrn Ave, Yelm WA High Hazard Groundwater Map ~S4 ~fi S fy 5~ ; C ~° ti ?~` `,, .`ti.Y4 ~r~G~ASp q~~NF SF ?~ J~~~~ ~j~ ~ ~4~F.-: ~ ~~ ~~ ti'A~,` ~ ' 4F~SE 4 a '~ / ~ p~4 9~ fpJ / ~~a 4,~ ~' ~~h ~ SR * NE '` v ~` C ` ~~"~F X S S4 Site Location _iQ3RD AVE 5E ~,.~ NE A1.QfEftS AR __ a 4 ~ Q 4 High Grour;dwater Hazard Area G q~:` ' ,~cRF~MCp yas~ .; f r '1 ~. Y ~ ,~ Ref. Thurston County GeoData Center APPENDIX B Geo~echnical Repo ~~ GEOTECHNICAL REPORT AMERICA'S CREDIT UNION YELM BRANCH 415 EAST YELM AVENUE YELM, WASHINGTON Submitted to: America's Credit Union PO Box 33338 Pt. Lewis, Washington 95499 Submitted by: E3RA, Inc. 201---~ 1bOth street South Suate 401 Tacoma, Washington 98448 November 9, 2007 T07278 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION .............................. .....................................................1 2.0 EXPLORATORY METHODS ............................................ .....................................................1 2.1 Test Pit Procedures ............................................... .....................................................2 3.0 SITE CONDITIONS ...................._,................................... ....................................................,3 3.1 Surface Corrditions ................................................ ..................................................... 3 3.2 Soil Conditions ....................................................... .................................................... 3 3.3 Groundwater Conditions ........................................ ....................................................3 3.4 Seismic Conditions ................................................ ....................................................3 3.5 Ligoefactian Potential ............................................. ....................................................3 3.6 Infiltration Conditians .............................................. ....................................................4 4.0 CONCLUSIONS AND RECOMMENDATIONS .................. ....................................................4 4,1 Site Preparation ..................................................... ....................................................4 4.2 Spread Foofiings ..................................................... ....................................................6 4.3 Slab-an-Grade Floors ............................................. .................................................... 7 4.4 Drainage Systems .................................................. ....................................................7 4.5 Asphalt Pavement ................................................. ....................................................8 4.6 Structural Fill ........................................................... ....................................................9 5.0 RECOMMENDED ADDITIONAL SERVICES .................... ..................................................10 S.a CLOSURE .......................................................................... ..................................................11 List of Tables Table 1. Approximate Locations and C}epths of Explorations List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan 2 APPENDICIES APPENDIX A Soils Classification Chart and Key to Test Data .........................................................................................A-1 Logs of Test Pits TP-1 through TP-3 ................................................................................................ A-2...A-4 PO Box 4A890 1'aeoma, WA 98448 253-537-9400 253-537-9401 Fax ~3~q November 9, 2007 T07278 America's Credit Union P.O. Box 33338 )~ort Lewis, Washington 98499 Attention: Ken Leonard Subject: Geotec6aical Report America's Credit Union Yelm Branch 415 East Yelm Avenue Yelnn, Washington Dear Mr. Leonard: E31tA is pleased to submit this report presenting our geatechnicai evaluation far the proposed America's Credit Union Branch to be located at 415 East Yelrn Avenue in Yelm, Washington. The purpose of our evaluation is to provide geotechnical recommendations and conclusions canceining the construction ofa one story bank building and to provide genera] reco~nanendations regarding onsite infiltration of stormwater. This report has been prepared for the exclusive use of America's Credit Union, and their consultants, for specific application to this project in accordance with generally accepted geotecl}nical engineering practice. 1.0 S>CTE AND PI2OJ~CT DESCRIPTION The project site is located an the south side of East Yelzn Avenue in downtown Yelm, Washington, as shown on the enclosed Location Map {Figure 1). The site is in an area of mixed commercial and residential use that is gradually evolving into exclusively commercial usage. The site fronts East Yelm Avenue for a distance of 112 feet and extends south from the roadway about 250 feet We understand that the new Credit Union Building will be one-story supported on grade with aslab-on-grade floor. The area surrounding the new building will be used for paved parking, drive up banking, and site access. 2.0 EXPLORATORY iVIETHODS We explored surface and subsurface conditions at the project site on 4etober ] 0, 20Q7, Our exploration program comprised the following elements: A surface reconnaissance of the areas to be developed; Three test pits {designated TP-l through TP-3) advanced across the site; and November 9, 2fl07 T07278/ America's Credit Union Geotechnica! Report A review of published geologic and seismologic maps and literature. E3RA, Inc. Table 1 summarizes the approximate functional locations and termination depths ofour subsurface exp(orations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTWS OF EXPLORATIONS Termination Depth Exploration 1=unctionai Location {feet} TP-1 North site g 7P-2 Central Site g TP-3 South site g i=levation datum: EJnavailable The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. ]t should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If signi~eant variations are observed at that time, we naay need to modify our conclusions and recommendations contained in this report to reflect the actual situ conditions. 2^1 Tesf Pit Procedures Our explaratory test pits were Excavated with atrack-mounted excavator by an operator from Rockcrest Construction under contract to E3RA. An engineering geologist from our firm observed the test pit excavations and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in each test pit, based on our fe(d classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency ofthe in-situ soils by means ofthe excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewal( caving or gror~ndwater seepage observed in the test pits. 1'he soils were classified visually in general accordance with the system described in Figure A-l, which includes a key to the exploration logs. Summary fogs of the explorations are included as Figures A-2 through A-4. 2 l~ovember 9, 2007 T07278/America's Credit Union Geotechnical Report 3.D SITE CONDITIONS E3RA, lnc. The following sections present our observations, measurements, findings, and interpretations regarding, surface, sail, groundwater, seismic, liquefaction, and infiltration conditions, 3_1 Sarface Conditions The project site and nearby areas are relatively level. A single-family residence with detached garage currently occupies the north and central portions of the site, An abandoned shed occupies the south portion of the site. Vegetation on the central and north portions of the site consists of lawn grass, ornamental trees and shrubs, and fruit trees. Several Lombardy Poplars grow on the south part of the site. A line of conifers grow along the west boundary. No other signs of surface flow were noted in the vicinity of either the pond o~• planned buildings. No seeps or springs were observed. 3,_,;,2 Soil Conditions Soils conditions on the site are relatively uniform. Generally, we observed about 1 foot of sod and topsoil overlying, to a depth approximately 4 feet, loose, dark brown, silty fine sand, which, in tl~e upper foot o~• so, contained abundant roots. In all of our test pits, we observed loose to medium dense recessional glacial outwash consisting of gravelly sand with scattered cobbles and few fines underlying the silty fine sand layer, which extended to a depth of 9 feet. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3~3 Groundwater Conditions At the tune of our reconnaissance and subsurface explorations (October 9, 2007), we did not observe groundwater in any of our test pits, all of which extended to a depth of 9 feet. We did not observe indications of seasonal high groundwater, such as soil mottling, in any of our explorations. We do not expect that groundwater will be encountered during site excavation. 3~4 Seisrr~ic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the ensile soil conditions to correspond with a seismic situ class D, as defined by Table 1613.5.E of the 2006 International 13uildr.'ng Code (IBCj. _,,,", uefaclion I'„„,•ential .~ ~ of-•-- Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Our ensile subsurface explorations did not reveal saturated (or potentially saturated}, loose, silty sand layers or lenses. 3 l~lovember 9, 20fl7 E3RA, Inc. T072781 America's Credit Union Geotechnical Report 3,,,,; ,,6 Infiltration Conditions The silty sand layer, which underlies a surflcial mantling of topsoil and extends down to depths of 3 to ~€ feet, is comprised of base, silty fine sand and is slowly to moderately permeable. "l'he underlying glacial outwash layer, observed at depths below 3 to =4 feet, is comprised of loose to medium dense gravelly sand with few fines and is rapidly permeable. 4.0 CONCI.,USIONS AND RECOMIWIENDATIONS flans cal[ for the construction of a new Credit Union Building, paved parking and roadways, and possibly onsite stormwater infiltration. We provide these general conclusions and recommendations: • Feasibility: Based on our Feld explorations, research, and analyses, the proposed structure and pavement appears feasible from a geotechnica[ standpoint, provided the recommendations presented in Section 4 are followed. • Foundation O bons: We recommend conventional spread footings that bear on the sandy glacial outwash layer that was observed at depths below 3 to 4 feet. Because this laye~• is somewhat loose, we recommend that subgrade soils be vigorously compacted prior to the placement of forms and rebar. Spread footing recommendations are provided in Section 4. • Floo~• O terns; We recommend slab-on-grade floors far the new credit union building. FIoor subgrade soils that will be exposed after the stripping of organic surflcial soils are somewhat loose. Far this reason, we recommend that floor subgrades be vigorously surface compacted, using vibratory drum roller or other heavy-duty compaction device, before floors are constructed. Recommendations for slab- on-grade floors are provided in Section 4. • Infiltration Conditions: Rapidly permeable gravelly sand underlies the site, and, based on our observations of subsurface conditions, seasonally high groundwater does not rise to within 9 feet of existing grades. For these reasons, the site is amenable to onsite infiltration of stormwater The following sections present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab-on-grade floors, drainage, asphalt pavement, and structural fill. The Washington State DeparCment of Transportation (WSDOT) Standard Specifications and Standard 1']ans cited herein refer to WSDOT publications M41-10, Standard Specifications for Rnad, Bridge, and ~1~Iunicipal Construction, and M21-Ol, Standard Plans for Raad, .Bridge, and iblunicipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, cutting, filling, excavations, and subgrade compaction. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. Phis system should collect and filter all surface water runoff through either silt fencing or a series of properly placed and secured straw bales. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. If silt fencing is selected as a filter, this fencing fabric should meet the requirerncnts of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a 4 November 9, 2a~7 E3RA, Inc. T072781 America's Credit Union Geotechnicai Report should embed a minimum of 6 inches below existing grade. €f straw baling is used as a filter, bales should be secured to the ground so that they will not shift under the weight of retained water. Regardless of the silt filter selected, an erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Tem orarv Draina e: We recommend intercepting and diverting any potential sources of surface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water' quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of tl~e construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the worl~ areas will adequately intercept surface water runoff. Clearing and Stri~ine: After surface and near-surface water sources have been controlled, the construction areas should be cleared and stripped of all topsoil. Our explorations indicate that about 1 foot of topsoil overlies the site, but abundant roots extend down to 2 feet below the surface in isolated areas, Where encountered, root rich soils will also have to be removed. Site ]excavations anct Utility Trenches,: Based on our explorations, we expect that excavations will encounter medium dense sandy soils. Site soils can be excavated using standard excavation equipment. Dewaterin~: Our site explorations did not encounter groundwater, nor do we expect that significant quantities of groundwater wilt be encountered during site excavation. However, ifgroundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations, Tempora~•y Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1 %zH: l V (horizontal to ve~•tical) and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. SubQrade Compaction: Exposed subgrades for footings and floors should be compacted to a firm, unyielding state before new concrete or fill sails are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet-weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section ofthis report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent per the American Society for Testing and Materials {ASTiVI) D-1~~7. 5 November 9, 2007 lw3RA Inc T072781 America's Credit Union Geotechnical Report Onsite Soils: We offer the fallowing evaluation of these onsite soils in relation to potential use as structural fill: Sur rcial Or anic Soils: Topsoil, duff, sod, or other organic soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, these materials can be used only for non-structural purposes, such as in landscaping areas. U er Sil Fine Sand: The upper silty fine sand layer, which underlies the topsoil layer and extends down to depths of 3 to 4 feet, is sensitive to moisture content variation and will be difficult to reuse during wet weather conditions. Native Glacial Outw,ach Gravelly Sand: This soil, encountered below depths of 3 to ~ feet, is relatively insensitive to moisture content variations and will provide a good source ofstructural fil. Permanent Sla es: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no perma~aent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 2'/zH: i V) would further reduce long-terza~ erosion and facilitate revegetation. slope Protection: We recommend that a permanent berm, Swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water ernsinn. Alternatively, permanent slopes could be armored with quarry spans or a geosynthetic erosion mat. ~,~2 Spread 1?ootin~s In our opinion, conventional spread footings will provide adequate support for the proposed buildings if the subgrades are p~•aperly prepared. We offer the following comments and recommendations for purpose of footing design and construction. Footing Depths and Widths: For frost and erosion protection, the base ofall exterior footings should bear at least 18 inches below adjacent outside grades, whereas the base of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post-construction settlements, continuous (wall) and isolated (column) footings should be at least 18 and 24 inches wide, respectively. Searing subgrades: Footings should bear on in-situ native soils that have been surface compacted or on properly compacted (compacted to a uniform density of at [east 9~ percent (ASTM D-1~~7) structural fll Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils or structural fill materials. Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that an E3RA representative observe the condition of all subgrades before any concrete is placed. 6 November 9> 2007 E3I;A, Inc. T072781 America's Credit Union Geotechnical Report Bearing Pressures: In our opinion, for static loading, footings that bear on properly prepared subgrades can be designed for a maximum allowable soil bearing pressure of 3,000 pounds per square foot (psf). A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Pootin Settlements: Assuming that footings are based on properly prepared subgrades, we estimate that total post-construction will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footin Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfil(ed on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill ornon-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backtil] soil should be compacted to a density of at least 90 percent (ASTiVI D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using ate allowable passive earth pressure of 250 pcf {equivalent fluid weight) and an allowable base friction coefficient of 0.35. 4_,,;_3 Slab-On-Grade Floors In our opinion, soil-supported slab-on-grade floors can be used in the proposed structures if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab-nn-grade floors, Sub rode Conditions and Observation: All soil-supported slab-on-grade floors should bear on firm, unyielding soils or on suitable, properly compacted structural Tilt soils. We recommend that the condition of all subgrades and overlying layers be observed by an E3RA representative befot'e any fill or concrete is placed. Floor Subbase: After removal of topsoil and root-rich soils which currently cover the site, we recommend that floor subgrade soils be vigorously surface-compacted prior to floor construction. Ca illar Break: To retard rho upward wicking of groundwater beneath the floor slab, we recommend that a capillary break be placed over the subgade or subbase. Ideally, this capillary break would consist of a 4-inch- thick layer of pea grave[ or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(~l). Alternatively, angular gravel or crushed rock can be used if it is suffciently clean and uniform to prevent capillary wicking. Vapor Barrier: We recommend that a layer of durable plastic sheeting (such as Crosstuff, lVlnistop, or Visqueen) be placed directly between the capillary break and the floor slab to prevent ground moisture vapors from migrating upward through the slab. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic enrrrpression of subgrades, soil-supported slab-on-grade floors can deflect downwards whop vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. November 9, 2007 T072781 America's Credit Union Geotechnical Report E3RA, ]nc. 4_4 l~rair~a a ~ystems We offer the Following recommendations and comments far drainage design for construction purposes. Perimeter Drains: We recommend that the planned buildings be encircled with a perimeter drain system to coflect seepage water. This drain should consist of a 4-inch-diameter perforated pipe within an enve(ape of pea grave( or washed rack, exte~~ding at least 6 inches on all lidos of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding sails. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfiloor Drains: Based on site soil and groundwater conditions, we do not recommend the use of subfloor drains. Discharge Considerations: if possible, al] perimeter drains should discharge to a municipal storm drain, sewer system, or other suitable location by gravity flaw. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. R~fnoff Water: Roof-runoff and surface water runoff should not discharge into the perimeter drain system. instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Gradin ag nd Capping: Final site grades should slope downward away from the building so that runoff water will flow by gravity to suitable collection points, rather than pending near the building, ideally, the area surrounding the building would be capped with concrete, asphalt, or low-permeability (silty) soils to minimize or preclude surface-water infiltration. 4.5 As halt Pavement Since asphalt pavements will be used for the driveways and parking areas we offer the following comments and recommendations for pavement design and construction. Subgrade Pret~aration: After removal of the topsoil and root-rich soils, al[ soil subgrades should be thoroughly compacted, then proof-rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be overexcavated to a depth of 12 inches and replaced with a suitable structural fill material. Al] structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 perce~~t {ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Pavement Materials: For the base course, we recommend using imported crushed rock that is, for drainage purposes, free of fines. For the subbase course, we recommend using imported, clean, well-graded sand and grave(, such as recommended in Section ~k.6, Conventional_Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement overa crushed rock base course. Using the estimated design values stated above, we recommend using the following conventional pavement sections: November 9, 2007 T072781 Arr~erica's Credit Union Geotechnical Report E3RA, Inc. Minimum Thickness Paverrtent Course Parking Areas As{~halt Concrete Pavement 2 inches Crushed Rock Base 4 inches Granular FiEI Subbase (if needed) 12 inches High Traffic and Driveway Area<. 3 inGileS 6 inches 18 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1 X57}, and all asphalt concrete should be compacted to at (east 92 percent of the Rice value (ASTM D-2041). We recommend that an E3RA representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand-probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance-free. The above described pavement sections present our minimum recommendations for an average level of perforrrzance during a 20-yeas design life; therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an oveelay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance, but would cost more Initially; thinner courses would be mare susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high Initial cost and low maintenance casts versus a low initial cost and higher maintenance costs. 4.6 SCructural )N ill The term "structural fill" refers to any placed under foundations, retaining walls, slab-on-grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well-graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit-run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter ar debris or any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, granulithic gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness and each lift should be thoroughly compacted with a mechanical compactor. Compaction.,Criteria: Using the Modified Proctor test (ASTM D-157) as a standard, we recommend that structural fill used for various onsite applications be compacted to the Following minimum densities: November 9, 2pp7 E3RA, Inc. Tp7278I America's Credit Union Geotechnicaf Report Filt Application Minimum Compaction Footing subgrade and bearing pad 95 percent Foundation and subgrade wall backfill 90 percent Slab-on-grade floor subgrade and subbase 95 percent Pavement base and subbase 95 percent Pavement subgrade (upper 2 feet) 95 percent Pavement subgrade (below 2 feet) 90 percent Sub rode Observation and Com action Testin Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of a[l subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. 5oi1 rVloisture Considerations: The suitability of soils used for structural fill depends primarily on their grain-size distribution and moisture content when they are placed. As the "linos" content (that soil fraction passing the U.S. No. 200 Sieve} increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines {by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For f li placement d~iring wet-weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of S percent or less (by weight} based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAi, SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Consequently, we recomme~rd that E3RA be retained to provide the following post-repoi~ services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required by the City of Ye[m); • Check all completed subgrades for footings and slab-on-grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare apost-construction letter summarizing all field observations, inspections, and test resuhs {if required by the City of Yelm}. 10 iVover~ber 9, 2007 T072?81 America`s Credit Union Geotecilnical Report ir3RA, Inc. s.a cLOi;uuE The conclusions and recorxrmendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial situ preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. E3 RA is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. Ifyou have any questions regarding this report or awry aspects of the project, please feel free to contact oar office. Sincerely, ~3a'~, Inc. .Taanes E Brigham, P.E. Pzin.cipal Brrgineer FSR:JEB:jm TACOI1Tacoma-serverljob fxlesl2007 JOS FIL~S1T0727$ Aa'~[ERICAS CitEDIT i1NION YELivt1T07278 tlinerica's Credit Yel~n RepoR.doc Four copies submitted ~~ ExP~~ES ~~ ©~~ ~ Fred E. Rennebaum, l:,,B.G. Senior Geologist APPENDIX C `1V~ater Quality Treatment ~~ Project: America's Gredit Union Yeim Branch Locatign: 415 E Yelm Aye, Yeim WA Sub basin WWHM WQ Flow Rate # Stormfilter Cartridges ** # of Cartridges Specified (cfs) 1 0.0078 0.5 1 cartridge Z 0-009 0.5 1 cartridge 3 0.0016 0.1 1 cartridge 4 0.0013 0.1 1 cartridge *'~ # of Cartridges = WQ flow(cfs) x {449 gpmlcfs) I (7,5 gpmlcartridge) 2 OUTL?T STUB {SSE P10YFS 4~5i C_ 2 ;0~ 'NEI'h trIALL SCUr~f BAFFf.F .op ,p 8 ~ ~ ~ .. a ~ - ' a e :~ pv OVERi~° ., O Q 1 .o A~ °:I 111 ~---- ~A '. . b b. `,. I ' O .~ e ~ A ~~ lNr i a .b P ~ ~.~ n y . n n w 3 '• d L 0 A 1 6" ~-~-~~ RcINrO~cIN~ F3A.R5 fNLET STU6 {OPTIONAL} {SFr NrJT?W o1 !5E>~ NOTES 4~5} 1-CARTRIDGE CATCHBASIN -PLAN VIEW 1 1 4';d Ii~LET GRATE OPENINv ACCESS COVER ~2 i!2" ..~~ ~ G" ~. 4n .~ s~ __.......~~--- ~~a' Imo., , OUTI.FT SrUF CONCRETE COLG~,R (SEE NOTES ~~5f {SEE NOTE 6) 1 1 ° ~ 5TORLiFILTER CARTQEpGF {TYP} CI.EANOUT ACCESa iSFE NOTE 2} PLUG Olv !iVEIR'1VALL UNGI~RGRAI1d MAPlIFOLv lN51UE INSEUF OIJTSICF r:,e STOK~uvra;reQ s~,nvrc~~,a°~~r 1-CARTRIDGE CATCHBASIN -SECTION VIEW A SGv~m°'r~r~ U.S. '3?l'r No. j,322,6?_9, '~ !~'0 7,7G7.327..'.0. 6..^.27,6$9 tJv. , =9,0~r~-. ^!o. ° 6?_x,575 Anp GTi~~R U.S. r11JD FOR,°i ;N C~20Qfi G~NTECFf StarrnwaYer Sa€utions !~nrn,s !~tn~il;r,c A~~uTCALJ® STEEL CATCHBASIN STORMFILTER o~.~~~~` ~i-~:~ i ~~ r! STORMWAT'ER PLAN AND SECTION VIEWS ~ SOLUTIONS STANDARD DETAIL - 1 CARTRIDGE UNIT 113 Contach~tarmwster.cam DATE. 11701705 SCA~E:YDNE Fif_ENAME:C8SF1S•DT:. pRAWN:MJW CHECKED:ARG ~'~ OP~i~!li~G PEf~~i1A~EN" POOL ELEVAT€0>\! VARIES 2'-3 518' titAx. INLET STUB (OPTiONALi {BEE NOTES 4a 5) OUTt.E7 STUB (5EF NOTES 4~r 5} ~~~ 2' 0 . /2" ~~~ ~- 2"~ OUTLET P€PE QUTSICE :~RUfv1 UNCER~iPA€N 1-CARTRIDGE CATCHBASIN -SECTION VIEW ~B~ ?-3 518' I.IFTff~'G E`.'E (Tl'P ^vF 4; PrRr/€ANctJY 3'-9" POOL El.E1/A~"fON fi CAR7L:€CGE € 6:' SUPPORT' {TYP) 1-CARTRIDGE CATCHBASIN -SECTION VIEW C 2 `,iF ~~oR.,,tv.~a~~~ ~t~,,~,~~`ra~tir iitormF:iCerJ ,1-5. ~A~u~r Go. ~,3?_2,625, 'do. 5,707,527- ~~o. 6.~27,G39 ho. n..',=X9.0«L, '<o, .624.~,7n. A~`?r) O`Y. F:C I.1.5, itt.D FOREIGN Cc~2006 CONTt=CH Stormwater Solutions na-~~a~s ~era~:,.~G A~~ITCAL!® STEEL CATCHBASIN STORMFILTER DRAWIN( STORMVIIA7ER SECTION VIEWS 2 SOLUTIONS. STANDARD DETAIL - 1 CARTRIDGE UNIT ~3 cantechatammater.com DATE:71f03105 SCALE:NCNE FILENAME:C25Fi$prL DRAWN;MJW CHECKED:ARG G~€~FRAL ~iOT~S } STJR~>>1FIl.TER BY CONTECH STORiv`~UArFR 50E.U'"IONS; PORrL,aiJC, QR {f300} 8.~8-466"7; SCA~eaROUGf•', ~1c ;877} 907-8674; ELKRIGGE, ;1;Jp {8p6} 740-33 ; 8. 2} FILTERS TO t3E 51Pr:CN-AC+UATFD AND SELF-CLEANING, 3} gTrFL 5T~2UC°URE'0 B'F ~,tA~N~JFACT€JREG OF i;4 IE~ICt~ ST~rL PLArF. 4} STOR"y1Fl{,TF_R REQUIRES 2.3 FEE7 OF DRDP PROJvI ~C'IiU; TO OU?LCT. INl.r1' SNJULD IVO'' EE L0411ER rY?A~V OUTLET. JNLE'r ,IF APPLIGABI.E) ANC OUTLET PIPING TO 6E SPEC!FI"F_D B`:' ?NGINEEJZ ANC PROVCEC 8Y CONT~,CTOR. .SJ CBSF WOU€PPFC t+511TL'~ 4 fNCE~ {APf ROXIlv'ATw) LONG STU65 FOR fl`JLE? 1F APPLiCA.6LEi ANC vv^UTLET PIPING, STANCARC OUrLEr STUB JS ~ INCtfES IN vIA1,+ETER. ;V1AXI~r1Uiv1 OUTLI=T STUB 3S i J fNGHFS IN DIAME>-F R. CDNNI=CTIOiv TO GOLLEGTJDN PIPING GAN 8E iv}AGs= USING PLEX!BLE COUPI-ING By CJNT2ACTOR, o) FOR !-'-20 L`JAC RAF!NG, CONCRETE CQf.LAR IS ~R?=QUIRE;7. CONCRETE COLE.AR'~N!TFi OUANTIT`! {2) ~4 REhVFORCING BAhJ`- TO Br= PROV!pEC BY CONTRACTOR. '7) ALL STO~C'V'FIi:TE,'~S eEC2UIRlr RFGUI.AR 3vtAENTFNi~,NCE. REFER rO CPE?'~P.TION AiNC eV1AINTEIJANCE CaL'IGFLfNES FOIZ V70RE !J~lPORfv1A""I QN. INLET GR~rE a ° ' ' . d a. a a a ., e d a °a . ° .' a~ ' ° .. .d d n ~ °. G a 2, 4,~ IN51CE RIM I -CAFT~IDGE GATCNBASIN STQEZMFILT~I~ pATA STRUCTURE !D xxx VAT(=;R QLIAUY I-LOlN RATE {cfs; X.XX PEAK rLDNJ RATE {G f GJ5] X.XX J2ETURN rl=r~lop of Ps=A~ F1.o~~v ; r~) xxx CARTRIDGE i=LOW RATE (I a rJR 7. S m} XX ;UrE171A TYPE (CSr, Pf~RE!TP, 7_PG) XXXXX RIM ELEVAT;ON XXX.KX' PIPE pATA: !.1=. pW;U[TE2 INL~I' 5TU8 xXX.Xx' xx" OUTLET 5TUF3 XXX XX` XX" COsVFIGURATION O:JTLET~ (~DUTi.~T mac-`-~ ~ .•.~~' fNLET ifJLET SLOPED LID YE51N0 soJ.!17 cOVER vES~No :VOTES/SPECIAL'2EC~E11RE1~IEN 3 S: a a ' a µ e ° ' d , a I ,. 'a d ° A a .d. °. °. a° da . .; a , . ~. ° d '. ~. d ~ 4 A ' ° d . 4° p. ,4 ' °' a ~' . d - a °' 2'-4.. €NSIG` RIN! --~ ACCESS COVER 2'-4' !NSICE RIM 4'-8 314" Stormi ~EterJ OUT51pE R!Nt ll.5. r'~.T_tvT Rio 5,922,629, 1-CARTRIDGE CATCHBASIN -TOP VIEW 1 ~~a .,ti°3.~HA; ~`q:.~,"2',°30 AidD 0"Y°2 E;.S. A~PI[7 FDR`ff N C~J2~~6 CON'~EGH Stormwater 5o~utions ~ ?Ai`-hr5'~:\cl;.c A~~UTCAV~' STEEL CATCHBASIN STORMFILTER o~AY~IN` STORMWA'IFR TOP VIEW, NOTES AND DATA 3 SOlUTIONS.~ STANDARD DETAIL - 1 CARTRIDGE UNIT 3f3 cantechstarmwater.cam DATE:itf61/p5 SCALE:NCNE FIIENAME:CBS~tS•CTL pRP,WN::YIJLN CkECKEC:ARG APPENDIX D Basin and Infiltration Trench Calculations o o d ~v O ~~ a d o d d ~^ ~~ N d N N d p O~ d d N Y I M py y ~ yq K m { m ( m m m3 N BaP'~-~OIOt\s6uiMO~p\0~"yp10;\8uu~aw5u~ punaS\~a - w~t't•~£ _ OLDZ "LO ~~!' Western Washington Hydrology Model PROJECT REPORT Project Name: 531 Site Address: ^E5 ,., ~e_~ pye City Y2?:;i Report Date x/1/2010 Gage La'.ce Lawre:~ce Data Start 1955/10/01 Data End 7.008/C•9/30 Precip Scaie: G.8o WWHM3 Version: PREDEVEI,OPED LAND USB Name S31-P2E~~V Bypass : \Eo Groundwater: No Pervious band Use Acres A B, Forest, Flat .261 Impervious Land Use flares Element Flows To: Surface Interf low Groundwater Name S~1-DEV Bypass : No Groundwater: ~o Pervious Land Use Acres A B, Lawn, Flat .035 Impervious Land Use Acres ROOF TOPS FLAT ~~ 0.101 S IDEWAIJE{S FLAT 0 . 0 21 PARKING FLAT 0.104 Element Flowrs Ta: Surface Interflow Groundwater S31 ;nfiltra~ion Trench, S31 InfiJ.*ra~ion Trench, Name SB1 ;nfilfra`ion Trench Bottom Length: 63ft. Bottom Width 'oft. Trench bottom slope 1: O.vC1 To 1 Trench, Left side slaps 0: 0 Tc 1 Trench right side slope 2: © To 1 Material thickness of first lager 0 Pour Space of material for first layer 0 Material thickness of second layer 0 Pour Space of material for secaad layer Material thickness of third Layer D Pour Space of material For third layer G Infiltration On Infiltration rate 2D Infiltration saftey factor 0.5 Discharge Structure Riser Hei „,~,.,. •g t: :.1 ft. Riser Diameter: i0 in. Element E'lows To: Outlet 1 Outlet 2 0 Gravel Trench fed Hydraulic Table Sta a{ft) Area{acr) Volume{acr-f t) Ds chr (cPsy Infilt{cfs) 0.000 G.G09 D.000 0.003 C.D00 0.013 0.009 0.000 G,ODD 0.088 0.027 0.009 O.ODD 0.000 D.G88 0.040 0.009 0.000 0.000 0.088 0.053 0.009 O.COC O.OOC 0.088 0.307 C.D09 0.001 0.000 3.088 0.080 0.009 0.001 0.000 0.388 0.093 0.009 0.001 0.000 0.088 0.107 0.009 0.001 O.OOG 0.088 0.120 0.009 0.00:. 0.OD0 0.088 0.133 ©.DD9 0.001 0.30D 0.088 0.147 O.C09 C.001 O.ODO 0.088 C.i60 D.009 0.001 O.OOD D.088 0.173 0.009 0.002 0.000 0.088 0.187 0.009 0.002 0.000 0.088 0.200 0.009 0.002 0.000 0.088 0.213 0.009 0.002 D.D00 0.088 0.227 0.009 0.002 0.000 0.089 0.240 0.009 0.002 O.CDC D.088 0.253 0.009 0.002 O.ODO 0.088 0.2'07 O.G09 0.002 O.OGv 0.088 0.28C O.G09 0.002 O.G00 0.^v88 0.293 0.009 0.003 D.000 3.088 0.307 O.GG9 O.CC3 D.OOC O.OB8 0.320 0.009 0.003 O.C00 D.D88 0.333 0.009 O.G03 O.OGG C.088 0.347 0.009 0.003 D.C00 0.088 0.3oC D.G09 0.003 0.030 0.088 0.373 0.009 D.OD3 C.OOC O.D88 0.387 0.009 O.D03 O.OOD 0.088 0.400 0.009 C.003 O.OGG 0.088 0.91.3 0.009 O.OD9 0.000 O.D88 0.427 0.009 0.009 0.300 C.OBB 0.440 O.DD9 0.004 D.000 O.CB$ 0:.453 0.009 O.G04 0.000 6.088 0.4'07 D.G09 0.004 0.000 0.088 0.480 O.DD9 3.004 0.000 0.088 0.493 0.009 O.G04 O.DDD 0.088 G.~o7 D.oo9 0.304 a.DDO D.G88 o.5zc D.GG9 o.oDS D.GOG o.c88 0.533 0.009 C.G05 O.DOD u.088 0.597 0.D09 0.005 O.D00 C.OBB 0.x'00 v.CDy G.00~ 0.OOu 0.088 0.573 0.009 0.005 0.000 0.088 C.587 O.OD9 6.005 D.DDO 0.088 C.o00 O.DD9 0.005 O.U00 O.GBB C.6i3 0.009 x.005 0.000 O.CBB G.'a?? O.OC9 x.003 ~G.000 O.C88 O.a4G O,OC9 C.0G5 0.000 C.03B 0.653 0.009 D.OOo C.000 0.088 0. 'c6~1 0.009 COGS 0.000 C.OBB 0.580 O.C09 O.C06 C.CO^u 0.0.38 0.693 C.009 O.Ov6 0.000 0.083 v.7~G7 0 .0 0 9 O . O D'o G.GvC O.G$8 0.720 ~ 1 ! ~ C.OC9 ! ~ ( 1 O.GC6 O.OCv 0.088 0.733 0.009 G.00'o 0.000 O.Ogg 0.?4? 0.009 0.006 0.0GC 0.088 G.76G 0.009 0.007 0.000 C.088 0.773 O.C09 0.007 O.D00 0.088 0.787 C.C09 0.007 0.000 O.C88 C.80C 0.009 0.007 O.OOG C.OB8 0.813 O.CC9 O.OD7 O.OOD 0.088 0.827 D.009 0.007 0.000 C.C88 C.84C 0.009 0.007 O.ODO 0.088 0.803 0.009 0.007 0.000 0.088 C.8o7 0.009 O.OCB Q.000 G.G88 C.B8G 0.009 0.008 0.000 0.088 0.893 O.GC9 0.008 O.OOD O.C88 0.90? 0.009 O.CCB O.ODO 0.033 0.920 O.C09 0.008 ^v.000 0.088 0.933 0.009 0.008 0.000 0.088 6.947 O.C09 0.008 0.000 0.088 0.900 ^u.G09 0.008 0.000 D.G88 0.973 O.OG9 0.008 0.000 x.098 G.98~ O.G09 0.009 D.G00 O.C88 1.GOD 0.009 0.009 O.ODO 0.088 1.013 0.009 O.G09 0.000 0.088 1.027 0,009 0.009 D.ODG 0.088 1.090 C.OD9 O.G09 O.CGO 0.088 1.053 O.C09 6.009 O.ODO 0.088 1.D5? 0.009 0.009 0.000 0.088 1.080 0.009 0.009 0.000 O.G88 1.093 0.009 O.C09 0.000 G.G88 1.107 0.009 0.010 O.OC4 0.088 1.120 O.DC9 0.010 0.023 0.088 1.3.33 0.009 D.010 0.049 0.088 1. ]. 4'7 0.009 0.010 0. OB2 0.088 7..100 0.009 0.010 0.119 0.08$ 1.173 0.009 0.010 0.101 0.083 1.187 0.009 0.010 0.207 0.088 1.200 0.009 0.010 0.257 O.OBB MITIGATED T,ANA USE ANALYSIS RESULTS Flow Frequency Return Periods £or Predeveloped. POC #J. Return Period Flow(af s) 2 year 0.000395 5 year 0.001097 10 year C.002G23 25 year 0.004x33 50 year 0.006787 100 year 0.010858 Flow Frequency Return Periods far Mitigated. POC #1 Return Period Flow(ofs) 2 year 0 5 year 10 year C 25 year C 50 year 0 1{70 year C Xearly Peaks far Predeveloped and Mitigated. POC ##1 Year Predeveloped Mitigated 1957 G.001 ~.~~...~~~~~.000 1958 0.000 0.00,0 1959 G.000 O.OGO 19'00 O.GGO 0.000 1961 O.OCO 0.000 1902 0.001 0.000 1963 0.000 O.OCO 1964 C.000 0.000 1965 0.000 O.CCO 196'0 O.OOC 0.000 1907 0.000 O.OCO 19'08 C.000 0.000 1969 0.000 O.OCO 1970 C.000 0.000 1971 O.C00 0.000 19"72 0.002 0.000 1973 0.003 3.000 1979 0.000 0.000 1975 0.001 0.000 1970 0.000 0.000 1977 c.oeo c.ooo 1970 0.000 o.coG 1973 0.000 C.000 1980 0.000 0.000 198 0.000 0.000 1982 0.000 0.000 1983 0.001 o.oca 1989 0.000 0.000 198 o.coo 0.000 1986 o.oaa 0.000 .1987 u.000 0.000 1988 0.000 0.000 1989 0.000 3.000 1990 0.000 0.000 199:1 C.C01 0.00^v 1992 0.002 0.000 1993 0.000 0.000 199 0.000 0.000 1995 0.000 0.000 1996 O.OC1 0.000 1997 O.G03 0. ^v 00 1998 0.002 3.000 199"9 O.Ov^0 0.300 2ooG o.ooG 0.330 2001 O.GGG C.000 2002 0.000 0.000 20C3 0.0Oi 0.000 2C0~ 0.3CO 3.CC0 2005 0.314 3.OGJ 2oa~ 0.002 3.coo 2007 C.O10 0.000 2008 C.OC4 0.000 2009 0.000 O.GO8 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predevel,oped Mitigated D.~135 0.0079 2 0.D09'o 0.GD00 3 O.OC47. O,GODO =~ 0.0031 O.O000 5 O.OG2~ 0.000,E c C.DO?_3 D.D000 ? G.CG23 O.OOGG a 0.0021 o.oooG 9 0 . DO'! 7 0.0000 1D O,v015 o.aOGD 11 O.OOi3 D.0000 12 0.DO13 o.cDOD 13 D.a011 o.oooc ~.4 D.DOO9 0.0000 15 D.COD7 O.000O 10 O.OC^J C.OGCo 17 D.ocDS o.cooo 18 C.C005 0.0000 19 0.0005 O.GODO 20 0.0005 O.OCOD 21 C.D003 0.0000 22 O.OGC3 C.COCO 23 O.DOG3 O.OCOC 29 C.OOC3 O.OODC 25 O.CD02 D.OGOD 20 0.0002 0.0000 ?_7 0.0002 O.OODO 2.8 O.GD02 C.OC00 29 O.OOD2 0.0000 30 0.0002 D.OD00 3 G.cDa2 0.0000 32 o.DOOZ D.DOOo 33 D.DOO2 c.oDCD 39 G.oDD2 o.oooa 35 D.OOG2 C.DOOD 36 C.DD02 O.OC00 37 D.OOD2 0.0000 38 0.0002 0.0000 39 O.G002 0.0000 4C O.OOC2 0.0000 91 D.C002 O.OOOC 42 0.0002 0.0000 43 0.0002 D.DD00 99 0.0002 O.OD00 45 0.0002 O.DOOD 46 O.GD02 C.ODDO ?? O.DCD2 O.000C c8 O.C002 c.0Ge0 49 0.0002 0.0000 5G 0.0002 O.CODD 5? 0.0002 0.0000 ~?_ D.0002 O.GOOD 53 D.0002 0.0000 POC #1 The Facility PASSED The Faoility P?~SSF,D Fiow(CFS) Predev Dev Percentage Pass/Fail D.OGD2 707 4 0 Pass 0.0003 148 4 2 Pass O.D003 '2D 4 3 Pass :ivvD9 9? 4 ~ PdSS ~~ V.Jvv~ ~v %~ J p_ ci J 5 v VD'v ,7 O.I. 9 O Pass C.000o ~7 4 7 Pass 0.0007 9° 4 8 Pass 0.00'07 ~~4 9 9 Pass 0.0008 38 9 10 Pass O.COC~ 3. 4 10 Pass O.C009 34 9 li Pass 0.0010 32 4 '_2 Pass 0.0011 30 4 13 Pass O.OCi1 28 4 19 Pass C.OG12 7_0 4 15 Pass 0.0013 25 4 in' Pass 0.0013 ?_1 ? 19 Pass 0.0014 19 4 21 Pass O.OOiS 18 4 22 Pass 0.0015 10 4 25 Mass O.OOlo 16 4 2~ Pass O.fl017 i5 9 2.o Pass O.OCi7 13 4 30 Pass 0.0018 1i 4 3'o Pass O.CO?9 9 9 44 Pass 0.0019 9 4 99 Pass 0.007.0 9 4 94 Pass 0.0021 9 2 22 Pass 0.0021 B 2 25 Pass 0.0022 7 2 28 Pass D.0023 n 2 33 Pass 0.0023 5 2 90 Pass O.OD24 .5 2 4C Pass D.0025 5 2 90 Pass 0.0025 5 2 40 Pass 0.0025 5 2 40 Pass O.OC27 5 2 40 Pass 0.OD27 5 2 9C Pass 0.00?_8 4 2 SO Pass O.D029 4 2 SC Pass 0.0029 4 2 50 Pass C.003C ~ 2 50 Pass 0.0031 4 2 50 Pass 0.0031. 4 2 50 P3SS 0.0032 3 2 6o Pass O.C033 3 2 0o Pass 0.0033 3 2 0o Pass O.OC34 3 2 6o Pass 0.0035 3 2 06 Pass 0.0035 3 2 06 Pass C.003G 3 ?_ '06 Pass 0.0037 3 2 66 Pass 0.0037 3 2 'o'o Pass 0.0038 3 2 06 Pass 0.0039 3 2 6'o Pds5 0.0039 3 2 06 Pass O.CC90 3 2 6S Pass 0.0041 3 2 6b Pass 0.0091 2 2 100 Pass 0.0042 2 2 100 Pass C.G043 ?_ 2 1CG Pass 0.0093 2 2 100 Pass 0.0099 2 2 100 pass 0.0045 2 7_ 100 Pass 0.0045 2 2 100 Pass 0.C04o 2 2 100 Pass 0.0047 2 2 100 Pass C.OC4~ 2 2 100 ?ass x.00=8 2 2 100 Pass C. ^v 049 2 2 100 p, 3S5 ~.i . DL4~3 ~ ~ i v'D PASS G.0050 J 2 1C0 Pass G•D©U- 2 2 SOD Pa55 O.D051 2 2 100 Pass O.OD52 2 2 10D Pass 0.0053 ?_ 2 100 Pass O.D053 2 ?_ 100 Pass O.OD5~1 2 2 100 Pass 0.0055 2 2 100 Pass 0.0055 2 2 100 Pass D.ODS'o 2 2 100 Pass 0.0057 2 ?_ lOD Pdss uu^.DD57 2 2 ]00 Pass 0.0058 2 2 IOD Pass 0.0059 2 2 1u0 Pass 0.0059 2 2 100 Pass O.DD60 2 2 100 Pass 0.0061 2 7 100 Pass 0.0061 2 7 i0D Pass 0.0067 2 2 1G0 Pass O.DO'o3 2 ?_ 10D Pass O.OC'o3 2 ? 7.OD Pass 0.0064 2 ~ 100 Pass D.DD65 2 2 130 Pass 0.0065 2 7_ 100 Pass 0.0066 2 2 100 Pdss 0.0067 2 2 100 Pass 0.0067 2 2 100 Pass O.OOo8 2 2 100 Pass Water Qua3.ity BMP Flow and Volume for POC 1. On--line facility volume: 0.0004 acre-feet On-line Facility target flow: 0.01 cfs. Adjusted for 15 min: 0.00?8 ~£s. ~ ~ Sub Basin ~ Water Quality flow rate Off-fine facility target flow: 0.007 c£s. Adjusted For 1S min: 0.00'7 c£s. Perlnd and Imp.Ind Changes DIo changes nave been made. This program and accompanying documentation is provided 'as-is' without ~,rarrar.ty of any kind. The eetire risk regarding the performance and results o this pxcgzam is assumed by the user. Clear Creek Solutions and the i~7ashington State pepartment eL Wcology disclaims al.t trarranties, either expressed or implied, including but not limited to implied :warranties of program and accompanying doc::mertation. In no event stall Clear Creek Solutions and/ox the idashington State Ueoa_-tmenC of ecology be 'fable for any damages whatsoever lincluding without Limitation to damages ~a~ loss o€ business profits, loss of business information, business interruption, and the like) azising out of the use of, or inability to use this grogram erren i_ Clear Creek So1.~tions or the 4lashirgton State Department of ~colog_r l:as been advised of the poss~brlity of such damages. Western Washington Hydrology Model P~a~ECT REPORT Project Name: Site Address: City Report Date Gage Data Start Data End , Precip Scale: WWHM3 'Version: sb2 Q? 7 ~ 1'e~:?l Av~3 ~re1m 5/31/700 Lace Lawrence 1055/10/01 2008i09i30 0.80 PREDEVELOPED LAND USE Name 532-PREDEV Bypass: i~o Groundwater: Nc Pervious Land Use Acres A B, Pasture, Flat .292 Tm ervious Land C7se Acres Element Flaws To: Surface Tnterflow Groundwater Name S32-DEV Bypass : ~Io Groundwater: ~o Pervious Land Use Acres A B, Lawn, Flat .116 Im ervious Land Use Acres SIDEWALFCS FLAT 4.009 PARKING FLAT 0.122 Element Flows To: Surface Inter low Groundwater SS2 Tnfilyration `~rea;cn, SB2 Snf.i3tration 'I're:?ch, Name S32 In~iZc.ratiar, rr~n;.h Bottom Length: 40~t. Bottom Width dit. Trench bottom slope 1: 0.007. `~0 1 Trench Left Bade slope 0: 0 'fo i Trench right side slope 2: v To 1 Material thickness of first layer 0 Pour Space o£ material for first layer G Material thickness of second layer 0 Pour Space of material for second layer 0 Material thickness of third layer D Pour Space of material for third layer : 0 Infiltration On Infiltration rate 20 infiltration saftey factor 0.5 Discharge Structure Riser Height: _.1 ~~. Riser Diameter: 1D zr,. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Sta e(ft) Area(acr) VolUrile(acr-Ft} Dschr (cfs) Infilt(cfs) O.OOD 0.006 O.OOD O.COC 0.040 0.013 0.006 6.D00 0.000 0.656 0.027 6.OD6 0.000 O.OGC 4.056 0.040 0.006 0.000 0.000 0.050 0.053 O.OC6 0.000 6.000 0.056 0.067 0.006 0.000 0.060 0.056 0.080 G.00'o 0.000 0.000 0.056 C.093 O.OOo C.00.. 6.000 0,056 0.107 0.006 0.001 0.000 0.05'0 0.126 0.00'o O.OC1 0.000 0.056 O.i33 D.066 0.001 O.OOC 0.05'0 0.147 0.D06 O.OC1 0.000 0.056 0.'!60 0.046 0.001 D.000 0.456 0.'73 0.006 0.661 0.000 4.056 6.187 6.00'0 0.001 O.OOC 0.056 0.200 0.006 0.001 0.000 0.056 0.213 0.006 0.061 0.D00 C.456 0.227 C.406 G.40i O.C00 4.050 0.240 0.0c'o O.CC1 O.ODD 0.056 0.23 0.006 0.001 0.000 4.056 0.2'x7 C.04o 0.041 0.000 O.USn 0.280 0.006 0.002 0.600 D.05fi 0.293 O.DDa 0.002 0.000 O.C56 0.307 0.006 0.002 0.000 0.056 0.324 C.OU6 0.002 0.064 0.056 0.333 0.006 0.002 0.000 0.056 D.397 D.oo6 0.402 D.DCC o.056 6.360 6.006 0.002 0.000 6.056 0.373 0.006 0.442 0.006 6.656 6.387 0.006 4.002 0.0^v0 6.056 0.400 0.006 C.C02 C.C00 0.056 0.413 D.OU6 0.002 0.000 0.05'0 0.427 0.006 6.062 G 006 ^u.056 0.440 0.00'a 0.002 0.004 0.056 0.953 0.006 O.DO?_ 0.600 0.056 0.907 ^u.006 0.003 0.000 0.056 0.480 C,OC6 0.403 0.000 0.056 0.493 0.606 0.003 D.DOO 0.056 0.50'1 0,006 0.003 0.006 4.056 0.520 0.006 0.603 O.OCO 0.056 0.533 0.00'0 0.003 O.C06 0.056 0.597 x.006 G.OC3 0.000 0.050 0.503 0.066 0.003 6.000 D.656 0.573 0.066 0.043 0.000 0.06 0.587 6.D06 0.003 0.000 0.05'0 0.6D0 O.G06 0.003 0.004 6.05'0 0.613 0.006 0.003 0.000 O.GS'o O.o27 .,.,306 D.D03 6.300 O.D56 0.640 c.oc6 D.c~D4 o.DaG ~.c56 x.553 O,vD6 0.009 0.000 0.050 C.o67 O.OG6 0.004 O.OGO 0.050 0.'080 G.006 G.009 O.CD0 0.D~6 G.o93 O.CO'o O.OD9 0.000 O.GS'o 0.707 D.00'o 0.OD=) 0.000 D,05o' C.72C G.006 0.004 0.000 D.CSo D.733 O.QG'o 0.009 G.000 O.OSo 0.797 C.00'o G.GO-~. 0.000 0.050 G.7o0 0.006 0.009 0.000 0.050 0.773 0.006 O.G09 C.OOG 0.050 G.787 0.006 0.009 O.G00 C.G56 G.8G0 3.OOo 0.004 O.OOD O.C56 0.813 0.00'o O.D09 0.000 0.06 x.827 O.OC'o 0.OC5 O.ODC 0.055 0.84G 0.006 O.D05 0.000 0.05'0 0.853 0.000 0.005 O.ODD D.05o C.8o? D.00'o O.OGS 0.00E 0.050 G.Bao c.oo6 0.005 G.ooD D.D56 0.893 0.000 0.005 D.000 C.DSn 0.907 D.OOo 0.005 0.000 0.06 0.920 0.006 0.005 O.G00 D.DS'o 0.933 0.006 D.005 0.000 0.05'0 D.99? 0.000 0.005 0.000 0.0~'c 0.960 0.006 0.005 0.000 G,056 0.973 D.006 O.GGS O.DOD 0.05'0 0.987 O.OOo 0,005 0.G00 0.056 1.000 o.oa~ D.ocs o.oGD o.DSs 1.0'3 0.006 0.006 D.GGO 0.056 1.02? 0.005 0.006 0.000 D.G56 1.G90 0.005 0.005 0.000 0.054 1.053 0.006 0.006 0.000 0.055 3..067 G.006 6.006 0.000 0.056 1.080 0.005 G.006 0.000 O.G56 1.093 0.006 0.000 G.000 0.056 7..107 0.006 0.OOo O,OG9 0.030 1.120 0.006 0.006 0.023 0.056 1.133 0.006 O.OOo O.C99 0.055 1.147 O.CO'o G.GG6 O.D82 0.050 1.100 D.00o D.OOo 0.119 0.056 1.173 0.006 O.G06 0.101 0.050 1.187 O.OGo D.007 0.207 0.056 1.200 0.006 0.007 0.25'7 0.056 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Return Period ~ year 5 year 10 year 25 year 50 year 100 year Periods for Predeveloped. POC #~. Flow (cf s } 0.000998 O.OC3599 0.00`7183 0.015735 O.D2'o5B3 D.043142 Flow Frequency Return Periods £or Mitigated. POC #1 Return Period E'low(cfs) 2 year 0 5 year C 10 year ^ 25 year D 54 year 0 100 year D Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predevelo ed Miti aced ?957 0. ^v 02 O.OCC 1953 O.D03 4.000 2959 0.001 0.000 19'oD C.G01 v.OG4 '901 O.OG1 0.000 1962 3.002 C.D00 19x3 a.D3o D.DCo 1904 0.004 O.DDC 1905 C.001 0.000 196o O.OG2 O.ODC 19x7 0,000 6.004 1968 0.001 0.000 1969 o.ocD c.ooD 1970 0.000 D.000 1971 O.D40 0.000 1972 0.003 0.000 1973 0.005 0.000 1974 0.000 O.D44 1975 0.001 0.000 1976 O.OOC O.CGO 1977 C.001 O.OOb 1978 0.000 0.000 1979 0.002 0.000 1980 D.OGO O.OOD 1981 C.OD1 0.4CD 1982 0.003 0.000 "_983 D.002 O.OCO 198? 0.001 0.000 1985 0.000 0.030 1980 0.000 0.000 1987 x.003 O.OCD 1988 0.002 0.000 1989 0.000 O.ODC 1990 0.000 0.000 1991 0.010 0.000 1992 O.OD9 0.000 1993 O.OOD O.ODD 1994 0.04C 3.000 1995 0.000 0.000 1996 0.003 C.000 1997 0.005 0.000 1998 O.CG4 C.CCv 1999 0.007 0.000 2000 0.000 0.000 2001 O.ODi O.OOG 200?_ 0.000 0.000 20C3 D.042 O.OCO 2004 4.OOD 0.040 2005 0.043 0.400 2006 0.022 O.CGO 2GC7 D.C17 0.000 2048 a^.048 0.000 20C9 0.002 0.409 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated ~,,3~ v.v= ~~, v.OvH_ 2 ~.C2W., 0.0000 3 O.Cio9 O.GOGO ~ 0.0102 0.0000 5 0.GC89 D.OOCC 6 D.oa67 a.oo0o G.OC59 o.GDCo 8 O.DO9a 0.0000 a o.DD9s o.cocD 1C O.DD37 0.0000 11 D.0036 C.CODO 12 O.GU30 O.OC00 13 0.DD30 O.OOOD 19 0.0027 0.0000 'S 0.0026 O.D000 16 O.GD25 D.oDDo a7 0.0029 o.DOOo 18 G.OD23 0.0000 19 G.UC23 0.0000 20 0.0022 0.0000 21 0,0020 0.0000 22 O.OU17 D.000^u 23 D.0027 0.0000 24 0.0017 O.OC00 25 O.OG13 0.0000 20 0.D012 0.0000 2'7 0.0011 0.0000 28 O.D01C 0.0000 29 O.D008 0.00DC 30 D.OOC8 0.0000 31 O.OOCo 0.0000 32 0.0003 O.OGDO 33 0.0005 O.000U 39 O.OC05 O.OG00 35 O.000~ O.OOOU 36 C.DC09 O.OGDO 37 0.0003 0.0000 38 0.0003 0.0000 39 O.G003 0.0000 90 0.0003 0.0000 4i. ^v.ODG2 D.GD00 92 0.0002 O.OOGC 93 0.0002 O.OD00 94 0.0002 0.0000 95 D.0002 C.OOOC 9o O.DOD2 O.OC00 47 0.0002 D.000O !?8 O.DOG2 O.UODU 9a G.OG02 0.0000 50 0.000?_ D.DOOG 5 0.0002 0.0000 ~2 D.0002 0.0000 ~3 U.OOD2 O.OC00 POC #1 The E'aciiity PASSEIJ The Facilit~r P.t1SSLD. F"lpw(CFS) Preclev Dev Percentage Pass/Fail 0.00,'35 205 6 2 Pass 0.0008 157 '0 3 Pass G.C010 109 0 5 Pass 0.0013 75 6 8 Pass 0."vDi6 c9 0 9 Pass G.0018 5? 0 10 Pass G.Di2i 99 0 13 Pass O. G~~23 38 o E 5 Pass 0.0020 32 0 18 Pass 0.3029 26 6 23 Pass O.OD31 24 0 25 Pass D.C039 23 6 20 Pass O.D037 18 6 33 Pass 0.D`J39 15 9 26 Pass C.C042 14 =~ 28 Pass 0.0095 13 9 3G Pass O.DC97 11 9 36 Pass 0.0050 10 4 4D Pass 0.0052 9 3 33 lass 0.0055 8 3 37 Pass 0.0058 8 3 37 Pass O.OJ60 7 3 42 Pass 0.3063 7 3 42 Pass D.0066 7 2 28 Pass 0.006$ 0 2 33 Pass 0.0071 5 2 33 Pass 0.0079 '0 2 33 Pass 0.0076 6 2 33 Pass 0.0079 0 ;. 10' Pass 0.0081 6 1 i5 Pass O.OC84 6 1 1o Pass O.C087 5 1 20 Pass 0.0089 5 1 2C Pass 0.0092 5 0 0 Pass O.OD95 5 D 0 Pass O.OD9'7 5 0 0 Pass 0.010G 5 D 0 Pass 0.0102 4 0 0 Pass 0.0105 4 0 G Pass O.D108 9 0 0 Pass O.D110 9 0 D Pass 0.0113 4 D 0 Pass 0.0?10 3 0 0 Pass O.G118 3 0 0 Pass 0.02?_1 3 4 0 Pass 0.0124 3 0 0 Pass 0.0'26 3 0 0 Pass 0.0129 3 0 0 Pass 0.D131 3 0 0 Pass 0.0134 3 0 D Pass 0.0137 3 0 0 Pass 0.0139 3 0 D Pass 0.0'42 3 0 0 Pass 0.0145 3 0 0 Pass 0.0147 3 D D Pass 0.0150 3 0 0 Pass O.G?53 3 0 D Pass O.D155 3 0 0 Pass O.Ow56 3 0 0 Pass 0.01'00 3 0 0 Pass 0,0103 3 0 0 Pass G.D16o 3 0 0 Pass 0.0168 3 0 D Pass C.017i 2 0 0 Pass 0.0179 2 0 0 Pass 0.0.170 2 0 D Pass D.0179 2 0 0 Pass 0.0162 2 0 0 Pass 0.0139 2 G D Pass .v'87 2 0 0 ?ass C.018y 2 ~ 0 Pass O.O192 ?_ 0 C Pass 0. ~~~ 95 2 0 0 Pass O.Oi97 2 v 0 Pass 0.:,200 2 0 0 Pass 0.0203 2 ~ C Pass 0.0205 2 0 0 Pass 0.0208 2 0 0 PASS 0.0211 2 0 0 Pass 6.0213 2 0 0 Pass 0.0216 _ 0 0 Pass ~.G2i~ 1 0 ~ P355 0.0221 1 C 0 Pass 0.0229 _ 0 C Pass 0.027.0 1 0 0 Pass 0.0229 1 0 0 Pass 0.0`232 1 0 0 Pass 0.0239 i 0 0 Pass O.G237 ~ 0 0 Pass ©.0290 1 0 0 Pass 0.0292 1 C 0 Pass a.o29~ y o o Pass ^v.0297 1 0 0 Fass 0.0250 1 0 0 Pass 0.0253 l 0 0 Pass 0.0255 ? 0 0 Pass 0.0258 1 0 0 Pass 0.0251. i 0 0 Pass 0.0203 1 0 0 Pass 0.0?6o 1 0 'J Pass Water Quality BMP Flow and Volume £or POC 1. On-line £acility volume: 0.0007 acre-feet On-line £acility target £low: 0.01 c£s. Adjusted for 15 min: 0.009 cfs. f -~---- Sub ~a5f~1 ~ Water QU~IIfy MEOW raid Off-line £acility target flow: O.OOo7 cfs. Adjusted £or 15 min: 0.00"07 cfs. Parlnd and Tmplnd Changes :~o changes have been made. This grogram and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results o= this program is assumed by the user. Clear Creek Solutions and t'.:e Washington State Department of Ecology disclaims all warranties, either expressed o. implied, including but not limited to implied ~.varzanties of program and accompanying documentation. in no event shall Clear Creek Solutions and/ar the Washington State Iepartment of ucol.ogy be liable for any damages whatsoever (including without iimitation to damages `or loss of business profits, loss or pusiness infgrmataon, business interruption, and the ?i.{e} arising out of the use of, or inabi?ity to use t1?is program even =f Clear Creek Solutions or the ~srashington State Department of Ecology tzas been advised ofjtne possibility of such damages. Western Washington Hydrology Model PROJECT REPpRT Project Name: sb3 Site Address: 91a E Veim Ave City ~e.Lm Report Date 5/31/20_0 Gage Lace Lawrence Data Start :t955/10/G1 Data End 20C8/0~/3C Precip Scale: 0.80 WW'~iM3 Version: PREDEVELOPED LAND USE game SB3-P E DEN Bypass: vo Groundwater: No Pervios~s Land Use Acres A B, Forest, Flat ,199 Impervious Land Use Acres Element Flows To: Surface Snter£low Name 533-DE:J Bypass: ~o Groundwater: \o Pervious Land Use Acres A B, Lawn, Flat .089 Impervious Land Use .. Acres , PARKING FLAT ~ 0 . 11 Groundwater Element Flows To: Surface Inter£low Groundwater 533 In~i~ ~ra~ion Trench, 533 In~:ia~ra~ion Trend, Name SB3 Tnfii~raLio^ Trend: Bottom Length: 35ft. Bottom Width ; 6t`.. Trench bottom slope 1: 0.001 To Trench Left side slope 0: 0 .'0 1 Trench .right side slope 2: 0 To 1 Material thickness of first layer 0 Pour Space of material for first layer 0 Material thickness of second layer 0 Pour Space of material for second layer ^v Material thickness of third layer D Pour Space of material for third layer Infiltration On Infiltration rate 20 Infiltration saftey factor G.5 Discharge Structure Riser Height: 1.? ~~. Riser Diameter: 10 i~. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bad Hydraulic Table Sta e(ft) Area{acr) Volume(acr-f t) Dschr (cfs) Infilt{cf9) 0.000 O.GDS 0.000 4.000 O.DOG 0.013 O.D05 G.ODO 0.000 D.049 0.027 0.005 0.000 0.C00 O.D49 0.090 0,005 0.304 0.000 0.099 0.053 3.005 6.000 0.000 0.099 0.067 0.005 O.GCO 0.000 0.099 0.083 3.005 0.003 0.000 D.C99 0.093 0.005 O.GGO D.000 0.099 0.107 O.DD5 0.001 o.aoa 0.099 0.120 x.005 0.001 D.D00 0.049 0.133 O.CGS 0.001 0.000 0.099 0.147 0.005 O.OC1 0.343 O.C99 O.i.60 0.005 0.001 0.000 O.D49 0.'73 D.005 0.001 0.000 0.049 0.187 6.005 O.CO1 0.000 0.049 0.200 O.OGS 0.001 G.30D O.C49 0.213 0.005 0.001 0.000 0.099 0.227 O.D35 0.001 D ODO 0.049 D.294 0.005 O.COI O.OOC 0.099 0.253 0.405 0.001 G.DDD 0.049 0.267 0.005 0.001 O.ODC O.C99 4.2.80 0.005 0.001 D.000 D.099 0.233 0.005 0.001 0.000 0.049 ©.307 D.005 0.301 O.C00 0.099 0.320 0.005 0.002 4.D04 0.049 0.333 0.005 0.002 0.000 0.099 6.347 0.005 0.002 0.000 D.099 0.360 D.ODS O.G32 O.CDO 0.049 0.373 0.005 0.002 3.OD0 O.C99 0.387 3.005 0.002 3.OOD 0.099 D.4oo 0.005 o.DO2 o.DOO D.D99 0.913 0.005 0.002 0.000 0.099 0.97.7 0.005 0.002 0.000 0.043 0.444 0.005 4.002 DODO 0.049 0.453 D.005 0.002 D.0^v0 0.099 ^v.4o'7 0,005 D.002 0.000 O.D49 0.480 0.005 O.GG2 O.GDD 0.049 0.993 3.DD5 0.002 0.000 0.049 3.507 O.OCS O.DD7_ 0.000 0.099 0.520 O.DD5 0.003 O.C00 0.049 0.533 0.005 0.003 G.ODO 0.099 0.547 O.OCS 0.003 0.000 0.049 0.50°~ Q.C05 0.003 0.000 O.C49 0.573 0.005 0.003 0.000 0.049 0.587 0,005 O.C03 0.000 0.099 O.oOD D.005 0.003 O.OCD 6.049 0.613 3.D05 0.003 0.000 D.049 0.6?_7 0.0D5 0.003 3.ODD 0.099 C.c=„J 0.005 D,OC3 O.G00 D.099 D.'c53 6.005 6.003 G.OGD u^.099 C.-0'67 0.005 O.CC3 O.OOG 0.0='.9 0.680 O.DCS 6.003 O.OGD 0.099 ^v.o'93 0.005 0.003 O.G^u0 0.049 0.707 D OD5 0.003 0.000 6.049 0.720 O.OCS 0.003 O.G00 0.049 0,733 0.005 0.004 O.OOG O.D49 0.747 O.ODa 0.004 O.GCO O.D49 0.700 0.005 0.009 C.OOG O.D?9 0.773 O.ODS 0.004 O.GOC 0.099 0.787 0.005 0.004 O.OGO 0.049 O.B00 0.005 0.004 0.000 0.049 0.87.3 D.005 0.004 O.OCO 0.049 0.827 0.005 0.009 0.000 0.099 0.840 0.005 0.004 O.D^vC 0.049 0.853 G.OGS 0.004 O.OOD 0.099 0.807 0.005 0.004 v.DOv 0.049 0.8$C O.Ov5 0.004 O.C00 0.049 6.893 0.005 O.GD4 C.D00 O.C49 0.9C7 O.OC5 0.009 O.GCC C.099 6.920 0.005 C.OG4 0.000 O.G49 0.933 0.005 0.009 0.000 0.049 0.947 0.005 0.005 O.OOD 0.049 0.900 0.005 0.005 0.000 0.0!9 0.973 0.005 0.005 O.ODD 0.049 0.987 0.005 0.005 O.DDO 0.049 1.000 0.005 0.005 D.OOD 0.099 1.013 0,005 O.G05 C.C00 0.049 1.027 0,005 0.005 O.OCC 0.049 1.040 C OC5 0.005 0.000 0.049 :x.053 G.GGS 0.005 C.000 G.0?9 1.06'T 0.005 0.005 O.OOG C.099 1.080 0.005 0.005 O.OCC 0.049 1.093 0.00 O.C05 O.OCO 0.0?~ 1.107 C.D05 0.005 O.OG4 0.0?9 1.120 0.005 O.OCS 6.023 0.049 1.133 0.005 0.005 0.049 0.049 1.197 6.005 0.006 0.082 0.049 1.160 0.005 O.OOo G.l?9 0.049 1.173 0.005 O.G06 0.1.61 0.049 1.187 0.005 0.006 0.?07 0.049 1.2D0 0.005 O.OOo 0.257 0.049 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 Year O.D00301 5 year D.G00837 IO year 0.001543 25 year C.C03'_5i 50 year 0.005175 100 year D.008279 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(efs) 2 year D 5 year 0 10 year 0 25 year G 50 year ;; 100 year ;; Yearly Peaks for Predeveloped and Mitigated. 20C #1 Year Predeveloped Mitigated ~ 19 5 7 0. 0 01 "„"„ . C D C O ~. ~ 1958 O.u^OC 0.000 1959 0.000 O.OOG 19'oD 0.000 0.000 1961 O.OCO 0.004 1902 C.oD1 D.oco 19'03 O.OOD O.COC 1904 0.000 O.OCO 1965 0.000 0.000 7.900 0.000 0.000 1967 C.000 0.000 19'08 O.C00 0.000 1909 0.000 O.D00 197D G.000 D.000 1971 0.000 0.000 1972 0.001 O.ODO 1973 0.007_ 0.000 19']4 0.000 G.000 1975 O.OC1 0.000 1970 O.OOC 0.000 1977 0.000 0.000 19'78 0.004 0.000 1979 D.OCC 0.000 1980 0.000 0.000 7.981 0.000 C.00^v 1982 O.OGO O.GCO 1983 0.000 O.OOv 7.989 O.C00 0.4^v0 7.985 G.OOC 0.00v 1986 O.GGO 0.000 7.987 0.000 O.OG4 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.001 0.000 1992 0.002 0.000 1993 0.000 O.OOG 1994 0.000 0.000 1995 O.DDO C.C00 1996 0.001 O.OGO 1997 0.002 G.4Go 1998 0.002 0.000 1999 0.000 O.OOD 2000 0.000 O.OOG 2001 G.OGO 0.000 2002 C.000 0.000 2003 0.001 0.000 2CG4 O.ODO 0.000 2005 0.010 0.000 2006 0.002 0.000 2007 0.00? 0.000 2DOB 0.043 0.000 2G09 0.000 O.OC2 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #i Rank Predeveloped Mitigated 1 O.C103 0.0016 2 Q.00'3 O.CDOC 3 0•~'~~' 3.OOD^u 4 0.0024 C.u^v00 5 0.©021 O.OOCO o' O.G017 O.000D 7 0.0017 O.OC00 s o.co1~ o•oaoc 9 0.0013 0.vOCC 1C 0.0011 3.0000 11 C.CO10 0.0000 i2 6.0010 0.0000 13 O.OOC8 0.0000 14 0.0007 D.OOOC 15 D,OOOo 0.0000 1'o O.C004 O.000C 17 C.OOC4 0.0000 18 0.0004 O,COCO 19 C.0~004 0.0000 2D 0.0003 D.0000 21 0.0003 D.0000 22 0.0002 0.0000 23 o.oeo2 o.DOOe 24 0.0002 0.0000 25 0.0002 0.0000 20 0.0002 0.0000 27 0.0002 0.0000 28 0.0002 O.OOOC 29 0.0002 O.000D 30 0.0002 0.0000 31 o.oooz o.ooaa 32 D.DOa2 G.oooo 33 0.0002 0.0000 39 O.Ov02 O.OOOC 35 0.0002 D.0000 36 0.0002 O.CCCO 37 0.0002 D.0000 38 O.D0o2 0.0000 39 C.CC02 0.0000 40 0.0002 O.000C 41 o.aoo2 0.0000 42 0.0002 O.OOCO 43 0.0002 0.0000 44 0.0002 0.0000 45 0.0002 0.0000 40 0.0002 0.0000 97 0.0002 0.0000 4B 0.0002 0.0000 49 0.0002 0.0000 50 0.0002 O.C000 51 0.000?_ 0.0000 52 O.OOOz O.000D 53 0.0001 0.0000 POC #Z The Facility PASSED The Faci7.ity PASSED. F~,ow{CFS) Predev Dev Percentage Pass/Fail 0.0007_ 717 ?_ 0 Pass 0.0002 148 2 1 Pass 6.0003 120 2 1 Pass 0.0003 97 2 2 Pass 0.0004 80 2 2 Pass 0.000? 01 2 3 Pass 0.0005 ~?. 2 3 Pass 0,x005 ~~8 2 ,t Pass D.OOvo =?? 2 ~ Pass O.OOOo 3B 2 5 Pass 0.0007 37 2 5 Pass 0.u007 34 2 5 Pass 0.0008 32 2 o Pass 0.0008 3C 2 'o Pass O.v009 28 2 7 Pass 0.0009 20 2 7 Pass D.0010 25 2 8 Pass 0.0010 21 2 9 Pass O.G011 19 2 10 Pass 0.0011 18 2 l1 Pass 0.0012 l0 2 12 Pass O.OD?2 ~'0 2 12 Pass 0.0013 14 2 i9 Pass 0.0013 13 2 15 Pass 0.0019 1i 2 18 Pass 0.0014 9 2 22 Pass 0.001.5 g 2 22 Pass O.D015 9 2 22 Pass 0.0016 9 2 22 Pass 0.0010 8 2 25 Pass O.D017 7 0 0 Pass G.001? 0 0 0 Pass 0.0018 5 0 0 Pass 0.0018 5 0 0 Pass G.DDi9 ~ D D PdS5 0.0019 5 0 0 Pass 0.0020 5 0 0 Pass D.002C 5 0 0 Pass 0.0022 5 0 0 Pass 0.0021 4 0 0 lass C.©022 ? 0 0 Pass 0.0022 4 0 0 Pass O.GO?_3 4 0 0 Pass 0.0023 4 0 0 Pass 0.0029 4 0 0 Pass 0.0029 3 0 0 Pass 0.0025 3 0 0 Pass 0.0025 3 0 0 Pass O.OD2o 3 ^v 0 Pass 0.007_0 3 0 0 Pass 0.0027 3 0 D Pass 0.0027 3 0 0 Pass 0.00..?.8 3 0 0 Pass 0.0028 3 Q 0 Pass 0.0029 3 0 0 Pass O.C029 3 0 C Pass 0.0030 3 0 0 Pass O.G030 3 0 0 Pass 0.0031 3 0 0 Pass 0.0031 2 0 0 Pass 0.0032 2 0 0 Pass 0.0032 2 0 0 Pass 0.0033 2 0 0 Pass 0.0033 2 0 0 Pass 0.0034 2 0 Pass 0.0034 2 0 0 Pass 0.0035 2 0 0 Pass 0.0036 2 0 D Pass 0.0030 2 0 0 Pass 0.0037 2 0 0 Dass 0.0037 2 0 C Pass G.0038 2 0 0 Pass 0.0033 2 0 0 Pass 0.0039 2 0 C Pass G.0039 2 0 0 Pass 0.0040 2 0 0 Pass 0.0040 2 0 0 Pass O.OC41 2 0 C Pass 0.0091 2 0 C Pass 0.0092 2 0 G Pass 0.004?_ 2 0 0 Pass O.OG93 2 0 0 Pass 0.0093 2 0 C Pass 0.0099 2 0 G Pass O.CC49 2 0 0 Pass 0.0095 2 0 0 Pass O.C045 2 0 0 Pass 0.0096 2 0 G Pass 0.0040 2 0 0 Pass 0.0097 2 0 0 Pass e.co97 2 0 0 Pass 0.0048 2 C 0 Pass 0.0098 2 0 0 Pass C.C099 2 0 0 Pass 0.00:9 2 0 0 Pass 0.0050 2 0 0 Pass 0.0050 2 0 0 Pdss 0.0051 2 0 0 Pass O.OGS~ 2. 0 C Pass O.G052 2 U 0 Pass Water Quality BMP Flow and Volume for PCC 1. On-line facility volume: fl acre-feet On-line Facility Carget flaw: 0.01 cfs. .Adjusted for 15 min: O.Op1o afs. a ---- Sub Basin 3 Water Quality flow rate Off-line facility target flow: 0.0014 cfs. Adjusted far 15 min: D.Oplq cfs. Perlnd and Tmplnd Changes i~o changes have been made. This program and accompanying documentation is provided 'as-is' =without ~.aarranty o£ any kind. The entire risk regarding the performance and results ai this program is assumed by the user. Clear Creek Solutions and the Vlashington State Department oz Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties o` program and accompanying documentation. Tn no event shall Clear Creek Solutions and/or the 47ashingtan State Department of Ecology be liable .for any damages whatsoever ;including without limitation to damages for lass of business profits, Loss of business .information, business interruption, and the like} arising out of the use of, or inability to use this program even is: Gear Creek Solutions or the 47ashington State Department of Ecology has been advised o£ the possibility of such damages. Western Washington Hydrology Model PROJECT REPORT Project Name: s~9 Site Address: 9i5 ~ y.e~m eve City Yewm Report Date o/i/20i0 Gage Lake Lawrence Aata Start 1955/10/Oi #?ata End 2DG8/D9/30 Precip Scale: O.8b WWHM3 Version: PREDEVELOPED LAND USE Name S39--PR~i~EV Bypass: \o Groundwater: ~o Pervious Land Use Acres A B, Forest, Flat .063 Impervious Land Use Acres Element Flows To: Surface Znterflow Groundwater Name S39-p~V Bypass : \~o Groundwater: ~o Pervious Land Use Acres A B, Lawn, Flat .023 Impervious Land Use Acres _ ROOF TOPS FLAT 0.02 PARKING FLAT 0.02 Element Flows To: Surface Interflow Groundwater S'>39 Infiltration Trench, 534 InFiltrata.on Trench, Name SB9 ?nfiltrat~on Trench Bottom Length; ?7_.1=t. Bottom Width Eft. Trench bottom alape ~.: C.OC~ To 1 Trench Lett side slope 0: 0 To .~ Trench right side slope 2: D me 1 Material thickness of first layer C Pour Space of material for First layer Material thickness of second layer 3 0 Pour Space of material for second layer Material thickness of third layer : 0 Pour Space of material for third layer Tnfi,ltration On Infiltration rate 2C Infiltration saftey factor 0.5 Dischar a Structure Riser Height: 1.1 {~, Riser Diameter: 10 zn. Element Flaws To: Outlet 1 Outlet 2 Gravel French Bed Hydraulic Table Sta a{ft) Area(acr] volume(acr-f t} As chr (cfs) Tnfilt(cfsy O.D00 D.002 D.004 0.000 O.C04 C.Ci3 D.002 0.000 D.D04 0.017 C.D27 0.002 0.000 0.000 0.017 0.09.0 O.OC2 D.000 D.D00 ^v.017 D.053 0.007_ D ODO 0.000 0.017 4.407 O.C02 O.OOD 0.000 0.017 0.080 O.D02 C.000 O.ODC 0.017 0.093 6.042 0.000 D DDO 0.417 0.147 4.DO2 D.oco o.ooo O.D17 0.120 O.D02 C.C04 O.DDO 0.017 0.133 O.OD2 0.000 4.000 0.417 D.147 4.002 0.000 O.OOD D.D17 0.100 D.OD?_ O.ODO 0.000 0.017 0.173 O.OC?_ 4.OD0 0.000 0.017 O.i87 4.OD2 O.OOG D.000 O.Oi7 0.200 0.002 0.000 0.000 0.017 C.213 O.CD2 0.D04 0.000 D. ^u 17 0.227 4.C02 4.DOD 0.044 0.017 C.290 O.OC2 0.000 0.000 O.D17 0.253 D.002 O.COC D.DDG 0.017 C.2n"7 4.C02 O.DCO 0.000 0.017 D.2a4 o.De~ D.ooo c.CD4 0.017 0.2.93 0.002 0.000 0.000 0.017 D.3D7 D.4G2 0.001 0.000 4.017 0.320 0.002 C.401 0.000 0.017 0.333 0.002 O.DO1 O.OCD 0.017 0.397 4.OC2 D.DO1 O.ODO 0.017 0.304 D.002 0,041 O.OOD D.D17 0.373 0.002 C.401 4.440 0.01.7 0.387 0.002 0.001 0.000 0.017 C.400 C.CD2 ^v.OD1 C,000 O.D17 0.413 D.002 0.001 O.OOD 4.017 0.927 O.OD2 0.001 D.000 O.D17 D.944 0.002 0.001 O.C04 D.017 0.953 0.^u 02 D.DO1 O.oDO 0.017 0.907 x.032 O.OC1 0.000 0.017 0.480 0.002 0.001 4.DD0 C.417 0.993 0.002 C.CD1 0.000 0.017 0.507 O.OC2 O.OG1 O.DOD 0.417 0.520 0.002 O.DD1 4.DD0 4.017 0.533 0.002 4.OC1 O.CCG 0.017 0.547 D.CC2 0.001 C.DCC 0.017 o.5a4 4.DO2 D.401 o.ooD o.017 0.573 0.002 O.OOi. 4.4D0 0.017 0.587 C,OC2 O.D01 O.OCD 0.017 O.o04 O.D02 0.001 ^v.444 0.017 0.613 C.4C2 O.D01 0.000 0.017 O.o27 V.JC2 0.001 O.ODu J.:;:.1 R / A'1 v.0-,v O,C02 D.OOi O.ODO 0.011 u.o~3 O.GD2 0.00? D.DOC 0.01 O.ob7 O.OD2 O.OG7. 0.000 4.017 D.o80 O.Du2 D.00;. 0.040 0.017 D.693 D.oD2 c.ec1 a.DOO o.c1? D.7~Q7 c.DD2 o.Da1 o.oco D.Oa.7 0.720 0.002 0.001 0.000 0.017 0.733 0.002 0.001 0.000 0.017 0.747 0.002 0.00' 0.000 G.017 0.760 O.GC2 O.OD1 O.OOD 0.017 0.773 0.002 0.001 0.000 0.017 0.737 O.Q02 0.001 D.000 0.017 0.80C 0.002 0.001 0.000 C.D17 0.813 D.002 0.001 C.C00 0,017 0.827 0.002 0.001 0.000 0.017 0.840 0.002 D.001 C.D00 O.Oi7 0.853 v^.C02 O.CO1 0.000 D.D17 0.867 0.002 O.G01 0.000 0.01'7 0.880 0.002 0.001 0.000 4.D17 0.893 0.002 O.C01 0.000 0.017 0.907 0.002 0.002 0.000 C.017 0.920 O.OG2 0.002 0.000 0.017 G.933 0.002 0.002 D.D00 0,017 0.997 0.002 D.0^u2 D.D00 0.017 0.900 0.002 0.002 O.ODD 0.017 D.9?3 4.G02 0.002 0.000 0.017 0.987 O.OC7_ 0.002 0.00^v 0.017 1.000 0.002 O.D02 0.000 O.D17 1.0`3 O.OD2 0.042 0.000 0.017 1.027 O.OD2 0.002 0.000 0.017 1.090 0.002 0.002 O.ODD 0.017 1.053 D.CD2 O.OD2 0.004 0.017 1.ob7 o.oD2 0.002 o.oaa 0.017 1.080 O.OD2 D.OD2 0.000 D.D27 1.093 G.002 0.002 O.ODO 0.017 1.107 D.D02 0.4D2 0.004 0.017 1.'_20 0.002 0.002 0.023 0.011 .'.133 0.002 O.D02 0.049 0.017 1.147 0.^v 02 0.002 O.D82 0.017 1.100 0.002 0.002 0.129 C.OZ7 1.173 0.002 0.002 D.1b2 0.07.7 l.a_8'7 0.002 0.002 0.207 0.017 1.200 O. C02 0.002 0.25'7 O.O.l7 MTTICATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods £or Predeveloped. POC #Z Return Period F10W{CAS) 2 year D.OD0095 5 year 0.4D0265 1fl year D.000988 25 year 0.000998 50 year 0.001638 100 year 0.002621 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow{cfs) 2 year D 5 year 0 10 year G 25 year 0 50 year 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC i#1 Year Predeveloped ~ ~~~~ Mitigated 1957 u . C00 0.000 1958 D.000 0.000 1959 O.ooo O.DvO 196D o.DOD o.DGD 2961 o.DOD D.ooo 1.962 0.000 0.000 7.9n3 0.000 0.000 1969 0.000 G OOD 1965 D,000 0.000 190'6 0.000 0.000 1967 0.000 0.000 1968 u.000 0.000 1909 0.000 0.000 z97D D.oDO o.DOo 1971 D.000 0.000 1972 D.000 0.000 1973 0.001 O.ODO 1979 0.000 0.000 1975 O.D00 0.000 1976 0.000 0.000 1977 0,000 0.000 =978 0.000 O.QOD 1979 G.ooc O.oDo 19so D.coc o.ooc 1981 o.DCO o.ooo 1982 O.OOC O.OOC 1983 0.000 0.000 1984 0.000 O.OOC 1985 0.000 0.000 1984 o.oco o.ooo 1987 O.DDO 0.000 1988 0.000 0.000 1989 0.000 O.D00 199G 0.000 0.000 1991 0.00^u 0.000 1992 O.C01 0.000 1993 G.000 0.000 1994 0.000 0.000 1.995 0.000 0.000 199'c 0.000 0.000 ?997 0.001 0.000 1998 0.001 O.G00 1999 0.000 0.000 2000 D.000 0.000 20D1 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 20D9 O.OCO 0.000 2005 1;,003 0.000 2CD6 0.001 D.D00 2007 "v.002 D.000 2008 D.OOi 0.000 2009 G . Cc,C 0 .001 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated _ D.C033 C.D013 2 D.~023 6.0000 ~ C'.Ov.0 u.OGC0 D.cooa o.aooo .~ D.oDD~ o.ooCo E G.G:;Go C.ODDO `1 C.CC05 C.OC00 8 0.0OD5 0.CDDO 9 o.00C9 O,pp00 10 O.OC09 O.OOOC 11 0.0003 O.DDDO 12 b.00D3 O.OvOD 13 c.coo3 0.0000 14 0.00^v2 C.CCCD 15 0.0002 0.0000 1o 0.0001 O.COCO 17 G.OD01 0.0000 1B O.OOOi 0.0000 19 o.DDC1 o.oocc zo o.ocol 0.0000 z1 0.DOO1 o.ooDD 22 O.OD01 0.0000 23 0.0001 D.OOCO 29 O.OC01 C.000C 2a C.ODO1 O.DOCO 26 0.0001 O.D000 27 D.0001 O.000C 28 O.OOD1 O.DCCO 29 D.OC01 0.0000 30 O.OC01 0.0000 31 O.CDO:! 0.0000 32 O.OC01 0.0000 33 0.0001 D.0000 34 0.0001 C.OODO 3n O.OGCZ 0.0000 3'0 0.0001 D.OODO 37 O.CC01 0.0000 38 O.COCZ O.CG00 39 0.0001 0.0000 40 O.000C 0.0000 91 0.0000 D.oDOD 42 O.OOCC 0.0000 43 x.0000 O.DD00 49 O.000a C.OOCD 95 0.0000 o.oaoo ~~ o.DDOO G.ooOD 97 0.0000 o.DDOa 48 D.0ooo o.oooD 49 o.cDOO D.DDOo ~0 0.0000 O.000D 51 O.D000 C.CD00 52 D.0000 O.OOOC 53 0.0000 0.0000 FOC #~1 The Facility PASSED The Facility PASSED. E'low{CFS) Predev Dev Percentage Pass/Fail 0.0000 805 4 D Pass 0.0001 149 4 2 Pass 0.0001 120 4 3 lass O.OOD1 9~ 4 4 Pass 0.0001 80 9 5 Pass 'v .'G J'v Ci ~? O PASS Q.000~ ~2 9 7 Pass 0.0002 99 4 B Pass O.OC02 94 9 9 Pass C.00G2 38 ~! 10 Pass 6.000?_ 37 4 l0 Pass 0.0002 39 4 11 Pass O.OC02 32 4 12 Pass 0.0003 30 4 13 Pass O.OOD3 28 4 14 Pass 0.00^v3 7_0 4 15 Pass 0.0003 25 9 16 Pass O.COG3 22 4 ]8 Pass 0.0003 19 4 21 Pass G.OG04 18 4 22 Pass 0.0004 1'c 4 25 Pass G.GCG9 l0 4 25 Pass 0.0009 15 4 26 Pass 0.0004 13 4 30 Pass 0.0009 11 9 3o Pass 0.0009 9 4 99 Pass C.OG05 9 4 49 Pass 0.0005 9 4 99 Pass 0.0005 9 9 49 Pass O.OOC5 8 4 5C Pass 0.0005 7 4 57 Pass 0.0005 0 2 33 Pass 0.0006 5 2 40 Pass O.QOOo 5 2 40 Pass 0.000'0 5 2 40 Pass G.GOOo 5 2 90 Pass 0.000'0 5 2 40 Pass O.C006 5 2 40 Pass 0.0007 5 2 40 Pass O.GC07 4 2 50 Pass O.OOG7 4 2 50 Pass O.C007 4 2 50 Pass 0.0007 4 2 50 Pass O.GOC~ 4 2 50 Pass 0.0008 4 2 50 Pass O.OEJ08 3 2 6'o Pass 0.0008 3 2 66 Pass 0.0008 3 2 6o Pass 0.0008 3 2 6o Pass 0.0008 3 2 6o Pass 0.0009 3 2 6o Pass 0.0009 3 2 06 Pass 0.0009 3 2 66 Pass 0.0009 3 2 66 Pass O.OC09 3 2 66 Pass 0.0039 3 2 bo Pass O.OOC9 3 2 66 Pass 0.007.0 3 2 06 Pass 0.0010 3 2 66 Pass O.Ofl10 2 2 100 Pass 0.00h0 2 2 100 Pass 0.0010 2 2 I.CO Pass O.C010 2 2 10© Pass 0.0011 2 2 100 Pass O.OOi1 2 2 100 Pass 0.0011 2 2 100 Pass 6.0011 2 2 100 Pass 0.0011 2 2 7.00 Pass D. :011 2 2 100 Pass O.Ov<2 2 2 100 Pass 0.0012 2 2 100 Pass O.C012 2 ? i0C ?ass 0.0^v%?_ 2 2 100 Pass 0.0012 2 ?_ 100 Pass 0.0012 2 2 100 Pa.~s O.OC13 2 2 100 Pass 0.0013 2 2 100 Pass .0013 2 2 3.00 Pass 0.00?3 2 2 100 Pass O.fl013 2 2 10fl Pass 0.0013 2 2 100 Pass 0.0013 2 0 0 Pass 0.0014 2 0 C Pass O.C01? 2 G 0 Pass 0.0014 ?_ 0 D Pass 0.0014 2 0 0 Pass O.D014 2 0 0 ?ass 0.0014 2 0 0 Pass 0.0015 2 L' 0 Pass 0.0015 2 0 0 Pass D.00!5 2 0 0 Pass 0.0015 2 0 0 Pass 0.0015 2 0 0 Pass 0.00'.5 2 0 0 Pass 0.0016 2 0 0 Pass 0.0016 2 0 0 Pass O.CO'6 2 0 0 Vass 0.0010 2 D 0 Pass 0.0016 2 0 0 Pass 0.00"_6 2 0 0 Pass Water Quality SMP Flow and Volume E'or PqC ].. On-licae facility volume: 0 acre-feeC On-J.ine facility target flow: 0.01 ofa. Adjusted for 15 min: o.ools ofs. Sub Basin 4 Water Quality flow rafe of£-lzne facility target flow: 0.0012 cPs. Adjusted for 15 min: 0.0011 c£s. Perlnd and Z~plnd Changes va changes nave been made. Tn.is program and accompanying documentation is provided 'as-is' without ;rarranty of any kind. The enCire risk regarding the performance and results of this program is ass~.uned by the user. Clear Creek Solutions and the idashirgton State Department of Ecology disc .aims all warranties, either expressed or implz2d, including but not i;mited to implied warranties a; program and accompanying documentation, T_n no event shall Clear Creek Solutions and/or the 4Jashington State 6epartment of Ecology be liable for any damages whatsoever {including ~,fithout limitation to damages for loss o* business profits, loss of business information, business interruption, and the lixe) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the i•Fashington State Department of Ecology tzas been advised ox ~:ne possibility o= such damages.