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7029 212TH ST SW (2)_Redactediiiiiiii lill 2732 7029 212TH ST SW d y of FMO * N CITY OF EDMONDS es� i ago 1215TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 (OPY RCW 197-11-970 Determination of Nonsignificance (DNS) MITIGATED DETERMINATION OF NONSIGNIFICANCE Environmental Determination for the construction of a new commercial building. The project will be located at 7029 212" St. SW. and is zoned CG, General Commercial. The proposed project will also include approximately 4,500 cu. yd. of grading. (City of Edmonds File No. ADB-99-243) cc Proponent: Carletti Architects, PS, 2204 Riverside Drive Suite 270, Mount Vernon, WA 9R2g C E I v E Location of proposal, including street address if any: 7029 212`" St. SW APR 13 2001 ENT SERVICES Lead agency: CITY OF EDMONDS DEVELC 7Y OF EDMONDS CTR, The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement is not required under RCW 43.21.030(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. There is no comment period for this DNS. XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by February 16, 2000. Responsible Official: Robert Chave Position/Title:Planning Manager, Department of Community Services - Planning Division Phone: 771-0220 ' Address: City of Edmonds, 121 5th Avenue North, Edmonds, WA 98020 Date: XX You may appeal this determination to Robert Chave, Planning Manager, at 250 5th Avenue North, Edmonds, WA 98020, no later than February 16, 2000, by filing a written appeal citing the reasons. You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the procedures for SEPA appeals. XX Posted on February 2, 2000, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. Pagel of 2 99243ED.DOC 2/2/00.SEPA Mailed to the following along with the Environmental Checklist: ,x, Environmental Review Section XX 1Y— a Department16f Ecology t %>?�.0; Bor103 Olympiaz, WA 98504-7703 XX Washington State Dept. of Transportation XX TSM&P/Land Developer 15700 Dayton Avenue North Seattle, WA 98133, Edmonds School District No. 15 Attn.: Bret Carlstad, Planning and Property Manager 20420 68th Avenue West Lynnwood, WA 98036-7400 Community Transit Attn.: Brent Russell 1133 164th Street Southwest, #200 Lynnwood, WA 98037 Peter Carletti — Carletti Architects, PS 2204 Riverside Drive, Suite 270 Mount Vernon, WA 98723 XX MITIGATING MEASURES INCORPORATED INTO THE PROPOSAL: 1. THE APPLICANT WILL CONTRIBUTE A TRAFFIC MITIGATION FEE OF $26,316 AS DETERMINED BY THE COLLEGE PLACE TRAFFIC AREA REPORT. Attachments: Environmental Checklist Vicinity Mapi Site Plan Traffic Report pc: File No. ADB-99-243 SEPA Notebook Page 2 of 2 99243ED.DOC 21VOO.SEPA SEPA APPLICATION PROJECT: Magic Toyota APPLICANT: do Carletti Architects Fee Paid: Receipt No. A. BACKGROUND 1. Name of proposed project, if applicable: Magic Toyota Satellite Service Facility 2. Name of applicant David Broadus, c/o Peter Carletti, Carletti Architects, P.S. 21300 Highway 99 Edmonds, WA 98026 3. Address and phone number of applicant and contact person: c/o Peter Carletti Carletti Architects, P.S. 2204 Riverside Drive, Suite 270 Mount Vernon, WA 98273 Contact: Peter Carletti, (360) 424-0394 Page 1 12/30/99 RECEIVED DEC 3 01999 PERMIT COUNTER 4. Date checklist prepared: Wednesday, December 29, 1999 5. Agency requesting checklist: City of Edmonds, Washington 6. Proposed project timing or schedule (including phasing, if applicable): We will apply for building permit on approximately January 30, 2000. We will begin construction on the project as soon as building permits, SEPA, and ADB review process are completed. We anticipate construction commencing approximately April 1, 2000 and completing on approximately July 15, 2000. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Level One environmental audit and good faith asbestos survey have .both been completed on the subject property. Staff review, with regards to Critical Areas, has been completed on the property. Traffic report is being prepared at this time. Geotechnical report has been completed on the subject property. 9. Do you know of pending applications for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. RM SEPA APPLICATION • • PROJECT: Magic Toyota APPLICANT: do Carletti Architects Page 2 .t 12/30/99 10. List any government approvals or permits that will be needed for your proposals, if known. Fill and grade permit, building permit, mechanical, electrical, and plumbing permits, architectural design review board approval. 11. Give a complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist which ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. The site is an existing lot that is approximately 54,620 square feet, or 1.25 acres. The site currently contains an existing single family residence that will be demolished to make way for a new satellite service facility for Magic Toyota. The new service facility building will be approximately 14,538 square feet. The satellite service facility will be used only as a service facility that the public will not have any access to. The public will still drop off their vehicles at the existing Magic Toyota dealership building and the cars will be shuttled back to the service facility to be repaired and returned or delivered to the customer at the dealersihp destination. 12. Location of the proposal. Please give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any. If a proposal would occur over a range of area, please provide the range or boundaries of the site(s). Please provide a legal description, site plan, vicinity map, and topographic map if possible. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. (Indicate if maps or plans have been submitted as part of a permit application). The addresses of the existing residence on the proposed lot is: 7029 212`s Street SW. Edmonds, WA 98026 The legal description is on the attached site plan documents and the abbreviated legal is: Lots 4 and 5 Block 6 platt of Seattle Heights Division #4 in Snohomish County, Washington in Volume 9 of the Platts, page 11 records of Snohomish County, Volume 19 of Surveys, page 63 records of Snohomish County. B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (Indicate one): flat, (rollingl, hilly, steep, slopes, mountainous; other. SEPA APPLICATION • Page 3 PROJECT: Magic Toyota 12/30/" APPLICANT: do Carletti Architects b. What is the steepest slope on the site (approximate % slope)? 5% c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agriculture soils, please specify and note any prime farmland. The soils are classified as Alderwood-Urban Land Complex 2-8% slope. The soils encountered, per the soils report that has been prepared, is that the underlying sand ranges from poorly graded sand with silt, Unified Soil Classification SP-SM to poorly graded sand (SP). d. Are there surface indications or historyof unstable soils in the immediate vicinity? If so, describe. No. e. Describe the purposes, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. Approximately 3100 cubic yards of excavation or cut and 1200 cubic yards of fill are anticipated to establish the building footprint area and the parking lot improvements. The source of the import for fill will be provided from an off -site source that is unknown at this time. All export of cut material will be taken off -site to an undertimed location. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. As with all construction, some erosion could occur. Erosion and sedimentation control devices will be installed during construction to prevent debris and materials from entering the storm system. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? The existing site area totals: 54,620 square feet The proposed impervious surfaces for the building is: 14,538 square feet The total impervious for the parking lot is: 30,804 square feet The total site covered by impervious surfaces will be: 45,342 square feet, 83% The landscape area remaining is: 9,278 square feet Total landscape percentage of site is: 17% h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: All runoff from construction activities will be controlled, per the requirements of the Temporary Erosion and Sedimentation Control Plan. A fence will be installed around the perimeter of the site at locations necessary to prevent silt ladden storm runoff from exiting the subject property. A temporary construction entrance, with quarry spalls will also be installed at the entrance to prevent dirt from entering onto the public right of way. All erorsion control measures will conform to the City of Edmonds standards. SEPA APPLICATION Page 4 PROJECT: Magic Toyota 12/30/" APPLICANT: do CarlettiArchitects 2. Air a. What types of emissions to the air would result from the proposal (Le., dust, automotive, odors, industrial wood smoke), during construction, and when the project is completed? If any, generally describe and give approximate quantities if known. Excavation equipment during site work. Normal emissions associated with construction and project completion. b. Are there any off -site sources of emissions or odor which may affect your proposal? If so, generally describe. None known. c. What are the proposed measures to reduce or control emissions or other impacts, if any: During construction, construction vehicles will be maintained so that they are operating efficiently. 3. Water a.Surface: 1) Is there any surface water on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, associated wetlands)? If yes, describe type, provide names, and if known, state what stream or river it flows into. No. 2) Will the project require any work over or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Not applicable. 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. Indicate the source of fill material. None. 4) Will surface water withdrawals or diversions be required by the proposal? Give general description, purpose, and approximate quantities if known. No. 5) Does the proposal lie within a 100 year flood plain? Note location on the site plan, if any. 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. SEPA APPLICATION Page 5 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carletti Architects No. b. Ground: 1) Will ground water be withdrawn or recharged? Give general description, purpose, and approximate quantities if known. No. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None. c. Water Runoff (including storm water): 1) Describe the source of runoff and storm water method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, please describe Storm water run-off from the proposed building roof and proposed asphalt areas will be collected by a series of on -site catch basins.. This water will then be piped to a combined detention/water quality tank prior to discharge to the City of Edmonds storm system. Water quantity/quality measures will meet the requirements of the Puget Sound Water Quality Design Manual. 2) Could waste materials enter ground or surface waters? If so, generally describe. No. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: Discharge rate and water quality of surface water will be controlled by a buried combined detention/water quality tank. • • SEPA APPLICATION 6 Page PROJECT: Magic Toyota 12/age 6 APPLICANT: do Carletti_Architects 4. Vegetation a. Check or Indicate types of vegetation found on the site: deciduous tree:' alder, maple, aspen, other x evergreen tree:, f,�cedar, pine, others x shrubs x Brass _pasture crop or grain wet soil plants:. cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other x other types of 'vegetation: blackberry brambles b. What kind and amount of vegetation will be removed or altered? The existing trees and, vegetation on -site will be removed in order to accommodate the proposed building footprint and parking lot improvements. C. List threatened or endangered species known to be on or near the site. None. d. List proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Landscaping for the new building will be in conformance with the City of Edmonds Landscaping i Ordinance and Zoning ,Codes. In addition, we are providing a planting plan to off -set the removal of existing trees and vegetation. 5. Fish and Wildlife a. Indicate any birds and animals which have been observed on or known to be on or near the site: birds: hawk, heron, eagle, son birds. other: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, shellfish, other: b. List any threatened or endangered species known to be on near the site. None known. C. Is the site part of a migration route? If so, explain: Not to our knowledge. d. Proposed measures to' preserve or enhance wildlife, if any: None. SEPA APPLICATION Page 7 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carletti Architects 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity for lighting and cooling, natural gas for heating. 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? An energy efficientbuilding will be designed and constructed, according to the NREC requirements. d. What are the proposed measures to reduce or control energy impacts, if any? See 6c above. 7. Environmental Health a. Are there any environmental health hazards, exposure to toxic chemicals, including risk of fire and explosion, spill, or hazardous waste, that occur as a result of this proposal? If so, describe. There is the slight possibility of some hazardous waste of anti -freeze and/or waste oil that could leak to the ground water. b. Describe special emergency services that might be required. No special emergency services will be required. c. What are the proposed measures to reduce or control environmental health hazards, if any: Any minor spillage of used oils or anti -freeze from servicing of vehicles will go into the storm drainage system, which will then be treated by the water. quality/detention tank prior to discharge to the City's storm water system. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? The site is currently occupied by a single family residence of approximately 1,200 square feet. We are proposing to demolish and remove the existing residence and replace it with a new one-story, pre- engineered steel satellite service facility of approximately 14,538 gross square feet. The site is located on 212f° Street SW, approximately one block west of the intersection of 212'b Street and Highway 99. Immediately to the west of our property is a retaining wall and the City of Edmonds Utility Shops and Sanitation Department. Directly. north of our site are other existing commercial. establishments. Directly east of our site is Highway 99 and on the opposite side of Highway 99 are other existing SEPA APPLICATION Page 8 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carletti Architects commercial establishments varying in use and character. Directly south of our property is an existing automobile dealership, Magic Toyota, of which this new proposed facility will be a satellite service facility. b. Has the site been used for agriculture purposes? If so, describe No. c. Describe any structures on the site: As previously mentioned, there exists a single family, one-story residence of approximately 1,200 gross square feet. d. Will any structures be demolished? If so, what Yes, the single family residence will be demolished. e. What is the current zoning classification of the site? CG-2 is the current zoning of the property. f. What is the current comprehensive plan designation of the site? Highway 99 Activity Center. g. If applicable, what is the current shoreline master program environment designation of the site? Not applicable. h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No. 1. What are proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Proposal is compatible with current comp plan designation. It matches other commercial activity uses located within this area. J. Approximately how many people would reside or work in the completed project? Approximately ten to twelve people will work in the proposed building. k. Approximately how many people would the completed project displace? No residents will be removed from each existing single family residence, as it is vacant. 1. What are proposed measures to avoid or reduce displacement or other impacts, if any: None. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. None. b. Approximately how many, units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. One single family residence of low income is being eliminated. SEPA APPLICATION •Page 9 PROJECT: Magic Toyota 12/30/" APPLICANT: cto Carletti Architects c. What are proposed measures to reduce or control housing impacts, if any: None. 10. Noise a. What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None. b. 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 would come from the site 7:30 am to 5:00 pm will be typical construction hours, Monday through Friday. Upon completion of construction, the site will be occupied by the business operation from approximately 7:30 am to 5:30 pm, Monday through Friday. c. What are the proposed measures to reduce or control noise impacts, if any: During construction: Equipment to be fitted with noise suppression mufflers as required by law. After installation is complete: No measures will be proposed to reduce or control noise impacts, as it is not applicable. 11. Aesthetics a. What is the tallest of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? The tallest point of the proposed building will be at twenty-seven feet to the peak ridge of the top of the metal roofing. The principal building materials proposed will include metal roofing, metal siding, and a four foot high split faced concrete masonry veneer around the perimeter of the building. b. What views in the immediate vicinity would be altered or obstructed? None. c. What are the proposed measures to reduce or control aesthetic impacts, if any? Provide attractive color scheme and material uses, which will coordinate and compliment the surrounding commercial properties, including the City of Edmonds Sanitation and Shops Department. SEPA APPLICATION • Page 10 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carletti Architects 12. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? The project will produce minimal glare from exterior wall pack lighting. Any glare produced will be minimal, due to the fact tliat the devices can be fitted with cut-off throw devices to prevent glare from spreading to surrounding 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? None. d. What are the proposed measures to reduce or control light and glare impacts, if any: None. 13. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Various City parks. b. Would the proposed project displace any existing recreational uses? If so, describe. No. c. What are the proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None. 14. Historic and Cultural Preservation a. Are there any places or objects listed on, or, proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. None known. b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on the site. None observed or known. c. What are the proposed mi easures to reduce or control impacts, if any: None proposed. SEPA APPLICATION Page 11 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carietti Architects 15. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. Highway 99 runs north/south and is approximately one block east of the eastern property line of the subject property. 212te Street SW runs east/west on the southern property line of the subject property. Please refer to the attached site plan and vicinity map. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? No. The approximate distance to the nearest bus stop is 200 feet. c. How many parking spaces would the completed project have? How many would the project eliminate? The completed project would have space for approximately 71 vehicles. The stalls will serve as overflow parking for vehicles being serviced and having completed service, as well as for the employees that work at the facility. There will be no parking required for the public, as they will not be visiting the project. All vehicles will be driven from the main dealership building, to the satellite facility. d. Will the proposal require any new roads or streets, or improvements to any existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). No new streets or roads will be required. Modification and improvement of the existing curb cuts will be required for our proposal. 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 would be generated by the completed project? If known, indicate when peak volumes would occur. A traffic study is being prepared by a sub -consultant, and will be submitted to the Planning Department for review and approval for mitigation of any traffic impacts. Vehicle trips for the proposed new business will be of minimal impact. g. What are proposed measures to reduce or control transportation impacts, if any: No adverse traffic impacts are anticipated. SEPA APPLICATION Page 12 PROJECT: Magic Toyota 12/30/99 APPLICANT: do Carletti Architects 16. Public Services a. Would the project result to an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. The addition of this proposed satellite service facility will not cause any increased need for public. services, as the site is currently being served. b. What are proposed measures to reduce or control direct impacts on public services, if any. Energy efficient design and fixtures, and water saving fixtures. 17. Utilities a. Indicate utilities currently available at the site: electricity, natural gas, water, refuse service telephone, sanitaKy sewer, septic system, other: b. Describe the utilities which 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. Power is to be provided by Snohomish County P.U.D. Gas is to be provided by Puget Sound Energy. Telephone services are to be provided by GTE. Water is to be provided by the City of Edmonds. Sewer is to be provided by the City of Edmonds. Cable service is to be provided by Chambers. C. SIGNATURE The above answers are true to the best of my knowledge. I understand that the lead agency is relying on them to make its decisions. A , ® F� 59 - Nfi -1 711 RM-1.5 If A -Y �j SUBJECT�SITE FILE NO. ADB-99-243 2UTH ST RM-1.5 Vicinity Map Magic Toyota 7029 212th St SW New Service Center Attachment 1 00��0 0©cm=c�® sMro7M�� Gwyn AacmITICTI P.S. t10{ 1YM OrM Vrtnoia WA. M73 P'mp001 4448730 A NEW 6ERV= PACMM POR. YAWC TOTOTA TOM IOTN'AM !t IOMOMM WA OFIO� FOUNDATION STRUCTURAL CALCULATIONS for MAGIC TOYOTA SATELLITE SERVICE BUILDING 7029 — 212T" Avenue Southwest Edmonds, WA Prepared by GOEDEKE ENGINEERING 17119 SE 47th Court Bellevue, WA 98006-5805 Phone (425) 544.5899 Fax (425) 401-1250 C. Gregg Goedeke, P.E. Structural Engineer RECEIVED APR 13 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS [EXPIRES: 101281 ZQ� I/z GEOTECHNICAL ENGINEERING STUDY MAGIC TOYOTA SATTELITE SERVICE 7029 212TH AVENUE SOUTHWEST EDMONDS, WASHINGTON . RECEIVED for APR 1 3 2000 Magic Toyota DEVELOPMENT SERVICES CTFL CITY OF EDMONDS DECEMBER 5, 1999 SUR""EET FILE GeoTest Services Inc. COMPLETE ENGINEERING GEOLOGY MATERIALS TESTING & INSPECTION SERVICES 741 MARINE DRIVE - BELLINGHAM, WA 98225 (360)733-7318 FAX (360)733-7418 :.. GEO SERVICES, INC. Engineers, Geologists and WABO Special Inspectors ' 741 Marine Drive • Bellingham, WA 98225 • Phone 360.733.7318 • Fax 360.733.7418 • e.mail geotest@nas.com December 5, 1999 Job No. G9316 ' Magic Toyota 21300 Highway 99 _ Edmonds, Washington 98026 Attention: David Broadus Subject: Geotechnical Engineering Study Magic Toyota Satellite Service 7029 212'h Avenue Southwest Edmonds, Washington Dear Mr. Broadus: ' This report presents the results of our geotechnical engineering study for the proposed Magic Toyota service building to be located at 7029 2121h Avenue Southwest in Edmonds, Washington. This report has been completed in accordance with our proposal PR9926 dated June 1, 1999. ' The purpose of our services was to provide geotechnical design recommendations for the proposed development based on existing subsurface conditions and our site reconnaissance. Specifically, the scope of our services included the following tasks: o Excavation, logging and sampling of 6 test pits. ' o Site reconnaissance. o Perform geotechnical analysis to evaluate soil response to building loads. ' o Provide this written report containing a description of subsurface conditions, soil logs, and findings and recommendations pertaining to foundation design, earthwork and other geotechnical aspects of project development. ' PROJECT DESCRIPTION ' We understand it is proposed to construct a one story pre-engineered steel building with a 4 foot high masonry veneer. Asphalt paved parking and landscaping areas will occupy the remainder of the site. Grade modifications are not anticipated to exceed about 5 to 6 feet i' based on existing topography. Based on our experience with similar structures, structural loading is anticipated to be on the ' order of 2 kips per lineal foot for continuous footings, 30 to 60 kips for column footings and 200 pound per square foot for floor slabs. These loads include dead plus live loads. Page 1 of 8 ALV-Pma OsoWapc 7"p"WI M Oc Tay OE• RepwOwp ' GeoTest-Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 'r ' Should the anticipated loads be incorrect, or change, we should be allowed to review our recommendations with respect to the actual loading conditions. ISITE DESCRIPTION The site is located at 7029 212'h Avenue Southwest in Edmonds, Washington (Vicinity Map, Figure 1). Located on the edge of residential and retail areas, the site is bounded primarily by various types of retail businesses to the north and east, by 212'h Avenue Southwest to the south and by a light industrial parcel to the west. The site is currently developed with a single family residence in the northern portion of the site. The remainder of the site consists of a gravel drive and various types of brush. Site topography is dominated by a small mound in the northern portion, where the house is located. Drainage gradients for the site radiate from this mound in all directions. At the base of _the mound on the south side, there is a relatively flat and level gravel parking area., There is about 20 feet of elevational change from 2121h Avenue up to the location of the house. SUBSURFACE Our subsurface exploration was performed on November 10, 1999. Test pits were excavated with a rubber tired mounted backhoe. Six test pits were excavated to a maximum exploration ' depth of 10 feet beneath the existing ground surface. Following is a generalized description of the conditions encountered. For a more detailed description, refer to the attached test pit logs. ' In general, our test pits exposed a fills overlying poorly graded sand with varying amounts of silt. In the lower portion of the site, a 4 foot layer of peat was observed between the fill and the native sand. Fills typically consisted of silty sand with gravel and various types of debris. The ' fill was observed to be loose to medium dense and ranged in thickness up to about 4 feet. The underlying sand ranged in classification from poorly graded sand with silt (Unified Soil Classification SP-SM) to poorly graded sand (SP). The native sand was observed to be in a medium dense condition near the top of the layer becoming denser with depth. Peat was observed in TP-6 between 5 and 9 feet beneath the existing ground surface. ' Moisture contents within the soft peat ranged from 246 up to 324 percent. The native sand was observed beneath the peat. GROUNDWATER Groundwater was observed at a depth of about 5 feet in test pit TP-6 -within the peat. ' Groundwater levels are not static and vary with respect to surface runoff, precipitation, season and other factors. In general, groundwater levels are higher during the wetter winter months, October through June. Page 2 of 8 M:%*m*W OeMyk Topo1W07/ONp1c Try OE9 RpaKkvp ' GeoTest Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 DISCUSSION AND RECOMMENDATIONS ' General. Based on the results of our engineering analyses, it is our opinion that the building may be ' constructed as planned provided our recommendations are incorporated into the final design and construction specifications for the project. Foundations may be supported by competent ' native soil or structural fill depending on site grades. Floor slabs may be similarly supported. More detailed information is contained in following sections of this report. The primary item of concern for construction is the depth of the utilities in the southern portion ' of the site. Should these utilities be deep enough to expose the peat, we recommend the peat be removed from beneath the utility alignment. Also there is the potential for consolidation of the peat after placement of fills in the southern portion of the site. More detailed information is ' provided in the Utility Trench Backfill section of this report. This report in its entirety, including subsurface exploration, should be included in the contract ' documents for the information of the contractor. Site Preparation ' Construction areas should be stripped and cleared of all vegetation, topsoil, and other deleterious material. Following stripping and clearing operations, earthwork operations may ' commence to provide design grades. Load bearing areas and areas to be filled should be observed by a GeoTest representative prior to placing fill. Proofrolling may be required in some areas. Loose or soft soils should be recompacted or replaced with structural fill. A geotextile, ' such as Mirafi 50OX or an equivalent, may be used to reduce the amount of overexcavation, if required. ' It should be noted that due to the high moisture content (246 to 324 percent) of the peat, there is a significant potential for settlement in the flat southern portion of the site if fills are placed in this area. Settlement of this area can adversely effect utility grades for gravity system utilities ' (typically storm drains and sanitary sewers). If more than 12 inches of fill is placed in this area, we should be requested to provide appropriate recommendations if necessary. ' Soils observed during the subsurface exploration are moderately moisture sensitive due to their fines content. It appears the soil is currently near optimum moisture content and suitable for use as structural fill. Should the moisture content increase above optimum, existing soil may ' become difficult to work. Unless wet soil can be properly moisture conditioned, it should either be removed from the site, or used as landscaping material. Structural fill is defined as any material placed beneath slabs, foundations, pavement, sidewalks or other. load bearing areas. Structural fill may consist of any compactible, inorganic material during dry weather. During periods of wet weather, structural fill should consist of an ' inorganic, well graded material with less than 5 percent total silt and clay (material passing the #200 sieve). Structural fill should be compacted to a minimum of 90 percent of maximum dry density as determined in accordance with the ASTM D-1557 (Modified Proctor) laboratory Page 3 of 8 MV*o*M OmWVc T"-0931W80C Try GM R"m Wp ' GeoTest Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 standard. Beneath pavements, the upper 24 inches should be compacted to a minimum 95 percent of maximum dry density. ' Material to be used as imported structural fill should be submitted to GeoTest prior to import for approval. Foundations ' Assuming compliance with the recommendations presented in the Site Preparation section, the buildings may be supported by conventional foundations bearing on undisturbed, competent native soil, or on structural fill. For foundations obtaining support as described, an allowable soil bearing capacity of 3,000 pounds per square foot (psf) may be used for design. Loading of ' this magnitude will have a theoretical factor of safety in excess of 3 against actual shear failure. As the building may be supported by both structural fill and undisturbed native soil, we recommend additional reinforcement be placed in the footings in the transition area. The additional reinforcement will reduce the effects of differential settlement between the two soil conditions. ' Perimeter footings should have minimum widths of 16 inches and interior column footings 9 should have minimum widths of 24 inches. Perimeter footing subgrade should be at least 18 I inches beneath the lowest adjacent finish grade and interior footing subgrade should be at least 12 inches beneath finish floor elevation. ' A one-third increase in the allowable soil bearing capacity may be used for short term dynamic loading conditions. Total settlement is anticipated to be less than 1 inch with less than one-half inch differential settlement. Most of the differential settlement should occur across the ' transition from undisturbed native soil to structural fill. Horizontal loads can be resisted by friction and passive soil pressure acting on the buried ' portions of the foundation. For passive pressure to develop, the foundation must either be poured 'neat' against undisturbed native soil, or the excavation must be backfilled with structural fill. An equivalent fluid density .of 350 pounds per cubic foot (pcf) may be used for ' passive earth pressure. A friction coefficient of 0.35 may be used. These values are allowable and include a factor of safety of 1.5. ' Footing excavations should be observed by a GeoTest Services representative prior to placing forms or rebar in order to confirm conditions are as anticipated in this report: Slab -on -Grade Floors Floor slabs may be supported by competent native soil or by structural fill. Disturbed native soil must either be recompacted or replaced with structural fill. The slab should be provided with a minimum of four inches of free -draining sand or gravel. In areas where moisture is undesirable, a vapor barrier, such as 6-mil plastic, should be placed between the capillary break and the slab. Damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Page 4 of 8 M V^*co o.ow.yo ro,w.a0316Ma* To, GE8 R.porU.y I ' GeoTest Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 rRetaining Walls ' Depending on site grades, retaining walls may be required. Retaining walls should be designed to resist lateral earth pressures imposed by the retained soils. Walls designed to yield may be designed to resist an equivalent fluid weight of 35 pcf and walls not allowed to yield may be designed to resist an equivalent fluid weight of 45 pcf. These values assume that no surcharges due to sloping backfill, vehicle traffic, building surcharges, hydrostatic pressure, or other surcharges will act on the wall. If other surcharges are to act on the wall, they should be added to the above design values. The passive earth pressure and friction value provided in the Foundations section of this report may be used to design the retaining walls. Retaining walls should be backfilled with at least an 18 inch width of drain rock in order to reduce the potential for hydrostatic. pressure buildup. The remainder of the backfill may consist of structural fill. A drain pipe should be placed at the base of the wall. The pipe should consist of rigid perforated, 4 inch diameter PVC pipe. The drain pipe should be bedded in at least one cubic foot per lineal foot of 3/8 inch pea gravel. Seismic Design Considerations The Puget Sound Basin is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The largest earthquakes in the Puget Sound region have been subcrustal events, ranging in ' depth from 30 to 55 miles. Such deep events have exhibited no surface faulting. The UBC earthquake regulations contain a static force procedure and a dynamic force procedure for design base shear calculations. For design in accordance with the 1997 UBC, ' soli t ype Sp, Stiff Soil Profile, should be used for seismic design based on Table 16-J. Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time during an earthquake. The effects of liquefaction may be large total and/or differential settlement for structures with foundations founded in the liquefying soils. For liquefaction to occur, soils must be fine grained, loose to medium dense, cohesionless and beneath the water table. Normally, soils susceptible to liquefaction are water bearing fine sands and silts. In our opinion, the potential for liquefaction at this site is minimal due to the relative density of the soils encountered. Site Drainage Groundwater was observed at a depth of about 5 feet in test pit TP-6 within the peat. Should seepage be encountered in excavations, the water should be removed from the base of the excavation. Depending on the amount of seepage, the base of the excavation may be sloped to sump pits in order to collect the water for removal. During construction, the site should be graded such that surface water is directed off site. Water should not be allowed to stand in building or pavement areas. Exposed soils should be sealed at night to reduce the potential for infiltration by compacting the surface. Final grades should allow for drainage away from the building foundations. The ground surface should be Page 5 of 8 M V A*M G WMpk Ta,a.OD]1W.* Tay OES Rwvdh p GeoTes:;Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 sloped at 3 percent within ten feet of the building. This gradient may be reduced to 2 percent in paved areas. Footing drains should be installed around the perimeter of the building. Footing drains should consist of 4 inch diameter, rigid, perforated PVC pipe bedded in one cubic foot of drain rock per lineal foot. The pipe should be located at, or below, the footing subgrade. There should be enough gradient to initiate flow to the discharge point. A typical detail is provided on Figure 3. Roof downspouts should be separately tightlined to a discharge facility and should not be connected to the footing drain. We suggest cleanouts be installed at strategic locations for the footing drain to allow for periodic maintenance of the footing drain and downspout tightline systems. Excavations and Slopes The following information is provided as a service to our client. Under no circumstances should ' this information be interpreted to mean that GTS is assuming the responsibility for construction site safety. Such responsibility is not being implied and should not be inferred. In no case should excavation slopes exceed the limits specified in local, state or federal safety regulations. Based on the information obtained from our subsurface exploration, the existing native soils would classify as a Type B in accordance with OSHA/WISHA regulations. Therefore, temporary cuts greater than four feet in height should be sloped no steeper than 1 H:1 V in the native soil. Existing fill classifies as a Type C soil in accordance with OSHA/WISHA regulations. Therefore, temporary cuts greater than four feet in height should be sloped no steeper than 1.5H:1 V in the fill. If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. If temporary shoring is required, we will be available to provide shoring design criteria upon request. Permanent slopes should be inclined no steeper than 2H:1 V. All slopes should be observed by a GTS representative during construction to confirm conditions are as anticipated. In any case, water should not be allowed to flow over the top of slopes. All permanent slopes should be seeded with an appropriate vegetative species to reduce erosion and improve the stability of the surficial soil layer. Utility Trench Backfill Soils anticipated to be exposed in the bottom of utility trenches should provide adequate support for utility pipes. However, there is the potential for the deeper utilities in the southern portion of the site to expose a layer of peat in the base of the trench. Should the peat be exposed, it should be removed from the utility alignment and replaced with a structural fill. Additionally it should be noted that due to the high moisture content (246 to 324 percent) of the ' peat, there is a significant potential for settlement in the flat southern portion of the site if fills are placed in this area. Settlement of this area can adversely effect utility grades for gravity system utilities (typically storm drains and sanitary sewers). If more than 12 inches of fill is ' placed in this area, we should be requested to provide appropriate recommendations if necessary. Page 6 of 8 M+n.v.q.or GOWA k T*ym MlMaoc TW OE8 wvau y GeoTest Services, Inc. December 5, 1999 Magic Toyota Satellite Service, Edmonds, WA Project G9316 ' Trench backfill is a major concern in reducing the potential for settlement along utility alignments, particularly in pavement areas. It is important that each section of utility line be ' adequately supported in the bedding material. Bedding material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the pipe crown before heavy compaction equipment Is Used. The remainder of the trench backfill should be placed in lifts with a loose thickness of I' twelve inches. A typical trench section and compaction recommendations for load supporting and non -load supporting areas is attached as Figure 4. Pavements The adequacy of site pavements is related in part to the condition of the subgrade. In order to !' properly prepare the site for pavements, the pavement subgrade should be treated and compacted as described in the Site Preparation section of this report. This means that the upper 24 inches of structural fill should be compacted to a minimum of 95 percent of maximum ' dry density based on ASTM D-1557 or should be in a 'firm and unyielding' condition prior to placement of the crushed, rock base. Soft or unstable areas should be overexcavated and backfilled with either structural fill or crushed rock. The following pavement section is recommended for lightly -loaded areas: • 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB), or • 2 inches of AC over 3 inches of asphalt treated base (ATB). For. heavy traffic areas, the following sections may be used: • 3 inches of AC over 6 inches of CRB, or • 3 inches of AC over 4.5 inches of ATB. Asphalt concrete, asphalt treated base and crushed rock base should conform to current WSDOT standards. Crushed rock base should be compacted to at least 95 percent of maximum dry density as determined in accordance with ASTM D-1557. ' Limitations The analyses, conclusions, and recommendations provided in this report are based on ' conditions encountered at the time of the subsurface exploration performed by GeoTest Services, Inc. and our experience and judgment. Our work has been performed in a manner consistent with that level of care and skill ordinarily exercised by members of the profession ' currently practicing under similar conditions in this area for the exclusive use of Magic Toyota and their representatives. No warranty, expressed or implied, is made. ' We must presume the subsurface conditions encountered are representative for the proposed site. However, you, should be aware that subsurface conditions may vary with time and between exploratory locations, and unanticipated conditions may be encountered.. If ' construction reveals differing conditions or the design is modified, we should be retained to. reevaluate our recommendations and provide written confirmation or modification, as needed. Page 7 of 8 IAV-P cu OwWpk T", GW 1Wm* Try OES Rpalhp J GeoTes.,Services, Inc. Magic Toyota Satellite Service, Edmonds, WA December 5, 1999 Project G9516 IAdditional Services ' This office will be available to provide consultation services relating to review of the final design and specifications to verify that our recommendations have been properly interpreted and Implemented in the approved construction plans and specifications. In addition, it is suggested that this office be retained to provide geotechnical services during construction to observe compliance with the design concepts and project specifications, and to facilitate design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It should be noted that it is generally in the best interests of the owner/client to maintain the ' same geotechnical engineer during construction in order to obtain the project objective, with optimum quality control. In addition to the recommended geotechnical construction services, GeoTest Services is a fully accredited materials testing and special inspection agency. We would be pleased to discuss the full scope of services we can provide for this project. We are pleased to have been of service to you during the design phase of this project. If you have any questions regarding this report or other services we offer, please call. Sincerely, GeoTest Services, Inc. 0� Douglas S. Lynne, P.E. I Geotechnical Services Manager 7-Y 4 attachments: Figure 1 Vicinity Map Figure 2 Test Pit Location Plan Figure 3 Typical Footing Drain Section Figure 4 Typical Utility Trench Section Plate 1 Soil Classification and Legend Plates 2 to 4 Test Pit Logs Plates 5 to 6 Grain Size Distribution Analyses cc: Carletti Architects, Attn: Peter Carletti Wilcox Construction Page 8 of 8 M:O-PnOM 0=#Aoc To gwOY.71OMs& Tay OED Rkvp NORTH GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 fax: (360) 733-7418 reference map: Thomas Brothers Maps, 1997 page 455, Snohomish County Date:11-30-99 By: DSL Scale: NONE Project VICINITY MAP G9317 MAGIC TOYOTA SATELLITE SERVICE Figure 7029 212TH AVENUE SOUTHWEST EDMONDS, WASHINGTON Existing Building 212th Avenue Southwest 9 9 Not To Scale reference: FAX from Carletti ArcNtects Site Plan and Existing Features dated November 4, 1999 Date: 11 -30-99 By: DSL Scale: NONE Project 741 Marine Drive GEOTE SERVICES, INC. TEST PIT LOCATION PLAN G9316 Bellingham, WA 98225 MAGIC TOYOTA SATELLITE SERVICE Figure ne: (360)733.7318 7029 212T" AVENUE SOUTHWEST ax (360)733-7418 2 EDMONDS, WASHINGTON GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 ax: (360) 733-7418 FOUR INCH DIAMETER, PERFORATED, RIGID PVC PIPE (perforations oriented down, wrapped in filter fabric) Date:12-2-99 I By: DSL I Scale: NONE TYPICAL FOOTING DRAIN SECTION MAGIC TOYOTA SATTELITE SERVICE 7029 212TH AVENUE SOUTHWEST EDMONDS, WASHINGTON Project G9316 Figure 3 LANDSCAPING AREAS Recommended Compaction (per ASTM 1557) GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 ax (360) 733-7418 LOAD BEARING AREAS 95 bf UTILITY PIPE Pipe Bedding Material Pavement Section 24 inches MINIMUM Varies Structural Fill (see text for recommended material) Date: 12-2-99 1 By: DSL I Scale: NONE TYPICAL UTILITY TRENCH SECTION MAGIC TOYOTA SATTELITE SERVICE 7029 212TH AVENUE SOUTHWEST EDMONDS, WASHINGTON varies . Project G9316 Figure 4 UNIFIED SOIL CLASSIFICATION MAJOR DIVISIONS DESCRIPTION Gravels with GW Well -graded gravels or gravel -sand mixtures d GRAVELS less than to o ° more than 50 /o 5% fines "':" ...... GP Poorly -graded gravels or gravel -sand mixtures _J N O U) r coarse fraction • • • • GM Silty .� is larger than Gravels with • • • • -gravels or gravel -sand -silt mixtures W o #4 sieve more than Z 12% fines VNR. GC clayey ravels or ravel -sand mixtures Y Y g g Y (9 Sands with SW Well -graded sand or gravelly mixtures W N ` SANDS less than � �, 5%fines SP Poorly graded sand or sand -silt mixtures Y Q = more than 50% Sands, with I ; I ; I ; SM Silt sands or sand -silt mixtures Y v .. coarse fraction d is smaller than `o E #4 sieve more than 12%fines , SC Clayey sands or sand clay mixtures ML Inorganic silts & very fine sands, rock flour, silty or clayey fine sands w/ slight plasticity CO J S SILTS AND CLAYS CLInorganic clays of low to medium plasticity, gravelly clays, N sandy clays, silty clays, lean clays o a.91 Liquid Limit less than 50 ZW)c I I I OL Organic silts and organic silty clays of low plasticity < # 111111111 M H Inorganic clays of low to medium plasticity, gravelly d W 1� clays, sandy clays, silty clays 0 CH Inorganic clays or high plasticity, fat clays a� W `- Zo SILTS AND CLAYS _ E Liquid Limit greater than 50 , ,�,�• OH Organic clays of medium to highplasticity i HIGHLY ORGANIC SOILS XXXXXX PT Peat or other highly organic soils UNCONTROLLED FILL DUFF LAYER Uncontrolled fills, with variable constituents Humus and duff layer BEDROCK BR Bedrock LEGEND. ❑ GRAB SAMPLE 0 2" O.D. SPLIT SPOON SYMBOL 1 SAMPLE II SHELBY TUBE SAMPLE qu PENETROMETER READING, tsf SOIL CONSISTENCYa C TORVANE SHEAR READING, tsf NON -COHESIVE SOILS COHESIVE SOILS pcf DRY DENSITY, pcf DESCRIPTION SPT-N-VALUE very loose 4 or less loose 5 to 10 DESCRIPTION SPT-N-VALUE very soft 2 or less sott 3 to 4 LL LIQUID LIMIT pl PLASTICITY INDEX medium dense 11 to 30 medium stiff 5 to 8 SA SIEVE ANALYSIS dense 31 to 50 very dense 51 or more stiff 9 to 15 very stiff 16 to 30 I GROUNDWATER LEVEL hard 31 or more 741 Marine Drrivetve GEOTEST SERVICES, INC. Date: 12-2-99 By: DSL Scale: NONE Project G9316 SOIL CLASSIFICATION AND LEGEND Bellingham, WA 98225 MAGIC TOYOTA SATTELITE SERVICE Plate phone: (360)733-7318 7029 212TH AVENUE SOUTHWEST fax (360)733-7418 EDMONDS, WASHINGTON 1 Moist. N/DCP Depth Tests % BbAG14" Sample Elev. Ft. uscs Soil Description TP-1 11-10-99 10.7 SM FILL: brown silty SAND with gravel, medium dense, moist becomes gray 5 SM brown silty SAND with gravel, medium dense, 9.6 ' moist r becomes dense to very dense 10.2 SP grades to gray poorly graded SAND with gravel, veQ1 densemoist 10 Test pit terminated at 9 feet below existing grade. No groundwater observed during excavation. 15 20 Moist. N/DCP Depth Tests % Bbw4" Sample Elev. Ft. uscs Soil Description TP-2 11-10-99 SM FILL: gray silty SAND with gravel, medium 14.0 dense, moist -0 GP- light brown poorly graded GRAVEL with silt and 5 �� • • • GM sand, medium dense, damp 3.5 :.... . SP- gray poorly graded SAND with silt, dense, moist 7.6 SM 10 Test pit terminated at 10 feet below existing grade. No groundwater was observed during excavation. 15 20 Date: 12-3-99 By: DSL Scale: NONE Project 741 Marine Drive GEOTEST SERVICES, INC. TEST PIT LOGS G9316 Bellingham, WA 98225 MAGIC TOYOTA SATTELITE SERVICE Plate phone: (360) 733-7318 7029 212TH AVENUE SOUTHWEST fax: (360) 733-7418 EDMONDS, WASHINGTON 2 Moist. N/DCP Depth Tests % BbNat4r Sample Elev. Ft. uscs Soil Description I TP-3 li-10-991 11.2 5.9 5 — ........ ...... i Sp. Sm brown poorly graded SAND with silt and grave medium dense, moist iron oxide staining to 2.5 feet becomes gray and dense Test pit terminated at 6 feet below existing grade. No groundwater observed during excavation. 10- 15- 20 Moist. N/DCP Depth Tests % BbAsw Sample Elev. Ft. uscs Soil Description I TP-4 11-10-99� 15.5 5.8 5SP . trt rrt rrr rrr rrr SM gray silty SAND with gravel, medium dense, moist gray poorly graded SAND with gravel, dense, . ........ moist 7.9 ................ Test pit terminated at 8 feet below existing grade. — No groundwater was observed during excavation. 10- 15- 20— GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 fax: (360) 733-7418 Date: 12-3-99 1 By: DSL I Scale: NONE TEST PIT LOGS MAGIC TOYOTA SATTELITE SERVICE 7029 212TH AVENUE SOUTHWEST EDMONDS, WASHINGTON Project G9316 Plate 3 Moist. N/DCP Depth Tests % BbW4" Sample Elev. Ft. uscs Soil Description TP-5 11-10-99 11.5 SM FILL: gray silty SAND with gravel, medium dense, moist tree roots at 3 feet SP- brown poorly graded SAND with silt and gravel, 5 I SM medium dense, moist Test pit terminated at 5 feet below existing grade. No groundwater observed during excavation. 10 15 20 Moist. N/DCP Depth Tests % Bbw4r Sample Elev. Ft. uscs Soil Description TP-6 11-10-99 9.1 SM FILL: gray silty SAND with gravel, medium dense, moist metal debris 24.2 5 xxxxxx) PT PEAT: soft, saturated IXXXXXXX wood debris 46.2 XXXXXXXI LXXXXXXX 9.9 10 .. SP gray poorlygraded SAND dense moist Test pit terminated at 10 feet below existing grade. No groundwater was observed during excavation. 15 20 Date: 12-3-99 By: DSL Scale: NONE Project GEOTEST SERVICES, INC. TEST PIT LOGS G9316 741 Marine Drive Bellingham, WA 98225 MAGIC TOYOTA SATTELITE SERVICE Plate phone: (360) 733-7318 7029 212TH /VENUE SOUTHWEST fax: (360)733-7418 EDMONDS, WASHINGTON 4 GRAIN -SIZE DISTRIBUTION CURVE 9 8 7 6 .N H 5 1a a 41 31 21 1 IIUII�■�I��■IIIII�■■■11111�■■OIIUII�■■■IIIII�■■ NUINN!'�� 101111�■■�IIIII�■■vllUll�■■�IIIiI�■■� III111�1�II�1►�g1�11111■■�IIIIIII■■■■IIIII�■■■IIIII�■■■, IIUII�I�II■liu�►1111■■�1111111■■■■IIUII�■■■IIIII�■■� IIIII�ull�l■u1111''■■■IIIIIII■■■■IIIII�■■■IIIIi�■■■ I IIIIIlItIIIII■ItI■I►�ui111��i �IIIIIII■■■■IIu11�■■■IIIII�■■� (lull ItI�Il:!1_111��1_�IIIII��IIu11��■IIIII�S■� IIA11�1�1■I■NI11111■■■ f�111�■■■■IIII11�■■■I1111�■■■ IIIII�I�I■■NIIIIII■■�i�11111\■■■IIHII�■■�IIIII�■■� IINII�I�I�I■NIIIIII■■■IIII\II■■■■IINII�■■■11111�■■■ IINII■■1■I■NIIIIII■■ IINll�lil■I■NIIIIII■■ IINII�NI�I■NIIIIII■■ IIIIIII\■►�i1N11�■■■IIIII�■■ IIHII�HI■I■HIIIIII■■�IIIIIIi■ 1■►.INII�■■�11111�■■� IINII�hI�I■NIIIIII■■�IIIIIII■!�►!�I��11�■■�IIIII�■■� IIINIII■I■1M�MIIIIf�I■��IIIIII�I■�NIId11■■� IIIII�■■■ �11111�■■� Grain diameter (mm) Coarse Fine Coarse I Medium Fine Fines GRAVEL SAND CLAY AND SILT D1 LINE SYMBOL TEST PIT NUMBER SAMPLE NUMBER DEPTH IN FEET CLASSIFICATION UNIFIED SOIL' CLASS LL PI MOIST % �---• TP-1 1 SILTY SAND WITH GRAVEL SM - - 10.7 • TP-1 8 POORLY GRADED SAND WITH GRAVEL SP - - 10.2 o-0 TP-3 1 POORLY GRADED SAND WITH SILT AND GRAVEL SP-SM - - 11.2 Date: 12-2-99 By: DSL Project GEOTEST SERVICES, INC. 741 Marine Drive GRAIN SIZE DISTRIBUTION ANALYSIS G9316 Bellingham, WA 98225 MAGIC TOYOTA SATTELITE SERVICE Plate phone: (360) 733-7318 7029 212TH AVENUE SOUTHWEST 5 fax: (360) 733-7418 11 EDMONDS, WASHINGTON II011�■'��l■DIIII�ei■IIIII�e■OIi011�e■■IIIII�e■ . ' II011�■I0�l01111�■■�IIIII�■■v11u11�■■�IIIII�■■� Ilull�ull��gl�llll■■�IIIIIII■■■■IIu11�■■SIIIII�■■� ' Ilull�■i��lu�.1111■■�IIIIIII■■■■IIu11�■■�IIIII�■■� IIu11�1�■lii!!111►!�■■■IIIIIIIe■�■IIu11�■■■IIIII�e■■ IIu11�1�■■III.111■■■IIIIIiI■■■■Iluli�e■�IIIII�e■� IIul1�e■1■NIIIIi��\ ■IIIIIIIe■■■IIu11�■■■IIIII�■■■ IIu11�1�1�1■NIIIIII■� �IIIIIIIe■■■Ilul1�■■■IIIII�■■■ ', • ' IIIIII�I�■1■NIIIIII■■ ��IIIIIII■■■■IINIi�e■■IIIII�■■■ IINII�I�I�I■NIIIIIIe■�\IIIIIII■■■■IINII�e■■IIIIi�e■■ IINII�I�■■NIIIIII■■�N�11111■■■■IINII�■■■IIIIIi■■■ - - . , IINII�■N�NIIIIII■■III\IIII■■■■IIIII�■■�Iilll�■■� IINII�I�I�I■NIIIIIIe■■1111111■■■■IINII�■■■IIIII�■■■ IINII�I�I�I■NIIlIf1■■■illl\�:■■■■IINII�■■■IIIII�■■■ IINII�■1�1■NIIIIII■■�1111111 \■■■IINII�■■�IIIII�■■� IINII�NIiI■NIIIIII■■■11111��ie\■■IINII�■■■IIIII�■■� IIHII�IIHI■NIIIIII■■�IIIIIiI\`�■IIHII�■■�IIIII�■■� IIHII�I�HI■NIIIIII■■■IIIIIII■\�!�IIHII�■■■IIIII�■■� IIHII�111�1■NIIIIIIe■�IIIIIIIe■i�l!MII�■■�IIIII�■■S IIHII�IIMI■1111111■■�IIIIIII■■■�ii�11�■■�IIIII�■■� • Bellingham,741 Marine Drive •: . .� .. . . • . • • . • 1SOUTHWEST . • . • Coarse Fine Coarse Medium Fine Fines GRAVEL SAND CLAY AND SILT LINE SYMBOL TEST PIT NUMBER SAMPLE NUMBER DEPTH IN FEET CLASSIFICATION UNIFIED SOIL CLASS LL PI MOIST �c •--• TP-3 5 POORLY GRADED SAND WITH SILT AND.GRAVEL SP-SM - - 5,9 o--0 TP-4 7 POORLY GRADED SAND WITH GRAVEL SIP- - 7,9 City of Edmonds Permit No: RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:- V A. Address or Vicinity of Construction: i�2'jj2'� ST SLJ B. e of Work (be specific): l� [` r�nf�il l �fl tx�iJAZ�G I NSTk�.L�Sri E7►y 11i� MV � is M PC611 c 'Coy oT+a _ j C. Contractor: l 1-4 CY t✓ 01V5 Vt "c Of, 7V-& Contact: �% P T F ST ®M Mailing Address: 1A 3 �� N' Phone: 4/ 2- S— .% 7 V 4218'5 State License #: w/ L C tDG J;'/ Q O Liability Insurance: Bond: $ D. Building Permit # (if applicable): D�C' ©� �G/ Side Sewer Permit. # (if applicable): E. Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, GTE, PSE, CHAMBERS, OVWD) Multi -Family ❑ Single Family ❑ Other INSPECTOR- F. PAVEMENT: J?rVES ❑ NO G. SIZE OF CUT 3 X A O H. Charge: $ CONCRETE CUT: ❑ YES J NO IDEMNITY: Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injun'es, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of -Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason ofgranting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR�FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION0FEES WILL BE HELD UNTIL THE FINAL,STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety shall be in accordance with City regulations as required by, the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. ♦ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday - NO EXCEPTIONS. M ♦ Three sets of construction drawings of proposed work are required with the permit application. I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES FOR INSPECTIONS , ...�.- ' - 5. z Signature: Date: � (Contractor'or Agent) CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK FOR CITY USE ONLY, . Approved by: At,45, Right-of=way Fee::10 + &a"ei;, Time Authorized: Void After % -i / 20491 Disruption Fee/Fund 111: Special Conditions: 1AS X4 1JT1 L rtES, 5 0, Restoration Fee: CMG tom=yzzN''� 6s ;Ili 014M 5+0 • Total Fee. 15,01) G`/,i, iorl f-SeFAL Receipt No: S Issued by: AA�� UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE. FINAL APPROVAL OF PERMITTED WORK: CYffl&MRJJ INSPE TOR'S SIGNATURE DATE: For inspection requirements see Engineering Information Handout. -NO WORK SHALL, BEGIN PRIOR TO PERNUT ISSUANCE �,` �°'r mr"�i x:. 1 e .'y� i..:f .` r�i:lh 'yr-'R. 1�. ��'�VRtWr.�,�M "Y^7 i��x7� �Fr s `..,Y. j: 1'�"i'txRg :'i.r l h,r'.fi..: i. ::fs7- t �f!„, n''f�;{:,: 1 w't ri' °F t^41 "e'�r'�x'S1'•lrry.,�. �➢"'. .. .��. si-��FiR�--.ji'i •': ;. ,. rtr-n �•. ti„ � 1' .— i... `�e �` /j'► exp r CiTYOF EDMONDS SIDE SEWER PERMIT 1890 ,9q° PERMIT N_0 9188 Address of Construction: 7 0 29CQO r, Property Legal Description (Include all easements): i21__-'y� C + w ��5 t'� J I� Owner and/or Contractor: State License No. C_ C 0 C-4 Building Permit No. a Q0 �2 2.-` 7 ❑ Single Family ❑ Multi -Family (No. of Units ) P�__Commercial ❑ Public 12 Invasion into City Right -of -Way: ❑ No El, Yes RW Construction Permit No. t .o IA OAi.l_1^JCS» 'f Cross other Private Property: ❑ No ❑ Ye LI. - , 6, Attach legal description and copy of recorded e' a�ei I ¢e�f t 'at I have read and shall comply with all city requirements ted on the back of the Permit Card. ell I Date A * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION* OFFICE:"`U3E ONLY * FOR INSPECTION CALL 771PUBLIC WORKS DEPT. Permit Fee: Issued By Trunk Charge: ` Date Issued: C) Assessment Fee: "' Receipt No.: ��0 z_ Lid No.: Partial Inspection: d4t) .-fa Qrait. Zia 14 eft2r I rpm swr,g- 4 l .cis Date Initial CAments Reason Rejected: #� Date -Initial — Final Inspection Approved: Date InitialF ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Bull Copy: Applicant Revised 3!90 The City of Edmonds Side Sewer Drawing NEW CONSTRUCTION Rf OWNER--------- • ................................... .......................... JOB ADDRESS ..70,4y........ 2...... ...�C...�... ..�?.r...�J..... EASEMENTNO . .......................................... REPAIRS [] LID NO . .................. . ASMT. NC). ................. CONTRACTOR ...W-?.ICGx.... .C:C%n7.5. ...... PERMI"I- NU. !- i 0.. LEGAL DESCRIPTION: LOT NO ....................................... BLOCK ... ------•----------% ................. ::. - Approved: �,� DATE .� Z:B��-G-•-..._.._ Y - ... PWW0001.11175 (REV.11178) CATCH BASIN 1� aT P R 0 p a.5" -�NDSCAPE PLAN/SITE PLA.� SCALE: 1'-20'-O' i LEGEND QTY SYMBOL LATIN NAME COMMON NAME SIZE SPACING 2 ACER PLANANOIDES CRIMSON SENTRY MAPLE 1 5/4' 1 EA ON ENTRY 8 0 CARPINUS CAROLINIANA AMERICAN HERNBEAM 1 1/2" 4 GROUPINGS OF 2. 18-20' O.C. 5 0 LIQUIDAMBER WORPLESDON SWEETGUM 1 1/2' 25, Q.C. STYRACIFLUA 1 -tI PICEA OMORICA SERBIAN SPRUCE 6' 25' O.C. 3+'4�, CUPRESSOCYPARIS LEYLAND CYPRESS 15' D.C. ' LEYLANDII 2 ACER CIRCINATUM VINE MAPLE 8' 68 CORNUS BAILEY RED TWIG DOGWOOD 18'-24' 6' O.C. ALTERNATE COLORS CORNUS SERICEA YELLOW TWIG DOGWOOD 18 > RHODODENDRON ROSEUM ELEGANS 24' 6' O.C. GROUPING. 1 EA. BETWEEN HERNBEAM 24 ❑ THUJA OCCIDENTALIS EMERALD GREEN 6' 6' O.C. ARBORVITAE 20 o EUONOMUS ALATA COMPACTA 15 m VIBURNUM DAVIDI DAVIDI VIBURNUM 2 GAL. 3' O.C. 5 GROUPINGS BETWEEN SWEETGUM 42 00 COTTON EASTER BEARBERM COTTON 1 GAL, SPACE PLANTS 0 MAX. OF 18' APART DAMMERI EASTER ARCTOSTAPHYLOS UVA URSI (GROUND COVER) LANDSCAPE NOTES: 1. ALL TREES TO BE STAKED W/ TREATED LODGEPOLE PINE TREE STAKES (2) PER TREE & TIED W/ HEAVY DUTY CHAINLOCK TREE TIE. 2. 6' MIN. MANUFACTURED TOPSOIL IN ALL LANDSCAPED AREAS. 3. LAWN AREA SOD ONLY. STAGGERED SEAMS 4. 2' MIN. FINE GRADE BARK MULCH IN ALL PLANTED AREAS. 5. GROUND COVER TO BE USED IN ALL PLANTED AREAS 24'O.C. 6. LANDSCAPE SUBCONTRACTOR TO VERIFY ALL PLANT COUNTS. 7. SEE SHEET A-1.2 FOR IRRIGATION PLAN. HEIGHT CALCULATIONS: A-209 A-109 B-208 B-108 C-208.5 C-108.5 D-217.5 D-117.5 843/4.210.75 443/4.110.75 C DATUM POINT 100 CATCH BASIN AT ROAD HEIGHT LIMIT IS 35' ■110.75#35.145.75' PROPOSED FINISH FLOOR-210+28' ACTUAL HEIGHT-238 238 ACTUAL HEIGHT -, 245.75 ALLOWED THEREFORE OKAY , 138 CALCULATED HEIGHT < 145.75 ALLOWED THEREFORE OKAY f- L ANDSCAPE CALCULATIONS: SITE AREA - 54.617 SF 7% OF SITE AREA - 3.823 SF REQUIRED TOTAL LANDSCAPE AREA PROVIDED -8,166 SF (15%) ' PROPOSED IS 15% WHICH IS GREATER THAN REQUIRED ! 7l THEREFORE OKAY , i.v x �fi CARLEM ARCHITECTS P.S. 2204 Riverside Drive Suite 270 Mount Vernon, WA 98273 Phone: R60) 60j 424-0594 ' Fax: 424-5726 A NEW SERVICE FACILITY FOR: MAGIC TOYOTA 7029 212TH AVE: S.E. EDMONDS, WA. igRZEc�1D JUL 11 2000 DEVELOPMENT CTR. CITY OF EDMONDS �i A4{3+i RraW� - -- - - - 9 9 - 1 0 0 REVISIONS: 07/07/00 PER PLANNING COMMENTS SHEET TITLE: LANDSCAPE PLAN/SITE PLAN RUSTY NOBLE PROJECT ARCHITECT: A RUSTY NOBLE PROVPa SY PLANNING DRAWN BY, PETER CARLETTI CHECKED BY, 3/17/00 GATE D:AARCH\99\100\A1.0 COMPUTER PILE NAME COPYRIGHT 140E CARLeTTI ARCHITCCTS.' P.B. J CA F1LE NO. "I Of 2_8 Critical Areas Checklist ----------------- ---------------------------------------------. Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: -7 Q I I I I4� Sb SW 2. Property Tax Account Number: 56I oo(e w4 w 00& 005 3. Approximate Site Size (acres or square feet):rJ�¢�Dj 4. Is this site currently developed? X yes; no. If yes; how is site developed? aj`7T� ".&IW W 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: h f7 ; Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? Y1 Q 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? 0- Flows are seasonal? (What time of year? ). 10. Site is primarily: forested • meadow ; shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: h fI ............ .. ........ . DET P.MINATION CONDITIONAL `WAIVER i Date "ce chk.doc; Rev 10/03/97 �-� -� -� City of Edmonds NJWV CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: II Y/r1YIC1 �'0284 S Name �I 300 flfa6x,°I °I Street Address City State i Zip 415 - -7-75- 4422 Telephone Signature Date ApplicJ)an�t Represeffntative: II Name 2204 Street Address MP'Uh- 6a, City State Zip Date c:reception\jana\cacl.doc (over) CA FILE NO. `7 g- ZO -7 Critical Areas Checklist ----------------- -------------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: -7 Q I Sb S w 2. Property Tax Account Number: S(o(p 00(e b04 *Am 5(461 00& 005 3. Approximate Site Size (acres or square feet): t01�✓ 4. Is this site currently developed? X yes; no. If yes; how is site developed? a[tT� rarziC1&f-, 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: h V ; Approx. Depth: 7. Site contains areas of seasonal standing water: W17 ; Approx. Depth: What season(s) of the year? h Q 8. Site is in the floodway _ l� floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? Qf fit- Flows are seasonal? (What time of year? ). 10. Site is primarily: forested • meadow ; shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: b V DET.ERM'INA.TION %a chk.doc; Rev 10/03/97 City of Edmonds CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). 7 ' 9 0. An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: 9T'11J �*-0384's Name 2-1 �'00 FA h WA, Street Address City State Zip +�S Telephone Signature it 4 of Date WA �-5 . Nelev 64�4' Applicant Representative: Name 2204 RiYe,.6 c1t `U��.S-tie 2-117 Street Address MOU4 6M ' 1* City State Zip 111?4/90 Date cseceptionU analcacl. doc (over) CITY OF ED1 ONDS BARBARA FAHEY MAYOR 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works - Planning/Building - Parks and Recreation - Engineering - Wastewater Treatment Plant November 25, 1998 David Broadus 21300 Highway 99 Edmonds, WA 98026 Subject: Determination regarding Critical Areas Checklist # 98-286 & 98-287 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY, The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Enc: Critical Areas Determination * Architectural Design Board C: ReceptionUana\CRLTR.doc Thank you. Sharla Graham Planning Secretary • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan Inc 189" May 11, 2000 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 -.FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Mr. Nikolai Bossoff, P.E. D'Amato Conversano, Inc. 2821 Northup Way, Suite 200 Bellevue, WA 98004 SUBJECT: Proposed Service Facility for Magic Toyota at 7029-21", "h Street: SW (ADB-99-243) (PC 00-152) Dear Mr. Bossoff, GARY HAAKENSON MAYOR The Engineering Division reviewed your civil site design. The review team notes the following revisions/corrections. Please contact. the review team members directly for questions regarding their comments. Storm Drainage — Don Fiene Assistant QU Engineer at (425) 771-0220. Ext. 323 • Provide revisions for water quality amendments in the enclosed storm drainage study. • Provide a sediment trap, as more than one acre is proposed to be disturbed. • Rewrite note 6 on Construction Sequence; refer to notes 1 and 2 of ESC Notes which address this issue. • It appears that a bioswale could be provided east of the entry panhandle. • Provide a profile of the storm system. Show all utility crossings. Traffic — Maryanne Zukowski Traffic Engineer at (425) 771-0220, Ext. 328 • The minimum size parking space is 16'-6" x 8'-6". A 16'-6" x 8'-6" rectangle must fit inside proposed angled parking spaces.- • The high traffic load driveway detail must be amended to reflect the new standard radius of 20 feet. Utilities — Jim Waite Water/Sewer Supervisor at (425) 771-0235. Ext. 649 • The dumpster area must be covered so that the storm drains that are directed to the sanitary sewer system are not impacted by rainwater. • Coordinate .design and location of the dumpster/recycle area with the Recycling Coordinator, Steve Fisher, at (425) 771-0235, Ext. 603. • Use the City of Edmonds standard detail for double detector check valve assembly. • The new domestic meter will require a tap by City of Edmonds Public Works crews. • The double detector check valve vault must be located as close as possible to the property line. • Maintain a minimum of 36' clear radius from center of fire hydrant.to any obstruction. • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Nikolai Bossoff, P.E. D'Amato Conversano, Inc. May 11, 2000 Page 2 When the revisions are complete, please return the attached redlined plans and report together with four sets of revised plans and two drainage reports for additional review. It will be necessary to . provide a construction cost estimate for City staff to determine the Engineering Division fees and construction bonding amount. If you have any other questions, do not hesitate to contact Gordy Hyde, Development Services Engineer, at 425-771-0220. Sincerely, DON FIENE, P.E. Assistant City Engineer DF/GCH/cmc Enclosure c: DSC Peter Carletti; Carletti Architects, P.S.; 2204 Riverside Drive, Suite 270; Mount Vernon, WA 98273 R: \ENGR\GDRDY\9243. DGC Q 2 The City of Edmonds Water Service Drawing EASEMENTNO . ............................................ NEW CONSTRUCTION REPAIRS ❑ LID NO . .................. . ASMT. NO................... OWNER... �Qyd-Q.......................................................................... CONTRACTOR.................................................................................... PERMIT NO. ZCX?. �. JOB ADDRESS ................................................ LEGAL DESCRIPTION: LOT NO....................................... BLOCK NO. .................................... 3 PW W0001 NOTICE: No warranty of accuracy. The information shown on the attached map(s) was compiled for use by the City of Edmonds, its Employees and Consultants. The City of Edmonds does not warrant the accuracy of anything set forth on these map(s). Any person or entity requesting a copy should conduct an independent inquiry regarding the information shown on the map(s), including, but not limited to, the location of any sewer stub shown. Such sewer stubs may or may not exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officers shall be liable for the information given on map(s), nor for any one representation provided based upon said map(s). FROM_: GEQ/EDGE ,,. : PHONE NO. : 360 733 7416 Jun. 02 2000 11:35AM P2 GED SERMIS, INC. Engineers, Geologists and WABQ Special Inspectors 741 Marine Drive • Bellingham. WA 98225 • Phone 360.733.7318 • Fax 360,733.7418 • e.mait geotest@nas.com June 2, 2000 Job No. G9316 Magic Toyota 21300 Highway 99 Edmonds, Washington 98026 Attention: David Broadus Subject: Plan Review Magic Toyota Satellite Service 7029 212th Avenue Southwest Edmonds, Washington. Reference: Geotechnical Engineering Study Magic Toyota Satellite Service 7029 2121 Avenue Southwest Edmonds, Washington Dated Decembers, 1999 By GeoTest Services, job no. (39316 Dear Mr. Broadus: -..1 r)EyELc P1v4-LiVT s�RVICES OTR. Y OF _DMONOS As requested by the City of Edmonds, we have reviewed the rockery section by Carletti Architects and our slab on grade recommendations in the referenced report. The City of Edmonds indicated that the recommendations for a few inches of sand on top of the vapor barrier should actually be for 4 inches of trimmable, compactible fill in accordance with ACI 302.1. In our opinion, this change is noted and should provide the same function as the sand for aid in curing of the concrete slab. We also understand that a rockery is proposed for the project. The maximum height of the rockery is to be about 8 feet and it will be facing a cut slope on the east side of the project. Rockeries are not intended to be used as retaining walls in the sense that a cast -in -place concrete wall is a retaining wall. The primary purpose of a rockery is to protect exposed soil surfaces from erosion. Rockeries are intended to be constructed against soils that would stand near vertical without protection. Rockeries should be constructed in general accordance with Association of Rockery Contractors' (ARC) Guidelines. A typical detail is provided on Figure 1. Page 1 of 2 FROM GEO/EDGE PHONE NO. : 360 733 741d Jun. 02 2000 11:35AM P3 GeoTest Services, Inc. Magic Toyota Satellite Service, Edmonds, WA June 2, 2000 Project G9316 As rockery construction is highly dependent on contractor skill and ability and not entirely controllable through engineering methods, GeoTest Services should be requested to observe rockery construction during placement. We are pleased to have been of service to you during the design phase of this project. If you have any questions regarding this re ort or other services we offer, please call_ Sincerely, We SGeoTest Services, Inc. _ Douglas S. Lynne, P.E. iXt��s 2 �3 I aodi Geotechnical Services Manager attachments: Figure 1 Typical Rockery Section cc: Carletti Architects, Attn: Peter Carletti Page 2 of 2 -640&419224&O T,.—=1-410C TO, Ae1/,U61.M FROM :,GEO/EDGE ,01= i Ir PHONE NO. : 360 733 7418 Jun. 02 2000 11:36AM P4 Optional Topsoil or other material layer (12" Thick Maximum) 0 1H 3 6V I 91 11 11 1[— + I I I + I + Competent + + + + Native Soil +I +I +I ---------- 5 O �1 Drainage Layer 18" Minimum (12" Minimum Width) Keyway _ Com etent YWY - .------- ---- l Native Soil 4" rigid, perforated PCV Rock size (ie 5 man) drain pipe NOTES: Maximum Height: 8 feet Rocks should be angular, competent and free of defects. Drainage layer should consist of 2" to 6" crushed rock or quarry spall. Drainpipe should be placed with enough gradient to initiate flow and tightlined to a suitable discharge point or facility. Perforations should be oriented down. Rock Sizes: 1 man: 50-200 pound rock 2 man: 200-700 pound rock 3 man: 700-2000 pound rock 4 man: 2000-4000 pound rock 5 man: 4000-6000 pound rock 6 man: 6000-8000 pound.rock GeoTest Services representative should be requested to observe soil conditions during construction to confirm conditions are as anticipated. GEOTEST SERVICES, INC. 741 Marine Drive Bellingham. WA 98225 phone: (360) 733-7318 fax: (360) 733-7418 Date: 6-2-00 1 Sr. DSL I Scale: NONE TYPICAL ROCKERY SECTION IMAGIc TOYOTA SATELLITE SERVICE 7029 212T" AVENUE SOUTHWEST EDMONDS, WASHINGTON Project 1 Figure 09316 TOP OF WALL TnD nc MAI , SD I I I I I I I Z o- . o TOP OF WALL\ ELEV.=210.5' TOP OF WALL ELEV.=216.1' CONCRETE WALL A TOP OF WALL ELEV.=217.2' TOP OF WALL ELEV.=210.6' TOP OF WALL ELEV.=203.1' VX 1' DRAIN (PLUGGED) ROCKERY i I 0 0 t ,1 O N l i I 4 =2. �1 0 r J. ! .` 1 x �P 211.32 INDEX MAP I RECOVERED RECOVERED / I REBAR & CAP REBAR &CAP/ STAMPED 4561 RMA STAMPED "4561 RMA" " IRON PIPE FIR (BENT) i" 436 IN I I NDIA I SECTION 20, TWP.27 N., RGE.4 E., W.M. 3 DIA TELEPHONE NPEDESTAL 2 6 ECOVERED 5/8" IRON PIPE q W4W/ PLU 4pG & TACK nu ` �23C&w RR�� 9 of �/ RIM=199.50 ,,�'� , ,Z02 /203 - J AS —BUILT IE(NW)-197.41�.V PLASTIC) / CENTERLINE IE(S)=197.33(8"CONC.) R ' I N '21'44" E — ,51PROJECT BENCHMARK IRE HYDRANT NORTH NUT ELEVATION=201.51' O T C m z BASIS OF BEARING VOLUME 19 OF SURVEYS, PAGE 63 RECORDS OF SNOHOMISH COUNTY AS SHOWN HEREON BEARING NORTH 89'21'44" EAST. VERTICAL DATUM ASSUMED PROJECT BENCHMARK NORTH NUT OF FIRE HYDRANT ACROSS FROM PROJECT SITE. NORTH NUT ELEVATION = 201.51' LEGEND 0 SURVEY MARKER RECOVERED AS NOTED ® WATER METER N WATER VALVE WATER BLOW —OFF VALVE E--¢ POWER POLE WITH GUY ANCHOR — O CATCH BASIN — O STORM SEWER MANHOLE —0 SANITARY SEWER MANHOLE -n- TRAFFIC SIGN o"P — OVERHEAD POWER LINE ss SANITARY SEWER LINE SD STORM DRAIN SEWER LINE LEGAL DESCRIPTION LOTS 4 AND 5, BLOCK 6 PLAT OF SEATTLE HEIGHTS DIVISION NO. 4, IN SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE FOLLOWING DESCRIBED TRACT: BEGINNING AT THE SOUTHWEST CORNER OF THE EAST HALF OF SAID LOT 4; THENCE WEST ALONG THE SOUTH LINE OF SAID LOTS 4 AND 5, 72 FEET; THENCE NORTH PARALLEL WITH THE LINE BETWEEN SAID LOTS 4 AND 5, 170 FEET; THENCE EAST TO EAST LINE OF SAID LOT 4 TO A POINT 193 FEET SOUTH OF THE NORTHEAST CORNER OF SAID LOT 4; THENCE SOUTH TO THE SOUTHEAST CORNER OF SAID LOT 4; THENCE WEST ALONG THE SOUTH LINE OF SAID LOT 4 TO THE POINT OF BEGINNING. RESEARCH VOLUME 9 OF PLATS, PAGE 11 RECORDS OF SNOHOMISH COUNTY VOLUME 19 OF SURVEYS, PAGE 63 RECORDS OF SNOHOMISH COUNTY CARLEM ARCHITECTS archkeewre A plaannE g 2204 Riverside Drive Suite 270 Mount Vernon. WA 98273 Phone: (3601.424-0394 Fax: I360 424-5726 El''I 3 • A NCW 51rNVICE FACILITY FOR: MAGIC TOYOTA 7029 212TH AVE: S.E. EDMONDS, WA. UNDERGROUND UTILITY NOTE UNDER-OROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED; UPON SURFACE INDICATORS. NO UNDERGROUND.— LOCATt SERVICE WAS UTILIZED FOR THEIR 99-100' LOCATION. THE U;E OF THIS MAP FOR THEIR EXACT LOCATION IS NOT WARRANTED. PRIOR TO CONSTRUCTION USER SHOULD CALL THE UTILITY LOCATE SERVICE AT 1-800-424-5555 48 HOIJRS,BEFORE CONSTRUCTION. REVISIONS: M'. LOTIaL 1.) SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS OF RECORD, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. 2.) THIS MAP IS A TOPOGRAPHIC SURVEY AND IS NOT INTENDED TO BE USED AS A PROPERTY SURVEY. THE PROPERTY LINES AS SHOWN HEREON ARE SUBJECT TO CHANGE BASED ON A COMPLETE PROPERTY SURVEY IN COMPLIANCE WITH R.C.W. 58.09. 3.) PROPERTY LINES SHOWN HEREON ARE BASED ON VOLUME 19 OF SURVEYS, PAGE 63 RECORDS OF SNOHOMISH COUNTY. SHEET TITLE: EXISTING CONDITIONS/SITE SURVEY . j r .. �— SS Ss SS SS SS SS . 57 ss � SS EI-❑W H2OU 98 LI c6 RIM=199.51 IE(N)=195.56(8"CONC.) IE(W)=195.46(12"CONC.) -i STREET S , V,I , DGE OF ASPHALT S (TYPICAL) 40QQ,0- 98 8"CONC.) GAS VA L V E 0 EXISTING --- CONDITIONS/SITE SURVEY SCALE: 1'-20'-O' RUSTY NOBLE PROJECT ARCHITECT, .,RUSTY NOBLE DRAWN BY, PETER CARLETTI CHECKED BY, 3/17/00 DATE! D:\ARCH\99\100\A1.01 COMPUTER PILE NAME A =rz 0 COPYRIGHT 1009 CARLETTI ARCHITECTS, P.S. ; 3P 30!::�40 -cD-.3-921 - r rr;�11132 CITY of EDMONDS B SINESS LICENSE APPLICATION ` avic Ccnlar • EM DEI WashlnBlNO - 8 LICENSE NO. FJ Lfry CeM phon¢7752525 TYPE OF BUSINESS ANNUAL FEE AFTER FEB. 15 77YEAH Up., DATE REAM. UC. NO SPEC ❑ (A) HOME OCCUPATION $15.00 $ 22.50 INSTRUCTIONS: • All items must be completed ❑ (BI BUSINESSWITH $20.00 $ 30.00 RECUPT No. GATE PAlu 1TO a EMPLOYEES or application WIII 001 be aC- PRINT% B 9E WITH coned. � 8 FIXi SISSOE aov ®IGl OTOT09EMPLOYEES $22.00 $ 33.00 FEE PAID' PENALTY PAID CORD ECT EO BUSINESS WITH 10 • Sign and return application iOo LICENSE WITH ❑ 10) OR MORE EMPLOYEES $➢S.W $112.50 with lee. Renewals re ON after February 15 must pay ® NEW APPLICATION (LA) penalty in addition to lee. ❑ RENEWAL (LB) NEW BUSINESSES AFTER ❑ CHANGE (LC) JULY 31, 1/2 FEE. (PLEASE MAKE ANY NECESSARY CHANGES) ❑ DELETE (LD) NAME OF FIRM L` E BUSINESS PHONE INO. OF EMPLOYEES M MILIINu NUUHLac )� NATURE OF BUSINESS P. 0. Box 1353 STREET MAR 29 1983 Lynnwood, WA 98036 General Contractors 7029 212th $ W. INUIVIUUAL PARTNERSHIP CORPORATION Edmonds, WA 98020 O (S) (P) (C) OWNERSNAME I HOME ADDRESS Ce Tutt N• E•, Seattle, WA 98155 ,E OFBIRTH SOCIAL SEC EMERGENCY NOTIFICATION 111 NAME a TELEPHONE Albert C. Tutt - 364-58'i7 (PLEASE LIST TWO) (2) NAME A TELEPHONE John W• Carmichael - 745-42 7 WASHINGTON STATE TAX NO.C600 oG5 181 APPLICANT'SSWIJkTyR(�4<CdysPc<. %/"/. DO NOT WRITE BELOW THIS LINE STAFF REVIEW: FILL INLAND USE CODE, UFIR NUMBERS, ZONING, ETC. CHECK APPROVAL OR DISAPPROVAL, DATE, AND SIGN. IF DISAPPROVAL. PLEASE COMPLETE "COMMENT" SECTION. ROUTE TO NEXT DEPARTMENT ON LIST PLANNING DEPARTMENT 3 N DATE If3 )9 APPROVE ❑ DISAPPROVE LAND USE CODE ZONING CODE SIGNATURE F-�� CONDITIONAL USE PERMIT COMMENTS m E m BUDDING DEPARTMENT DATE 3-Z}'j-93 APPROVE ❑ DISAPPROVE Buildin ❑ L) SIGNATURE _ RWVCS Permit ❑ Apt. Bldg. Apt. Bldg. (A) COMMENTS: Occupancy ❑ Restaurant (R) ® CAPACITY: (NO. UNITS, APTS. OFFICES, SEATS, BEDS, STUDENTS) Group ❑ ❑ Hosp/Nuys Home School (H) (S) FIRE DEPARTMENT DATE - 3 U. F.I.R. ❑ APPROVE ❑ DISAPPROVE SIGNATURE ( rj� ❑ DISAPPROVE rPU LIC WORKS DEPARTMENT 2G 5 3 APPROVE ❑ DISAPPROVE DATE SIGNATURE oe�41 COMMENTS: PLEASE RETURN TO CITY CLERK v • =-7` DCI- ENGINEERS D'AMATO CONVERSAN0 INC. Magic Toyota Edmonds, Washington Addendum to Drainage Report (March 27, 2000) June 7, 2000 Water QualitX REE:C ENGNEEIG The proposal outlined in the March report consisted of increasing the dead storage in the detention pipe to create a wet -tank for water quality treatment. The current proposal has added a Stormceptor manhole to provided better treatment of oil contained in the runoff. The Stormceptor is a precast below -grade facility similar to a manhole that contains internal devices designed to aid in sedimentation and oil removal. The product is capable of removing up to 80 percent of total suspended solids and more than 95 percent of free oil. The dead storage in the wet-tank/detention system will be retained to aid in the removal of suspended solids. The tank will also have a submerged outlet to facilitate oil separation in case of a spill. The system will therefore provide spill containment ahead of the routine oil separation facility. The Stormceptor STC 900 has a published treatment capacity of 285 gallons per minute (0.64 cubic feet per second). The required treatment flow is the runoff from the six-month storm, which is computed to be 13 gallons per minute following detention. The 100-year detained flow rate from the site is 0.40 cubic feet per second. The '10-year undetained flow rate is 0.57 cubic feet per second. The proposed Stormceptor therefore has capacity exceeding the requirement. Calculations are attached to this report. - 7-ZoVD ems. 7- OZ- 01 4Pu r F Dr � /400 2821 NORTHUP WAY • SUITE 200 • BELLEVUE, WA 98004 • PHONE: (425) 827-2238 • FAX: (425) 827-8986 6/6/00 5:19:55 DAmato & ConversatInc. page 1 MAGIC TOYOTA ---------------------- BASIN SUMMARY BASIN ID: WQ NAME: WATER QUALITY; DEV. 6 MO. 'SBUH METHODOLOGY .TOTAL AREA...,,....: 1.25 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV PRECIPITATION....: 1.00 inches AREA..: 0.20 Acres TIME INTERVAL....: 10.00 min CN.... : 86.00 TC.... . 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.24 cfs VOL: 0.07 Ac-ft TIME: 470 min v --/' IMP 1.05 Acres 98.00 5.00 min 6/6/00 5:20:9 phi DAmato & Conversan#Inc. page e 1 MAGIC TOYOTA P -------------------------------- STAGE STORAGE TABLE UNDERGROUND PIPE ID No. PIPE Description: DETENTION PIPE Diameter: 8.00 ft. Length: 155.00 ft. Slope...: 0.0050 ft/ft upstr: dnstr: STRUCT STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGS <---- STORAGE ---- > STAGS <---- STORAGE ---- > (ft)---cf-----AC-Ft- (ft)---cf-----Ac-Ft- (ft)---cf-----AC-FE- (ft)---cf-----AC-Ft- ............... - ........ =-= ........... - ......... ...... - ....... = .............. 197.85 0.0000 0.0000 199.10 1527 0.0350 200.40 2963 0.0680 201.70 3963 0.0910 197.90 61.656 '0.0014 199.20 1645 0.0378 200.50 3061 0.0703 201.80 4013 0.0921 198.00 185.04 0.0042 199.30 1763 0.0405 200.60 3156 0.0725 201.90 4053 0.0930 196.10 308.45 0.0071 199.40 1879 0.0431 200.70 3249 0.0746 202.00 4083 0.0937 198.20 431.82 0.0099 199:50 1994 0.0458 200.80 3338 0.0766 202.10 4105 0.0942 198.30 555.05 0.0127 199.60 2108 0.0484 200.90 3425 0.0786 202.20 4118 0.0945 198.40 678.08 0.0156 199.70 2221 0.0510 201.00 3508 0.0805 202.30 4125 0.0947 198.50 800.82 0.0184 199.80 2332 0.0535 201.10 3587 0.0824 202.40 4127 0.0947 198.60 923.20 0.0212 199.90 2442 0.0561 201.20 3663 0.0841 202.50 4127 0.0947 198.70 1045 0.0240, 200.00 2550 0.0585 201.30 3733 0.0857 202.60 4127 0.0947 198.80 1167 0.0268 200.10 2656 0.0610 201.40 3799 0.0872 198.90 1287 0.0296 200.20 2761 0.0634 201.50 3859 0.0886 199.00 1407 0.0323 200.30 2863 0.0657 201.60 3911 0.0898 6/6/00 5:28:50f DAmato & Conversano Inc. page 1 MAGIC TOYOTA --------------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No..STRUCT Location DET PIPE LOWER STRUCTURE North 0.0000 Str Type TYPE 2-48 East 0.0000 Str Cat Catch Basin Rim Elev : 204.0000 Area/sump: 0.00 sf/2.00 ft Bottom El: 195.8500 Cont Area: Hgrade El: 0.0000 ft Bend.....: No special shape Ent type.: Area/sump : Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> A 197.850 8.00 0.013 Upper 0 6/6/00 5:20:350 pm DAmato & Conversano Inc. page 1 MAGIC TOYOTA --------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. ORIF Description: RESTRICTOR ORIFICE Outlet Elev: 197.85 Elev: 195.85 ft Orifice Diameter: 1.0000 in. Elev: 200.35 ft Orifice 2 Diameter: 3.9000 in. STAGE <--DISCHARGE --- > STAGS <--DISCHARGE --- > STAGE <--DISCHARGE---> STAGE <--DISCHARGE --- > (ft) --- cfe--------- a__s'�aeeenoneeaano�a�'aoaaa'oenaeaaevoaaaa'aee'a'aeennaannaaQa=e=aaeaevoanaoaane=ae=ee=oaaeevoaeeaaaaea (ft) ------- --- afe-- (ft) ---cfe--------- (ft) --- cfe-- ------- 197.85 0.0000. 199.40 0.0338 201.00 0.3809 202.60 0.6783 197.90 0.0061 199.50 0.0349 201.10 0.4064 202.70 0.6925 198.00 0.0105 199.60 0.0359 201.20 0.4302 202.80 0.7064 198.10 0.0136 199.70 0.0369 201.30 0.4527 202.90 0.7201 198.20 0.0161 199.80 0.0379 201.40 0.4741 203.00 0.7335 198.30 0.0182 199.90 0.0389 201.50 0.4945 203.10 0.7467 198.40 0.0201 200.00 0.0398 201.60 0.5140 203.20 0.7596 198.50 0.0219 200.10 0.0407 201.70 0.5328 203.30 0.7723 198.60 0.0235 200.20 0.0416 201.80 0.5510 203.40 0.7848 198.70 0.0250 200.30 0.0425 201.90 0.5685 203.50 0.7971 198.80 0.0264 200.40 0.1356 202.00 0.5855 203.60 0.8092 198.90 0.0278 200.50 0.2040 202.10 0.6020 203.70 0.8211 199.00 0.0291 200.60 0.2514 202.20 0.6180 203.80 0.8329 199.10 0.0303 200.70 0.2900 202.30 0.6336 203.90 0.8444 199.20 0.0315 200.80 0.3235 202.40 0.6489 204.00 0.8559 199.30 0.0327 200.90 0.3535 202.50 0.6637 6/6/00 5:21:1 pme DAmato & Conversanconc. 1 MAGIC TOYOTA page --------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------- DESCRIPTION --------- > (cfs) (cfe) --id- --id- <-STAGE> id VOL (cf) a....oa..vo.....e.ee.o....e..00...e..e....e..soa.e........ee.o...se......a..o 2 YEAR 0.04 0.40 PIPE ORIF 200.13 1 2685.01 cf. 10 YEAR 0.17 0.57 PIPE ORIF 200.38 2 2946.41 c£ 100 YEAR ..................... 0.40 0.90 PIPE ORIF 201.09 3 3576.61 cf RISER OVERFLOW ............... 0.90 0.90 ZERO RISER 201.29 4 3.29 cf --� WATER QUALITY ................ 0.24 0.24 PIPE ORIF 199.00 Q 1407.38 cf �� r 6/6/00 5:21:17 o DAmato & C P onversa#Inc. page 1 MAGIC TOYOTA ------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0.041 1450 4985 cf 1.25 2 0.120 650 7068 cf 1.25 3 0.403 500 11441 cf 1.25 4 .0 480 11756 cf 1.25 5 QL129 1020 3147 cf 1.25 G,&C�74 Ax� Atzv�,4 ar /3 ,�, ------------------ Technical Design Manz • Page 15 Table 3 Stormceptor Dimensions Model (STA/STC) 900 Treatment Bowl Diameter (ft) 6 Pipe Invert to Bottom of Fiberglass Stormceptor® 5.3 Pipe Invert to Bottom of Concrete Stormceptor® 5.2 1200 6 6.7 6.7 1800 6 9.5 9.7 2400 8 7.0 8.0 3600 8 10.2 11.5 4800 10 10.3 10.8 6000 10 12.3 12.8 7200 12 10.1 11.2 AIW-JJL11J Ill G at,t,■ V IUAALC ---- mier inside invert to bottom of slab Stormceptor® units provide storage capacities (sediment and oil) from 108 ft3 to 1000 ft3 (Table 4). Table 4 also indicates the maximum treatment flow rate of the various Stormceptor® units. These flow rates indicate the threshold when bypassing begins to occur. At flowrates greater than the maximum treatment flowrate, treatment is still provided in the unit at 80% to 90% of the maximum treatment flowrate (NWRI, 1993). The treatment rate decreases once the unit begins to bypass since the overflow creates a backwater on the outlet pipe (Figure 2). Table 4 Stormceptor® Capacities* Model Maximum Treatment Flowrate (gal/min.) * Down Riser Pipe Diameter (in.) Sediment Capacity (ft') Oil Capacity (gal) Total Holding Capacity (gal) STA/STC 900 285 6 70 280 910 STA/STC 1200 285 6 110 280 1230 STA/STC 1800 285 6 195 280 1860 STA/STC 2400 475 8 210 560 2405 STA/STC 3600 475 8 390 560 3720 STA/STC 4800 800 10 515 675 5030 STA/STC 6000 800 10 675 675 1 6205 STA/STC 7200 * 1110 12 800 680 7510 4jJt,LU,&1111dLU * without by-passing Stormceptor Corporation MAGIC TOYOTA EDMONDS, WASHINGTON STORMWATER DRAINAGE REPORT Prepared for Carletti Architects, P.S. 2204 Riverside Drive, Suite 270 Mount Vernon, Washington 98273 By D'Amato Conversano Incorporated / 2821 Northup Way, Suite 200 Bellevue, Washington 98004 DCI lob No. 99454 3/2 7/2000 rDCI-ENGINE'ERS EE. . D'AMATO CONVERSANO INC. � Project -- MA G ! C To`lOTl Subject WATER OUALlT`/ Project Na' I Sheet No. G9454 Date 3-IG-oa By c Lp LISe de.od +0 r,,gz below VC S-� o ro. orn PIE Pw q = Co Mo via- Vi o u s fo / y�4 (0 ho (2 �epr S+orw,) p.�4 I. O'' VO I uvlle, From W u ;erwoV i« vo! ume ray 'c! = 31 S U Pr•ovI'd e 3' W Q, olep -Ih (averagr,cl I' Sect[vt7en - s}O�o e . i raw 15S LF 1oi1oe,, Vol uwte pray, caed = 3333 . S shed SpreaC!ch oe i ` Sur�zce /�re�, From DOE T6fbleaL-y.3 d7b I m pery fou j Cover J 45 = 02 zs (1.25 pc)( y3 J Z/ As prbv 1'd ed = 12 yo C-t'z Ll - - DCl -ENGINEERS D' A M AT O CONVERSANO INC. MAGIC TOYOTA EDMONDS, WASHINGTON STORMWATER DRAINAGE REPORT RECEIVED 0 'Ong Prepared for DEVELOPMENT SERVICES CTR. Carletti Architects, P.S. CITY OF EDMONDS 2204 Riverside Drive, Suite 270 Mount Vernon, Washington 98273 r 0 S-eAe C,O A" 1 tie -rr�� 61?0j Sim 0-0 MAGIC TOYOTA EDMONDS, WASHINGTON STORMWATER DRAINAGE REPORT Prepared for Carletti Architects, P.S. 2204 Riverside Drive, Suite 270 Mount Vernon, Washington 98273 By D'Amato Conversano Incorporated 2821 Northup Way, Suite 200 Bellevue, Washington 98004 waBOs� ,d 29631 a FGISTE�� XTA EXPIRES 7/2/01 DCI Job No. 99454 3/27/2000 1 1 1 F LI Li �h Proiect Overview The project is a vehicle service building located on the north side of 212`h Street SW, approximately 300 feet west of 701h Avenue W. The total lot area is approximately 1.25 acres. The development will consist of a 14,000 square foot building with a paved drive entrance and parking, concrete sidewalks, and landscaping. Existing Site Condition The site is currently occupied by a residential building with a gravel drive entrance and turn -around. Per the City of Edmonds design standards, the existing site cover has been modeled as meadow. The site has slopes in the range of 0 to 45 percent, but is generally in the range of about 10 percent. There is a high point in the middle of the site, with slopes dropping down to the south and the east. Existing Drainage There is no existing on -site storm system. It appears that most of the stormwater runs off to the south and east. Some stormwater may run off into 2121h Street, and into the existing underground storm system. There is an existing catch basin in the street near the southwest corner of the property. This system flows across the road to the south and continues west with the slope of 212`h Street. There may be a small amount of off -site flow from the northeast corner. Generally, the existing site topography shows a high point that flows towards the boundaries. The Soil Conservation Service maps the soil as Alderwood Urban, Group C. Developed Drainage The developed on -site drainage collection system will consist of roof downspout connections, parking lot catch basins, and underground piping. Flow will be directed to detention and water quality facilities and then released off -site. Detention and water quality treatment is accomplished in a combined facility. Water quality treatment is provided by increased dead storage below the detention live storage. Oil/water separation is accomplished by the provision of a submerged outlet. The volume of dead storage provided exceeds the DOE wet tank requirement. In addition to the volume included for water quality, one foot of depth is provided for sediment storage at the bottom of the tank. The site discharge, following detention and treatment, will be to an existing catch basin in 212`h Street. Stormwater Modeling Procedures The detention and water quality facilities were designed using the WATERWORKS computer program and the Department of Ecology Stormwater Management Manual. The WATERWORKS program uses the SCS Santa Barbara Urban Hydrograph method to generate runoff hydrographs. The detention is designed to limit the 2 year, 24 hour storm to 50 percent of the existing rate, while matching the pre- and post -developed runoff rates resulting from the 10 and 100 year, 24 hour storms, as required by the City of Edmonds for sites greater than one acre. The riser overflow structure is sized to convey the undetained 100 year, 24 hour storm. Flow conditions (in cfs) are summarized below. 2-YEAR FLOW 10-YEAR FLOW 100-YEAR FLOW EXISTING 0.08 0.17 0.40 DEVELOPED 0.40 0.57 0.90 UNDETAINED DEVELOPED 0.04 0.12 0.40 PROPOSED The water quality facility is sized to treat the volume generated by the 6-month 24 hour storm. The wet tank surface area is sized to meet a recommended ratio of BMP surface area to drainage basin area based on the amount of site impervious cover. Both of these requirements have been met with the proposed facility. M= M ,M M M ,M m M M M M M M� M M M D C I -ENGINEERS Project No. Sheet No. D'AMATO CONVERSANO INC. ' I �j9y Sy tProject MAC -,IC T o y 0 TA Date ' Subject pR(i�NA C,E By_ S tp ' ,Di I+yPe = Alderwood Urbav, Group C • E61monds aid DOE �ul'df-1,'rle,; Total Si+e A-reo = f.Z S ccc ExI STUN G LAND US E Pev C i+y or Edwiooci , all eA)'st-. sl'1(f Q= %1"-a+Urr . ' Meadow Prj�ure 1.2 S oc CN" °S TC 0verr �fas5 C a�g-av3� So = iB.�S�'o 111 , ovei .?Ip�� _ L.�.�i -Z,.)0 C DEv`�oPED LAND USE Im pe rv; ou S I .OS ccc / CN = 9 $ v j Laodcca.p n J 0.2.0 ac V CIJ= % { L USE S yM,v1 1 _ �ML Vx vac Xr a' w► aaaE7E 10• v a 1E --:„— .e Zrl 1 �-� - EI TMIN"" T71id .� QVAWva Imm /"erg Tw vmpg MTOP CF WALL ELLM WALL ial 1 / 4 a � ,WU �FU I EEEv oo i I x—x I x EIEV 1' i \ `$✓ 198110E P�SiAt I N 97Z1'M' E 3W59 RKNRY NQiiNiNW \ Fawn" am [0=�)\Z1ZTM� &w �A771KT .- I-,F-W-VWt=) Q MO DCI ENGINEERS DRAINAGE e.os/ /oo D AMATO CONVBRSANO INC. BASIN MAP = w" Uy- wz no � == Number. Balm isODtr FAX CIVIL / STRUCTlJRA1L DR— 1 YAgC TOYiOfA 99�54 Fl, 1 11 1 IF 3/20/00 12:41:40 am DAmato & Conversano Inc. page 1 MAGIC TOYOTA -------------------- BASIN SUMMARY BASIN ID: EX002 NAME: EXISTING 2 YEAR SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV ✓ PRECIPITATION....: 1.50 inches AREA..: 1.25 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TC..... 19.73 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 80.00 ns:0.1500 p2yr: 1.50 s:0.1875 TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0225 PEAK RATE: 0.08 cfs VOL: 0.05 Ac-ft TIME: 480 min BASIN ID: EXO10 NAME: EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: PRECIPITATION....: KC24HR PERV 2.00 inches AREA..: 1.25 Acres TIME INTERVAL....: 10.00 min CN.... : 85.00 TC.... . 19.73 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 80.00 ns:0.1500 p2yr: 1.50 s:0.1875 TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0225 PEAK RATE: 0.17 cfs VOL: 0.08 Ac-ft TIME: 480 min BASIN ID: EX100 NAME: EXISTING 100 YEAR SBUH METHODOLOGY TOTAL AREA.......: 1.25.Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR ✓ PERV -1 PRECIPITATION....: 3.00 inches AREA..: 1.25 Acres TIME INTERVAL....: 10.00 min CN....: 85.00 TC..... 19.73 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 80.00 ns:0.1500 p2yr: 1.50 s:0.1875 TcReach - Sheet L: 111.00 ns:0.1500 p2yr: 1.50 s:0.0225 PEAK RATE: 0.40 cfs VOL: 0.17 Ac-ft TIME: 480 min IMP 0.00 Acres 0.00 0.00 min IMP 0.00 Acres 0.00 0.00 min IMP 0.00 Acres 0.00 0.00 min ' 3/20/00 12:41:48 am DAmato & Conversano Inc. page 1 MAGIC TOYOTA BASIN SUMMARY ' BASIN ID: DV002 NAME: DEVELOPED 2 YEAR SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: KC24HR 1.50 inches 10.00 min PERV IMP AREA..: 0.20 Acres .1.05 Acres CN.... : 86.00 98.00 ' ABSTRACTION COEFF: 0.20 TC.... . 5.00 min 5.00 min PEAK RATE: 0.40 cfs VOL: 0.12 Ac-ft TIME: 470 min BASIN ID: DVO10 NAME: DEVELOPED 10 YEAR ' SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: KC24HR 2.00 inches 10.00 min PERV AREA..: 0.20 Acres CN....: 86.00 IMP 1.05 Acres 98.00 ' ABSTRACTION COEFF: 0.20 TC....: �5.00 min 5.00 min - PEAK RATE: 0.57 cfs VOL: 0.17 Ac-ft TIME: 470 min BASIN ID: DV100 NAME: DEVELOPED 100 YEAR ' SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: PRECIPITATION....: KC24HR 3.00 inches AREA..: PERV 0.20 Acres IMP 1.05 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 98.00 ABSTRACTION COEFF: 0.20 TC 5.00 min 5.00 min PEAK RATE: 0.90 cfs VOL: 0.27 Ac-ft TIME: 470 min .D15 • E 3 b 9-W ST sw 210TH ST ST SW HALL AL 212TH 212 a 3 2117 ST:SWl &gsFL ZTHI " st-- �T �= Sw oar % , - s „Tu ■IN sw q It SITE: Page & Grid 455 86 .. — .. .... 11 .. , ............. .. ..r ........ ... .. ,,o .......... 1 1-0 1 $ 0 19 /4 aerial p h. 1.9'aphy M=I 9nd Ind diviMis. it s�pptawj�i-,m M M M m U. S. OEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE SNOHOMISH SOIL LEGEND SYMBOL NAME 1 Alderwood gravelly sandy loam, 2 to 8 percent slopes 2 Alderwood gravelly sandy loam, 8 to 16 percent slopes 3 Alderwood gravelly sandy loam, 15 to 25 percent slopes 4 Alderwood-Everett gravelly sandy loams. 25 to 70 percent slopes 5 Alderwood-Urban land complex, 2 to 8 percent slopes 6 Alderwood-Urban land complex, 8 to 15 percent slopes 7 Bellingham silty clay loam 8 Bellingham Variant mucky silty clay loam 9 Cathcart loam, 3 to 15 percent slopes 10 Cathcart loam, 15 to 25 percent slopes 11 Cathcart loam, 25 to 50 percent slopes 12 Cryohemists, nearly level 13 Custer fine sandy loam 14 Elwell silt loam, 3 to 30 percent slopes 15 Elwell-Olomount complex, 15 to 30 percent slopes 16 Elvsell-Olonrount-Rock outcrop complex, 30 to 60 percent slopes 17 Everett gravelly sandy loam, 0 to 8 percent slopes 18 Everett gravelly sandy loam, 8 to 15 percent slopes 19 Everett gravelly sandy loam, 16 to 25 percent slopes 20 Fluvapuents, tidal. 21 Getchell silt loam, 3 to 30 percent slopes 22 Getchell-020 complex, 15 to 30 percent slopes 23 Gewhell-Oso-Rock outcrop complex, 30 to 65 percent slopes 24 . Greenvsater loamy send 25 Hartnit-Potchub-Rock outcrop complex, 65 to 90 percent slopes 26 Indianola loamy sand, 15 to 25 percent slopes 27 Kitsep silt -loam 0 to 8 percent slopes 28 Kitsep silt loan, 8 to 25 percent slopes 29 Kitsep silt loam, 25 to 50 percent slopes 30 Lynnwood loamy sand, 0 to 3 percent slopes 31 Lynnwood-Nargar complex, 65 to 90 percent slopes 32 McKenna gravelly silt loam, 0 to 8 percent slopes 33 Menzel silt loam, 0 to 3 percent slopes 34 Mukiltao muck 35 Nargar fine sandy loam,.0 to 15 percent slopes 36 Nargar fine sandy loam, 15 to 30 percent slopes 37 Nargar-Lynnvsood complex, 30 to 65 percent slopes 38 Nargar Variant sandy loam, 3 to 30 percent slopes 39 Norma loan 40 Noma Variant loam 41 Ogarty Tokul-Rock outcrop complex, 65 to 90 percent slopes 42 Olomount grevelly loam, 3 to 15 percent slopes 43 Olomount-Elwell-Rock outcrop complex, 65 to 90 percent slopes 44 Orcas peat 45 Oso gravelly loan, 3 to 15 percent slopes 46 Oso-Getchell-Rock outcrop complex, 65 to 90 percent slopes 47 Pestik silt loan..0 to 8 percent slopes 48. Pastik silt loam, 8 to 25 percent slopes 49 Pastik silt loam, 25 to 60 percent slopes 50 Pilchuck loamy sand 51 Pits 52 Potchub silt loam, 3 to 30 percent slopes 53 Potchub-Hartnitcomplex, 15 to 30 percent slopes 54. Potchub-Hartnit=Rock outcrop complex, 30 to 65 percent slopes 55 Puget silty clay loam 56 Puyallup fine sandy loam 57 Ragner fine sandy loam, 0 to 8 percent slopes 58 Ragnarfine sandy. loam, 8 to 15 percent slopes 59 Riverwash 60 Robersilt loam, 0 to 15 percent slopes 61 Rober silt loam, 15 to 30 percent slopes 62 Rober silt loam, 30 to 65 percent slopes 63 Skykomish gravelly loam. 0 to 30 percent slopes 64 Snohomish siltloam 65 Sulsever gravelly loam, 0 to 8 percent slopes 66 Sultan silt loam 67 Sultan Variant silt loan 68 Sumas silt loam 69 Terric Medisaprists, nearly level 70 TokuI silt loam, 2 to 8 percent slopes 71 Tokul silt loam, 8 to 15 percent slopes 72 Tokul gravelly loan, 0 to 8 percent slopes 73 Tokul gravelly loam. 8 to 15 percent slopes 74 Tokul gravelly loan, 15 to 25 percent slopes 75 Tokul-Ogwty-Rock outcrop complex, 0 to 25 percent slopes 76 Tokul-0gerty-Rock outcrop complex. 25 to 65 percent slopes 77 Tokul-Winston gravelly loans, 25 to 65 percent slopes 78 Urban land 79 Vedot mucky silt loan. 3 to 25 percent slopes 80 Winston gravelly Ioam,.0 to 3 percent -slopes 81 Winston gravelly loam, T to 30 percent slopes 82 Xerorthents, nearly level UP�PZAPyAAUUmmm<AA<eaA<UUi��UPy��miUAm�UUmA�AmA�AQaoUU�JAmzAoozA ' � x • � UmUUR1mOJ00tJa1o4f1AuooAAuWuP�P�uoboom<ir�uoa�utluP�P�umP�P�FC1t4a1ciAP�o4P�.�goOPJod�z< x I STORMWATER MANAGEMENT MANUAL. FOR THE PUGET'SOUND BASIN. Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type lA rainfall distribution, 24-hour storm duration. LAND USE DESCRIPTION CURVE.NUMBERS BY HYDROLOGIC SO L GROUP A B C D n., l i ..�te.i 1 nwA 1 _ m: weer rnnA i t i nn 86 91 94 95 Mountain open areas: low growing brush & grasslands 74 82 89 92 Meadow or pasture: 65 78 85 89 Wood or forest land:. undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on Z758 of the 68 80 86 90 area Fair condition: grass cover on 50-758. of 77 85 90 92. the area Gravel roads & parking lots: 76 85 89 91 Dirt roads & parking lots: 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds etc. 100 100 100 100 Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) SeparateL curve number 1.0 DU/GA 15 shall be selected.for 1.5 DU/GA 20 pervious & impervious 2.0 DU/GA 25 portions of the site 2-5. DU/GA 30 or basin 3..0 DU/GA 34. 3..5 DU/GA 38 4..0 DU/GA 42. 4..5 .DU/GA 46 5..0 DU/GA 48 5..5 DU/GA 50 6.0 DU/GA 52. 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious .commercial businesses & must be industrial areas. computed (1) For a more detailed description of agricultural land use curve numbers refer to National. Engineering Handbook, Sec. 4, Hydrology, Chapter. 9, August 1972.. (2) Assumesroof anddriveway runoff is. directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. IIZ-1-12 FEBRUARY, 1992 1 DETENTION DESIGN Fl 1 1 1 pf� _ 2-0 D V (per C i +� ECI M 0 C)' ) For Si+es > I acre re!ea,e 1-yr of 50°�0 �tt� oxi�f once (I-Csir 4i1` Do�4 . (= e e- - USe— 155 LF 8' 0 PiPe j 41vi'jed I-e++o +..)o f-e--�iO -nS Live- S+or0�e 5+art-S a+ +0P 0w - 0 . ) Clete 1 - Slope pi•Pe. of 0 . S �)o ohd /DrDvic1(f Y, sP-d i A -,CH" CcCCuw I'd a �'o:) . 111111 o� 3 9� T6 = a04.6S m 9 2oiA — rn — -i o� n z R IS EK PISER o�6ti FL• 2o1.2q v_lob`IQ 201.09 = 9 z o EL 2.co PIPE iFICE: I p W•Q. SuRFACE ELEJ. 14-7-�5 S>✓D . SToRAC�6 O's to 4 A la � Z f — ' 3/16/00 12:15:58 am DAmato & Conversano Inc. page 6 MAGIC TOYOTA --------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <-------- DESCRIPTION ---------- > (c a) (cfs) --id- --id- <-STAGE> id VOL (cf) 77� qae 2 YEAR 0. 0.40 _ PIPS ORIP 200.13 1 2685.01 cf 10 YEAR ...................... 0.17 0.57 PIPS ORIF 200.38 2 2946.41 cf 100 YEAR ..................... 0.40 0.90 PIPS ORIF 201.09 3 76.61 cf RISER OVERFLOW ............... 0.90 0.90 ZERO RISER 201.29 4 3.29 Cf 3/16/00 12:15:56 am DAmato & Conversano Inc. page 1 MAGIC TOYOTA ------------ HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUN! RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 1 0.041 1450 4985 cf 1.25 A IF- OuT 2 0.120 650 7068 cf 1.25 ►o -j& ouT 3 0.403 500 11441 cf 1.25 looytL OUT 4 0.903 480 11756 cf 1.25 7-%SeR ov�.WPL-aW 3/16/00 12:15:56 am DAmato & Conversano Inc. page 2 ' MAGIC-TOYOTA_________________________________________________________ STAGE STORAGE TABLE ' UNDERGROUND PIPE ID No. PIPE Description: DETENTION PIPE ' Diameter: 8.00 ft. Length: 155.00 ft. Slope...: 0.0050 ft/ft upstr: dnstr: STRUCT STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > (ft)--- cf--- --Ac-Ft- ' =(fII)�anoofIft>c(fn)cfAa�P��_��s�__��avasa_�=aaa��»=__� 197.85 0.0000 0.0000 199.10 1527 0.0350 200.40 2963 0.0680 201.70 3963 0.0910 197.90 61.656 0.0014 199.20 1645 0.0378 200.50 3061 0.0703 201.80 4013 0.0921 ' 198.00 185.04 0.0042 199.30 1763 0.0405 200.60 3156 0.0725 201.90 4053 0.0930 198.10 308.45 0.0071 199.40 1879 0.0431 200.70 3249 0.0746 202.00 4083 0.0937 198.20 431.82 0.0099 199.50 1994 0.0458 200.80 3338 0.0766 202.10 4105 0.0942 ' 198.30 198.40 555.05 678.08 0.0127 0.0156 199.60 199.70 2108 2221 0.0484 0.0510 200.90 201.00 3425 3508 0.0786 0.0805 202.20 202.30 4118 4125 0.0945 0.0947 198.50 800.82 0.0184 199.80 2332 0.0535 201.10 3587 0.0824 202.40 4127 0.0947 198.60 923.20 0.0212 199.90 2442 0.0561 201.20 3663 0.0841 202.50 4127 0.0947 ' 198.70 1045 0.0240 200.00 2550 0.0585 201.30 3733 0.0857 202.60 4127 0.0947 198.80 1167 0.0268 200.10 2656 0.0610 201.40 3799 0.0872 198.90 1287 0.0296 200.20 2761 0.0634 201.50 3859 0.0886 ' 199.00 1407 0.0323 200.30 2863 0.0657 201.60 3911 0.0898 3/1G/00 12:15:58 am DAmato & Conversano Inc. page 7 MAGIC TOYOTA --------------------- STRUCTURE REPORT PROPOSED STRUCTURE REACH ID No. STRUCT Location DET PIPE LOWER STRUCTURE North 0.0000 Str Type TYPE 2-48 East 0.0000 Str Cat Catch Basin Rim Elev : 204.0000 Area/sump: 0.00 sf/2.00 ft Bottom El: 195.8500 Cont Area: Hgrade El: 0.0000 ft Bend.....: No special shape Ent type.: Area/sump: Ent Loss: 0.000 Exit: 0.000 App Vel: 0.000 Junct: 0.000 Bend: 0.000 Reach <Invert> <Diam> < n > <End> A 197.850 8.00 0.013 Upper 3/16/00 12:15:56 am DAmato & Conversano Inc. page 3 MAGIC TOYOTA STAGE STORAGE TABLE ------------ RECTANGULAR VAULT ID No. ZERO Description: ZERO DIMENSION VAULT ' Length: 1.00 ft. Width: 1.00 ft. voids: 1.000 ' STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGE <---- STORAGE ---- > STAGS <---- STORAGE ---- > (ft)---cf--- --AC-Ft- (ft)--- cf--- --Ac-Ft- (ft)---cf--- --Ac-Ft- (ft)---cf--- --Ac-Ft- ' 198 00 0 0000 0 00000 199 60 1 60006 0 0000 201 20 �3 2000 0=0001 202 80 4. 8000 0 0001�� 198.10 0.1000 0.0000 199.70 1.7000 0.0000 201.30 3.3000 0.0001 202.90 4.9000 0.0001 198.20 0.2000 0.0000 199.80 1.8000 0.0000 201.40 3.4000 0.0001 203.00 5.0000 0.0001 198.30 0.3000 0.0000 199.90 1.9000 0.0000 201.50 3.5000 0.0001 203.10 5.1000 0.0001 ' 198.40 0.4000 0.0000 200.00 2.0000 0.0000 201.60 3.6000 0.0001 203.20 S.2000 0.0001 198.50 0.5000 0.0000 200.10 2.1000 0.0000 201.70 3.7000 0.0001 203.30 5.3000 0.0001 ' 198.60 0.6000 198.70 0.7000 0.0000 0.0000 200.20 200.30 2.2000 2.3000 0.0001 0.0001 201.80 201.90 3.8000 3.9000 0.0001 0.0001 203.40 203.50 5.4000 5.5000 0.0001 0.0001 198.80 0.8000 0.0000 200.40 2.4000 0.0001 202.00 4.0000 0.0001 203.60 5.6000 0.0001 198.90 0.9000 0.0000 200.50 2.5000 0.0001 202.10 4.1000 0.0001 203.70 5.7000 0.0001 ' 199.00 1.0000 0.0000 200.60 2.6000 0.0001 202.20 4.2000 0.0001 203.80 5.8000 0.0001 199.10 1.1000 0.0000 200.70 2.7000 0.0001 202.30 4.3000 0.0001 203.90 5.9000 0.0001 199.20 1.2000 0.0000 200.80 2.8000 0.0001 202.40 4.4000 0.0001 204.00 6.0000 0.0001 199.30 1.3000 0.0000 200.90 2.9000 0.0001 202.50 4.5000 0.0001 ' 199.40 1.4000 0.0000 201.00 3.0000 0.0001 202.60 4.6000 0.0001 199.50 1.5000 0.0000 201.10 3.1000 0.0001 202.70 4.7000 0.0001 1 1 ,. 3/16/00 12:15:56 am DAmato & Conversano Inc. page 4 MAGIC TOYOTA -------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. ORIF Description: RESTRICTOR ORIFICE Outlet Elev: 197.85 Elev: 195.85 ft Orifice Diameter: 1.0000 in. Elev: 200.35 ft Orifice 2 Diameter: 3.9000 in. STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGS <--DISCHARGE --- > STAGE <--DISCHARGE --- > (ft) --- cfs--------- (ft) --- cfs--------- (ft) --- cfs-- ------- (ft) --- cfs--------- 197.85 0.0000 199.40 0.0338 201.00 0.3809 202.60 0.6783 197.90 0.0061 199.50 0.0349 201.10 0.4064 202.70 0.6925 198.00 0.0105 199.60 0.0359 201.20 0.4302 202.80 0.7064 198.10 0.0136 199.70 0.0369 201.30 0.4527 202.90 0.7201 198.20 0.0161 199.80 0.0379 201.40 0.4741 203.00 0.7335 198.30 0.0182 199.90 0.0389 201.50 0.4945 203.10 0.7467 198.40 0.0201 200.00 0.0398 201..60 0.5140 203.20 0.7596 198.50 0.0219 200.10 0.0407 201.70 0.5328 203.30 0.7723 198.60 0.0235 200.20 0.0416 201.80 0.5510 203.40 0.7848 198.70 0.0250 200.30 0.0425 201.90 0.5685 203.50 0.7971 198.80 0.0264 200.40 0.1356 202.00 0.5855 203.60 0.8092 198.90 0.0278 200.50 0.2040 202.10 0.6020 203.70 0.8211 199.00 0.0291 200.60 0.2514 202.20 0.6180 203.80 0.8329 199.10 0.0303 200.70 0.2900 202.30 0.6336 203.90 0.8444 199.20 0.0315 200.80 0.3235 202.40 0.6489 204.00 0.8559 199.30 0.0327 200.90 0.3535 202.50 0.6637 3/16/00 12:15:57 am DAmato & Conversano Inc. page 5 MAGIC TOYOTA -------------- STAGE DISCHARGE TABLE RISER DISCHARGE ID No. RISER Description: OVERFLOW RISER Riser Diameter (in): 12.00 elev: 201.09 ft Weir Coefficient...: 9.739 height: 204.00 ft Orif Coefficient...: 3.782 increm: 0.10 ft ' STAGE (ft) <--DISCHARGE --- > STAGE --- cfe--------- (ft) eseoaa-_==201.80oa <--DISCHARGE --- > STAGS --- Cfe--------- (ft) <--DISCHARGE---> --- cfS-- STAGE (ft) <--DISCHARGE --- > --- cf3-- 201n09a 0.0000 3 1868aa66aaa_II6C202a60�a 4a6474oav=v=aa=-=203 40a�a5.7481 aII6=6Oav== 201.10 0.0097 201.90 3.4038 202.70 4.7988 203.50 5.8712 ' 201.20 0.3553 202.00 3.6078 202.80 4.9456 203.60 5.9918 201.30 0.9372 202.10 3.8009 202.90 5.0882 203.70 6.1100 ' 201.40 201.50 1.6810 2.4217 202.20 202.30 3.9846 4.1602 203.00 203.10 5.2268 5.3619 203.80 203.90 6.2260 6.3398 201.60 2.7009 202.40 4.3287 203.20 5.4937 204.00 6.4516 201.70 2.9538 202.50 4.4909 203.30 5.6223 r D C I -ENGINEERS Project No. Sheet t D'AMATO CONVERSANO INC. G9y5�1 ' Project rAA (S r r -roY UT l Date Ob 3-1�- ' Subject W,4�'E(Z QVALITy L)Se de0C( S+orcCJ e Joe IC)w vS--Ora,q¢ ivo y Pf P:� fvir o �T Pw Q= 6 mo v1 4- to - a 4 d o u r S f-o f w, yip (2 P.ar S torm ' �Y (1.9) I . o VD.IUWIe, ' From W uterwov lcc VO (Uvh2 r e5 V = 31 ; Pro vI'd e 3' W Q. ofep-Ih (avenx aHd I' J FrDvo 15S LF P,.pe, VoIL4me �orav 'c'ed ' (See 01tm shed SDre.a 1e ' Surface /-re.— Fronn Do E Table Sl -y .3 �b Impervi,out Coverg�f `i, � zs is VLO''Ll aS 145 = o2 zs (f.25 ac)( 43 S o r Zi 1c) p�7 h/�r�ic�7 = 1-Z 5 �t2 �� 'y✓4� ),�, AS pov"ded = 12LID C�a --6/< AV? 4-IL/4 /17, 00 LA e� . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3/20/00 12:41:54 am DAmato & Conversano Inc. page 1 MAGIC TOYOTA BASIN SUMMARY SUMMARY BASIN ID: WQ NAME: WATER QUALITY; DEV. 6 MO. SBUH METHODOLOGY TOTAL AREA.......: 1.25 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV PRECIPITATION....: 1.00 inches AREA..: 0.20 Acres TIME INTERVAL....: 10.00 min CN....: 86.00 TC..... 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.24 cfs VOL: 0.07 Ac-ft TIME: 470 min 49F IMP 1.05 Acres 98.00 5.00 min Magic Toyota PIPE SURFACE AREA & VOLUME CALCULATOR Pipe Dia (ft) = 1 8 Pipe Radius (ft) 4 Pipe Length (ft) F 155 Sediment Depth (ft) = 1 Total Depth (ft) = 4 Theta (radians) 1.4 XS Area (ft) 3.6 Sediment Volume (ft) 562.1 Theta (radians) 3.1 XS Area (ft) 25.1 Total Volume (ft) 3333.5 Width (ft) 8.0 Surface Area (ft) 1240.0 pipeSA.xls 3/15/2000 RECEIVED JAN 10 2000 ENGINEERING MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS' Prepared for MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. ' 0 2204 Riverside Drive, Suite 270 y►, Mount Vernon, WA 98273 )Tl�r7nl �� tA PO 2101 - 112th Avenue N.E., Suite 110 Bellevue, Washington 98004 (425) 455-5320 MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS Prepared for MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. 2204 Riverside Drive, Suite 270 Mount Vernon, WA 98273 Prepared by TRANSPORTATION PLANNING & ENGINEERING, INC. 2101 - 112th Ave. N.E., Suite 110 Bellevue, Washington 98004 Telephone - (425) 455-5320 FAX - (425) 453-7180 January 6, 2000 6.00 1 TRANSPORTATION PLANNING & ENGINEERING, INC. 1 VICTOR H. BISHOP P.E. President OAVID H. ENGER. P.E. Vice President MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. 2204 Riverside Dr., Suite 270 Mount Vernon, WA. 98273 Re: Magic Toyota Satellite Service - Edmonds ' Traffic Impact Analysis Gentlemen: 2101 - 112th AVENUE N.E., SUITE 110 — BELLEVUE, WASHINGTON 98004 January 6, 2000 TELEPHONE (425) 455.5320 FACSIMILE (425) 453-7180 We are pleased to submit this traffic impact analysis for the proposed Magic Toyota Satellite Service project. The project consists of a 14,578 sq. ft. auto service building and is located at 7029-212th St. S.W. in the City of Edmonds. The project would replace an existing ' single family dwelling unit structure. Access to the site is proposed via a single driveway on 212th St. Southwest. ' We have visited the project site and surrounding street network. The work included in this report is based on our telephone conversation with Maryanne Zukowski, Traffic Engineer, of the City of Edmonds. The City requested the following intersections be evaluated in this report. 212th St. S.W./SR 99 212" St. S.W./Site Access 212th St. S.W./72Rd Ave. W.. The summary, conclusions and recommendations begin on page 6 of this report. PROJECT DESCRIPTION Figure 1 is a vicinity map showing the location of the proposed site and the surrounding street network. Figure 2 shows a preliminary site plan prepared by Carletti Architects P.S. The plan consists of a 14,538 sq. ft. auto service building and 61 parking stalls including two handicap stalls. On -site circulation includes a travel lane behind the building structure to facilitate truck movement. Access to the project is proposed via a driveway on 212th St. Southwest. It is our understanding that the site would be used for major repair work on cars, i.e., vehicles down for several days at a time. Additionally, the site would be used to store new cars as well as parts. No customer services would be provided at the site. Full development of the 14,538 sq. ft. Magic Toyota Satellite Service building project is expected to occur in 2000; however, to ensure a conservative analysis we have used 2004 as the horizon year for the purposes of this study. C:I-ProjectslE PROJECTSIEdmonds-E031799MagicToyota.doc 1 MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. January 6, 2000 Page 2 EXISTING PHYSICAL CONDITIONS The project site is presently developed with a single family dwelling unit. This structure would be removed from the site to make way for the subject proposal. Adjacent to the subject site is a number of other existing commercial facilities. Curb, gutter and sidewalk exists along the subject sites frontage to 212`h St. Southwest. ' Street Facilities Figure 3 shows existing traffic control, number of roadway lanes, number of approach ' lanes at intersections, and other pertinent information. The primary streets and the City's classifications within the study area are as follows: ' SR 99 Principal Arterial 212th St. S.W. Minor Arterial Type 1 76th Ave. W. Minor Arterial Type 1 2081h St. S.W. Minor Arterial Type 1 ' 220th St. S.W. east of 761h Minor Arterial Type 1 west of 76`h Minor Arterial Type 2 ' 216th St. S.W. Unclassified 215th St. S.W. Unclassified 72nd Ave. W. Unclassified 701h Ave. S.W. Unclassified 2101h St. S.W. Unclassified ' EXISTING TRAFFIC CONDITIONS Figure 4 shows existing PM peak hour traffic volumes at the pertinent intersections ' affected by site generated traffic. The pertinent intersections identified for analysis were the following: ' 2121h St. S.W./SR 99 • 212`h St. S.W./Site access • 2121h St. S.W./72nd Ave. W. ' The recently counted traffic volume at the SR 99/212`h St. S.W. intersection was lower than a count that was conducted in 1996. Discussion with our subconsultant, Trafficount staff, indicated that the difference could be attributable to the HOV lane construction on the SR 5 in ' 1996. High occupancy vehicle lane construction activities on SR 99 were cleared by 1615 and therefore should not have been a significant influence during the recent count. ' Level of Service Analysis Level of service (LOS) is a qualitative measure describing operational conditions within a ' traffic flow, and the perception of these conditions by drivers or passengers. These conditions CA-ProjectslE PROJECTSIEdmonds•E031799MagicToyota. doc 1 0 CI' MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. January 6, 2000 Page 3 include factors such as speed, delay, travel time, freedom to maneuver, traffic interruptions, comfort, convenience, and safety. Levels of service are given letter designations, from A to F, with LOS A representing the best operating conditions (free flow, little delay) and LOS F the worst (congestion, long delays). Generally, LOS A and B are high, LOS C and D are moderate, and LOS E and F are low. Table 1 shows calculated levels of service (LOS) for existing conditions at the pertinent street intersections. The LOS were calculated using the procedures in the Transportation Research Board Highway Capacity Manual - Special Report 209, 3rd Edition updated December 1997. At intersections, LOS is determined by the calculated average control delay per vehicle. The LOS and corresponding average delay in seconds are as follows: TYPE OF A B C D E F INTERSECTION Signalized < 10 > 10 and <20 > 20 and < 35 > 35 and < 55 > 55 and < 80 > 80 Stop Sign Control < 10 > 10 and < 15 > 15 and < 25 > 25 and < 35 > 35 and < 50 > 50 Accident History Accident data was requested from both the City of Edmonds and the Washington State Department of Transportation. The data identified that there were 54 recorded accidents at the SR 99/2121h St. S.W. intersection between January 1, 1994 and December 14, 1999. These accidents correlate into an accident rate of about one incident per one million entering vehicles. The 1996 Washington State Highway Accident Report does not contain data on average ' accident rates, per million entering vehicles, at intersections. However, based on our experience, an accident rate of less than one is generally considered to indicate that an intersection is operating satisfactorily, one to two is typical and over two requires further review. ' Based on the accident rate calculated and our field review no apparent accident problem exists at the SR 99/2121h St. S.W. intersection. Further, no geometric deficiencies appear to exist on 2121h St. S.W. between SR 99 and 761h Ave. West. FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Figure 5 shows projected 2004 PM peak hour traffic volumes without the project. These volumes include the existing traffic volume counts plus background growth. The traffic growth on SR 99 in the vicinity of the proposed project has been relatively constant in the past few years, ' determined from WSDOT Annual Traffic Report, 1997. This is consistent with an area that is developed with only infill and redevelopment occurring. However, to ensure a conservative analysis we have applied a 2% per year growth factor for our analysis in this report. This factor is consistent with the City of Edmonds requests on our prior traffic analysis work conducted in the site vicinity. CA-ProjectslE PROJECTS1Edmonds-E031799MagicToyota.doc MAGIC TOYOTA ' c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. January 6, 2000 ' Page 4 I PROPOSED STREET IMPROVEMENT PROJECTS The City of Edmonds Six Year Transportation Improvement program (2000-2005) ' identifies one project in the vicinity of the proposed Magic Toyota Satellite Service development. The project is the SR 99 - 244th St. S.W. to 1481h St. S.W. highway improvement project. Included in this project are curb gutter and sidewalks, overlay, widening to seven lanes and signalization of the SR 99/216th St. S.W. intersection. This project is currently under ' construction. It is our understanding that the City of Edmonds would be contributing over $1,000,00 towards the cost to construct this project. ' The City of Edmonds Transportation Element, June 20, 1995 was also reviewed. This document recommends that a right -turn lane be added to the eastbound approach to the SR 99/2121h St. S.W. intersection. Additionally, the Transportation Element identifies a number of ' street corridors to be repaved and restriped to three lanes. The Main St./2121h St. S.W. corridor is identified to be repaved and striped as four lanes. I TRIP GENERATION AND DISTRIBUTION A vehicle trip is defined as a single or one direction vehicle movement with either the ' origin or destination (exiting or entering) inside the study site. Table 2 shows the vehicular trips during an average weekday and during the AM and PM street traffic peak hours for the proposed 14,578 sq. ft. Magic Toyota Satellite Service project. The trip generation is calculated using the average trip rates per service stall in the Institute of Transportation Engineers (ITE) Trip Generation, Sixth Edition, 1997 for Automobile Care Center (ITE Land Use Code 840). These trip generation values account for all site trips ' made by all vehicles for all purposes, including commuter, visitor, recreation, and service and delivery vehicle trips. ' The trip generation for the existing single family detached homes is calculated using the average trip rates in the Trip Generation for Single -Family Detached Housing (ITE Land Use Code 210). These trip generation values are also shown on Table 2. ' The vehicular increase during the PM peak hour due to the site redevelopment is projected to be 34 trips. We believe that the actual trip generation induced by the development ' of the subject site would be less. The site is proposed to be ancillary to the existing Magic Toyota activities. Storage of new vehicles and parts as well as long term work on cars is the proposed use of the site. No customer services would be provided, thus customer traffic would be negligible. The primary traffic generation would be induced by employees and the shuttling ' of vehicles between the main and satellite Magic Toyota sites. Figure 6 shows the calculated site -generated traffic and assumed distribution. The ' distribution is based on the characteristics of the street network, existing traffic volume patterns, and the location of likely trip origins and destinations (employment, shopping, social and recreational opportunities). The distribution shown is more global than what could be ' anticipated. The bulk of the actual distribution would likely be between the main and satellite Magic Toyota facilities. C:1-ProjecfslE PROJECTS1Edmonds-E031799MagicToyota.doc MAGIC TOYOTA c/o Mr. Peter Carletti 'I CARLETTI ARCHITECTS, P.S. January 6, 2000 Page 5 We believe that using the global distribution provides a reasonable assessment of the proposed projects traffic impact. Reality is that the existing Magic Toyota facility would likely serve more customers. In essence, our use of the global distribution acknowledges this and thus provides an appropriate level of analysis. FUTURE TRAFFIC CONDITIONS WITH PROJECT Figure 7 shows the projected 2004 PM peak hour traffic volumes with the proposed project. The site -generated PM peak hour traffic volumes shown on Figure 6 were added to the projected background traffic volumes shown on Figure 5 to obtain the Figure 7 volumes. Table 1 shows calculated LOS for future with and without project conditions at the pertinent street intersections. According to our LOS analysis the development of the Magic Toyota Satellite Service project would not significantly affect the LOS operation of the analysis intersection. CITY OF EDMONDS OPPORTUNITY The projected 2004 daily traffic volumes on 2121h St. S. W. in the vicinity of the proposed project site are about 10,000 vehicles per typical weekday, based on factoring of the PM peak hour data by 10 times. The combined westbound and eastbound PM peak hour traffic volumes on 2121h St. S. W. between SR 99 and 72nd Ave. W. intersections is around 1,000 vehicles per hour. The PM peak hour directional split is close to 50/50. According to Table A-2, attached, "Guidelines for Relating Average Weekday Daily Traffic Volumes to Peak Hour Level of Service for Suburban Arterials of Various Roadway Configurations", a three lane street (two lanes with left turn lane) with 0.50-2.49 signals per mile can accommodate around 15,500 vehicles per day (vpd) at a level of service (LOS) C condition. At a LOS E, 24,800 vpd could be accommodated. The projected daily traffic volumes on 2121h St. S.W. in the project site vicinity are about 10,000 vehicles per day. Thus an opportunity exists to rechannelize the existing four lane street into three lanes. A three lane street would improve left turning operations into and out of side streets and driveways along the corridor. We believe that converting 2121h St. S.W. from a four lane to three lane street east of SR 99 and to the 761h Ave. W. intersection should be evaluated by City staff. A three lane street would provide the following benefits: ♦ Enhanced safety (reduced potential for rear end accidents due to left turning traffic). ♦ Adequate vehicle capacity (LOS E 16,000 vpd) into the foreseeable future. ♦ Cost effective to implement. ♦ Allow revision to the SR 99/2121h St. S.W. signal operation to remove the eastbound and westbound split phase. This can be done because the left turn C I-ProjecWE PROJECTSIEdmonds•E031799MagfcToyofa.doc MAGIC TOYOTA c/o Mr. Peter Carletti CARLETTI ARCHITECTS, P.S. January 6, 2000 Page 6 pockets on 2121h St. S.W. would be aligned. Removing the split phasing would reduce the average motorist delay by about 10 seconds. For the above reasons we recommend that the City evaluate the opportunity to rechannelize 2121h St. S.W. between 76`h Ave. W. and just east of SR 99 to three lanes. TRAFFIC IMPACT MITIGATION REQUIREMENTS Per our discussion with City of Edmonds staff, the City does not have a formal traffic impact fee system in place. Other development projects have been requested to contribute $238. per new PM peak hour trip. The Magic Toyota Satellite Service project is calculated to generate 34 primary new PM peak hour trips. Thus a fee of $8,092.00 is calculated. �W SUMMARY, CONCLUSIONS AND RECOMMENDATIONS This report used existing traffic data collected at the pertinent street intersection and roads identified for analysis. Level of service analyses were performed for existing and projected future traffic volumes, using the collected traffic data, for the without project condition. The evaluation of the traffic impact of the proposed project, included adding project generated traffic to the future traffic volume projection and calculating the level of service. The with project traffic operations were then compared to the without project operations. The comparison of traffic operations with and without the project identified that the project would not cause a significant adverse affect on the operation of any of the study intersections. Based on our analysis the Magic Toyota Satellite Service project should be approved with the following traffic mitigation measures: 1. No changes to the existing curb, gutter and sidewalk abutting the subject site appear to be necessary. 2. Construct the site access driveway on 212'h St. S.W. in accordance with City of Edmonds requirements. 3. The City would likely request participation in their informal traffic fee program. The calculated amount is $8,092.00. If you have any questions please call me at (425) 455-5320 or e-mail me at mjacobs@tranplaneng.com. MJJ:sv Very truly yours, TRANSPORTATION PLANNING & ENGINEERING, INC. ✓1 Marl< J. Ja o s,,P E., P.T.O.E Associate 1 C:k-ProjeclskE PROJECTSAEdmonds-E031799MagicToyota. doc TABLE 1 MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS PM PEAK HOUR LEVEL OF SERVICE SUMMARY PROJECTED PROJECTED 2004 WITH INTERSECTION MOVEMENT EXISTING 2004 W/O PROJECT PROJECT 4lanes 3lanes 212th St. S.W./SR 99 Overall D (41.7) D (46.3) D (46.5) D (36.1) 2121h St. S.W./72"d Ave. W. Overall B (19.3) B (19.7) B (19.8) C (20.1) EBLT -- -- A (8.5) A (8.5) 212'h St. S.W./Access Driveway WELT NB -- -- -- -- A (8.7) C (18.5) A (8.7) C (16.3) SB -- -- C (15.4) B (14.4) Notes: Number shown in parenthesis is the average control delay in seconds per vehicle. The letter is the LOS designation per the 1985 Highway Capacity Manual 3�d Edition updated December 1997 delay criteria. CA-PmjectsT PROJECTS%EAmorbs-E031T99MaplcToyota.Coc � I TABLE 2 MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS TRIP. GENERATION TIME PERIOD TRIP RATE TRIPS ENTERING TRIPS EXITING DRIVEWAY TOTAL Automobile Care Center (ITE Land Use 840, 16 service stalls) Average Weekday n/a -- -- -- AM Peak Hour T = 1.52X 16 (68%) 8 (32%) 24 PM Peak Hour T = 2.17X 17 (50%) 18 (50%) 35 Single -Family Detached Dwelling Unit (ITE Land Use 210; 1 unit) Average Weekday T = 9.57X 5 (50%) 5 (50%) 10 AM Peak Hour T = 0.75X 0 (25%) 1 (75%) 1 PM Peak Hour T = 1.01 X 1 (64%) 0 (36%) 1 Net New Trips - (Magic Toyota Satellite Service Building - Single Family Detached Dwelling Unit) Average Weekday -- -- -- -- AM Peak Hour -- 16 7 23 PM Peak Hour -- 16 18 34 T = Trips ' X = Service stalls, dwelling units A vehicle trip is defined as a single or one direction vehicle movement with either the ' origin or destination (exiting or entering) inside the study site. The above trip generation values account for all site trips made by all vehicles for all ' purposes, including commuter, visitor, recreation, and service and delivery vehicle trips. CA-Pio)ecIME PROJECTSXEdmonds•EO3I7OOMaOlcTo7ot2.doc 0 mi 0.2 0.4 01 c.mortcaE� Streets Plus VICINITY MAP MAGIC TOYOTA SATELLITE SERVICE EDMONDS TRAFFIC IMPACT ANALYSIS FIGURE 1 - — --------- — ----------------------- ...... ... ... AN r bw \90 wf -aw 4,v ....... . .... . ...... ... ...... ew st . Fla-9 It...... ..... ... ..... .. -W-r it rf"ll. :Voxm V= atmIc" M.w Rff= WMAT WMA "WIWI (f 4M MR ... ........ .... .... . ?---- ..... ... .. ...... ............ . . . . ............................... ....................................... .. . .............. ...... . . .......... I .................... SITE PLAN MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS FIGURE EXISTING ROADWAY CONDITIONS MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS FIGURE 3 N not to scale 3 3 3 > >; ¢ ¢ a n N � n 208th St. SW 3 t Project n 210th St. SW Site NN 414'ro �.. 49 r 2889 -373 10-100 212th St. SW t ( 377--► 308--► �I 49� ^0)n 77 her � Noy Wednesday .12/8/99 1200-1800 216th St. SW 99 220th St. SW 3� �U OU Q LEGEND X--► PM Peak Hour Traffic Volume &Direction EXISTING PM PEAK HOUR TRAFFIC VOLUMES MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS FIGURE Il N 3 not to scale 3 3 a a a � t to N to r` 20Bth St. SW 3 Q L Project o 210th St. SW Site to a It 45 401 f `^� 3 9 .r- 41 110 212th St. SW 140—w 412 --� I�r 340—+ 54� ��r�. C085 C00 o 00 ^ry 216th St. SW 99 220th St. SW �u OU Q LEGEND X—► PM Peak Hour Traffic Volume & Direction PROJECTED 2004 PM PEAK HOUR TRAFFIC VOLUMES W/O PROJECT MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS FIGURE 5 N not to scale 3 3 3 > a a a o ` Co �t Net Project PM r to Try I Peak Hour Trips: Enter 16 Exit 18 208th St. SW 34 3 Project a � 210th St. SW f Site o n IN t ry 15% �--6 --2 +-2 212th St. SW 2 O% 6 --► 1 J 3 --• N 15% N to s �9 6 --/ N 216th St. SW a� 0 99 220th St. SW Z �U U Qo LEGEND X—+ PM Peak Hour Traffic Volume & Direction • Driveway volume Includes all site trips PROJECT GENERATED PM PEAK HOUR TRAFFIC VOLUMES &DISTRIBUTION it MAGIC TOYOTA SATELLITE SERVICE - EDMONDS TRAFFIC IMPACT ANALYSIS J FIGURE 0 1 1 1 1 1 1 1 1 1 N 3 not to scale 3 3 a� � r` N � r fD 208th St. SW 3 i Q t Project o 210th St. SW Site 43 f �� `54 �,*--54 0 47 32 110 43 " 212th St. SW 12—w 422— \�/ 141Zt 43 Ln00 386 54'� o� .- .�0 ^ry 216th St. SW 99 220th St. SW �u OU Q LEGEND X—► PM Peak Hour Traffic Volume &Direction PROJECTED 2004 PM PEAK HOUR TRAFFIC VOLUMES W/ PROJECT MAGIC TOYTRAFFIC IMPACTSANAILYSIS EDMONDS I I r G FIGURE r Z W a CIL '. a�leil='�-sliows c�ally lydflic volurnps �or•respondirlyl la ,�ertl:-flour levels cf service C, b, and E (capacity) applicable to suburban arterial roadways of variou �- and configurations. s numbers of lanes Table A-2 Guidelines for Relating Average Weekday Daily Traffic Volumes to Peak-l-lour Level of Service for Suburban Arterials of Various Rcladvlay Lane ConligUralloils Daily 1'wo-Way-i-raliic Vulume Total Number Lane (qr Various Levels of Se vicel --- �E of L31ies - Con(Idl.nttlioli C (capacity) rwo-way/ Slreels 9 Two I -awes 0,000 1 I,00o 13,000 3 rwo Lanes 'xitir LeR.-Furn Lane 10,000 I'I,o0o 16,000 4 Four Lanes 16.000 23,000 26,000 5 Four Lanes will) Lell-- ui m Lanc. 2I,000 29,000 32,000 Six Lanes 25,000 36,000 39,000 7 Six Lanes with Lei( -Turn Lane 31,000 115,000 19,000 one-way Sltuets 2 Two Lanes 12,000 17,000 191000 3 Three Lanes 19,000 27,000 29,000 '1 Four Lanes 23,000 33,000 36,000 5 Fivu Lanes 29,000 42,000 .15,000 I. The voiumo!; reprosenl 1110Annlms (or Ilia Jelly volume Ihal yriil rosUII In I*Ovals of service Indlc3ied during peait hours, tivilll an average spacing a( 2.F to 4.5 slgnall'sd hUnseclions per mile. For ap• ri(oxiriiallons at 0111er sig;)a; spacings, mulllply Ilse abovs service vr,ltrrlres us (ollows: sigmuls p-31 kille LOS C LOS U LOS E U.50-2.•19 "ItIlliply by: _ 1.55 1.16 LUG liver 4.5 multiply by: Not F?ossible U,9; 0.99 Prapmed by Emlmnco based on dale In the Florldn Orrp3llmenl of Transporlalion -Lavel of Service Standards and Guidelines I-lanual", April 1592. m v::w+• 1?.pot%I TlAlc3J (IQ'11t13I r xnw C-.2- 1 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS SR 99/212TH ST SW EXISTING (SR99212E) ' AL97 TEAPAC[Ver 1.001 - Capacity Analysis Summary SIGN / 12/29/99 13:02:01 Intersection Averages: (v/c) 0.73 Vehicle Delay 41.7 Level of Service D+ Degree of Saturation ' ------------------------- Sq 47 --Phase 1 Phase 3 iPhase 4 -- - - - - - - - - - - - ----Phase-2--I ------------------------ A +> <+ + A v **** A v North **** * * + v ' G/C=0.097 G/C=0.363 G/C=0.188 G/C=0.219 " G= 11.6" G= 43.6" G= 22.5" G= 26.3 4.0" Y+R= 4.0" ' Y+R= 4.0" Y+R= 4.0" Y+R= --OFF=-O_0`•k---OFF=13_0%---OFF=52�7%---OFF=74_8%-- C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= 0.0 sec - 0.0% --------------------------------Service Lane Width/ 9/C I --- Rate Adj-----------HCM----L-190% lVolumej v/c I Delay I S Mal Queue I Group I Lanesl---q-- Re d Used QC (vph) OE ------------------------------------------------------ N Approach___ ' RT 12/1 0.260 0.363 364 549 83 0.151 922 0.716 25.8 34.8 C+ C 89 ft 495 ft TH 24/2 0.362 0.363 930 1287 1 141 73 0.427 52.8 D ill LT 12/1 0.254 0.097 --- --- -ft- S Approach ' RT 12/1 0.257 0.363 364====549=====72==0.131====25.6---c+-' 1287 1057 0.821 39.0 *D+ 77 ft 567 ft TH 24/2 0.387 0.363 10.262 930 1 141 106 0.620 58.8-------------- *E+ 162 ft LT 12/1 0.097 E Approach__ ' ILT+TH+RTI 24/2 10.- 29610.188- ----1- --630---486-10_759-1--51_5-I*D-I-333-ftj ---------------- 49.0 D W Approach____________________________________________________________________ ' — ILT+TH+RTI 24/2 --------------------------------- 10.309 10.219 1 740 569 10.769 1 49.0 J*D 1 375 ftj 2 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS SR 99/212TH ST SW EXISTING (SR99212E) ' IGNAL97 TEAPAC[Ver 1.001 - Summary of Parameter Values S / ' Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 ' LEVELOFSERVICE C S NODELOCATION 0 0 I Approach Parameters APPLABELS 'GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES 'BUSVOLUMES RIGHTTURNONREDS 12/29/99 13:02:16 N E S W 0.0 0.0 0.0 0.0 25 25 25 25 NONE NONE NONE NONE 0 0 0 0 8 4 8 4 0 0 0 0 'Movement Parameters MOVLABELS VOLUMES 'WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS 'REQCLEARANCES MINIMUMS IDEALSATFLOWS FACTORS 'DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT 75 830 66 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 ' Phasing Parameters � I C I SEQUENCES PERMISSIVES OVERLAPS CYCLES GREENTIMES YELLOWTIMES CRITICALS EXCESS 47 ALL NO NO NO NO 120 120 11.58 43.62 4.00 4.00 9 8 0 RT TH LT 49 289 100 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3409 0 NO NO NO NO 30 22.53 26.26 4.00 4.00 5 11 RT TH LT 65 951 95 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 LEADLAGS OFFSET PEDTIME RT TH LT 77 308 127 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3383 0 NONE NONE 0.00 1 0.0 0 I MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 'SR 99/212TH ST SW 2004 W/O PROJECT (SR99212F) SIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary 12/29/99 13:00:05 ' Intersection Averages: Degree of Saturation (v/c) 0.80 Vehicle Delay 46.3 Level of Service D ------------------------------------------------- 47 1--Phase-1 1-Phase-2 1-Phase-3 1-Phase-4 1 'Sq **/** ---- ---- ---- --- + + + v **** v **** North <* * +> ****> ' * * + **** * * + v ' ------------------------------------------------- G/C=0.097.. G/C=0.363 G/C=0.188 G/C=0.219 G= 11.6" G= 43.6" G= 22.5" G= 26.3" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" --OFF--------OFF=13_0---OFF=52�-----OFF=74�-- C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= 0.0 sec - 0.0% ' Lane Width/ g/C -Service-Rate Adj HCM I L 190% I Max Group I Lanesl Reqd Used I OC (vph) @E IVolumel v/c Delay S Queue ' Aroach--------------------------------------------------37.7---D+--------- NPP ----------------------------------------------- RT 12/1 0.263 0.363 364 549 92 0.168 26.0 C+ 99 ft ' TH 24/2 10.256 0.379 0.363 1 930 1287 1018 0.791 37.6 D+ 546 ft LT 12/1 0.097 1 141 81 0.474 53.4 D 123 ft ' ------------------------------------------------------------------------------- 46.1 D S Approach ------------------------------------------------ RT 12/1 0.363 364 549 80 0.146 25.8 C+ 86 ft ' TH 10.259 24/2 0.408 0.363 930 1287 1167 0.146 45.7 *D 626 ft LT 12/1 0.265 0.097 1 141 117 0.684 63.2 *E+ 178 ft ' ------------------------------------------------------------------------------- 56.5 E+ E Approach ILT+TH+RTI 24/2 10.304 10.188 ------------------------------------------------------------------------------- 1 1 1 630 1 536 10.837 1 56.5 j*E+1 367 ftl W Approach 54.1 D ILT+TH+RTI 24/2 10.319 10.219-1----1-I--740 1 628 10.849 1 54.1 I*D 1 414 ftj ------------------------------------------------------------------------------- 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 SR 99/212TH ST SW 13:00:22 2004 W/O PROJECT (SR99212F) ' NAL 7 TEAPAC Ver 1.00 - Summary of Parameter Values i SIG 9 / I ] Y ' Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 ' Approach Parameters APPLABELS GRADES 'PEDLEVELS PARKINGSIDES PARKVOLUMES 'BUSVOLUMES RIGHTTURNONREDS Movement Parameters ' MOVLABELS VOLUMES 'WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS 'REQCLEARANCES MINIMUMS IDEALSATFLOWS FACTORS 'DELAYFACTORS NSTOPFACTORS GROUPTYPES I SATURATIONFLOWS N E S W 0.0 0.0 0.0 0.0 25 25 25 25 NONE NONE NONE NONE 0 0 0 0 8 4 8 4 0 0 0 0 RT TH LT 83 916 73 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 Phasing Parameters RT TH LT 54 319 110 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3408 0 SEQUENCES 47 ALL PERMISSIVES NO NO NO NO OVERLAPS NO NO NO NO CYCLES 120 120 30 GREENTIMES 11.58 43.62 22.53 26.26 YELLOWTIMES 4.00 4.00 4.00 4.00 CRITICALS 9 8 5 11 EXCESS 0 RT TH LT 72 1050 105 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 LEADLAGS OFFSET PEDTIME RT TH LT 85 340 140 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3384 0 NONE NONE 0.00 1 0.0 0 1 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS SR 99/212TH ST SW 2004 W/ PROJECT (SR99212W) ISIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary 12/29/99 12:55:01 Intersection Averages: ' Degree of Saturation (v/c) 0.81 Vehicle Delay 46.5 Level of Service D 'Sq ------------------------------------------------- 47 I Phase l I Phase 2--1--Phase-3 I- Phase I **/**---------------------- ---- -4 --- v **** ^ v **** Noith <* * +> ****> ' * * + **** * * + v ' ------------------------------------------------- G/C=0.097 G/C=0.364 G/C=0.188 I G/C=0.219 " G= 11.6 G= 43.6" G= 22.5" G= 26.3" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" ' OFF=0.0% 0OFF=52_ `-k OFF=13� 7�OFF=74_8� -- - C=120 sec --- --- G=104.0 sec = --- 86.7% Y=16.0 -- sec = 13.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM I Group I Lanesl Reqd used I CSC (vph) @E lVolumel v/c I Delay 1-L---19-0-%--M-a-x- S Queue l ' -------------------------------------------------------------- N Approach 37.7 D+ ------------------------------------------------------------------------------- RT 12/1 0.264 0.364 364 549 94 26.1 C+ 101 ft ' TH 24/2 0.379 0.364 1 931 1287 10.171 1018 0.791 37.6 D+ 546 ft LT 12/1 0.256 0.097 1 141 81 0.474 53.4 D 123 ft ' --------------------------------------------------------------- D S Approach 46.2 ---------------------------------------------------------- RT 12/1 0.259 0.364 364 549 80 0.146 25.8 C+ 86 ft ' TH 24/2 0.408 0.364 931 1287 1167 0.907 45.7 *D 626 ft LT 12/1 0.265 0.097 1 141 119 0.696 64.2 *E+ 181 ft ' -------------------------------------------------------------- E Approach 56.9 E+ ------------------------------------- 188I1I630I539IO_ ILT+TH+RTI24/210�- 304I0�- - - - ---------------------------------------- - ---- - -- - 842I56_ -- - - 9I*E+I369fti -- - - - ' -W- Approach 54=9===D=====_____ ILT+TH+RTI 24/2 I0.320 10.219 I 1 I 740 I 634 10.857 I 54.9 I*D 1418 fti ------------------------------------------------------------------------------- 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 SR 99/212TH ST SW 12:55:32 2004 W/ PROJECT (SR99212W) ' SIGNAL97/TEAPAC(Ver 1.001 - Summary of Parameter Values ' Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 'LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS GRADES 'PEDLEVELS PARKINGSIDES PARKVOLUMES 'BUSVOLUMES RIGHTTURNONREDS Movement Parameters ' MOVLABELS VOLUMES 'WIDTHS LANES UTILIZATIONS TRUCKPERCENTS 'PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS REQCLEARANCES 'MINIMUMS IDEALSATFLOWS FACTORS 'DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS II N E S W 0.0 0.0 0.0 0.0 25 25 25 25 NONE NONE NONE NONE 0 0 0 0 8 4 8 4 0 0 0 0 RT TH LT 85 916 73 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 Phasing Parameters RT TH LT 54 321 110 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3409 0 SEQUENCES 47 ALL PERMISSIVES NO NO NO NO OVERLAPS NO NO NO NO CYCLES 120 120 30 GREENTIMES 11.58 43.62 22.53 26.26 YELLOWTIMES 4.00 4.00 4.00 4.00 CRITICALS 9 8 5 11 EXCESS 0 RT TH LT 72 1050 107 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 LEADLAGS OFFSET PEDTIME RT TH LT 86 343 141 0.0 24.0 0.0 0 2 0 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 3383 0 NONE NONE 0.00 1 0.0 0 1 j 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS SR 99/212TH ST SW 2004 W/ PROJECT RESTRIPE (SR99212I) ISIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary 12/29/99 13:03:29 ' Intersection Averages: Degree of Saturation (v/c) 0.71 Vehicle Delay 36.1 Level of Service D+ ------------------------------------- ' Sq 41 1-- Phase -l--1-- Phase -2 1 -Phase-3--1 + + + ^ + + + ++++ +> <+ + <++++ v **** ^ ++++ v ' North <* * +> ++++> * * + ++++ * * + v ------------------------------------- ' G/C=0.128 G/C=0.386 I G/C=0.386 4 G= 15.3" G= 6.4" G= 46.3" Y+R= 4.0" Y+R= 4.0" Y+R= 4.0" ' -OFF0� - - OFF=16_- - 1OFF=58_1 - -- ------ - C=120 sec G=108.0 sec = 90.0% Y=12.0 sec 10.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- Lane g/C Service Rate Adj HCM I L I90%Max)Group I ------------------------------------------------------------------------------- (Width/I Lanes Reqd Used I @C (vph) @E ivolumel v/c Delay I S Queue N Approach 34.2 C -------------------------------------------- RT 12/1 0.264 0.386 413 584 94 24.2 C+ 97 ft TH 24/2 0.379 0.386 1 1056 1367 1U18 10.161 0.745 34.0 C 527 ft LT ------------------------------------------------------------------------------- 12/1 0.256 0.128 1 197 81 0.358 48.8 D 119 ft S Approach 39.3 D+ RT 12/1 0.259 0.386 413 584 80 0.137 24.0 C+ 83 ft TH 24/2 0.408 0.386 1056 1367 1167 0.854 39.2 *D+ 604 ft LT 1 12/1 10.265 0.128 1 197 119 0.527 51.2 *D 175 ft ------------------------------------------------------------------------------- E Approach 33.0 C ------------------------------------------------------------------------------- 417 31.0 432 LT 12/1 I0.410 10.386 I 109 I 167 I 122 10.63 0.604 I 40.1 I*C+l D 126 ft l ------------------------------------------------------------------------------- W Approach 35.5 D+ ------------------------------------------------------------------------------- 12/1 0.380 492 684 477 34.1 494 I LT+RTI 12/1 10.409 10.386 0.386 I 141 I 214 I 157 10.697 0.695 I 39.8 I D+I 163 ft ------------------------------------------------------------------------------- I 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS SR 99/212TH ST SW 2004 W/ PROJECT RESTRIPE (SR99212I) ' SIGNAL97/TEAPAC[Ver 1.001 - Summary of Parameter Values Intersection Parameters 12/29/99 13:03:49 METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters ' APPLABELS N E 0.0 S 0.0 W 0.0 'PEDLEVELS GRADES 0.0 25 25 25 NONE 25 NONE PARKINGSIDES NONE NONE PARKVOLUMES 0 0 0 8 0 4 BUSVOLUMES 8 4 0 0 RIGHTTURNONREDS 0 0 Movement Parameters MOVLABELS VOLUMES WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS REQCLEARANCES MINIMUMS IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT 85 916 73 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 Phasing Parameters SEQUENCES 41 ALL PERMISSIVES NO NO OVERLAPS NO NO CYCLES 120 120 GREENTIMES 15.32 46.37 YELLOWTIMES 4.00 4.00 CRITICALS 9 8 EXCESS 0 RT TH LT 54 321 110 0.0 12.0 12.0 0 1 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 1790 468 NO NO NO NO 30 46.31 4.00 6 RT TH LT 72 1050 107 12.0 24.0 12.0 1 2 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 1511 3539 1770 LEADLAGS OFFSET PEDTIME RT TH LT 86 343 141 0.0 12.0 12.0 0 1 1 0.00 0.00 0.00 2.0 2.0 2.0 0.90 0.90 0.90 3 3 3 YES YES YES 4.0 4.0 4.0 5.0 5.0 5.0 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM 0 1773 586 NONE NONE 0.00 1 0.0 0 N MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 72ND AVE W/212TH ST SW 13:21:43 EXISTING (MT72212E) ' SIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary ' Intersection Averages: Saturation (v/c) 0.29 Vehicle Delay 19.3 Level of Service B Degree of ' ------------------------- PhaselIPhase2_-1 Sq 11 1-- **/** - -- -- - ^ <+ + +> <**** v **** ^ ++++ v North <* * +> ++++> ' * * + v ' G/C=0.449 G/C=0.484 G= 53.9" G= 58.1" Y+R= 4.0" Y+R= 4.0" OFF ' --OFF=-O_0%--- C=120 sec -- - --- - G=112.0 sec = 93.3% Y= 8.0 sec - 6.7% Ped= 0.0 sec 0.0% - ' --Lane----Width/------g/C ------Service Rate---Adj-----------HCM----L--90% Il I I I Max I I Group I LanesI d Used Req I CSC (vph) @ E Volume v/c Delay S Queue ----------------------------------------------------- - N Approach -B ----RT-----12/1--0.238 ILT+TH10.256 =--= 10.449 I 561 1711 701 I -8== 73 10-011 0.103 18.3-- I I 19.2 B 25ft 68 ft i 12/1 -------- 0.449 --- -------------------------------------------------------- 570 ' S Approach =0=5===C=====_____ 12/1 0.261 I I I187 88 I0.270 I 19.4 I*B+l C 5 iIRT li-- 110.29110.449 LT+TH 12/1 ------------------------------------------------ 0.449 557 696 -- --- -- --21.0 --- ---- ---- -ft 19.2 B ' -E- Approach ____________________________________________________________________ ILT+TH+RTI 24/2 10.307 10.484 1 1301 1 1465 1 490 10.334 1 19.2 J*B 1 213 ftj ---------------------------------------- _ _ _ W Approach _ _ 18.9 B -- - ILT+TH+RTI 24/2 10.30010.- 4841- - - 140111570---485-10_309-1--18_9-1-B-1-211-ftl _ 1 10 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 72ND AVE W/212TH ST SW 13:21:57 EXISTING (MT72212E) 1 1 11 1 SIGNAL97/TEAPAC[Ver 1.001 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 25 25 25 25 PARKINGSIDES NONE NONE NONE* NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 7 38 28 41 363 37 78 92 77 49 377 11 WIDTHS 12.0 12.0 0.0 0.0 24.0 0.0 12.0 12.0 0.0 0.0 24.0 0.0 LANES 1 1 0 0 2 0 1 1 0 0 2 0 UTILIZATIONS 0.00 0.00 0.00 0;;00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1561 1584 0 0 3023 0 1561 1550 0 0 3241 0 Phasing Parameters SEQUENCES 11 ALL PERMISSIVES NO YES NO YES LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 120 120 30 PEDTIME 0.0 0 GREENTIMES 53.86 58.14 YELLOWTIMES 4.00 4.00 CRITICALS 8 5 EXCESS 0 1 11 1 MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 72ND AVE W/212TH ST SW 2004 W/O PROJECT (MT72212F) SIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary Intersection Averages: Degree of Saturation (v/c) 0.32 Vehicle Delay 19.7 12/29/99 13:20:02 Level of Service B ------------------------- Sq 11 1Phasel1Phase21 ' **/** -- - -- -- --- ^ v **** ^ ++++ v North <* * +> ++++> ' * * + ++++ * * + v ' ------------------------- G/C=0.449 G/C=0.484 G= 53.9" G= 58.1" Y+R= 4.0" Y+R= 4.0" ' �-- --OFF=--�0%---OFF-- C=120 sec - G=112.0 sec = 93.3% Y= 8.0 sec = 6.7% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate lVolumel Adj HCM I.Delay L Max Group I Lanesl Reqd Used @C (vph) QE v/c I-S-190%--IQueue 1 -------------------------------------------------------------- 19.2 B N Approach -------------------------------------------------------------------- 701 I 0.013 I0.115 I I I ' ILT+TH i 12/1 10.259 ------------------------------------------------------------------------------ I0.449 I 563 I 703 81 19.3 B 75 ftI S Approach ------------------------------------------------------------------------------- I I0.300 I I*C+I 1 ILT+TH 112/1 ------------------------------------------------------------------------------ 10.297 I0.449 I 552 I 691 207 21.3 192 ftI ' E Approach 19.7 B 236ftl ILT+TH+RTI 24/2 10.318 10.484 1 1281 1 1444 1 542 10.375 1 19.7 J*B 1 - ' ------------------------------------------------------------------------- W Approach 19.2 B ---------------------------------------------------------- ------------------------------------------------------------ ILT+TH+RTI 24/2 10.308 10.484 1 1398 1 1567 535 10.341 ------------------- 19.2 1 B 1 233 ftl ------------------------------------------------------------------------------- ' 12 ' MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 72ND AVE W/212TH ST SW 13:20:15 2004 W/O PROJECT (MT72212F) ' SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values ' Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 ' LEVELOFSERVICE C S NODELOCATION 0 0 ' Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 25 25 25 25 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 ' RIGHTTURNONREDS 0 0 0 0 Movement Parameters I 1 MOVLABELS VOLUMES WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVALTYPES ACTUATIONS REQCLEARANCES MINIMUMS IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT RT TH LT RT TH LT RT TH LT 8 42 31 45 401 41 86 102 85 54 416 12 12.0 12.0 0.0 0.0 24.0 0.0 12.0 12.0 0.0 0.0 24.0 0.0 1 1 0 0 2 0 1 1 0 0 2 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 2.0 2.0 -2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.90 0.90 0.90 0'.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 3 3 3 3 3 3 3 3 3 3 3 3 YES YES YES YES YES YES YES YES YES YES YES YES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM 1561 1566 0 0 2980 0 1561 1539 0 0 3234 0 Phasing Parameters SEQUENCES 11 ALL PERMISSIVES NO YES NO YES LEADLAGS NONE OVERLAPS NO NO NO NO OFFSET 0.00 CYCLES 120 120 30 PEDTIME 0.0 GREENTIMES 53.86 58.14 YELLOWTIMES 4.00 4.00 CRITICALS 8 5 EXCESS 0 NONE 1 0 1 13 ' MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 72ND AVE W/212TH ST SW 2004 W/ PROJECT (MT72212W) SIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary 12/29/99 13:23:36 Intersection Averages: Degree of Saturation (v/c) 0.33 Vehicle Delay 19.8 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- ^ <+ + +> <**** v **** I North <* * +> ++++> I * * + I v I ------------------------- G/C=0.449 G/C=0.484 G= 53.9" G= 58.1" Y+R= 4.0" Y+R= 4.0" OFF= 0.0% OFF=48.2% C=120 sec G=112.0 sec = 93.3% Y= 8.0 sec = 6.7% Ped= 0.0 sec = 0.0% Lane g/C Service -Rate Adj HCMI L MaxlGroup (Width/I I Lanes Regd Used I @C (vph) @E lVolumel v/c ( Delay I90% S Queue ' ---- - N Approach--------------------------------------------------19.2---8---------- ------------------------------------------------------------------------------- 701 0.013 ILT+TH 1 12/1 ------------------------------------------------------------------------------- 10.259 I0.449 I 563 I 703 I 81 I0.115 I 19.3 I B I 75 fti ' S Approach ------------------------------------------------------------------------------- ILT+TH 112/1 ------------------------------------------------------------------------------- 10.297 I0.449 I 552 I 691 I 207 I0.300 I 21.3 I*C+I 192 ftI E Approach 19.8 B ' ILT+TH+RTI 24/2 10.320 10.484.1 1273 1 1436 1 553 10.385 1 19.8 J*B 1 240 ftj ' ------------------------------------------------------------------------------- W Approach 19.3 B ------------------------------------------------------------------------------- ILT+TH+RTI 24/2 10.309 10.484 1 1398 1 1567 1 542 10.346 1 19.3 I B 1 236 ftj ------------------------------------------------------------------------------- ' 14 � I 'MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 72ND AVE W/212TH ST SW 13:23:48 2004 W/ PROJECT (MT72212W) SIGNAL97/TEAPAC[Ver 1.001 - Summary of Parameter Values Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 25 25 25 25 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS VOLUMES WIDTHS LANES UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ' ARRIVALTYPES ACTUATIONS REQCLEARANCES ' MINIMUMS IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATIONFLOWS RT TH LT RT TH LT RT TH LT RT TH LT 8 42 31 48 407 43 86 102 85 54 422 12 12.0 12.0 0.0 0.0 24.0 0.0 12.0 12.0 0.0 0.0 24.0 0.0 1 1 0 0 2 0 1 1 0 0 2 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.90 0.90 0.90 0..90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 3 3 3 ° 3 3 3 3 3 3 3 3 3 YES YES YES YES YES YES YES YES YES YES YES YES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM 1561 1566 0 0 2963 0 1561 1539 0 0 3235 0 IPhasing Parameters SEQUENCES 11 ALL ' PERMISSIVES NO YES NO YES LEADLAGS NONE OVERLAPS NO NO NO NO OFFSET 0.00 CYCLES 120 120 30 PEDTIME 0.0 ' GREENTIMES 53.86 58.14 YELLOWTIMES 4.00 4.00 CRITICALS 8 5 ' EXCESS 0 NONE 1 0 1 15 II, MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 72ND AVE W/212TH ST SW 2004 W/ PROJECT RESTRIPE (MT72212I) SIGNAL97/TEAPAC[Ver 1.001 - Capacity Analysis Summary 12/29/99 13:22:45 Intersection Averages: Degree of Saturation (v/c) 0.44 Vehicle Delay 20.1 Level of Service C+ Sq 11 /i\ North ------------------------- Phase 1 I Phase 2 1 ------------------------- <+ + +> <++++ v ++++ ++++ v * * + **** * * + v ------------------------- G/C=0.399 G/C=0.534 G= 47.9" G= 64.1" Y+R= 4.0" Y+R= 4.0" OFF= 0.0% OFF=43.3% ----------------------- -- C=120 sec G=112.0 sec = 93.3% Y= 8.0 sec = 6.7% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- Lane Width/I g/C Service Rate Adj HCM I L I90% MaxlGroup ------------------------------------------------------------------------------- ILanesReqd Used I OC (vph) @E ivolumel v/c Delay I S Queue N Approach 22.8 C+ ------------------------------------------------------------------------------- 623 0.014 21.8 C+ ILT+TH 112/1 10.259 I0.399 I 457 i 624 I 81 I0.130 I 22.9 I C+I 82 fti ------------------------------------------------------------------------------- S Approach 24.7 C+ ------------------------------------------------------------------------------- 623 0.154 ILT+TH 112/1 10.297 I0.399 I 448 I 613 I 207 I0.338 I 25.4 I*CC++l 210 ftI ------------------------------------------------------------------------------- E Approach 18.3 B ------------------------------------------------------------------------------- 855 962 05 18.6 97 LT+RTI 12/1 10.277 10.534 0.534 I 257 I 325 I 548 10.525 0.148 I 14.4 I B+I 338 fti ------------------------------------------------------------------------------- W Approach 19.0 B ------------------------------------------------- 854 961 29 19.1 16 ---LT+RTI 12/1 IO 246 1 0.534 I 274 I 343 i 513 10.550 0.038 I 13.3 I*B+l B 425 ftl ------------------------------------------------------------------------------- 16 1 ' MAGIC TOYOTA SATELLITE SERVICE TRAFFIC IMPACT ANALYSIS 12/29/99 72ND AVE W/212TH ST SW 13:22:58 2004 W/ PROJECT RESTRIPE (MT72212I) ' SIGNAL97/TEAPAC[Ver 1.001 - Summary of Parameter Values ' Intersection Parameters METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S ' NODELOCATION 0 0 ' Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 25 25 25 25 ' PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 0 0 0 0 BUSVOLUMES 0 4 0 4 ' RIGHTTURNONREDS 0 0 0 0 Movement Parameters ' MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 8 42 31 48 407 43 86 102 85 54 422 12 WIDTHS 12.0 12.0 0.0 0.0 12.0 12.0 12.0 12.0 0.0 0.0 12.0 12.0; LANES 1 1 0 0 1 1 1 1 0 0 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 PEAKHOURFACTORS 0.90 0.90 0.90 0-.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ' ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 ' IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' DELAYFACTORS NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1561 1562 0 0 1802 609 1561 1536 0 0 1799 643 ' Phasing Parameters SEQUENCES 11 ALL PERMISSIVES NO YES NO YES LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 120 120 30 PEDTIME 0.0 0 GREENTIMES 47.92 64.08 ' YELLOWTIMES 4.00 4.00 CRITICALS 8 11 ' EXCESS 0 1 17 HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: mjj, mt212ac4 Intersection: 212th st sw/site access Count Date: 2004 w/ project, 4-lanes Time Period: pm peak hour Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 7 8 9 10 11 -------------------------------------------------------------------------------- 12 --------------- Volume: 6 508 25 25 479 9 25 2 25 5 2 11 HFR: 6 508 25 25 479 9 25 2 25 5 2 11 PHF: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pedestrian volume Data: Movements: 13 14 15 16 Flow: 25 25 25 25 Lane width: 12.00 12.00 12.00 12.00 Walk speed: 4.00 4.00 4.00 4.00 % Blockage: 0.02 0.02 0.02 0.02 Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y N N Y Y N N N 1 18 Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y N N Y Y N N N Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y Y N N N N N N Channelized: N Grade: 0.00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Westbound Shared In volume, major th vehicles: 254 239 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period, hrs: 0.25 -------------------------------------------------------------------------------- --------------- Worksheet 4 Critical Gap and Follow-up time calculation. 2 19 Critical Gap Calculations: Movement -------------------------------------------------------------------------------- 1 4 7 8 9 10 11 12 --------------- t c,base 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t c,g 0.2 0.2 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 3,lt 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t c 1 stage 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Follow Up Time Calculations: Movement -------------------------------------------------------------------------------- 1 4 7 8 9 10 11 12 --------------- t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t f -------------------------------------------------------------------------------- --------------- 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 6 Impedance and capacity equations Step 1: RT from Minor St. 9 12 -------------------------------------------------------------------------------- Conflicting Flows 317 294 Potential Capacity 685 708 ' Pedestrian Impedance Factor 0.96 0.96 Movement Capacity 657 679 Probability of Queue free St. 0.96 0.98 -------------------------------------------------------------------------------- --------------- Step 2: LT from Major St. 4 1 1 -------------------------------------------------------------------------------- --------------- Conflicting Flows 558 513 ' Potential Capacity Pedestrian Impedance Factor 1023 0.98 1063 0.98 Movement Capacity 1002 1041 Probability of Queue free St. 0.98 0.99 ' Maj. L Shared ln. Prob. Queue Free St.- -- ---------------------------------- - --0.97 ---------------------------- 0.99 ' --------------- Step 3: TH from Minor -------------------------------------- St. ---- ---- --8 ---------- --11----------- --------------- Conflicting Flows 1121 1129 Potential Capacity 208 206 1 3 20 Pedestrian Impedance Factor 0.96 0.96 Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 Movement Capacity 192 190 Probability of Queue free St. 0.99 0.99 -------------------------------------------------------------------------------- --------------- Step 4: LT from Minor St. 7 10 --------------- ` Conflicting Flows 873 851 Potential Capacity 248 257 Pedestrian Impedance Factor 0.96 0.96 Maj. L, Min T Impedance factor 0.91 0.92 Maj. L, Min T Adj. Imp Factor. 0.93 0.93 Cap. Adj. factor due to Impeding mvmnt 0.88 0.86 Movement Capacity 218 222 -------------------------------------------------------------------------------- --------------- Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 -------------------------------------------------------------------------------- --------------- II v(vph) 25 2 25 5 2 11 Movement Capacity 218 192 657 222 190 679 Shared Lane Capacity 319 365 -------------------------------------------------------------------------------- --------------- Worksheet 10 delay,queue length, and LOS Movement 1 4 7 8 9 10 11 12 v(vph) 6 25 52 18 C m(vph) 1041 1002 319 365 v/C 0.01 0.02 0.16 0.05 95% queue length Control Delay 8.5 8.7 18.5 15.4 LOS A A C C Approach Delay 18.5 15.4 Approach LOS -------------------------------------------------------------------------------- --------------- C C 4 21 Worksheet 11 Shared Major LT Impedance and Delay Rank 1 Delay Calculations Movement -------------------------------------------------------------------------------- 2 5 --------------- P of 0.99 0.98 V it 254 239 V i2 0 0 S ii 1700 1700 S i2 1700 1700 P* Oj 0.99 0.97 D maj left 8.5 8.7 N number major st lanes 2 2 Delay, rank 1 mvmts -------------------------------------------------------------------------------- --------------- 0.0 0.1 5 22 � I HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: mjj, mt212ac3 Intersection: 212th st sw/site access Count Date: 2004 w/ project, 3-lanes Time Period: pm peak hour Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 7 8 9 10 11 -------------------------------------------------------------------------------- 12 --------------- Volume: 6 508 25 25 479 9 25 2 25 5 2 11 HFR: 6 508 25 25 479 9 25 2 25 5 2 11 PHF: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -------------------------------------------------------------------------------- --------------- 0.00 Pedestrian Volume Data: Movements: 13 14 15 16 Flow: 25 25 25 25 Lane width: 12.00 12.00 12.00 12.00 Walk speed: 4.00 4.00 4.00 4.00 % Blockage: 0.02 0.02 0.02 0.02 Median Type: TWLTL # of vehicles: 1 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y N N N Y Y N N N 23 Channelized: N Grade: 0.00 Lane.usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y N N N Y Y N N N Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------------------------------------------------------------------------- --------------- Y Y Y N N N N N N Channelized: N Grade: 0.00 Data for Computing Effect of Delay to Major Street Vehicles: -------------------------------------------------------------------------------- --------------- Westbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Eastbound 0 0 0 0 1700 1700 1700 1700 1 1 Length of study period, hrs: 0.25 -------------------------------------------------------------------------------- --------------- Worksheet 4 Critical Gap and Follow-up time calculation. 2 24 Critical Gap Calculations: Movement -------------------------------------------------------------------------------- 1 4 7 8 9 10 11 12 --------------- t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t c,g 0.2 0.2 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 3,lt 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t c 1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow Up Time Calculations: Movement -------------------------------------------------------------------------------- 1 4 7 8 9 10 it 12 --------------- t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t f -------------------------------------------------------------------------------- --------------- 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 6 Impedance and capacity equations ' Step 1: RT from Minor St -------------------- --------------- ------ --- 9 12 - - ----------- Conflicting Flows 571 534 Potential Capacity 524 550 Pedestrian Impedance Factor 0.96 G.96 Movement Capacity 503 528 Probability of Queue free St. -- -------0.95---- --------0�98 LT Step 2:----from Major -St. ---------------------------4 ----------------------- 1 ----------- ' --------------- Conflicting Flows Potential Capacity 558 1023 513 1063 Pedestrian Impedance Factor 0.98 0.98 Movement Capacity 1002 1041 ' Probability of Queue free St ------------------------- _ 098 --- ----_---- 0.99 ----------------- --------------- Worksheet 7a.- Computation of the effect of Two -stage gap acceptance ' Step 3: TH from Minor St. Part 1- First Stage 8 11 3 25 -------------------------------------------------------------------------------- --------------- Conflicting Flows 558 559 Potential Capacity 515 515 Pedestrian Impedance Factor 0.98 0.98 Cap. Adj. factor due to Impeding mvmnt 0.97 0.95 ' Movement Capacity 502 491 Probability of Queue free St. 1.00 1.00 -------------------------------------------------------------------------------- --------------- Part 2- Second Stage Conflicting Flows 563 570 Potential Capacity 512 509 Pedestrian Impedance Factor 0.98 0.98 Cap. Adj. factor due to Impeding mvmnt 0.95 0.97 Movement Capacity -------------------------------------------------------------------------------- --------------- 489 495 Part 3- Single Stage Conflicting Flows 1121 1129 Potential Capacity 208 206 Pedestrian Impedance Factor 0.96 0.96 Cap. Adj. factor due to Impeding mvmnt 0.93 0.93 Movement Capacity -------------------------------------------------------------------------------- --------------- 193 191 Result for 2 stage process: a 0.91 0.91 y 1.06 1.08 C t 313 307 Probability of Queue free St. 0.99 0.99 -------------------------------------------------------------------------------- --------------- Worksheet 7b - Computation of the effect of Two -stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1- First Stage -------------------------------------------------------------------------------- --------------- Conflicting Flows 558 559 Potential Capacity 518 517 Pedestrian Impedance Factor 0.98 0.98 Cap. Adj. factor due to Impeding mvmnt 0.97 0.95 Movement Capacity 504 - 494 -------------------------------------------------------------------------------- --------------- 4 26 Part 2- Second Stage Conflicting Flows 565 571 Potential Capacity 513 509 Pedestrian Impedance Factor 0.98 0.98 Cap. Adj. factor due to Impeding mvmnt 0.93 0.92 Movement Capacity -------------------------------------------------------------------------------- 478 469 --------------- Part 3- Single Stage -------------------------------------------------------------------------------- --------------- •Conflicting Flows 1123 1130 Potential Capacity 185 183 Pedestrian Impedance Factor 0.96 0.96 Maj. L, Min T Impedance factor 0.92 0.92 Maj. L, Min T Adj. Imp Factor. 0.94 0.94 Cap. Adj. factor due to Impeding mvmnt 0.88 0.86 Movement Capacity -------------------------------------------------------------------------------- 163 157 --------------- Result for 2 stage process: -------------------------------------------------------------------------------- --------------- a 0.91 0.91 y 1.11 1.17 C t ------'-------------------------------------------------------------------------- --------------- 297 285 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) 25 2 25 5 2 11 Movement Capacity 297 313 503 285 307 528 Shared Lane Capacity 371 401 -------------------------------------------------------------------------------- --------------- Worksheet 10 delay,queue length, and LOS Movement 1 4 7 8 9 10 it 12 -------------------------------------------------------------------------------- --------------- ------------------- -------------------I 5 2% v(vph) 6 25 i 52 I i 18 C m(vph) 1041 1002 371 401 v/c 0.01 0.02 0.14 0.04 95% queue length Control Delay 8.5 8.7 16.3 14.4 LOS A A C B Approach Delay 16.3 14.4 Approach LOS -------------------------------------------------------------------------------- --------------- C B 6 28 ROADWAY CONSTRUCTION PROJECTS -OUTSIDE FUNDING City No. 0365 County No, 31 SIX YEAR TRANSPORTATION IMPROVEMENT PROGRAM (2000.2005) Hearing Date 0611599 Adoption Date Resolution No. MPO F U P N C R N C L I U T A O M I S R B O S 1 E N T R A Y L 14 - 1e 1a -1b: 17 2b PSRC PROJECT IDENTIFICATION I M A. FEDERAL AID NO. P U B. BRIDGE NO. R T S T L T C C. PROJECT TITLE O Y T O E 1 0 0. STREETICOUNTY ROAD NAME OR NUMBER V P A T N L D E. TERMINAL BEGINNING AND END E E T A G I E F. DESCRIBE WORK TO BE DONE M S U L T T S N S H Y T INTERMODAL FACILITY - Relocate and improve SR 104: 01 0.75 PG construct safe. sod rail crossing: construct ferry terminal and holding lanes: Construct distibumiat facility for ferry, Community Transit AMTRAK commuter retl, eaestrians, bitvees. and Park and Ride SR 99 - 244TH ST. S.W. to 148TH ST. S.W. 02 2.30 CPT Construct asbfgupaz and sidewalks, overlay. widen to 7lanes Cost snare with Lynnwood, MLT, CT, R YVSOpT L lead a e1tCV 76TH AVE. W. - SR 104 to SR 99 1 04 1 1 1.141 Grind pavement overlay to strengthen, restore ride PROJECT COSTS IN THOUSANDS OF DOLLARS I PROJECT PHASE P.E. MONTW YEAR PHASE STARTS Jan-95 FUND SOURCE INFORMATION EXPENDITURE SCHEDULE (Local Agency) FEDERALLY FUNDED PROJECTS ONLY FEDERAL FUNDING RAP, CAPP, TIA DATA. OTHER TIA WSOOT CPDPTA C7 TIB ISTEA TEA-21 STATE FUNDS 1000.0 LOCAL FUNDS 1000 0 TOTAL 10000.0 FEDERAL FUND CODE FTA I STP STP STP(L) FEDERAL COST BY PHASE 8D00.0 ENVIR. TYPE EIS _X_ CE EA NA EIS _X_ CE EA NA EIS CE EA NA R1W REO YM DATE MONTH/YR YES OA7E Jan-01 YES DATE 695 YIN DATE - 1st :==,100.0. - ,100.0-- :F" - 0.0: 2rtd 300.0 0.0 0.0 are 300.0 400.0 0.0 apt THRU 6th 300.0 500.0 0,0 0 1000.0 100000 8000.0 RAW CONST Jan-02 Jun-03 1 30000.0 0.0 120000 0 90000.0 TOTAL P.E. Jan•95 106000.0 3220.0 32000.0 20000 308 0 14000001 3528 0 200.0� ' '- • z.= __ 1 "750.0 300 0 178 0 700.0 0.0 8W.0 0.0 RAN CONST Jun-96 Jul-99 1000.0 at06 tat0.6 14550.0 2200.0 33874 201374 TOTAL P.E. Jan-00 18770.0 20.0 7200.0 a106 0 3001 250760 5001 I - 7b0.0 • .; 20.0- "': '�-'-150.0+ 178.0 0.0 0.0 RAW CONST TOTAL Jun-00 2000. W- 150.0 170.0 2300 40001 170.0 00 0.0 0.0 17 3 76TH AVE. W. - SR 99 to 220TH ST. S.W. 1 04 0.38 Grind pavement overlay to strengthen, restore ride P.E. Jan-02 STP(L) 13.0 130 260 13.0 - I EIS CE _X_ EA NA NO OATS - 0 0 RAN CONST TOTAL Jun-02 52 0 104 0 52.0 65.0 65.0 13001 0,0 00 65.0 . 0.0 17 d 220TH ST. S.W. -9TH AVE. S. to 84TH AVE. W. 03 /.00 CPTG Arterial street widening to 44 feet with sidewalks and storm drainage P.E. Jan-03 STP(E) 270.0 TW 67.5 337 5 67.5 495.0 EIS CE _X_ EA NA NO DATE - 0 0 RAW CONST Jun-03 4950 2475.0 /980.0 TOTAL 12-1.0 562.5 2812.5 0.0 0 0 0.0 562.5 ROADWAY CONSTRUCTION PROJECTS - LOCAL FUNDING 19 te. ANNUAL STREET OVERLAY PROGRAM 1 04 1 1 241 Pavement overran to strengtrlen, restore ride P.E. Jars-00 180.0 ISO.0 :=.30.0: '': `�::.. � *O.0- 30.0 170.0 30.0 170.0 90.0 510.0 EIS CE EA NA YM GATE - R/W CONST TOTAL Jun-00 1020.6 t0200 0.0 1200.0 1200.0 200.0. 2000. 200.01 600.0 19 1,1be CITYWIOE STREET IMPROVEMENTS 1 04 1 6.001 Pavement maintenance to increase roadway life P.E. Jan-00 60.0 600 _�: _10A 1e? `? '`. =-`60:0+ 100 50.0 10.0 50.0 30.0 I'D EIS CE EA NA Y/N DATE - RAW CONST TOTAL Jun-00 300.0 3000 0.0 360.0 360.0 "= ::. 60.0: 60.0 60.0 180, 0 17 .tc 76TH AVE W. ROCKERY 1 04 1 1 0.13 Reolaeetnem of rock rates" wall in Ptrbbc n9mof+neY between 19000 and 19200 blo*L .E. P Jan-97 80.0 80.0 80A: _ �4 `- 320:. EIS EA NA NO DATE - RNV CONST Jun-00 320.0 320.0 TOTAL 0.0 0.01 400.01 400.0 1 OX 0.0 N W F U N C C L T A I S O S N L P R N I U O M R B I E T R rota, PROJECT IDENTIFICATION A. FEDERAL AID NO. B. BRIDGE NO. C. PROJECT TITLE D. STREET/COUNTY ROAD NAME OR NUMBER TERMINAL BEGINNING AND END F. DESCRIBE WORK TO BE DONE CITY-WIDE SIGNAL IMPROVEMENTS I M P R T O Y V P E E M S N T 72 S T A T U S T L O E T N A G L T H U T C 1 0 L 0 I E T S Y CPT PROJECT COSTS IN THOUSANDS OF DOLLARS PROJECT PHASE IP.E. MONTH/ YEAR PHASE STARTS Jan-00 FUND SOURCE INFORMATION EXPENDITURE SCHEDULE (Local Agency) FEDERALLY FUNDED PROJECTS ONLY FEDERAL FUNDING RAP. CAPP. T1A DATA- OTHERMONTTiM2 STATE FUNDS LOCAL FUNDS 18.0 TOTAL 180 FEDERAL FUND CODE FEDERAL COST BY PHASE EIS CE EA NA R/W RED YIN DATE YIN DATE - 1st -r:•-30• _- @ =-'12.0� 2nd 3.0 ,2.0 and 3.0 72.0 atn7ER. THRU 9.0 I 380 RAN CONST TOTAL Mar-00 72.0 n.000 0.0 900 900 15.0 15.0 15.01 45.0 1a �1D+ NORTH SEATTLE AIMS IMPROVEMENTS 12 CPT Instal peripherals 90 eltisting signal systems to enhance "flk movement by means of an advance transportation m ement system on onm arterials. ADVANCED VEHICLE IDENTIFICATION t2 CPT Install peripherals to e7dsdM signal systems on SR-99 to enhance traRk movement by means of an aWance transportation management stem. P.E. Jan-00 0.0 - _ "w" ° j .10.0 EIS CE EA NA EIS CE EA NA YM DATE YM DATE 0.0 14 Itc R/W CONST Mar-00 70 0 70 0 TOTAL P.E. Jan-95 0.0 1 100 100 00 1 10.0 . - -~,. =-t0.0• 0.0 0 0 1 00 R/W CONST Mar-00 0.0 10 0 t0.0 TOTAL 0.0 10.0 10 0 10.0 0.0 0 0 0 0 OTHER ENHANCEMENT PROJECTS - LOCAL FUNDING 19 1.1e_ CITYWIDE WALKWAY AND BIKEWAY SYSTEM 05 1.00 CPT Construct bikeways and pedestrian walkways throughout City per 1992 Comprehensive Bikewayand Walkway Plan 88TH AVE. W. -204TH ST. S.W. to 200TH ST. S.W. 05 0.25 Constn ct pedesbian walkway to complete gap in walkway system. Reed seMement iSsU6 must be resolved prior to construction. P.E. Jan-00 85.0 850 15.0. ;'_ 6, 100 Soo 60.0 0 EIS CE- EA EA EIS EI CE EA NA YM GATE YIN DATE 0 19 2a R/W CONST Mav-01 355.0 F550 0 TOTAL P-E Jan-01 Nn d40.0 6 3 440 a400 6 3 $0.0 �'-�-80.0 60.0 6.3 25 0 00 3000 300 0.0 R/W CONST TOTAL Jun-Ot 25.0 23111 . 31.3 3131 0.0 31.3 00 0.0 19 2b SEAVIEW S SIERRA PARKS 05 1 Construct walkway MEADOWDALE BEACH RD. - 76TH AVE. W. to OVD 05 0.75 CPT Widen finish walkway system PIONEER WAY - MAIN ST. to SHELL VALLEY 01 0.40 Altemate emergency services aocessfeg- into Shea Valet' (Possible LID) P.E. Jan-01 1 50 50 1 1 1 5.0 250 EIS CE EA NA EIS CE EA NA EIS CE EA NA YIN OATS YIN DATE - YM DATE 0 .NST 17 3a R/W CO Jun-01 25 0 25.0 TOTAL P. Jan-02 0.0 3001 9 4 30.0 9.a 0.0 ion 0.0 9.4 375 0.0 o 0 19 3b CONST CO Jun-02 37.5 37 5 TOTAL P.E. Jan-02 0.0 46.91 20.0 469 20.0 0.0 001 46.9 20.0 100.0 0 0 0 0 RNV 100.0 100.0 CONST Jun-02 TOTAL 0.01 120.01 120.01 0,0 0.0 120.01 0.0 City of Edmonds ITRAFFIC SIGNALIZAT10N PROJECTS - OUTSIDE FUNDING City No. 0365 t nft w Nn 31 SIX YEAR TRANSPORTATION IMPROVEMENT PROGRAM (2000.2005) Hearing Date 06115M Adoption Date Resolution No. MPO F U N C C L T A 1 S O S N A L 17 P R N I U 0 M R 8 I E T R Y I 1 PSRC PROJECT IDENTIFICATION A. FEDERAL AID NO. B. BRIDGE NO. C. PROJECT TITLE 0. STREET/COUNTY ROAD NAME OR NUMBER E. TERMINAL BEGINNING AND END F. DESCRIBE WORK TO BE DONE DAYTON ST. RAILROAD CROSSING IMPROVEMENTS Improve pfdtttitidh devices and lighting I M P R T O Y V P E E M S N T 15 S T A T U S T L 0 E T N A G L T H 0.01 U T C 1 0 L D I E T S Y PROJECT COSTS IN THOUSANDS OF DOLLARS PROJECT PHASE IP.E MONTH/ YEAR PHASE STARTS Jan-01 FUND SOURCE INFORMATION EXPENDITURE SCHEDULE (Lod Agency) FEDERALLY FUNDED PROJECTS ONLY FEDERAL FUNDING RAP. CAPP. TIA. DATA OTHER STATE FUNDS LOCAL FUNDS 2.7 TOTAL t9 7 FEDERAL FUND CODE ST(RRP) FEDERAL COST BY PHASE 77.0 ENVIR. TYPE EIS CE EA NA RAN REO YAJ DATE MONTH/YR NO OATS ist 2nd 2 7 10.8 3rd �411 THRU 6111 RNV CONST TOTAL - Jun-01 70.8 803 69.5 865 135 10001 0.0 13.5 0.01 0 0 16 2a 220TH ST. S.W. and 100TH AVE. W. 1 12 1 0.10 iCPT Replace 4-way stop and flasher with dly iactuated sgnal and cttannelization see item $3. roadway proiects, outside funding for related project) 220TH ST. S.W. arts 84TH AVE. W. 12 0.10 CPT Replace 4-way stop and flasher with fully actuated sgnal and ctannelization see hem rt3. rpadwav omiects. outside fundingfor related ro ect WALNUT ST. and 9TH AVE. S. 12 0.10 CPT Replace 4-way stoo and flasher with Y actuated siV W and Utannelization 1P.E. Jan-03 I STP STP STP 1 260 TIA ILA 1 40 30 0 4.0 16 2 EIS CE EA NA EIS CE EA NA EIS CE EEAA NA NO DATE NO i DATE NO DATE Its 2b RAN CONST Jun-03 162 120 0 1038 TOTAL P.E. Jan-03 t29.8 26 0 0.0 20.2 a 0 15001 30 0 0.0 0.0 I 0.01 202 a 0 162 18 2c R/W CONST Jun-03 16 2 120 0 103.8 TOTAL P.E. Jan-03 1298 26 0 0.0 202 40 1500 3001 1 0.0 0.0 0.0 1 202 4.0 16 2 RAN CONST TOTAL Jun-03 167 120 0 1038 129.8 0.01 20.2 1500 1 0.0 0.0 1 0.01 202 16 2d MAIN ST, aura 9TH AVE. 12 0.10 CPT Replace 4-way stop and flasher with fuly actuated sK" and cfanneiizabon P.E. Jan-03 STP 26.0 a 30 0 4.0 16 2 EIS EA 1- NA YIN DATE RAN CONST TOTAL Jun-03 16.2 120 0 1038 12981 0.0 20.2 t 50 0 1 0.0 0.0 0.01 20.2 to 2e SR524 and 88TH AVE. W. 12 0.15 CPT install fully actuated signal & channelization to improve vehicular safety. P.E. Jan-03 STP 260 40 3001 4 0 16 2 EIS CE EA NA Y/N DATE RAN TOTAL To Jun-03 t 20.0 103.8 129.8 0.0 20.2 202 i5001 0.0 0.0 0.0 20.2 17 1 2f 76TH AVE. W. and 200TH ST. S.W. 1 12 F 1 0.10 ICPT Install" actuated signal & channetizabon to improve vehicular safety. Cost share with L 212TH ST. S.W. and BOTH AVE. W. 1 12 1 1 0.10 CPT Install fully actuated w" & channetzation to improve vehiarfar safety. P.E. Jan-03 STP STP 1 26.0 40 3001 2. 8.1 EIS CE EA NA EIS CE EA NA - YIN DATE YIN DATE 16 2 RAN CONST Jun-03 16.2 120 0 103 8 TOTAL P.E- I Jan-03 1298 1 26.0 0.0 20.2 4.0 1500 300 0.0 0.01 0.0 I 10.1 4.0 16.2 RAN CONST TOTAL I Jun-03 t6.2 1200 t03.8 129.8 0.0 20.2 150.0 0.0 0.0 0.0 20.2 td 2h SR 104 and 240TH ST. S.W. 1 12 1 1 0.10 1CPT Install fully actuated sWal & ctannetization to improve vehndw safety. 1P.E. Jan-03 STP 5.4 400 5.4 21.6 EIS CE EA INA Y/N DATE RAN CONST Jun -03 21.6 1600 �173 TOTAL 0.0 27.0 200 0 0.0 0.0 1 0.01 27.0 City of Edmonds TRAFFIC SIGNALIZAT10N PROJECTS - LOCAL FUNDING Heating Date 06/15199 C4ty No. 0365 Adoption Date -$ounty No. 31 SIX YEAR TRANSPORTATION IMPROVEMENT PROGRAM (2000-2005) Resolution No. MPO PSRC Aft Washington State Northwest Region Department of Transportation 15700 Dayton Avenue North Sid Morrison P.O. Box 330310 Secretary of Transportation Seattle, WA 98133 9710 (206) 440-4000 December 14, 1999 Mr. Mark Jacobs TP&E, Inc. 2101 112'h Ave. NE, Suite 110 Bellevue, WA 98004 SR 99 CS 3101 MP 45.00 to 46.50 Dear Mr. Jacobs: Enclosed is a copy of the accident listing for the subject section of SR 99 in accordance with your request of December 13, 1999. The listing covers the period from January 1, 1994 through December 31, 1996. An additional listing covers those partial records available from January 1, 1997 to date. Sincerely, J� Patricia A. Foley, PE Accident Analysis Engineer desd3s/pfjacobs Enclosures cc: CS file 32 SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEQ M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE 99 20 45.00 541994 7CB032AAA2 POSSIBLE INJ 1 11/15/95 21:42 NON INT WET CLEAR/CLOUDY DARK -LAMPS ON SDSWIPE SD BM 99 20 45.02 191417 6BA066BAD1 NO INJ 04/19/94 15:30 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.03 62119 2AR132AAAl NO INJ 02/15/95 04:05 NON INT SNOW SNOW DARK -LAMPS ON SDSWIPE SD BM 99 20 45.05 111899 2AA036BCA7 POSSIBLE INJ 1 03/18/94 15:48 DRWY WET RAINING DAYLIGHT DRIVEWY ENTERING 99 20 45.05 200441 2AA0368CA7 POSSIBLE INJ 2 05/13/96 17:19 DRWY WET RAINING DAYLIGHT DRIVEWY ENTERING 99 20 45.07 10621 2AA062AAA6 EVIDENT INJ 1 01/03/95 20:45 DRWY REL DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD BM 99 20 45.07 21137 2AA062AQA1 NO INJ 01/22/95 17:20 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 45.07 320692 2AA062AAA2 NO INJ 08/02/96 14:18 INT REL WET CLEAR/CLOUDY DAYLIGHT REAREND SO SM 99 20 45.08 142169 2AA062AQA1 NO INJ 04/15/95 14:10 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.08 43191 2AA062AQA2 POSSIBLE INJ 3 02/01/96 11:10 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.08 332497 2AA062AQA1 NO INJ O8/12/96 16:03 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.08 452678 30A0210CB1 NO INJ 09/13/96 16:05 DRWY WET CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.08 531332 2AA062AQA2 NO INJ 12/08/96 15:15 INT REL WET CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.09 30021 6BD126BAD2 NO INJ 01/24/94 17:15 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON SD ALL OTHER 99 20 45.09 282437 2AA33000A6 EVIDENT INJ 1 07/10/96 21:35 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON VEH HIT FIX OBJ 99 20 45.10 341321 2AA062AAAl POSSIBLE INJ 1 08/28/94 12:45 NON INT DRY i CLEAR/CLOUDY DAYLIGHT REAREND SO BM 99 20 45.10 352049 2AA062AAAl NO INJ 09/11/95 17:15 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO BM 99 20 45.10 432042 6BA54000D7 EVIDENT INJ 1 11/01/95 12:45 NON INT DRY CLEAR/CLOUDY DAYLIGHT VEH ON FIRE 99 20 45.11 341750 2AA062AQA2 POSSIBLE INJ 1 08/18/95 14:30 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.13 341514 2AA032ABA7 POSSIBLE INJ 2 09/06/94 17:34 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.13 352249 2AA062AAAl NO INJ 09/11/95 17:00 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.13 382479 2AA062AQA3 POSSIBLE INJ 1 09/13/96 22:05 INT REL WET RAINING DARK -LAMPS ON REAREND SO 1 STP 99 20 45.14 332544 6BA066BQD2 POSSIBLE INJ 5 08/12/96 15:35 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.16 20333 6BA066BQD1 POSSIBLE INJ 4 01/08/94 06:45 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 20222 2AA062AQA6 POSSIBLE INJ 1 01/09/94 20:00 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 45.16 22687 6BA066BQD2 NO INJ 01/26/94 17:20 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 62572 6BA066BAD2 EVIDENT INJ 1 01/29/94 23:00 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO SM 99 20 45.16 62567 6BQ166BAD6 POSSIBLE INJ 2 01/30/94 12:35 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.16 50048 2AA062AQA2 POSSIBLE INJ 3 02/04/94 22:30 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 52351 2AA062AQA2 EVIDENT INJ 1 02/06/94 17:15 AT INT DRY CLEAR/CLOUDY DUSK REAREND SD 1 STP 99 20 45.16 52350 2AA062AQA2 EVIDENT INJ 5 02/21/94 20:26 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 102556 7CA067CAD1 EVIDENT INJ 1 03/02/94 22:47 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO SM 99 20 45.16 172350 2AS032AAA6 NO INJ 04/24/94 15:25 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SO BM 99 20 45.16 211824 6BA166BAD2 NO INJ 05/07/94 19:50 AT INT DRY CLEAR/CLOUDY DUSK REAREND SD 1 STP 99 20 45.16 231845 6BA066BQD2 NO INJ 05/07/94 19:50 AT INT DRY CLEAR/CLOUDY DUSK REAREND SD BM 99 20 45.16 172348 8CA068CQA2 NO INJ 05/12/94 11:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.16 250131 2AQ162AAAl POSSIBLE INJ 1 05/28/94 08:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.16 300823 6BA136BSD6 NO INJ 07/05/94 18:50 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE OBJECT STRUCK TRAF ISL OR CURB DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 W C4 SR 99 MP 45.00 TO 46.50 SR SEQ 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 99 20 WSP ACCIDENT DIAGRAM REPORT ANALYSIS M.P. NUMBER DATA 45.16 282748 8CA068CQB1 45.16 341465 2AA062AQA1 45.16 440190 8CA068CQB1 45.16 500394 30B737CAD1 45.16 472222 6BA133DAD3 45.16 472223 2AA062AQA6 45.16 560234 6BQ166BAD1 45.16 50947 3CA022AAAl 45.16 22211 2AS032AQA2 45.16 102373 2AA062AGAl 45.16 142056 10A123DAE1 45.16 160926 2AA162AQA2 45.16 211711 6BA1358SD2 45.16 211455 2AA062AQA3 45.16 201772 2AA062AQA1 45.16 251633 2AS062AGAl 45.16 270657 7CB122AXA2 45.16 311406 6BC3400081 45.16 311298 7CA067CQB1 45.16 341752 8CCO22AQA6 45.16 351290 2AD136BAD2 45.16 390762 2AA062AQA1 45.16 450389 70A0670QE1 45.16 530790 2AS122AAA2 45.16 471603 3DA162AAAl 45.16 521218 2AB712AAA7 45.16 490079 6BA066BQD1 45.16 541998 2AA062AQA6 45.16 521216 6BS026BQD2 45.16 81461 2AB162AAAl 45.16 60907 6BA066BQD3 45.16 221685 2AA062AQA1 45.16 212219 6BA066BOAl 45.16 200445 30Q1630AB1 45.16 202371 3DL036BQD1 45.16 332321 8CA168CAB1 45.16 310688 7CA067CQB1 45.16 400780 2AA022ASA2 01/01/94 TO 12/31/96 SORTED BY MILEPOST R A NO. NO. M ACCIDENT OF OF INTERSECTION ROADWAY P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK EVIDENT INJ 1 07/23/94 21:30 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP POSSIBLE INJ 1 08/30/94 16:10 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 1 10/26/94 18:20 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP EVIDENT INJ 1 11/12/94 21:59 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON VEH HIT BICYCLE NO INJ 11/24/94 15:20 AT INT WET CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE NO INJ 12/02/94 11:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 1 12/27/94 18:40 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP EVIDENT INJ 1 01/03/95 16:45 AT INT DRY CLEAR/CLOUDY DUSK ENTER AT ANGLE POSSIBLE INJ 2 01/23/95 10:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 2 03/18/95 01:55 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP NO INJ 04/15/95 12:25 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING NO INJ 04/22/95 14:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP NO INJ 04/23/95 16:00 AT INT NOT REL DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM NO INJ 05/26/95 11:55 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP EVIDENT INJ 1 05/26/95 15:36 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 2 06/27/95 12:10 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 2 07/09/95 18:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE NO INJ 08/06/95 19:20 AT INT WET RAINING DAYLIGHT VEH HIT FIX OBJ WOOD SIGN POST EVIDENT INJ 1 08/12/95 06:00 AT INT DRY CLEAR/CLOUDY DAWN REAREND SD 1 STP NO INJ 08/16/95 20:03 AT INT WET RAINING DUSK ENTER AT ANGLE NO INJ 09/05/95 20:50 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON OD ALL OTHER EVIDENT INJ 1 09/16/95 22:58 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP NO INJ 11/11/95 16:10 DRWY REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 1 11/15/95 22:00 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON SDSWIPE SD BM NO INJ 11/24/95 22:19 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON ENTER AT ANGLE EVIDENT INJ 1 11/28/95 16:50 AT INT WET RAINING DARK -LAMPS ON VEH TRN RT HIT PED POSSIBLE INJ 1 12/01/95 09:20 NON INT WET CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP POSSIBLE INJ 1 12/11/95 14:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP NO INJ 12/14/95 17:55 AT INT WET RAINING DARK -LAMPS ON SDSWIPE SD 1 STP NO INJ 01/17/96 14:20 AT INT WET RAINING DAYLIGHT RE SO BM B RT EVIDENT INJ 4 02/17/96 14:45 AT INT WET RAINING DAYLIGHT REAREND SD BM NO INJ 04/08/96 13:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP NO INJ 05/12/96 21:00 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP EVIDENT INJ 1 05/13/96 17:00 AT INT NOT REL WET RAINING DAYLIGHT REAREND SD 1 STP NO INJ 05/17/96 18:50 DRWY WET RAINING DAYLIGHT DRIVEWY LEAVING NO INJ 06/28/96 12:10 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP EVIDENT INJ 1 07/20/96 22:25 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP NO INJ 08/09/96 18:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT PARKING LEAVE UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE 2 DIAGRAM DATA MILEPOST SORT PREPARED BY WS00T 14 Dec 99 W -Pb SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEO M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 45.16 372284 6BA737CAD1 EVIDENT INJ 1 09/04/96 16:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT VEH HIT BICYCLE 99 20 45.16 470892 3C0163CAE1 POSSIBLE INJ 1 09/18/96 20:40 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 45.16 411604 1AA061AOA1 NO INJ 09/25/96 15:25 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.16 442379 3DA063DOE1 POSSIBLE INJ 4 10/17/96 21:25 INT REL WET RAINING DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 480646 6BA066BQDI EVIDENT INJ 1 11/07/96 22:23 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45,16 480728 6BA066BOD3 NO INJ 11/11/96 12:40 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.16 520863 2AA033DAAl POSSIBLE INJ 1 11/24/96 21:25 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON ENTER AT ANGLE 99 20 45.16 520868 7CA067COB1 POSSIBLE INJ 1 12/01/96 23:15 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.16 592033 6BA066BOD1 NO INJ 12/18/96 12:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.16 610518 6BA066BOD6 NO INJ 12/23/96 13:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.16 610603 6BO166BAD1 POSSIBLE INJ 1 12/30/96 15:00 AT INT WET CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.17 522800 6BA134DBD2 POSSIBLE INJ 1 11/24/94 14:30 DRWY AT INT DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.19 111819 5BA023DBD1 NO INJ 03/16/94 15:25 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.20 312563 6BA066BOD2 NO INJ O8/19/94 11:50 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.20 390130 2AA062AOA2 POSSIBLE INJ 2 10/07/94 13:10 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.20 400943 6BA066AOD1 POSSIBLE INJ 2 10/11/95 12:12 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.22 331273 2AA062AOA2 NO INJ O8/11/96 13:35 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.23 150829 2AA122ABA7 NO INJ 04/20/95 13:30 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.23 370393 6BB1268RD1 POSSIBLE INJ 1 08/08/95 13:38 DRWY AT INT DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.23 142547 3DB036BAD6 NO INJ 04/11/96 15:25 DRWY WET RAINING DAYLIGHT DRIVEWY LEAVING 99 20 45.23 202372 3DC076BAD6 NO INJ 05/17/96 15:22 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.23 411195 3DC126BAD2 NO INJ 09/20/96 17:50 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.23 461482 6B0166BADI NO INJ 10/30/96 17:30 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 45.24 290029 6BA066BOD2 EVIDENT INJ 2 06/28/94 12:00 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.25 160918 6BA066BOD2 POSSIBLE INJ 3 04/08/95 12:45 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.25 311756 6BA066BOD2 NO INJ 08/12/95 15:24 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.26 11942 6BA136BSD6 NO INJ 01/12/95 17:10 DRWY REL WET CLEAR/CLOUDY DUSK SDSWIPE SO BM 99 20 45.27 121302 7BA032ACD7 NO INJ 04/08/95 17:20 DRWY. DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.28 470911 2AA032ABAI POSSIBLE INJ 2 11/29/94 17:00 DRWY WET RAINING DARK -LAMPS ON DRIVEWY ENTERING 99 20 45.28 121597 3DC175DAD6 POSSIBLE INJ 2 03/19/96 10:55 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.36 12167 6BT072AAA2 NO INJ 01/08/96 15:19 NON INT DRY CLEAR/CLOUDY DAYLIGHT HEADON OD BM 99 20 45.38 341323 2AT34000DO EVIDENT INJ 1 08/27/94 06:00 NON INT DRY CLEAR/CLOUDY DAWN VEH HIT FIX OBJ UTILITY POLE 99 20 45.39 191025 6BA066BOD2 NO INJ 05/23/94 17:05 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.40 320702 7CB746BAA7 POSSIBLE INJ 1 08/23/95 11:20 DRWY DRY CLEAR/CLOUDY DAYLIGHT VEH HIT BICYCLE 99 20 45.40 481105 7CB026BCAl NO INJ 11/14/96 12:05 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.42 112804 2AC293DAE1 NO INJ 03/04/94 10:00 DRWY AT INT DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.43 222251 3DB073DOE1 NO INJ 02/08/94 17:30 AT INT DRY CLEAR/CLOUDY DUSK SD ALL OTHER 99 20 45.43 222328 4DA132AAA2 NO INJ 06/18/94 22:50 AT INT WET RAINING DARK -LAMPS ON ENTER AT ANGLE UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEQ M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE 99 20 45.43 390121 3DA036BAD6 NO INJ 09/22/94 20:50 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON ENTER AT ANGLE 99 20 45.43 442316 2AA034DAA1, POSSIBLE INJ 1 10/08/94 02:25 AT INT DRY CLEAR/CLOUDY DARK -NO LAMPS ENTER AT ANGLE 99 20 45.43 400709 2AA713DAAl DISABLING INJ 1 10/14/94 20:30 AT INT DRY CLEAR/CLOUDY OARK-LAMPS ON VEH HIT PED 99 20 45.43 90907 3DBO23DBEl NO INJ 03/06/95 06:10 AT INT DRY CLEAR/CLOUDY DAWN RT TURN SD 1 STR 99 20 45.43 90905 6BA032ACD2 EVIDENT INJ 2 03/09/95 23:15 AT INT WET RAINING DARK -LAMPS ON LT TRN OD 1 STR 99 20 45.43 132570 8OG1250CB1 POSSIBLE INJ 1 04/07/95 17:33 DRWY WET RAINING DAYLIGHT DRIVEWY LEAVING 99 20 45.43 151759 6BA066BOD1 POSSIBLE INJ 2 04/22/95 17:50 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.43 231916 6BQ1668AD2 POSSIBLE INJ 1 05/12/95 16:00 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.43 251756 2AC736BAD7 EVIDENT INJ 1 06/15/95 18:32 AT INT DRY CLEAR/CLOUDY DAYLIGHT VEH HIT BICYCLE 99 20 45.43 320634 2AA062AQA1 POSSIBLE INJ 12 08/22/95 19:18 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.43 460770 2AC173DHA2 NO INJ ` 10/02/95 23:02 AT INT WET RAINING DARK -LAMPS ON SO ALL OTHER 99 20 45.43 112127 7CC173DAAl NO INJ = ' 03/21/96 15:16 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD 1 STR 99 20 45.43 212248 3DC076BAD2 POSSIBLE INJ 1 05/22/96 10:00 AT INT WET RAINING DAYLIGHT ENTER AT ANGLE 99 20 45.43 292265 7CC732AAD7 EVIDENT INJ 1 07/15/96 22:29 DRWY DRY CLEAR/CLOUDY DARK -LAMPS ON VEH HIT BICYCLE 99 20 45.43 292163 7CA0268AD1 POSSIBLE INJ 1 07/17/96 14:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 45.43 340560 3DA132AAAl NO INJ 08/16/96 08:22 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 45.43 431494 2AQ162AAA2 POSSIBLE INJ 1 08/29/96 12:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.43 450397 7CA067COB1 NO INJ 10/25/96 12:50 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.43 531958 2AA062AQA3 POSSIBLE INJ 3 12/14/96 22:01 DRWY REL DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 45.43 541085 7CC122AAAl NO INJ 12/16/96 11:39 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 45.43 550803 4DA036BAD2 POSSIBLE INJ 1 12/23/96 05:20 AT INT WET RAINING DARK -LAMPS ON ENTER AT ANGLE 99 20 45.53 271240 2AA1268CA7 EVIDENT INJ 2 07/14/95 17:40 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.60 10654 2AA162AAA2 POSSIBLE INJ 2 01/03/96 16:03 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.61 360460 2AA062AQA1 POSSIBLE INJ 1 09/15/95 18:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.61 10765 7CC132AAA6 POSSIBLE INJ 1 01/02/96 16:20 DRWY WET RAINING DUSK DRIVEWY LEAVING 99 20 45.63 350867 7CC122ASA2 POSSIBLE INJ 3 09/09/95 13:12 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.64 261598 2AA028CCA6 POSSIBLE INJ 1 06/28/94 18:45 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.66 50861 2AF036BCA7 NO INJ 02/15/94 16:35 DRWY WET RAINING DAYLIGHT DRIVEWY ENTERING 99 20 45.66 450458 2AA036BCA7 POSSIBLE INJ 1 11/15/94 15:10 DRWY WET CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.66 40477 7CB032AAA1 NO INJ 02/03/95 19:10 DRWY DRY CLEAR/CLOUDY DARK -LAMPS ON DRIVEWY LEAVING 99 20 45.66 140721 2AA062AQA1 POSSIBLE INJ 1 04/23/95 16:38 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.66 130802 1AA061AAAl NO INJ 03/29/96 13:20 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.66 410071 2AA162AAAl POSSIBLE INJ 1 08/17/96 15:00 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.68 280978 2AA062AQA2 POSSIBLE INJ 1 07/26/94 13:45 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.68 240391 2AQ162AAAl POSSIBLE INJ 4 06/26/95 16:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.69 352597 6BQ166BAD2 NO INJ 08/04/95 13:50 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 220-__45.72 82719 2AA138BAA2 EVIDENT INJ 2 03/20/94 01:50 AT INT WET RAINING DARK -LAMPS ON ENTER AT ANGLE 99 20 45.72 142651 7CA171AAA2 POSSIBLE INJ 2 03/20/94 01:50 AT INT WET RAINING DARK -LAMPS ON ENTER AT ANGLE UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE OBJECT STRUCK DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEa M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 45.72 350400 7CA027CSB1 NO INJ 08/03/94 07:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SO SM 99 20 45.72 341533 6BAO66BQD2 POSSIBLE INJ 1 09/06/94 15:25 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 45.72 431562 6BR136BFD1 NO INJ 09/26/94 16:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 45.72 381728 2AAO62AQA6 NO INJ 10/04/94 14:31 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 401563 8CCO28CO81 POSSIBLE INJ 1 10/19/94 18:50 DRWY AT INT WET RAINING DARK -LAMPS ON DRIVEWY ENTERING 99 20 45.72 401593 2AA062AQA2 NO INJ 10/20/94 12:42 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 421172 7CXO37CAB1 NO INJ 10/27/94 16:10 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 45.72 442170 6BO166BAD1 POSSIBLE INJ 1 11/04/94 08:10 AT INT WET RAINING DAYLIGHT REAREND SD BM 99 20 45.72 491274 2AG162AAAl POSSIBLE INJ 1 11/05/94 11:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 30229 2AA062AGAl POSSIBLE INJ 1 01/25/95 11:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 60864 2AAO62AOA1 POSSIBLE INJ 2 02/05/95 14:25 AT INT NOT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 110838 2AA062AAAl NO INJ 02/13/95 11:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 50514 2ABO28CCAl NO INJ 02/16/95 05:50 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON ENTER AT ANGLE 99 20 45.72 110860 3DA1250CE1 NO INJ :. �. 02/16/95 13:20 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.72 110861 6BB1268BD1 NO INJ 02/16/95 16:30 AT INT WET RAINING DAYLIGHT SS SD BM BTH RT 99 20 45.72 80700 2AA062AOA1 NO INJ 03/11/95 13:50 AT INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 45.72 131031 10CO28CAB1 NO INJ 04/12/95 17:20 DRWY WET RAINING DAYLIGHT DRIVEWY LEAVING 99 20 45.72 222604 5BA065BDD6 POSSIBLE INJ 1 06/03/95 19:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.72 331884 2AA027CAAl POSSIBLE INJ 1 08/29/95 06:50 AT INT WET CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 45.72 471560 6BAO66BOD2 POSSIBLE INJ 2 11/21/95 17:56 AT INT WET RAINING DARK -LAMPS ON REAREND SO 1 STP 99 20 45.72 562355 3DA023DCA2 POSSIBLE INJ 1 12/11/95 15:00 AT INT WET RAINING DAYLIGHT LT TRN SO 1 STR 99 20 45.72 510833 2AA062AOA2 POSSIBLE INJ 1 12/17/95 17:50 AT INT WET RAINING DARK -LAMPS ON REAREND SO SM 99 20 45.72 62452 2AQ162AAA2 POSSIBLE INJ 1 01/03/96 18:30 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 45.72 11359 2AC123DAAl NO INJ 01/14/96 15:47 AT INT WET RAINING DAYLIGHT ENTER AT ANGLE 99 20 45.72 50679 2AA062ADA3 POSSIBLE INJ 3 02/06/96 18:52 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 45.72 162031 2AA062ADA1 NO INJ 03/04/96 10:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 100055 6BAO66BOD2 NO INJ 03/08/96 21:04 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 45.72 192386 200023DQE1 NO INJ 05/09/96 18:10 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.72 291835 6B0166BAD2 NO INJ 05/30/96 16:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 441937 3DO163DAE1 POSSIBLE INJ 1 09/05/96 16:40 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.72 401293 7CRO27CAB1 NO INJ 09/25/96 07:50 AT INT NOT REL DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 4�_72 500575 7CB746BAA7 EVIDENT INJ 1 11/21/96 22:10 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON VEH HIT BICYCLE 99 20 45.73 400927 6BA066BAAl POSSIBLE INJ 1 10/03/95 14:50 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.75 270309 2A0162AAA2 DISABLING INJ 2 06/30/96 16:25 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.76 472096 6BA132ACD7 NO INJ 12/03/94 15:00 DRWY ICE CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.76 240467 6BAO66BOD2 POSSIBLE INJ 1 06/10/96 12:25 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.77 22981 2AA062AOA2 POSSIBLE INJ 2 01/27/94 09:22 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.77 341836 2AA062AQA1 POSSIBLE INJ 2 09/05/95 15:02 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 W 4 SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M P ACCIDENT SEVERITY OF INJS OF FATLS DATE TIME INTERSECTION RELATIONSHIP ROADWAY SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK SR SEQ M.P. NUMBER DATA 99 20 45.78 10604 2AA062AAAl NO INJ 01/05/94 17:00 NON INT DRY CLEAR/CLOUDY DUSK REAREND SO BM 99 20 45.78 281027 2AA062AQA1 NO INJ 07/27/94 23:57 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 45.78 341747 6BA066BQD2 NO INJ 08/24/95 19:45 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.79 471561 6BA066BQD1 NO INJ 11/21/95 12:21 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.79 210368 6BS036BAD2 NO INJ 05/20/96 16:48 NON INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SO BM 99 20 45.80 222016 6BR026BAD1 NO INJ 06/02/96 22:50 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON. SDSWIPE SO BM 99 20 45.81 190900 2AA062AQA1 NO INJ 05/24/95 16:30 NON INT DRY CLEAR/CLOUDY DAYLIGHTREAREND SD 1 STP 99 20 45.82 390766 6BA066BQD1 EVIDENT INJ 2 09/14/95 13:45 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.89 91389 6BA066BQD2 POSSIBLE INJ 1 03/17/95 13:40 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.89 421985 2AA062AGAl NO INJ 10/27/95 14:23 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.90 431563 680166BAD2 POSSIBLE INJ 1 09/26/94 07:45 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.91 500022 6BA166BAD1 NO INJ 09/30/96 17:55 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD SM 99 20 45.92 362471 2AA032AAA2 EVIDENT INJ 1 09/25/94 12:10 INT REL DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD SM 99 20 45.92 422077 2AA062AQA2 POSSIBLE INJ 2 10/08/96 16:58 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 45.94 321525 680166BAD2 NO INJ 08/22/94 14:40 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.94 411228 8CC122AAAl NO INJ 10/24/94 13:08 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 45.94 542353 6BA136BSD2 NO INJ 12/05/94 14:15 NON INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 45.94 110978 6BR166BAD2 NO INJ 03/16/96 21:10 NON INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SD BM 99 20 45.94 512788 2AA062AQA1 NO INJ 12/04/96 10:55 NON INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 45.96 340569 2AA062AWA2 NO INJ 09/07/94 14:00 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.96 140784 2AX062AQA1 POSSIBLE INJ 2 04/22/95 14:41 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO BM 99 20 45.96 310089 5BA065BQD2 POSSIBLE INJ 2 08/11/95 14:40 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.96 50488 2AF036BCA7 NO INJ 02/10/96 14:52 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 45.96 301903 2AA062AQA1 NO INJ 07/24/96 15:00 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 45.97 411231 2AA062AQA1 POSSIBLE INJ 2 10/25/94 19:05 INT REL WET RAINING DARK -LAMPS ON REAREND SO 1 STP 99 20 45.97 360461 2AR062AQA1 POSSIBLE INJ 2 09/15/95 13:50 DRWY REL DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SO 1 STP 99 20 45.98 271332 6BA066BAD2 NO INJ 07/20/95 12:11 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 45.99 571862 2AG162AAAl NO INJ 11/13/96 14:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.00 41069 1AA061AAAl NO INJ 01/03/94 17:00 AT INT WET RAINING DARK -LAMPS ON REAREND SO BM 99 20 46.00 21848 1AA713DAAl DISABLING INJ 2 01/23/94 17:45 AT INT WET RAINING DARK -LAMPS ON VEH HIT PED 99 20 46.00 53022 2AA033DAA2 EVIDENT INJ 2 02/25/94 23:19 AT INT WET RAINING DARK -LAMPS ON ENTER AT ANGLE 99 20 46.00 191419 3DC137CBA2 POSSIBLE INJ 1 04/19/94 11:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD RT 99 20 46.00 152480 7CA067CQB1 POSSIBLE INJ 1 05/09/94 09:17 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.00 252403 6BQ166BAD1 EVIDENT INJ 2 06/03/94 10:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.00 272031 8BQ168BAD1 POSSIBLE INJ 1 06/15/94 12:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 231778 68D022AAAl NO INJ 06/22/94 15:18 AT INT DRY CLEAR/CLOUDY DAYLIGHT OD ALL OTHER 99 20 46.00 350405 6BC132AAAl NO INJ 08/04/94 18:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD 1 STR 99 20 46.00 320501 6BA023DAD3 FATAL 5 2 08/67/94 08:59 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 W 00 SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEQ M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE 99 20 46.00 331092 4DA716BAE1 EVIDENT INJ 1 09/02/94 20:40 AT INT WET RAINING DARK -LAMPS ON VEH HIT FED 99 20 46.00 392393 6BQ166BAD2 POSSIBLE INJ 1 09/08/94 08:45 AT INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 46.00 551377 6BA166BAD1 EVIDENT INJ 2 09/23/94 15:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 46.00 491275 6BQ166BAD1 POSSIBLE INJ 1 11/04/94 15:40 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 560242 2AH076BQD6 NO INJ 12/28/94 14:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT SO ALL OTHER 99 20 46.00 10601 2AC0670QE1 POSSIBLE INJ 1 01/03/95 12:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 46.00 11095 2A0162AAA2 POSSIBLE INJ 2 01/04/95 19:41 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 20787 2AQ162AAA2 NO INJ 01/21/95 00:15 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 72341 2AQ162AAAl NO INJ 01/21/95 13:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 22106 6BT022AQA6 NO INJ 01/25/95 13:07 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE OD 1 STP 99 20 46.00 42268 6BA0668QD2 POSSIBLE INJ 1 02/10/95 23:00 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 110857 6BQ166BAD1 NO INJ 02/16/95 19:00 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 71683 6BA066BOD1 POSSIBLE INJ 1 02/27/95 21:45 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 102785 2AA032ARA7 NO INJ 03/26/95 13:00 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY ENTERING 99 20 46.00 192469 6BR026BAD1 NO INJ 05/29/95 14:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE SD BM 99 20 46.00 441239 2AQ162AAAl POSSIBLE INJ 2 07/23/95 14:10 NONiINT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 310090 2AA062AQA1 EVIDENT INJ 1 08/12/95 16:05 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 450119 6BA1668AAl NO INJ 09/30/95 13:00 AT INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 46.00 460796 2AQ162AAAl POSSIBLE INJ 1 10/06/95 18:35 INT REL WET CLEAR/CLOUDY DUSK REAREND SD 1 STP 99 20 46.00 452198 6BA066BQD2 POSSIBLE INJ 1 10/31/95 21:50 AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 580100 68Q1666AD2 POSSIBLE INJ 1 11/10/95 17:00 INT REL WET RAINING DUSK REAREND SD 1 STP 99 20 46.00 550685 1AG161AAAl POSSIBLE INJ 1 11/21/95 15:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 551677 6BA166BAD1 NO INJ 11/29/95 17:10 AT INT NOT REL WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SD SM 99 20 46.00 10418 2AR062AQA2 EVIDENT INJ 1 01/02/96 11:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 62433 2AQ162AAAl NO INJ 01/02/96 11:45 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 111095 3D0163DAE1 NO INJ 02/01/96 20:10 AT INT SNOW RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 52451 6BB023DCD1 NO INJ 02/14/96 12:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 46.00 101119 2AA062AGAl EVIDENT INJ 1 03/11/96 11:30 AT INT WET CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 46.00 130762 6BQ166BAD2 NO INJ 04/01/96 20:00 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 170462 2AA062AAAl POSSIBLE INJ 1 04/27/96 02:20 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 242664 680166BAD1 POSSIBLE INJ 1 04/30/96 17:50 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 251642 2AQ162AAA6 POSSIBLE INJ 1 05/08/96 16:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 200883 6BA066BQD2 DISABLING INJ 1 05/14/96 04:00 AT INT WET RAINING DARK -LAMPS ON REAREND SD 1 STP 99 20 46.00 270306 2AA062AAA2 EVIDENT INJ 2 06/30/96 16:05 AT INT NOT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD SM 99 20 46.00 300816 2AO162AAAl EVIDENT INJ 1 07/18/96 11:40 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 362579 2AQ162AAAl POSSIBLE INJ 1 07/20/96 15:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 452683 2AQ162AAAl POSSIBLE INJ 3 09/14/96 14:30 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 99 20 46.00 452681 2AA062AQA1 NO INJ 09/14/96 15:30 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION.FOR.DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE OBJECT STRUCK DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 p SR 99 MP 45.00 TO 46.50 01/01/94 TO 12/31/96 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEG M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 46.00 452684 2AA062AQA1 NO INJ 09/14/96 17:30 AT INT WET RAINING DAYLIGHT REAREND SO 1 STP 99 20 46.00 421201 6BAO66BQD1 NO INJ 10/04/96 11:00 INT REL WET RAINING DAYLIGHT REAREND SO 1 STP 99 20 46.00 442531 2AR022AAA2 NO INJ 10/23/96 01:52 AT INT WET CLEAR/CLOUDY DARK -LAMPS ON SDSWIPE SD BM 99 20 46.00 442574 2AA062AQA1 POSSIBLE INJ 1 10/23/96 13:50 INT REL WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 46.00 551402 2AA123DAA2 EVIDENT INJ 1 12/25/96 10:38 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 46.01 252847 6B0166BAD2 POSSIBLE INJ 1 07/09/94 10:55 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.03 300125 6BA072ACD6 POSSIBLE INJ 1 07/18/96 11:00 DRWY REL WET CLEAR/CLOUDY DAYLIGHT HEADON OD BM 99 20 46.04 131030 6BAO66BOD2 POSSIBLE INJ 1 04/19/94 12:13 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.04 221498 6BAO66BOD2 NO INJ 06/15/95 14:57 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.04 241323 5BAO65BQD2 POSSIBLE INJ 1 06/14/96 21:55 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 99 20 46.06 72595 2AA062APAO EVIDENT INJ 1 03/08/94 02:40 NON INT DRY CLEAR/CLOUDY DARK -LAMPS ON HIT PARKED CAR 99 20 46.07 112705 6BAO66BQD2 POSSIBLE INJ 3 04/08/94 15:00 NON INT DRY RAINING DAYLIGHT REAREND SO 1 STP 99 20 46.08 231783 6BA066BOD2 POSSIBLE INJ 2 06/26/94 15:35 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.08 432031 2ATO76BAD1 NO INJ 10/16/96 09:15 NON INT DRY CLEAR/CLOUDY DAYLIGHT SDSWIPE OD BM 99 20 46.09 13097 30LO21APA7 NO INJ 01/19/94 14:00 DRWY DRY CLEAR/CLOUDY DAYLIGHT HIT PARKED CAR 99 20 46.09 50511 4DLO36BAD1 NO INJ 02/13/.95 16:55 DRWY DRY CLEAR/CLOUDY DUSK DRIVEWY LEAVING 99 20 46.09 322423 2AS128CCA2 NO INJ 08/25/95 23:35 DRWY AT INT DRY CLEAR/CLOUDY DARK -LAMPS ON DRIVEWY LEAVING 99 20 46.09 350963 6BA126BXD1 NO INJ 09/09/95 22:08 DRWY REL DRY CLEAR/CLOUDY DARK -LAMPS ON SDSWIPE SO BM 99 20 46.09 12907 6BA34000DO NO INJ 01/16/96 15:50 DRWY REL WET CLEAR/CLOUDY DAYLIGHT VEH HIT FIX OBJ WOOD SIGN POST 99 20 46.09 261812 6BC132AAA2 POSSIBLE INJ 3 06/28/96 23:05 DRWY DRY CLEAR/CLOUDY DARK -LAMPS ON DRIVEWY ENTERING 99 20 46.11 492673 6BAO66BQD1 POSSIBLE INJ 1 12/08/95 08:30 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.14 372502 6BA066BAD1 POSSIBLE INJ 1 10/03/94 18:25 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO BM 99 20 46.17 161152 6BAO66BQD6 NO INJ 04/20/96 16:15 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.18 301349 2AA062AAAl NO INJ 06/03/96 15:55 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 46.20 221663 4CCO22AAA2 NO INJ 06/17/95 19:30 NON INT WET RAINING DAYLIGHT SDSWIPE SD BM 99 20 46.22 330421 3DCO36BAD1 EVIDENT INJ 1 08/07/96 17:50 DRWY DRY CLEAR/CLOUDY DAYLIGHT DRIVEWY LEAVING 99 20 46.28 101245 7CO1730HB1 NO INJ 03/29/94 14:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT SD ALL OTHER 99 20 46.28 230048 30HO77CQBI NO INJ 06/17/94 08:05 AT INT DRY CLEAR/CLOUDY DAYLIGHT SO ALL OTHER 99 20 46.28 480041 6BA176BXD2 NO INJ 12/06/94 03:30 AT INT NOT REL SNOW CLEAR/CLOUDY DARK -LAMPS ON SO ALL OTHER 99 20 46.28 151105 6BAO32ACD1 NO INJ 04/28/95 17:30 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 99 20 46.28 172689 2AA062AQA1 NO INJ 05/02/96 17:13 NON INT WET CLEAR/CLOUDY DAYLIGHT REAREND SD BM 99 20 46.28 190571 2ABO22ABAl NO INJ 05/07/96 13:45 AT INT WET RAINING DAYLIGHT RT TURN SD 1 STR 99 20 46.28 442577 6BAO66BOD2 EVIDENT INJ 2 10/23/96 11:10 AT INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 46.28 541438 2AA062AQAI NO INJ 10/23/96 11:10 AT INT WET RAINING DAYLIGHT REAREND SD 1 STP 99 20 46.28 552876 2AA0668ZD2 POSSIBLE INJ 1 12/28/96 21:00 AT INT NOT REL ICE SNOW DARK -LAMPS ON OD ALL OTHER 99 20 46.32 13012 6BD126BSD2 POSSIBLE INJ 1 01/20/94 17:45 NON INT DRY FOG DARK -LAMPS ON SO ALL OTHER 99 20 46.34 82761 6BAO66BQD1 NO INJ 03/19/94 13:25 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 99 20 46.36 552881 2AC072AAAl NO INJ 12/31/96 18:40 DRWY WET RAINING DARK -LAMPS ON DRIVEWY ENTERING UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 A O SR 99 MP 45.00 TO 46.50 WSP R ACCIDENT DIAGRAM A REPORT ANALYSIS M ACCIDENT SR SEQ M.P. NUMBER DATA P SEVERITY 99 20 46.40 131963 2AA062AQA1 NO INJ 99 20 46.41 371719 2AA062AAAl NO INJ 99 20 46.42 41698 2AA035BCAI NO INJ 99 20 46.42 130885 2AA062AQA2 ' POSSIBLE INJ 99 20 46.42 211809 2AA076BCAl NO INJ 99 20 46.42 241019 2AA032AQA1 POSSIBLE INJ 99 20 46.42 471271 2AA162AQA1 POSSIBLE INJ 99 20 46.42 371911 6BC132AAAl NO INJ 99 20 46.42 450488 2AA062AGAl NO INJ 99 20 46.42 472093 4DA064DOE1 POSSIBLE INJ 99 20 46.42 510256 2AA062AQA1 NO INJ 99 20 46.42 40486 6BA066BBD1 NO INJ 99 20 46.42 132258 2AA0366CA7 POSSIBLE INJ 99 20 46.42 442766 2AA062AQA1 DISABLING INJ 99 20 46.42 50643 2AA062AQA1 POSSIBLE INJ 99 20 46.42 111318 2AA062AQAI EVIDENT INJ 99 20 46.42 381178 2AA062AAA2 NO INJ 99 20 46.42 440729 70HO73DQB1 NO INJ 99 20 46.42 432722 2AA062AGAl NO INJ 99 20 46.43 40484 4DA064DQE1 POSSIBLE INJ 99 20 46.43 170263 7DA067DOE1 POSSIBLE INJ 99 20 46.43 211592 6AAO66BQE1 POSSIBLE INJ 99 20 46.43 461781 5DA065DOE1 NO INJ 99 20 46.44 351084 2AQ162AAA2 POSSIBLE INJ 99 20 46.44 11028 2AA062AQA1 POSSIBLE INJ 99 20 46.44 292177 2AA062AAAl POSSIBLE INJ 99 20 46.45 222446 2AA062AQA1 NO INJ 99 20 46.46 431168 2AA062AQA1 POSSIBLE INJ 99 20 46.47 80805 2AQ162AAAl POSSIBLE INJ 99 20 46.50 270241 7CQ167CAB1 POSSIBLE INJ 99 20 46.50 352048 2AA162AAA2 NO INJ TOTALS 335 01/01/94 TO 12/31/96 SORTED BY MILEPOST NO. NO. OF OF INTERSECTION ROADWAY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 04/21/94 17:55 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SD 1 STP 09/25/95 16:35 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SD BM 02/12/94 13:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD 1 STR 1 04/14/94 13:32 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 05/03/94 15:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT ENTER AT ANGLE 1 06/28/94 15:35 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 1 07/07/94 14:00 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 08/19/94 18:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD 1 STR 11/14/94 15:15 AT INT NOT REL WET CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 12/03/94 09:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 12/16/94 18:30 NON INT WET RAINING DARK -LAMPS ON REAREND SO BM 02/05/95 17:15 AT INT WET RAINING DARK -LAMPS ON RT TURN SO 1 STR 1 04/14/95 17:05 AT INT DRY CLEAR/CLOUDY DAYLIGHT LT TRN OD 1 STR 4 11/09/95 15:12 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 02/10/96 16:19 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 03/20/96 18:55 AT INT NOT REL DRY .; -CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 09/13/96 17:50 NON INT WET CLEAR/CLOUDY DAYLIGHT REAREND SO BM 10/19/96 09:49 AT INT WET CLEAR/CLOUDY DAYLIGHT SO ALL OTHER 10/20/96 15:40 AT INT NOT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 02/07/95 13:20 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 1 05/08/95 17:45 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 06/09/95 07:23 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 11/01/96 08:05 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 2 09/10/94 13:46 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 1 01/09/96 17:25 NON INT WET CLEAR/CLOUDY DARK -LAMPS ON REAREND SO 1 STP 2 07/16/96 14:28 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO BM 06/14/94 16:00 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 5 10/28/95 16:05 INT REL DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 1 01/31/95 17:25 INT REL WET CLEAR/CLOUDY DUSK REAREND SO 1 STP 2 07/11/94 17:10 AT INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO 1 STP 09/11/95 16:40 NON INT DRY CLEAR/CLOUDY DAYLIGHT REAREND SO BM 274 2 UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE 9 DIAGRAM DATA MILEPOST SORT PREPARED BY WSDOT 14 Dec 99 A SR 99 MP 45.00 TO 46.50 WSP R ACCIDENT DIAGRAM A REPORT ANALYSIS M ACCIDENT SR SEQ M.P. NUMBER DATA P SEVERITY 99 20 45.00 90356 6BC077CBDO NO INJ 99 20 45.00 65790 6BA0668QD2 NO INJ. 99 20 45.01 65795 6B0166BAD2 POSSIBLE INJ 99 20 45.01 77119 3DC036BOD6 NO INJ 99 20 45.05 47832 6BA066BOD1 EVIDENT INJ 99 20 45.05 25784 6BA066BPD7 EVIDENT INJ 99 20 45.06 50734 6BA066BOD1 POSSIBLE INJ 99 20 45.07 92480 2AA062AQA2 POSSIBLE INJ 99 20 45.07 50988 6BW166BAD2 NO INJ 99 20 45.07 53383 2AA062AAA2 NO INJ 99 20 45.07 28607 2AA062AQA1 NO INJ 99 20 45.08 91086 2AA062AAAl NO INJ 99 20 45.08 18291 2AA062AAAl POSSIBLE INJ 99 20 45.10 50890 2AA062AQA1 NO INJ 99 20 45.10 22505 2AA062AQA2 POSSIBLE INJ 99 20 45.10 6420 2AX062AQA2 POSSIBLE INJ 99 20 45.12 15079 6BA066BQD1 POSSIBLE INJ 99 20 45.12 50676 2AA062AQA1 NO INJ 99 20 45.13 58621 2AH133DAD7 NO INJ 99 20 45.14 42860 2AX062AGAl NO INJ 99 20 45.14 18909 8CB172AAAl NO INJ 99 20 45.16 30161 6BC077CQ81 POSSIBLE INJ 99 20 45.16 83904 2AA062AQA2 POSSIBLE INJ 99 20 45.16 43728 2AA123DAA2 NO INJ 99 20 45.16 93858 6BAO38CAD2 POSSIBLE INJ 99 20 45.16 56798 3DA132AAA2 POSSIBLE INJ 99 20 45.16 56806 40A0640OB1 POSSIBLE INJ 99 20 45.16 46775 6BA066BQD2 NO INJ 99 20 45.16 13814 2AA062AQA1 NO INJ 99 20 45.16 77957 2AA717CAA6 FATAL 99 20 45.16 14249 2AA027CCAl POSSIBLE INJ 99 20 45.16 18724 7CB052AAA2 NO INJ 99 20 45.16 18475 6BC132AAA2 POSSIBLE INJ 99 20 45.16 119937 6BA066BOD1 NO INJ 99 20 45.16 9990 4DA34000E1 NO INJ 99 20 45.16 16528 200074DAE1 NO INJ 99 20 45.16 63763 6BC066BQA2 NO INJ 99 20 45.16 63762 8CA068CXD2 POSSIBLE INJ 01/01/97 TO 12/14/99 SORTED BY MILEPOST NO. NO. OF OF INTERSECTION INJS FATLS DATE TIME RELATIONSHIP 01/21/97 10:50 N.A. 01/28/97 07:00 N.A. 01/28/97 06:57 N.A. 11/25/98 15:33 N.A. 08/10/98 12:43 N.A. 03/27/99 01:00 N.A. 08/10/98 12:43 N.A. 09/22/97 15:55 N.A. 10/26/97 21:30 N.A. 12/10/97 18:00 N.A. 06/12/98 15:05 N.A. 11/25/97 17:14 N.A. 02/22/98 15:10 N.A. 11/15/97 13:45 N.A. 02/03/98 18:54 N.A. 04/20/98 13:30 N.A. 01/06/98 16:15 N.A. 08/03/98 13:50 N.A. 09/26/97 15:35 N.A. 07/25/98 12:25 N.A. 03/09/99 11:44 N.A. 05/03/97 09:15 N.A. 06/17/97 00:05 N.A. 06/20/97 22:10 N.A. 09/18/97 00:55 N.A. 10/03/97 22:46 N.A. 10/04/97 14:32 N.A. 11/24/97 11:45 N.A. 03/12/98 14:55 N.A. 03/13/98 13:45 N.A. 03/14/98 09:30 N.A. 05/06/98 11:54 N.A. 05/10/98 00:25 N.A. 05/21/98 12:15 N.A. 05/31/98 07:15 N.A. 06/17/98 20:30 N.A. 10/08/98 19:20 N.A. 10/09/98 11:50 N.A. ROADWAY SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V2 REARENDS V1 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V2 REARENDS V1 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. VEHICLE HITS PED N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. N.A. N.A. N.A. V1 SS RIGHT SIDE V2 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. VEH HITS OTHER OBJ N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL_IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE 1 DIAGRAM DATA MILEPOST SORT PARTIAL RECORD FORMAT PREPARED BY WSDOT 14 Dec 99 A N SR 99 MP 45.00 TO 46.50 01/01/97 TO 12/14/99 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEQ M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 45.16 63756 6BC128CAA2 POSSIBLE INJ 10/10/98 13:20 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.16 64549 6BC132AAAl POSSIBLE INJ 10/14/98 11:00 N.A.. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.16 75369 2AB034DAAl NO INJ 11/21/98 19:09 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.16 80275 6BA066BAD2 POSSIBLE INJ 12/04/98 07:05 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.16 24746 6BA066BAD6 NO INJ 03/26/99 13:21 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.17 90092 3DL036BAD1 NO INJ 08/10/97 09:10 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.19 52757 6BA066BQD2 NO INJ 12/19/97 07:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.22 87605 2AR022AAA2 NO INJ 07/31/97 19:00 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.22 47501 8CC122AAA2 NO INJ 12/22/97 18:00 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.22 42880 7CC032AAA2 NO INJ 07/23/98 10:20 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.23 67142 4DC036BAD6 POSSIBLE INJ 02/22/97 16:15 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.23 18823 6BS023DCD6 NO INJ 05/11/98 17:19 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.23 42615 6BB7320ADO POSSIBLE INJ 07/02/98 17:25 N.A. N.A. N.A. N.A. VEHICLE HITS CYCLIST N.A. 99 20 45.23 64550 6BA024DBD6 NO INJ 10/09/98 14:55 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.23 73820 8DA036BAD1 NO INJ 11/10/98 12:10 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.27 45589 4DC176BAD6 NO INJ 08/03/98 14:10 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 99 20 45.27 66679 6BC132AAAl POSSIBLE INJ 09/29/98 16:27 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.31 90359 8CC126BAD2 EVIDENT INJ 01/31/97 15:30 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.35 36668 4DC064DQD6 NO INJ 06/06/98 09:05 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.42 63764 6BA066BXD1 POSSIBLE INJ 10/05/98 10:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.43 117195 2ACO26BAD2 NO INJ 01/05/97 18:00 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.43 123360 3DF123DBEl NO INJ 06/10/97 15:30 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.43 91959 3CCO22AAA2 NO INJ 07/10/97 11:55 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.43 4093 2AC136BAD1 NO INJ 04/08/98 15:50 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.43 51992 4DCO22AAAl NO INJ 08/28/98 15:10 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.43 55581 4DA1268DD1 NO INJ 09/03/98 13:50 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.43 70699 4CCO22AAA2 EVIDENT INJ 11/03/98 13:42 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.43 77095 4DA136BAD1 NO INJ 11/24/98 12:00 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.43 77041 3DA132AAA2 POSSIBLE INJ 11/25/98 19:50 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.43 24 7CC032AAA2 NO INJ 01/02/99 03:05 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.43 1051 4DA036BAD2 POSSIBLE INJ 01/08/99 12:50 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.43 3889 3DA132AAAl EVIDENT INJ 01/17/99 00:12 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.43 19289 2AX022AAAl NO INJ 03/07/99 13:10 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.43 23950 8CA136BXD1 NO INJ 03/23/99 12:20 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.45 75370 6BB136BAD1 NO INJ 11/19/98 18:06 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.47 13375 2AX062AAAl NO INJ 02/19/99 14:25 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.49 65805 2AA032AAA2 NO INJ 01/31/97 20:00 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.56 7340 2AA122ABA7 POSSIBLE INJ 02/14/98 13:35 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PARTIAL RECORD FORMAT PREPARED BY WSDOT 14 Dec 99 A GJ SR 99 MP 45.00 TO 46.50 01/01/97 TO 12/14/99 SORTED BY MILEPOST WSP R ACCIDENT DIAGRAM A NO. NO. REPORT ANALYSIS M ACCIDENT OF OF INTERSECTION ROADWAY SR SEQ M.P. NUMBER DATA P SEVERITY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 45.56 26 2AA062AQA1 POSSIBLE INJ 01/02/99 15:28 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.56 20615 2AA078CCA6 POSSIBLE INJ 03/14/99 15:38 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 99 20 45.59 11386 7CC171AAA2 NO INJ 02/13/99 11:39 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 99 20 45.63 79134 8CC172AAA3 POSSIBLE INJ 05/20/97 06:31 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 99 20 45.63 106355 2AA062AQA1 POSSIBLE INJ 12/26/97 15:55 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.65 77862 2AA713DAA7 POSSIBLE INJ 12/01/98 13:30 N.A. N.A. N.A. N.A. VEHICLE HITS PED N.A. 99 20 45.66 22993 2AA062AQA1 POSSIBLE INJ 02/11/98 17:14 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.66 90955 2AA062AQA2 EVIDENT INJ 12/29/98 17:48 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.67 9752 2AA122ABA7 NO INJ 02/04/99 08:15 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 45.68 96070 2AA062AQA1 POSSIBLE INJ 09/29/97 18:10 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.70 57290 6BRO26BAD1 NO INJ 12/26/97 07:40 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.70 20045 2AA062AQA2 POSSIBLE INJ 05/27/98 19:05 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 63380 6BQ166BAD1 NO INJ 01/01/97 23:20 N.A. N.A. N.A. N.A. V2 REARENDS V1 N.A. 99 20 45.72 120130 3DZ063DQE1 POSSIBLE INJ 02/14/97 23:50 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 66323 2AA062AAAl NO INJ 02/18/97 15:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 83257 6BB136BBD1 NO INJ 06/10/97 09:00 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.72 55430 8CA032AAA2 POSSIBLE INJ 09/27/97 11:35 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.72 57051 5BA065BQD2 POSSIBLE INJ 10/05/97 20:18 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 56809 6BX713DAD2 NO INJ 10/06/97 20:25 N.A. N.A. N.A. N.A. VEHICLE HITS PED N.A. 99 20 45.72 61008 6BA037CAD1 DISABLING NJ ^/ (� 10/18/97 22:30 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.72 14171 2AA062AQA2 NO INJ L 01/10/98 14:15 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 27637 2AA062AAA3 POSSIBLE INJ-(_ / 03/05/98 17:07 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 13322 6BA066BAD2 EVIDENT INJ 03/17/98 06:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 30771 1AA061AQA1 NO INJ 04/03/98 18:15 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 16543 2AA032ABA7 NO INJ 06/19/98 13:15 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.72 42803 6BA066BAD2 NO INJ 07/23/98 09:05 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 45137 1AA061AAAl NO INJ 07/30/98 15:29 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 44689 6BA066BOD2 EVIDENT INJ 07/31/98 21:25 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 50294 6BF036BAD1 NO INJ 08/12/98 23:35 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. 99 20 45.72 57173 2AA062AQA1 POSSIBLE INJ 08/23/98 14:39 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.72 11262 7CZ34000DO NO INJ 02/15/99 10:55 N.A. N.A. N.A. N.A. VEH HITS OTHER OBJ N.A. 99 20 45.77 20616 2AA022ACA6 NO INJ 03/10/99 13:50 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.73 61010 6BB026BBD1 NO INJ 10/31/97 22:48 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.75 95393 2AF076BCA7 EVIDENT INJ 04/18/97 15:30 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 99 20 45.78 11894 2AC136BAD1 POSSIBLE INJ 02/23/98 17:55 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 45.81 51182 6BA0268SD6 NO INJ 10/22/97 13:25 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 45.83 64086 6BA066BOD2 NO INJ 11/09/97 14:40 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.86 16343 6BA032ACD7 EVIDENT INJ 04/02/97 12:15 N.A. N.A. N.A. N.A. V1 HITS RIGHT SIDE V2 N.A. UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PARTIAL RECORD FORMAT PREPARED BY WSDOT 14 Dec 99 -A SR 99 MP'45.00 TO 46.50 WSP R ACCIDENT DIAGRAM A REPORT ANALYSIS M ACCIDENT SR SEQ M.P. NUMBER DATA P SEVERITY 01/01/97 TO 12/14/99 SORTED BY MILEPOST NO. NO. OF OF INTERSECTION ROADWAY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 99 20 45.91 93388 2AA072ABA7 NO INJ 04/18/97 19:00 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 99 20 45.92 80484 2AA062AQA1 NO INJ 12/04/97 15:28 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.92 5354 2AA062AAA2 POSSIBLE INJ 01/26/99 11:43 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.93 83179 2AAO62AQA2 EVIDENT INJ 06/10/97 10:10 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.94 119574 6BAO66BQD3 NO INJ 02/28/98 13:32 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.95 80483 6BAO66BQD2 NO INJ 12/04/97 14:30 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.95 58549 6BA066BQD2 NO INJ 09/23/98 13:04 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.95 80452 2AA062AQA1 EVIDENT INJ 11/04/98 16:41 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 45.96 19660 2AA062AQA1 POSSIBLE INJ 03/10/99 18:35 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 120208 2AA062AQA2 POSSIBLE INJ 02/11/97 19:40 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 75033 7CA136BAD1 POSSIBLE INJ 03/30/97 19:27 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 46.00 74611 2AA062AQA3 POSSIBLE INJ 04/23/97 11:20 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 132340 6DC176DCD6 POSSIBLE INJ 05/05/97 17:30 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 99 20 46.00 87476 6BA066BQD2 POSSIBLE INJ 07/17/97 00:12 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 90161 3DA023DCA2 NO INJ 08/09/97 10:05 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 46.00 94243 6BAO66BQD6 DISABLING INJ 09/30/97 18:05 N.A. s N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 15071 6BB713DAD1 EVIDENT INJ 01/07/98 08:10 N.A. N.A. N.A. N.A. VEHICLE HITS PED N.A. 99 20 46.00 10430 6BAO66BQD2 NO INJ 01/20/98 16:54 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 1104 4DCO24DCA2 NO INJ 02/23/98 14:05 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A.. 99 20 46.00 16973 6BAO23DCD2 POSSIBLE INJ 04/10/98 06:53 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 46.00 15223 2AA062AQA1 NO INJ 06/15/98 14:40 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 51382 6BAO66BQD2 EVIDENT INJ 08/25/98 15:25 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 51383 4DCO24DCAl NO INJ 08/26/98 10:30 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 99 20 46.00 57608 6BA066BAD2 NO INJ 09/12/98 14:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 113343 6BS066BQD3 NO INJ 10/05/98 16:50 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 71118 2AQ162AAAl POSSIBLE INJ 11/06/98 13:30 N.A. N.A. N.A. N.A. V2 REARENDS V1 N.A. 99 20 46.00 73112 6BA066BOD2 NO INJ 11/14/98 11:35 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.00 3430 7CA075BBD1 NO INJ 01/11/99 19:20 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A.- 99 20 46.04 90685 6BA066BQD1 POSSIBLE INJ 02/10/97 07:15 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.06 11470 6BA066BQD2 POSSIBLE INJ 03/04/98 08:50 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.08 15069 2AA062AQA2 NO INJ 01/08/98 17:20 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 99 20 46.09 63368 2AF076BCA7 NO INJ 01/16/97 08:03 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 99 20 46.09 82457 6BC132AAAl EVIDENT INJ 06/09/97 21:15 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 46.11 46356 6BD126BXD6 DISABLING INJ 08/06/98 19:34 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 46.13 9350 8CS0770PAO POSSIBLE INJ 05/21/98 10:22 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 99 20 46.28 28210 6BW132AAA2 NO INJ 04/26/97 21:24 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 99 20 46.28 73681 6BS126BAD2 NO INJ 04/27/97 13:00 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. 99 20 46.28 14176 7CC122AXA2 POSSIBLE INJ 02/07/98 15:20 N.A. N.A. N.A. N.A. V2 HITS LEFT SIDE V1 N.A. UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE DIAGRAM DATA MILEPOST SORT PARTIAL RECORD FORMAT PREPARED BY WSDOT 14 Dec 99 A Ln WSP R ACCIDENT DIAGRAM A REPORT ANALYSIS M ACCIDENT SR SEa M.P. NUMBER DATA P SEVERITY 99 20 46.28 14189 7CC136BCAl NO INJ 99 20 46.28 45132 8CC736EAD7 POSSIBLE INJ 99 20 46.28 60119 2AH076BQD6 NO INJ 99 20 46.28 13367 7CCO26BCA2 NO INJ 99 20 46.28 18127 6BC172AXAl POSSIBLE INJ 99 20 46.31 92232 2AR067CBAl NO INJ 99 20 46.39 26050 2AA062AAAl NO INJ 99 20 46.39 7969 2AA062ADA2 NO INJ 99 20 46.42 120560 2AA062AGAl POSSIBLE INJ 99 20 46.42 115469 2AA062AOA1 NO INJ 99 20 46.42 89595 6BA736BAD1 EVIDENT INJ 99 20 46.42 96075 6BC132AAA2 NO INJ 99 20 46.42 53274 2ACO26BAD2 NO INJ 99 20 46.42 28910 2AA062ADA1 EVIDENT INJ 99 20 46.42 88678 2AC176BAD2 NO INJ 99 20 46.42 12554 2AA062AGAl NO INJ 99 20 46.43 89224 2AA062AOA1 NO INJ 99 20 46.43 76558 3DA063DOE1 EVIDENT INJ 99 20 46.47 89461 6BA166BAD1 NO INJ 99 20 46.47 600 2AA062ADA1 NO INJ 99 20 46.47 8424 2AC136BAD1 POSSIBLE INJ 99 20 46.50 5351 2AA062AQA1 NO INJ TOTALS 174 SR 99 MP 45.00 TO 46.50 01/01/97 TO 12/14/99 SORTED BY MILEPOST NO. NO. OF OF INTERSECTION ROADWAY INJS FATLS DATE TIME RELATIONSHIP SURFACE WEATHER LIGHT COLLISION TYPE OBJECT STRUCK 03/24/98 15:12 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 08/03/98 20:15 N.A. N.A. N.A. N.A. VEHICLE HITS CYCLIST N.A. 09/24/98 12:25 N.A. N.A. N.A. N.A. V1 HITS FRONTEND V2 N.A. 02/22/99 12:13 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 03/03/99 16:40 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 07/11/97 15:10 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 01/20/98 16:30 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 02/05/99 17:50 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 03/01/97 14:00 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 04/05/97 14:25 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 07/17/97 15:23 N.A. N.A. N.A. N.A. VEHICLE HITS CYCLIST N.A. 09/27/97 20:35 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 12/12/97 05:30 N.A. N.A. N.A. N.A. V1 HITS LEFT SIDE V2 N.A. 06/20/98 15:57 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 12/28/98 19:16 N.A. N.A. N.A. N.A. V2 HITS FRONTEND V1 N.A. 02/15/99 12:50 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 07/17/97 16:30 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 10/19/98 13:26 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 12/29/98 12:50 N.A. N.A. N.A. N.A. V2 REARENDS V1 N.A. 01/03/99 15:30 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. 02/06/99 11:55 N.A. N.A. N.A. N.A. V2 HITS RIGHT SIDE V1 N.A. 01/25/99 12:35 N.A. N.A. N.A. N.A. V1 REARENDS V2 N.A. UNDER 23 UNITED STATES CODE - SECTION 409, THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR THE STATE OF WASHINGTON. PAGE 5 DIAGRAM DATA MILEPOST SORT PARTIAL RECORD FORMAT PREPARED BY WSDOT 14 Dec 99 A CD I TRAFFICOUNT St Code EDMONDS, WA. PAGE: 1 STATE ROUTE 99 FILE: TP3429SP S.W. 212TH STREET : Movements by: PRIMARY DATE: 12/08/99 ------------------------ �Time .... From East ----------------- .... .... From ------------------------------------ South .... .... From West .... .... From North .... Vehicle TRUCK iB n TRUCK RT THRU LT TRUCK RT THRU LT TRUCK RT THRU LT TRUCK RT THRU LT Total Total - - 0 PM ----------------------------------------------------------------------------------------------------------------------- 1 11 59 32 8 25 234 18 6 18 74 31 6 27 185 12 726 21 4:15 3 13 71 36 6 13 248 30 5 21 80 34 7 22 207 15 790 21 1 14 75 28 7 9 233 28 3 15 79 30 8 17 220 23 771 19 10 5 1 7 78 18 11 23 227 18 8 19 70 37 7 17 206 8 728 27 IHR TOTAL 6 45 283 114 32 70 942 94 22 73 303 132 28 83 818 58 3015 88 0 PM 2 15 65 18 5 20 243 19 6 22 79 26 6 19 197 20 743 19 5 8 16 71 24 7 22 237 14 1 13 78 34 5 25 206 11 751 21 5:30 1 10 71 24 5 18 258 15 2 10 89 27 2 19 200 12 753 10 j j5 1 9 57 20 3 23 262 29 6 12 72 26 4 17 182 12 721 14HOTAL 12 50 264 86 20 83 1000 77 15 57 318 113 17 80 785 55 2968 64 -1------------------------------------------------------------------------------------------------------------------------------- D TOTAL 18 95 547 200 52 153 1942 171 37 130 621 245 45 163 1603 113 5983 152 PEAR PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR .........:'. VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR TRUCK Right Thru Left Total TRUCK Right Thru Left ' ----------------------------------------------------------------------------------------------- East South 4:00 PM 5:00 PM 0.92 0.92 6 45 20 83 283 1000 114 77 442 1160 - 10 7 64 86 26 7 West 4:15 PM 0.95 22 77 308 127 512 15 60 25 North 4:15 PM 0.93 28 75 830 66 971 - 8 85 7 ' Entire Intersection ' East South 4:15 PM 0.91 0.95 7 49 29 65 289 951 100 95 438 1111 _ 11 6 66 86 23 9 West 0.95 22 77 308 127 512 - 15 60 25 North 0.93 28 75 830 66 971 8 85 7 1 1 47 TRAFFICOUNT Sl Code:: EDMONDS, WA. PAGE: 1 STATE ROUTE 99 FILE: TP34298P S.W. 212TH STREET Movements by: PRIMARY DATE: 12/08/99 - ------------------------------------------------------------------------------------------------------------------------------ PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK BR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR TRUCK Right Thru Left Total TRUCK Right Thru Left ' East------'4:00 PM 0.92 6 45 283 114 442 - 10 64 - 26-- South 5:00 PM 0.92 20 83 1000 77 1160 - 7 86 7 West 4:15 PM 0.95 22 77 308 127 512 - 15 60 25 ' North 4:15 PM 0.93 28 75 830 66 971 - 8 85 7 Entire Intersection ' Bast 4:15 PM 0.91 7 49 289 100 438 - 11 66 23 South 0.95 29 65 951 95 1111 - 6 86 9 West 0.95 22 77 308 127 512 - 15 60 25 ' North 0.93 28 75 830 66 971 - 8 85 7 ' S.W. 212TH STREET . E ::: s: s: N+S W [TRUCK] 7 49 289 100 ....._.. 29 [TRUCK] 438 J 65 ', ...1127.._... ............................... STATE ROUTE 99 1111 951 ' 66 95 ' 830 971 STATE ROUTE 99 75 51 2 ' [TRUCK] 28 z 127 308 77 22 [TRUCK] 4 5-9 r: t .. :i:::S:.:W:::::212TH STREET 48 TRAFFICOUNT Code EDMONDS, WA. PAGE: 1 �S 72ND AVENUE S.W. FILE: TP3429GP S.W. 212TH STREET Movements by: PRIMARY DATE: 12/08/99 ------------------------- T .... From South ---------------------------------------------------------------------------------------- .... .... From West .... .... From North .... .... From East .... Vehicle TRUCK Bin TRUCK RT THRll LT TRUCK RT THRU LT TRUCK RT TERU LT TRUCK RT TNRU LT Total Total 0 PM 4 15 21 11 3 14 101 7 1 4 11 9 3 11 88 12 304 11 4:15 4 25 24 18 5 12 90 6 0 1 11 6 3 7 95 14 309 12 0 3 20 15 13 1 15 93 3 0 2 13 7 0 13 82 12 288 4 5 4 23 15 12 4 12 94 5 2 5 4 7 1 8 92 10 287 11 BR TOTAL 15 83 75 54 13 53 378 21 3 12 39 29 7 39 357 48 1188 38 0 PM 2 10 23 17 3 13 106 1 0 2 7 10 0 10 81 15 295 5 5 3 28 16 17 1 15 94 6 1 4 14 9 3 4 105 8 320 8 5:30 2 26 26 27 4 8 78 3 1 0 8 6 0 16 83 7 288 7 2 14 27 16 4 13 99 1 0 1 9 3 1 11 94 7 295 7 HOTAL �f5 9 78 92 77 12 49 377 11 2 7 38 28 4 41 363 37 1198 21 -1------------------------------------------------------------------------------------------------------------------------------ DAY TOTAL 24 161 167 131 25 102 755 32 5 19 77 57 11 80 720 85 2386 65 1 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM 1 DIRECTION FROM START PEAK HOUR PEAK ER FACTOR ........... TRUCK Right VOLUMES Thru ........... Left Total ...... PERCENTS ....... TRUCK Right Thru Left 1 ----------------------------------------------------------------------------------------------- South West 5:00 PM 4:30 PM 0.78 0.95 9 9 78 55 92 387 77 15 247 457 - 32 37 - 12 85 31 3 North 4:30 PM 0.78 3 13 38 33 84 15 45 39 East 4:00 PM 0.96 7 39 357 48 444 - 9 80 11 1 Entire Intersection 1 South West 5:00 PM 0.78 0.91 9 12 78 49 92 377 77 11 247 437 - 32 11 37 86 31 3 North 0.68 2 7 38 28 13 10 52 38 East 0.94 4 41 363 37 441 - 9 82 8 1 49 ` TRAFFICOUNT Sl Code EDMONDS, NA. PAGE: 1 STATE ROUTE 99 FILE: TP3429SP S.W. 212TH STREET Movements by: PRIMARY DATE: 12/08/99 - -------------------------------------------------------------- ---------------------------------------------------------------- PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR TRUCK Right Thru Left Total TRUCK Right Thru Left East 4:00 PM 0.92 6 45 283 114 442 10 64 26 South 5:00 PM 0.92 20 83 1000 77 1160 - 7 86 7 Nest 4:15 PM 0.95 22 71 311 121 112 - 15 60 25 ' North 4:15 PM 0.93 28 75 830 66 971 - 8 85 7 Entire Intersection ' East 4:15 PM 0.91 7 49 289 100 438 - 11 66 23 South 0.95 29 65 951 95 1111 - 6 86 9 Nest 0.95 22 77 308 127 512 - 15 60 25 ' North 0.93 28 75 830 66 971 - 8 85 7 S.W. 212TH STREET = E ' N—{—S W 439 '<ss [TRUCK) 7 49 289 100 29 (TRUCK] 438 65 STATE ROUTE 99 1111 951 ' 66 L 95 ' 830 971 STATE ROUTE 99 1007<.. 75 512 ' [TRUCK) 28 %?r `''`>''.`s'; 127 308 77 22 [TRUCK] 459 '•r% S •W J212TH STREET 50 09/05/2000 08:13 5032409553 STORMWATER MGMT INC PAGE 01/02 V 2035 NE ColumDle Blvd. Portland OR, 97211 LA /� LMWATER O 503.240.3393 O 503.240.9353 © stormweterm9t.com ANAOEMENT TO: Don Fiene,PE COMPANY: City of Edmonds FROM: Matt Griffin, EIT PAGES: 2 FAX #: (425)771-0221 RE: Magic Toyota PHONE #: DATE: September 5, 2000 TIME: 8:03 .AM COMMENTS: Don, Attached is the sizing and performance estimate for the Magic Toyota project in Edmonds. If you have any further questions please contact either Michael Macnoskey or myself. Thank you. Matt Griffin Stormwater Management, Inc. (503)240-3393 www.stormwatermgt.com Irattg@stormwatermgt.com 09/05/2000 08:13 5032409553 STORMWATER MGMT I PAGE 02/ 02/ Magic Toyota StornmGate Separator Sizing & Performance Estimate Edmonds, WA . Information provided by engineer: aIN Design Water Quality Flow of 0.24 cfs (6-month storm) Water Quality Volume of 3158 R3 100 Year Developed WQ Flow = 0.90 cfs Assam tions:�, Minimum Hydraulic Residence Time = 6 minutes 6' Diameter Water Quality Manhole Conclusions: Total Settling Volume Required = 86.4 ft3 (646 gal.) Total WQ Manhole Depth = 5' 1/4" below low flow inlet/outlet pipe invert Includes: 212 gallon oil capacity 212 gallon sediment capacity 646 gallon WQ storage, 6 minute minimum residence time Total storage volume = 1070 gallons 9.93 minutes of residence time given total storage volume Sizing and cost estimates: To accommodate the water quality flow and provide the needed settling/residence time, Stormwater Management, Inc. recommends the above design. The unit is sized to meet the minimurn residence time while providing additional storage for free-floating oils and sediment. The WQ manhole will provide a minimum of 6 minutes of hydraulic residence time along with sufficient oil and sediment storage capacity. The WQ unit is off-line from the storm system, eliminating high flows from entering and creating washout and resuspension of pollutants. The center baffle in the WQ manhole eliminates short-circuiting and provides a sufficient flow path to ensure adequate settling. The residence time is comparable to similar devices, which often do not consider the oil & sediment storage volumes. Thus, this unit will provide equal, if not superior, performance in comparison to similar hydrodynamic WQ devices. Also included is a 48"diameter high flow bypass manhole equipped with an adjustable overflow weir to ensure proper flow control into the device. Design may be made to suit the project needs. Please contact the engineering J Y staff here at Stormwater Management, Inc. for support. 2035 NE Columbia Boulevard Portland. Oregon 97211 ll 9 503.240.3393 800.548.4667 0 503.240,9553 C) stormwatermgt.com 09/08/2000 09:19 5032409553 STORMWATER MGMT INC PAGE 01 C Y }41 FAX 2035 NE Columbla Blvd. Portland OR. 97211 ' /� S�-ORMwATER MANAG£MFNT Q 503.240.3393 � 503.240.9433 Q stormwetermpt.com RECEtW'Et) TO: Don Fiene,PE FROM: Matt Griffin, EIT SEP B -"M COMPANY: City of. Edmonds PAGES: 4 FAX # (425)771-0221 RE: Magic Toyota PHONE is: DATE: September 8, 2000 TIME: 9:13 AM COMMENTS: Don, Attached is the detail drawing of the StormGate Seperator. Please contact Michael Macnoskey or myself with any questions. Matt Griffin Stormwater Management, Inc. (503)240-3393 www.stormwatermgt.com mattg@stormwatermgt.com CONE OR FLAIL TLTP OPI70N.1 ADAMPaLE WEIR . .4 > >i SEE +' r INLET PIPE \ IL a. YIN. LOW FLOW INLET/ ; OUTLET PIPES i ,h BYPASS l41l1NOLE H2 l -IVYr Hl WATER QIALRY MAMIOLE SEE HUM 4 BASIC OPERATIONS MAINTENANCE GUIDELINES ILE STr LIA)f10t.E SLIPS BY LlJiE A) 1O e"m "wL L117m"" OUAMES 14wwri0N Of cow"dE Rs AMC N3FOIAI. Or 30wo ' OR I}) IRSPIMI TIVMd DOMM M N TC VdW Or A 5 NUA ITMRW 4M OaFIMIL //-MAI / ENGkEER APPROVED NMID FM.LM ALL TOM. SAOC„ a FMObL. SNFM OLMELMM GENERAL NOTES: 13 PRE-Q%M OMKRM MWOZ 0M&YR rED M ACCMMUdX vfM AffM 047a . L) PRE *= 0MIORM MUMS WY BE WUBdlMM FOR WAMU% MY M E OONSTRIX" iM AOmMMOAX ETN ASM CM7. 5.) anO LE =AM= TO HE g7 Irt DUaee FAQ OF BALL FUN00, CR IMMaM dal APYAMM ,L) TOP OF RNRU WLL TO BE e' ABCIAE RK 00" OF ROM 91ER MC J"AMALE WM AT 11E Tw OP WOMLA. Or6i1OE OeCWA6L L) MAMMOIE L1O OMWX&saTaaa V" NARY. 4) h4404 MW A Riff "OILY. TSO Cwn= Am Mk� - 7w Or BAFRE le4L 7.) PRlflkSiOt S RMPQI FDA PRDOUQM VAbWM N A= mwm WPM 1— QIY OR CAW" SPCFWATMM6 aJ 042wo TO SHIM PLANS AM COMPLA m Sl m"TE WA 10 STMAIMM I110L163am 1OR 7 m"" mmM 4F THE STORMGATE SEPARATOe SIZING TABLE STORAGE OIL WO►b+N"OLE Hi LOW H2 K3 W CAPACITY (US Ga).) CAPACITY (US Cal.) DWdETER (Feet) DEPTH (b hes) PPE r=21 LENGTH I (Inches) LENGTH (k t.) WOO (imt.) sO70 212 6 60.75 8 1 12.0 1 12.0 1 8 t v3 THE STORMGATE SEPARATOW - SECTION VIEW A -A SCNM Y.T-S tTfPATS FLAW KAL ofanCE PLATE HYDROLOGY DATA i CIUTIET PIPE LOW FWN FROM RIDRolO6D Iln TYPE OOffI1O91f14C A1b71 TREAIMW C FACTOR OR d sET F'REY'faSr WEIRTMat1 WITH j Lqbbl 2" t 2. ANGLE AND GRDLIT IN J �- \ NTEMSM h PL►GE BOTH SIDES ALL IRDUND \ /1( F97, I PERM cF Fsu nw BYi*m ROM ee. TOP UNIT IDY nar as 1 + Standard Coal Iron Frame and Covers are orarlable In o 1 1 3' Suburban and 7' Standard. kLET PIPE\ LDW F LOW OW TREAT" THE STORwGATE SEPARATOR'— PLAN VIEW 1 SCYLE N.TS i SEAT WEIR WRH SILICOr•E SEALANT aTL LEI e.1.V C..IA. .n+rv-,.IM IES 00 NOT EXCEED 5.0 FT-IM TOIRLOM THE STORMGATE" WEIR DETAIL 2 SC/lE Ml.S Ygt o.rSea! M Top Sabo come orr gel. TYrfh two opwrigs oftw m me eE: KEYL.00K JOINT SPECIFICATIONS THE STORYGATE" DATA PART 1 SAawnTA15 a. S6mu Sala.:` so 0. p— RIY .15— b F..l.d marbr TI SvOtSVu or TT SOQ%wc ar rsdl.f app. Pr ...h. a...& nA by b.1. CLd.-- ear Off. C. Omub SGd b..a.- 1'ta oral awaq M. ngi.wf of [Rep. ar P'AA'T 2 PRODUCTS OUYaara CRO-CMIL S�e�. rtaYl..L w.a aaa 1wbS h a.oado►p jh AM C^100 .M !aw nYioeMn OartEx.Mw atn.Qfl d LfOD PL L4 tffiA,Ola7fi4 0-4 hm nd .S.M "w MMM4 . A A/ m. Ya�dd.d S�.m—A. W..alw..r.t 20A HE e. SUl -S— Sh* b. det I /xh pd.h,.rr. or 4% toe nM ..d. 25X rt.dwd. hf Xd nmbr OblrrWl ii/S. PrttrM O! P/H1: L-AO-d46-fld7. +e eds 8. WA- f.d1 b. aaa.blelad d Mbf Sbxm.aM Y.eprnel- ..b4ei i M e.glnad b �.0" 0 -010 lo.bld G R. Sb-,Q bP .dr. Sh.Y b. a.rnb..d.d a PI •y P@. pib" and E 8-1 r* Ma b. 3/4 k h n,%- -& tM r a..&-A- e.k - &..L .P.~ U tl. P )Kh. Oo.rd bd..4td r.P05"Ma.a a San i-M.bw " W.Wkd a. -9,A-L PART J 0=110" L arM.a. Pb.. SSW tr a V d-t.2 d rtiC and **Ad.L r S1a• Ceti ltre Sent b. .a t—b d d PC sb 4*n s'WW X1 FRIONW 00140MYE W NDLE .e d1 a,d d.rnl,vr. mrdb. A' Curb br =b p nd W Y.. id wd *Ab4 pl.Amh 0% ttwbr d U C.Ceotrr b r.4 ir"w .ala. 2.2 PRE-W61 CONCRETE OOY'OMMM a, 3.60 PfC fMXp MW b. u-d ae M FW I.YM QW -,Rd A- A P1,1."d CWAm-a Sw b. pI IdM m d§ b UTL >s 1tOS M p.'!d m rWs .1.11 a...t fn yelitl akrwflvr. b nr and .edvd I aft y*As �1 .Floa.p a.eUi Sa�M I .M Is xrlad Fb JoFI r..n batl..A1� �I 1 tt EL J ht S-W& 56M b. Ca.id CS-101 er 7)4...f a-% , IIJ CLEVAP R.n....1 — rnatwA.i.. 2.3 OONIIaC= PAOI® 0069 UTS Ied.q M,. e9. w a d.a.� a.npirb a.e.femr, gpor Fa.�.m. q jd A CAr 4. (far --.d.net a....d 4 I••-md .p.df..e..� ab—): Sbi Pfc and fMJa. fRbr aarvlOrssY dl t fry d ary 47f.Is ntmi. b. SOD pd 28 arj at.raB� 514 b h round m t 4 In.! W" mod wan frd.fap ea.a.fa ad ..ra nab l 11...d at@b go m d frdlkl mKiy &A PVC PIPM y00 be ArkW I, mmrd— v1. AaM 02"C 09/08/2000 09:19 5032409553 STORMWATER MGMT INC PAGE 03 ADJUSTAI INLET PIPE BYPASS MANHOLE WATER QUALITY MANHOLE TE SEPARATOe - SECTION VIEW SCALE: N.T.S BYPASS FLOW OUTLET PIPE SET PRECAST WEIR WALL WITH 2" x 2" ANGLE AND GROUT IN PLACE BOTH SIDES ALL AROUND i SCALE: N.T S PRECAST ..„11 DO NOT EJ rr% 5.0 FT—LBS TOURQUE THE STORMGATE'° WEIR DETAIL 2 SCALE: N.T.S NAL ORIFICE PLATE LOW FLAW FROM TREATMENT t + � t INLET PIPE\ LOW FLOW TO_— t TREATMENT MCATE SEPARATOR'- PLAN VIEW SEAL WEIR WITH SILICONE SEALANT SFAIANT AFTER FINAI AD.It)STLAFNT IES cfr NnTE 4. BASIC MANHOLE STEPS BY LANE A.) INS NS INTERNATIONAL OR B.) I ENGINEER APPROVED NOTE` GENEF BAFFLE WALL 1.) PR 2.) PR THE 1) FLE 4,) TOF TIM a.) MA B.) WH 7.) PR B.) ENr THE STOR STORAGE C CAPACITY CAP, (US Gal.) (US 1070 2 HY HYDROLOGIC MODE CONTRIBUTING ARE C FACTOR OR CN INTENSITY r PERIOD 0 LRFETUjRR1 FLOW ne TOP UNIT OW cte Standard Cast Iron FFame and Covers are available in a 3' Suburban and 7' Standard. Flat Top Slabs come With two openings offset to one side. SPECIFICATIONS PART I SUBMITTALS Promoter to eubmlt shop drawing to Contractor PART 2 PRODUCTS 2.1 COMPONENTS A. All components are provided by Stormwater 1 Columbia Blvd.. Portland, OR 97211; 1—BOD-54 B. Weirs: Shall be constructed of PVC by Storm C. The StorinGotP weir. Shall be constructed of stainless steel. D. Steel reinforced polypropylene steps ore Install E. Ortflce Plate: Shall be constructed of PVC or F. Slide Oote valve: Shall be conatmated of PVC shaft and aluminum handle. 2.2 PRE —CAST CONCRETE COMPONENTS A. Precast Concrete: Shall be provided acoordlnt B. Joint Sealant Stall be Conceal CS-101 or E 2.3 CONTRACTOR PROVIDED COMPONENTS A. Concrete (for concrete not covered by pre —cc be 3000 pcl. Za day strvn h, 3/4 Inch round r placed Within 90 minutes cf Initial mixing. /w 09/08/2000 09:19 5032409553 STORMWATER MGMT INC PAGE 04 BASIC OPERATIONS MAINTENANCE GUIDELINES Y LANE A) MINIMUM ANNUAL MAINTENANCE INCLUDES INSPECTION OF COMPONENTS AND REMOVAL OF SEDIMENTS. B.) INSPECT SYSTEM CONDITION IN THE EVENT OF A 5 YEAR STORM OR GREATER. _D NOTE: FOLLOW ALL LOCAL, STATE, & FEDERAL SAFETY GUIDELINES. GENERAL NOTES: 1.) PRE —CAST CONCRETE MANHOLE CONSTRUCTED IN ACCORDANCE WITH AM C478. 2.) PRE —CAST CONCRETE VAULTS MAY BE SUB51TnlTE0 FOR MANHOLES, THEY WILL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C557. 3.) FLEXIBLE COUPLNCS TO BE SET 18' OUTSIDE FACE OF WALL FMNCO OR ENGINEER APPROVED. 4.) TOP Or BAFFLE WALL TO BE 8' ABOVE THE DEPTH OF FLOW OVER THE AOJUSTABLE WEIR AT THE TIME OF MAXIMUM OVERFLOW DISCHARGE. 5.) MANHOLE UD CONFIGURATION MAY VARY. B.) WHEN USING A FIAT TOP ONLY, TWO CASTINGS ARE REQUIRED. 7,) PRECASTER IS RESPONSIBLE FOR PRODUCING MANHOLES IN ACCORDANCE WITH LOCAL CITY OR COUNTY spcinCATIONS. B.) ENGINEER TO SUBMIT PLANS AND COMPLETED STORMOATE DATA TO STORMWATER MANAGEMENT FOR PRODUCT DESIGN Vi THE STORMGATE SEPARATOR SIZING TABLE STORAGE OIL WQ MANHOLE H1 LOW FLOW H2 H3 W CAPACITY CAPACITY DIAMETER DEPTH PIPE DIAM. LENGTH LENGTH WIDTH US Gal.)U5 Gal. ) Feet ) Inches ) MINIMUM (Inch®s Inches ) Inches ) Inches ) 1070 212 6 60.75 6 12.0 12.0 6 HYDROLOGY DATA HYDROLOGIC MQDQ. TYPE CONTRIBUTING AREA ooree C FAC11)R OR CN TIME OF CONCENTRATION INTENSITY n our RETURN PERIOD 0F PEAK FLOW re BYPASS FLOW afs LDW FLOW afn Frame and 9 in a Standard. Mastic Seal 18 or grout. KEYLOCK JOINT )NS hop drawing to Contractor for Engineers approval. v provided by Stonnwater Management; 2035 NE rid, OR 87211; 1-800-548-48e7. instructed of PVC by Stormwster Management. dr. Shall be constructed of PVC, FRP, plastic, and ypropylene steps are Inatalled as required. 1 be constructed of PVC and etalnleee elect. hall be constructed of PVC -tth otalnlese steel andle. E COMPONENTS Sholl be provided according to C478. II its Conceal CS-101 or Engineer approved. -ED COMPONENTS via not covered by pro —cost specification above): Shall strength. 3/4 Inch round rock, 4 Inch slump moxtmum. too of in;0al mixing. THE STORMGATETM DATA HEAD ON WEIR AT PEAK FLOW cfo I.E. IMATERIAL DIAMETER INLET PIPE 11 INLET PIPE LOW FLDW OUTLET PIPE HIGH FLOW OUTLET PIPE ELEVATION k R ELEVATION IM AA0O SHORT TUBE ORIFICE CALCULATIONS 0— 2 h— 1 2 C- 0,82 I.E DIAMETER n APSA 2 ORIFICE DATA CONTRACTED WEIR CALCULATIONS Q C L H 3 2 C. 3.4 L. 3.0 I.E. WEIR HEAD OVER WEIR ft WEIR DATA I B. Silicone Sealant Shall be pure RIV slllaone conforming to Federal Specification Number Tr S001843A or Tr SODZ30C or Engineer approved. C. Grout: Shall be non —shrink grout meeting the requirements of Cargo of Engineers CRD-088. Specimens molded, cured and twisted In accordance Wth ASTM C-109 shall have minimum compressive atnsngth of 6,200 pal. Grout shall not exhibit visible bleeding. D. Sub —Bane: Shell be six (0) Inch minimum of 3/4 Inch minus rock. 93% compaction. Compact undisturbed sub —grade materials to 85Rof maximum density at +/— 2% of optimum moleture. Unsuitable material below sub —grade shall be replaced to sits engineer's approval. E. Bockflll: Shall be 3/4 Inch min" rock (g D% compaction), or an otherwise epeclfled In the projecta general technical speclflcotlone. PART 3 EXECUTION 3.1 PRECAST CONCRETE MANHOLE A. Contractor to grout all Inlet and outlet pipe* flush with Interior wall. Contractor to grout Interior .ails. B. Sanded PVC fittings shall be used on all PVC Inlet and outlet pipes. 3.2 WEIRS: At project campletlon, -wins shall be eat to speclfled elevation, level, and sealed aall joint., with silicone coolant. Sealant shell be worked Into joint frvm both sides. 3.3 CLEANUP: Remove all excess materials, rocka, mote, or foreign material, leaving the site In a clean, complete condition approved by the Engineer. All PVC and nbarglaea (liter components shall be free of any foreign materials Including cancreto and excess sealant 3A PVC PIPING: Shall be Joined In accordance with ASTM D2584. LU x w S_ � Ln OF Ell,y� • • CITY OF EDMONDS 199,3 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 1� RCW 197-11-970 Determination of Nonsignificance (DNS) MITIGATED DETERMINATION OF NONSIGNIFICANCE Environmental Determination for the construction of a new commercial building. The project will be located at 7029 212`h St. SW. and is zoned CG, General Commercial. The proposed project will also include approximately 4,500 cu. yd. of grading. (City of Edmonds File No. ADB-99-243) Proponent: Carletti Architects, PS, 2204 Riverside Drive Suite 270, Mount Vernon, WA 98723 Location of proposal, including street address if any: 7029 212d St. SW Lead agency: CITY OF EDMONDS The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement is not required under RCW 43.21.030(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. There is no comment period for this DNS. XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days from r the date below. Comments must be submitted by February 16, 2000. kk Responsible Official: Robert Chave Position/Title:Planning Manager, Department of Community Services - Planning Division Phone: 771-0220 Address: City of Edmonds, 121 5th Avenue North, Edmonds, WA 98020 Date: ' � � / �?7� Signature: XX You may appeal this determination to Robert.Chave, Planning Manager; at 250 5th Avenue North, Edmonds, WA 98020, no later than February 16 2000, by filing a written appeal citing the reasons. You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the procedures for SEPA appeals. XX Posted on February 2. 2000, at the Edmonds Public Library, Edmonds Community. Services Building, and the Edmonds Post Office: XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. 99243ED.DOC Page] of 2 2/2/00.SEPA Mailed to the following along with the Environmental Checklist: XX Environmental Review Section Department of Ecology P.O. Box 47703 Olympia, WA 98504-7703 XX Washington State Dept. of Transportation TSM&P/Land Developer 15700 Dayton Avenue North Seattle, WA 98133 XX Edmonds School District No. 15 Attn.: Bret Carlstad, Planning and Property Manager 20420 68th Avenue West Lynnwood, WA 98036-7400 XX Community Transit Attn.: Brent Russell 1133 164th Street Southwest, #200 Lynnwood, WA 98037 XX Peter Carletti — Carletti Architects, PS 2204 Riverside Drive, Suite 270 Mount Vernon, WA 98723 XX MITIGATING MEASURES INCORPORATED INTO THE PROPOSAL: 1. THE APPLICANT WILL CONTRIBUTE A TRAFFIC MITIGATION FEE OF $26,316 AS DETERMINED BY THE COLLEGE PLACE TRAFFIC AREA REPORT. Attachments: Environmental Checklist Vicinity Map Site Plan Traffic Report pc: File No. ADB-99-243 SEPA Notebook Page 2 of 2 99243ED.DOC 2/2/00 SEPA ILI 2 702 eY 1 ✓ its i allo,''1E11- 1,�'� sl-"�'Iw T[' ABBREVIATIONS PL ;V I i VL SIB ,::. =1 I ;, t - .—' --. : �._f•.�—_— _----�-- �- _ -- STJ EC Electrical Conduit NO O Number ri -` _ - d ^�� r kr -J ��,.rr :I �v I Zfr3RD -T - r.�k.'�` r And I _ At ECC Extuded Concrete Curb P Poorer rl c ril ri v !- _. 0 a l I p :++ �! - _ s COL LOGE [t Above EL Elevation PL Properly Lin® _. .......I _... - - — - _ 203PD ST 56J ffiv C 5 I ?ii l rli I -C 1 111 i��I I 20l TrI _. r ACP Aspholtic Concrete Pavement EOP Edge of Pavement PROP Proposed ns -_ I IX Existing PSF Pounds Per Square Foot P!/'LE --_ L- ARD L Additional $ r, nl . I 1 f <•, I , �' � ; is FILE _ : r s► _ i 'w- , r L ,v i ADJ Adjacent FD Floor Drain PSI Pounds Per Square Inch y ¢ 206TI1 ;_I ri I l t' , _. -,�->a ANSI American National Standards Institute FDN Foundation PT Public Telephone I 1_ I-- 2 -r _ to I FFE Finish Floor Elevation PVC Polyvinyl CI�loride =", II r c9 �,> ,, , I roximo c _, ; n ; , y I rr ,u �' r Jrc7I� v f,YlhGc �'Q.:.t�+°4,: APPp (Y) I ARCH Archificct(ural) FIN F inisl7(ed) QTY Quantity ' I ` 2 {j ! T H r _ Ln •r r 2 H S t� RAD R Radius H I u, ! r � ., - T S WLn ASSY Assembly FL Flo Line Il, ! r. { 3 I O _ - 2, B or LOT Bottom FLR Floor RCP Reinforced Concrete Pipe ,u:9 BEL Below FOC Face of Curb RD Roof Drain (�� ti `:°1; ''`' ! '` =_,u ''KITH ST 21C[ H ST n Finished Surface REF Reference �- fl � r,� r.,. ;u �I _-- - -_ _..-_. _ - -- --- Foot BLDG Building � `� _ __ .. _._-__ EXISTING SITE FEATURE LEGEIID few _ u L FT'mot READ Required t. r; '� v ,si € � � r-I � � ,� £� Y� B�9 B.nchmaric (�)(feet) ,. -� I h, .. - 1 n 1 k 3 i C j f. /,[ FTG Footling SHT Sheet r ,} 211 T 1 I S T I� n BNDl�Y Boundary g C7 ,l!i�vE_Y SIB similar _ 1212 `r x Bl�°yid Between G Gas Main �' CMG Curb and Gutter GRD Grade SPC Space(s)(ing) CIS �If1TCl� I,nt (t.(, 5',, HB Hose Bibb SPEC Specification(s) (;j I1J/11 [::! V+'' I ` I r /, ) T 7 CB Catch Basin I'-(1`; ?lull sr ' 91571 FL r L High Density Polyethylene SQ Square FL 5tI �u ! Su y ., 2a3Tit.'�.. ` CC Concrete Curti HD. E gA,If • ,. �— (l) !'(1',';"I I? I'('I ( CE Crown Elevation HGR Hanger Sanitary r I I I., 7jT f"r SS St]nl$a Sewer L- -- 2 1 r u irm SW PL.�Il� T. __ _.__.. 1,' f H ST Stll • ST Storm l ._] Ch l [.I I I „ CIF Cubic Feet (Foot) HORIZ(H) Honzontal STD Sfiandard I:1 I I ': lil f�x �. ...I, ,, ," , - �,, - CI Cast Iron HT Haight �_1 �1+;,;fa .,I. ,.", ;.1. „_,I .. SW i _.��'�__....I_. 21 `T11 ST S11 , , _ r,_ a . �T TOE Toe of Wall, or Slope „ I [ ::I II I, . _„ -- :ter-'.[_._ ---I---_21r�T ST. HYD h drant pe I I - -- - i Si CJ Construction Joint Y 1, r _ !„ I __. >„!.I I, CL or Center Ling ID Inside Diameter T Telephone Wire [ r_ Il-Al I I', `;jrJ:! �-_,� 01413 Corrugated Metal Pipe IE Invert Elevation TIC Telephone Conduit _ r.:)Ilf� `; I r; I I ,; = �.� I ri ! r -! StJ I 21+gTlI ST St! Concrete IN ") Inch(es) TOC Top of Curb -_._-- qq 1 -- ------ ._____. CONC ( - J lit liil'Y -1 trr !l 1 it 1i" = I-... ..._ 5z, I f "4t } !v l • TG To of Grate _ �- �. ...--- c- � � , r ,.:,, i t i, — i _:_ f�--! � 4 � y''°� � . ��,, �:r<.,,�, CONST Construction IM! Invert P �r ,Ic.'I I',1 1.7f, ,l,l !:: T� { a m._. 1 .,. f 3. f� �Tr�: ��`c ' ,. 218 ?1 I-- v§ .� tax Y'1{ITI...T SU.•,. STw�. - zl�rll rt C CP Corru cted Polyethylene Pie IRR Irrigation IN,oter Tkip Temporary P 9 Y , P ! _J n I I I f C� a .:-f ... .r " ;E 3 Ir ty s u t S II. 2 51 Pounds TOP Top of Wall, or Slope 3 Ci`i Concrete Ramp LB () () I 22 C� TII I STI SW �" ' i 220ITII sT S� CS Concrete Slab LOTH Length TV Television e re BASIS OF BEARING f CTR Conte ed) LOG Up Gutter TYP Typical `i _ I ri VOLUME 19 CF SURVEYS, PAGE 63 RECORDS OF n zY L= u - s Q 224TIi rr, sw CY Cubic Yard LT t€s'T Light Weight LINO Unless Noted r� :,,I - 221ST r ti l� 221�T rL SNOHOMISH COtINTY AS SHOWN HEREON BEARING I r� ' ;222iJD` r� �.v DEPT Department MAT'L Material VERT(V) Vertical �._... 7.. ... _ !-- NORTH 89'21'4'-A" EAST. ,, n >I ST 01..3 Th na u to sa, 1 01 Dr A ,1 Water F�,aln i z �. _.. _.�._ _ _:, _ L� ^Z ... . .9.. 4 F..t .... .. _c. t _}..>..:. ... ..tt,.�. ... .� rt 1 : r...,. ..._ . `7 .-`--i- ,T ... .^5 1 7 11 ET DI Detail � � >..,.. .s.,..„ � ..... .. ....... !� �.._s,.•I.t.�.xr ..a .,.,k; 7 , :r :, I �ID.'66 �"^•^'�"A-T=:S4.,Yt]L�l'155�',T3l.U. �Y,M' .'4v5II.9.32tA,GWTY..1'II'�1'�'�"`^"'�PCe2 "�pY},^.:.w e..wv...r.'g�S1PC3]�+. ,ZY�+3._YY',5ti..v "J35YVnaGL. i._'B' 'O'ZkS�X'3'.alY.�9t . 19.. X.'-', 3 C.II....6". K..IMYtr'1Hti:: - DI Ductile Iron MFR Manufacturey� r/ With , m.�..a. DIA () Diameter It9H I,gar=hale d��r eight VERTICAL DATUM gq s arrnlumtIF Welded Wire Fabric ASSUMED DIM Dimension @�.lN Pr�i DS Dann Spout MISC r3[lanfaus �� NOT TO SOLE N Noits, PROJECT BEI UMARI" NORTH NUT OF FIRE HYDRANT ACROSS FROM PROJECT SITE. NORTH NUT ELEVATION = 201.51' LEGEND LEGAL DESCRIPTION LOTS 4 AND 5, BLOCK 6 PLAT OF SEATTLE HEIGHTS DIVISION N0. 4, IN SNOHOMISH r1k " �'Nl -*AHK ® D �"��'�: L I%f I L N 1" E E" „ 2Q6tS COUNTY, WASHINGTON. -�N- -- - STU `A:f PIPE _.. -- ---- -- --- -- - ------ TOP C!" tfALL/TQE Or txALL , „ R- _ , , . 2s2.o EXCEPT THE FOLLCIMNG DESCRIBED TRACT: MAGIC ! OYOTA D AMATO CONVERSANO INC. BEGINNING AT THE SOUTMBEST CORNER OF THE EAST HALF OF SAID LOT 4; THENCE 7029 212 AVE SE 2821 NOR THUP WAY, SUITE 200 CATCH BAS!"I WEST ALONG THE SOUTH LINE OF SAID LOTS 4 AND 5, 72 FEET; THENCE NORTH TOP AND TOE OF SLOPES - - _ _ _ - - - - PARALLEL VATH THE LINE BETWEEN SAID LOTS 4 AND 5, 170 FEET; THENCE EAST TO EDMONDS, OVA 98026 BELLEVUE, VGA 98004 EAST LINE OF SAID LOT 4 TO A POINT 193 FEET SOUTH OF THE NORTHEAST CORNER (42 5)-775-4422 (425) 827-2238 sTOR1.1 @,aa1N!-I(`LE OR OF SAID LOT 4; THENCE SOUTH TO THE SOUTHEAST CORNER OF SAID LOT 4; SLOPE INDICATORS 2:1 THENCE WEST ALONG THE SOUTH LINE OF SAID LOT 4 TO THE POINT OF BEGINNING. FAX (425) 827-8986 SANITARY SE'V cR PIPE RIP RAP RESEARCH CH RC� K"I EC T SURVEYOR VOLUME 9 OF PLATS, PAGE 11 RECORDS CARLETTI ARCHITECTS, P.S. METRON & ASSOCIATES, INC. SANITARY SE-NER MANHOLE OF SNOHOMISH COUNTY FILTER FABRIC FENCING �— 2204 RIVERSIDE DRIVE, SUITE 270 307 N. OLYMPIC, SUITE 205 VOLUME 19 OF SURVEYS, PAGE 63 RECORDS WA 98273 ARLINGTON, WA 98223 17AT� MAINS - - ~W- - -"�'- - - OF SNOHOMISH COUNTY MOUNT VERNON, RAIN VIATER LEADERS (Rri) (360) 4424-0394 (360) 435-3777 FIRE HYDRANTS PROP. EXIST. CLEANOUTS (C.O.) Ss, AND R4TL o 0 UNDERGROUND UTILITY NOTE WATER METMS 6a UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON SURFACE INDICATORS. NO UNDERGROUND INTERCEPTOR AND BIO-SWALEs LOCATE SERVICE WAS UTILIZED FOR THEIR LOCATION. WATER VALVES I>1 THE USE OF THIS MAP FOR THEIR EXACT LOCATION IS NOT WARRANTED. PRIOR TO CONSTRUCTION USER SHOULD COI`tCRETE HATCHING a; CALL THE UTILITY LOCATE SERVICE AT 1-800-424-5555 H��E FITTINGS %MTH THRUST BLOCKS r i �1 ' ' 48 HOURS BEFORE CONSTRUCTION. _ ��•� ��- N 1000.00 ' t-?EE i 8� VICINITY MAP ......................................................... COVER COORDINATES, LEADERS E 50>�.� TITLE S SURFACE ta•TR ARID PIPE DIRECTION FLOW OTESm DEIvIOI_IT(ON & T.E.S.0 PLAN........................................................... C-1 -- 1.) SURVEYOR HAS MADE NO INVESTIGATION E;GSTING CONTOUR LA4E1S (�:'�)- ,,._ — — STUBBED & PLUGGED LINE --� HORIZOI I AL CONTROL PLAN........................................................... C-2 � - � OR INDEPENDENT SEARCH FOR EASEMENTS i OF RECORD, ENCUMBRANCES, RESTRICTIVE .. ... _- _.. _. GRftD K" STORM DRAINAGE PLAN .............................................. C-3 COVENANTS OVVJNERSHIP TITLE EVIDENCE OR >r` PROPOSED cO;aTOLIIz LABELS � EXTRUDED CONC. CURB ANY OTHER FACTS .THAT `AN ACCURATE AND SAi`dlT .r� ; SEWER & WATER SYSTEM PLAN .................................... C-4 0. 1 i' 2• -� '+ CURRENT TITLE SEARCH MAY DISCLOSE. C E 'J STORM SYSTEM PROFILES............................................................... C-5 2.) THIS MAP IS A' TOPOGRAPHIC SURVEY AND IS �'r �n 75F�5 CURB �: GUTTER PROPERTY ' �t.,: ,,. MISCELLANEOUS ' NEOUS DETAILS................................................................. C-6 NOT INTENDED TO BE USED AS A r. r. GROUND SPOT ELEVATIONS (TENTHS) � 7�5 � SURVEY. THE PROPERTY :LINES AS SHOWN I MISCELLr' �lEOUS DETAILS........................................................ C-7 HEREON., ARE SUBJECT TO CHANGE; BASED ON y 755. A COMPLETE PROPERTY SURVEY IN COMPLIANCE I; FINISHED Sl1I;F,1CL ELEVATIONS HUNDREDTHS + 756.75 4�R,lEPrT (HUNDREDTHS) ASPHALT CONCRETE PA WITH R.C.W. 58.09. 3.) PROPERTY LINES SHOWN HEREON ARE BASED � J��7�` � R liv-) ON VOLUME 19 OF SURVEYS, PAGE 63 RECORDS ;I OF SNOHOPvIiSPa COUNTY. Pt...,�.,..��.-,�..r.,�,>�•�.�-�x^�.��.>-,�.,,..-�,r:�r--,�.,-t.-_... w lr.:' . .s 1 9n r T DhC ' �• ry - n- H. 9 1,.. C .... .. .. ,.... ..,�... ., . , - . ..... ... .. ,.:'"^T^s^?".A'r .. .. .. .. , ..fG^. ^.* .:, .... ... .... ,'^'--•-�^^...mmr ,,'e^^'".a*.^.n-^.fir,..'_-.—. .•.':'•ors-.e�.l^. .".:'.-^5^,�.a�C"r,.—' ....nq,:e•.eF±m.�,ye�r�r,+r-+s,:..+-..e.T�n<s.++.�m.�r". ,... ... ..,., .. _-. ... _, . _ .... .-.,,.s.:,.� _.. ... ., ... .,,�-�-..._.-.•.--�..R....,.-�,..,;.,:.�.,>�.�-?�*,;.�..9.,.!""t',.,�.,.,-�,.:r.r*^^;",.f..,,:�^�,-,ram!-.Rcp.'r^�..:.,...._ .. r A - N I F N i 2 i 3 i 4 I I PROTECT / EXISTING WALL TUT' OF �VA1..l.. CXISf IlidC POLE TOP OF WALL CONCRETE BUILDING ELEV.=219.4' WALL EIFV. =219. I 4"9 2 8.5 ' �z ' -----:. 77717 77 s 24 FIR " TO-B \ \ \ �io TREE �• A I\ E_ / v <, • . .�� R�MOVE� v \ v \� 0VV A A I I � x \\ \ .� /I I x �� \ xti \ 1 1 I I 0.0 \\-Do I � _ \ FILTER FABRIC FENCE x y I / � SEE DETAIL I // goo I I- \ :•�:: \ % \ \ \ �\ \\ \ I / HOUSEJOIBE I REMOVED I \\ \\ /6 II I \\\\ l zzzzz_zrf 10'1 111{.i I RE 6VE TRE.2I I I ,,°`'' I // I I )•••\ � IiUf:aa.fi'i' �FS' / .` I \ I I I I L4 x / ro�� I I x R UP h0 �I EXISTING HOUSE I0 05 AIR \11\ I I TREES FINISHED FLOOR ELEVATION =221.1' ' (I I :;• l � I I I , ,..- '• ` \ h• I INTERCEPTOR DITCH III>;� I•�'\ \ \ \ \ RD,1OVE SEE DETAIL /-- �\ • RETAINING �, - - -- - -- � N 89'23'28" E 124.15' RECOVERED REBAR & CAP o \ \ \ '- - -_ _ - - _:� I STAMPED "4561 RMA" 1" IRON PIPE BENT RECOVERED ,- \\- - - - - ,:;,•: .'f~ \� �,< REBAR do CAP -`ii •:°;' TEMPORARY PUMP (1� HP MIN.) STAMPED 04561 RMA" TOP OF WALL \' • \ <' - �;: / I W/ 2 DISCHARGE. PUMP FROM ��. �' \ x�. _ - -x'`y_ i' � s FIR LOW POINT TO SEDIMENT TRAP ELEV.=210.5' 0 `\o \ ocS�\ _ �� \' I E3�15T. �� li U EECE� SURVEY MARKER RECOVERED AS NOTED + co TEMPORARY :; _ _ ,% _ I E13 WATER METER 0i; " ---- 8- -CULVERT` o� ; _ _ _ �k 1 - �- 1)<1 I WATER VALVE \ POYrER POLE 'WITH GUY ANCHOR PROTECT +�' - � 2 - r •�� - / �____ �� ; _ x h I c � EXISTING WALL OG - a � � � , CATCH BASIN TREE TO / REMAIN CL!) STORM SEWER MANHOLE L I () I SANITARY SEWER MANHOLE t l �� ._.._. TRAFFIC SIGN TOP OF WALL • ELEV.=216.1 ,ho �, x L - U111' I OVERHEAD POWER LINE S :,1 / Oq o / � SANITARY SEWER LINE STORM DRAIN SEWER LINE _ N" I �40 �L c� V; --- WATER LINE - I ? - 20, - - -x I ti I4' -►x SEDIMENT TRAP I -_ CONCRETE ' / o MIN. SURFACE AREA WALL Y a / 20 AT 204 CONTOUR L 2' 835 11, FT. 4'// ��'' ` I (1500 SQ. FT. PROVIDED) I TOP OF WALL �` ELEV.=217.2' •'h � 'y I TOP OF WALL CONSTRUCTION EIIJ ICI ' i �8. FlR I SEE DETAP ? -X C x CIO I/ I 0 '?0/ o ' I.E. 12"=198.00 I TEMPORARY 12" PIPE / o I CONNECT TO PERMANENT 1 \ I TOP OF WALL I TELEPHONE PEDESTAL LENGTH Or PEF5NMEN11 T.RFJo-�� RECOVERED 5/8 IRON PIPE V PIRAIN ROCK 6R 5E SHEEiI:)CL-K�ED) ' I I { ^� 6 W/PUG & TACK n1 R ,1 CATCH /- OVERFLOW r GRATE SOLID WALLS FILTER MEDIA FOR DEWATERING CATCH BASIN INSER NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE. THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW AND CAN BE EASILY MAINTAINED. STANDARD STRENGTH GRATE FILTER FABRIC CATCH BASIN El FARRIQ PROTi IGN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW VOLL NOT RESULT IN EROSION OF SLOPES. 1ANHTr d C STANAM 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON -SITE OR HAULED OFF -SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED V41EN SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION ViILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CB PROTECTION � SCALE : NTS COMSTRUCTION SEOUNICE 1. CALL FOR A PRE -CONSTRUCTION MEETING V4TH THE CITY INSPECTOR PRIOR TO STARTING ANY WORK. 2. FLAG CLEARING LIMITS INDICATING V'c'HICH TREES ARE TO BE SAVED. 3. INSTALL TEMPORARY QUARRY ROCK CONSTRUCTION ENTRANCE. SEE ESC NOTE Al 4. INSTALL FILTER FENCE. PERFORM SITE DEMOLITION AND CLEAR AND GRUB SITE. ADDITIONAL FILTER FENCE MAY BE REQUIRED AROUND THE PERIMETER TO PREVENT SILT LADEN WATER FROM LEAVING THE SITE. 5. PROVIDE CB PROTECTION PER DETAIL FOR EXISTING CB. 6. ANY AREA STRIPPED OF VEGETATION SHALL BE STABILIZED PER ESC NOTES 1 & 2. 7• ROUGH GRADE SITE. 8. INSTALL UTILITIES AND PERMANENT STORM DRAINAGE SYSTEMI AS SOON AS POSSIBLE. 9. PROVIDE CB PROTECTION PER DETAIL FOR NEW CB'S. 10. FINE GRADE AND PAVE. 11. HYDROSEED AND MULCH ALL EXPOSED AREAS THAT ARE NOT LANDSCAPED. 12. REMOVE TEMPORARY EROSION CONTROL FACILITIES, ONLY, AFTER ENTIRE SITE IS STABILIZED AND THE POTENTIAL FOR EROSION HAS PASSED. 13. CLEAN ANY SILT THAT HAS ACCUMULATED IN THE PERMANENT STORM DRAINAGE SYSTEM. A. d h �' 4 A' lY\��ea?.].IXZ��\ ]-l]11 �: t, .:.1 .... ... _..... r�e. --- - "'•- �1i / INTERCEPTOR WA LE f DETAIL.. / CONC. SIDE WALK AND �'� CB PROTECTION v� o / ° ��1 tA , v�e/ RIM=199.50 0 , o`L CURB TO BE REMOVED AS -BUILT �� g SEE DETAIL SHEET C1 r `k� L �� :r � y�"� F� /1 IE(NVJ)=197.41(12'P AS IC) - z IE(S)=197.33(/8''COfI') >4$'21'44" E4CN9ETERLINE - - - - - \ - - - - - 343.59' - SS \ rw� \ SS 5S - - SS SS SS \ \ \ PROJECT BENCHMARK \ � CB \ FIRE HYDRANT \ \ SSMH \ RIM=199.51 \ EDGE OF ASPHALT / RIf�1=199.44 \ r \ NORTH NUT \ IE=187.36(8°COI�C) \IE(N)=19 ,5G(8"CONC.) \ 2 12 i H STREET S. (TYPICAL) - EI_EVATiON=201.51 ---,-------•�----------T-- Do -to : 20000713.151 Fiie : 0: \Dci- Civil \99454\dvjg\99454pir.&ag Allis SCALE: NTS N 2.o o 10 1 inch _ 20 M Elm EROSION AND SEDMIENT CONTROL f ES0��0T S A. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN MUST ADDRESS THE FOLLOVONG REQUIREMENTS: 1. CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, VVIdENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED VATH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA VATHIN TWENTY-FOUR (24) HOURS. STREET WASHING SHALL BE ALLOV�ED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING AC"nmTIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE VATH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE 0*!ER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 5. OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING - A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS. B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT VOTH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS). D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING. E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE N41NIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS L ISiED BELOW. 8. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIPAITS AND/OR ANY EASEMENTS, SETBACKS, SENSI TIVE/CRI TI CAL AREAS, AND THE BUFFERS, TREES AND DRAINAGE COURSES. `r. Sr'DIMIENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE NEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 10. CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO.2. 11. CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER ''u"dAYS DOV'J'NSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF ' FROM THE PROJECT SITE. 12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, TIENTY-FOUR HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOV,,Ni STREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM V,ITHOUT FIRST BEING FILTERED OR OTHERV'ASE TREATED TO REMOVE SEDIMENT. 14. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED %1THIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZA11ON IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDRAENT CONTROL PLAN. I� Z r '!. j� a 5l y w IIrL-JL�_lll Zq iu- GPI ra D �J Z ZUR I o' UQ n, Ca Lij � I � N 1 in fl an C a; 0 p - yr U elf z: C T CL CL v 0- o o o W �.y <> U) WL rJ 0� t+ t 0 Cm LU Q 0 =. SHEET TITLE: CIVIL DEMOLITION & T.E.S.C. - PLAN ---J U/ALL N®UR� U tr®NL TUU[AU SHEET N0. 1-p- 800-- 4 4-� 555 �� YFJ SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. 2 K O 5 0 G� O CA � ® o0 N, l 0 i TOP OF WALL ELEV.=210.5' PROTECT EXISTING WALL TOP OF WALL ELEV.=216.1' _ PROTECT EYIl"A LING POLE TOP OF WALLI��EEL STOP (TYP..0 E �E EXISTING MALL ` 1 }l:' OF I BUILDING ELEV.=219.4' SEE ETAI / F 21.5' .,� J � �r�ALL EI_I=V.-=�_l.i.�i FIN,S9'19'32" E! 208.5// n, ^ .....may.. :, .... •�, .� w �ars.u,,%3—�i:S.3a3�"' i (�OCICER � rl CONCRETE�� - WALL a -x I I TOP OF WALL ELEV.=217.2' TOP OF WALL I i ELEV.' + C 18" FIR=210.6= HIGH TRAFFIC LOAD X I VERTICAL — RTICAL CURB & GUTTER DRIVEWAY ACCESS SEE DETAIL SHEET C6 NEW SIDEWALK (IYP.) TOP OF WALL ELEV.=203.1' TELEPHONE PEDESTAL RR_ ROCKERY V N u RECOVERED 5/8" IRON PIPE d V11 PLUG & TACK I -.,.... amens �a�c® .rae ® eta f , ''�„�� 84. �� - e% •dI.71V •d O. i 4 d I ClI I DEPTH OF R/W PAVEMENT o I TO MATCH EXISTING —=1 AS —BUILT CENTERLINE — _ - - - - - - - N 89'21'44" E _ 343.59' - - PROJECT BENCHMARK 2 12TH STREET J. W. EDGE OF ASPHALT (TYPICAL) ------------------------------------------------------------------- Ci7 1�.4 201MOL713.1 J �'i;'l-, • f�i,,;._ 31�: i��fn A ,#r.,r-.� rR lr q - -.w. ._..w.,.... .... ..... ._-.,....�. ....., ...,.,xs 1 ...,......«...,.._...... ,..._,_....,...�.+.....�,�.. _ s "'T sv=_.:°�,."';�. . a.a. eas ..oavw��.+ss.�... .. m®ime mw eeam .� ASPHALT PAVEMENT/ GRAVEL r-O 0 %3uRrACING TOP COURSE 1. DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15'-0"oc, THEY SHALL BE NOT LESS THAN 3/16" IN THICKNESS AND SHALL EXTEND 2" BELOW THE GUTTER LINE. 2. THRU JOINTS — 3/4" THRU JOINTS SHALL BE PLACED AT ALL COLD JOINTS OR AS DIRECTED BY THE ENGINEER AND SHALL EXTEND 1" BELOW BOTTOM OF CONCRETE. GENERAL NOTES: 1. ALL WORKMANSHIP AND MATERIALS FOR BOTH ON —SITE AND OFF —SITE IMPROVEMENTS SHALL CONFORM TO THE LATEST WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS AND THE CITY OF EDP ONDS STANDARD SPECIFICATIONS AN DRAIMNGS. 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR BEING FAMILIAR WITH THE PROVISIONS AND REQUIREMENTS CONTAINED IN THE STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL HAVE A COPY AVAILABLE AT THE JOB SITE AT ALL TIMES. 3. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF WORK. 4. THE CONTRACTOR SHALL NOTIFY ALL PUBLIC OR PRIVATE UTILITY COMPANIES 48 HOURS PRIOR TO COMMENCEMENT OF WORK ADJACENT TO EXISTING U11LITY LINES UNLESS AN ENCROACHMENT PERMIT SPECIFIES OTHERWISE. 5. THE CONTRACTOR SHALL PROVIDE EMERGENCY TELEPHONE NUMBERS TO THE POLICE, FIRE, AND PUBLIC WORKS DEPARTMENTS AND KEEP THEM INFORMED DAILY REGARDING STREETS UNDER CONSTRUCTION AND DETOURS. DETOURS SHALL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE PUBLIC WORKS DIRECTOR. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF ALL EXISTING UTILITIES IN THE FIELD. LOCATION OF UTILITIES AND UNDERGROUND FACILITIES SHOWN ARE APPROXIMATE AND FOR GENERAL INFORMATION ONLY. 7. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN SUFFICIENT BARRICADES TO PROVIDE FOR THE SAFETY OF THE GENERAL PUBLIC TO THE SATISFACTION OF THE PUBLIC WORKS DIRECTOR. 8. ALL MATERIALS SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR UNLESS OTHERWISE NOTED. 9. THE CONTRACTOR SHALL CONFORM TO EXISTING STREETS, SURROUNDING LANDSCAPE AND OTHER IMPROVEMENTS WITH A SMOOTH TRANSITION IN PAVING, CURBS, GUTTERS, SIDEWALKS, GRADING, ETC., AND AVOID ANY ABRUPT OR APPARENT CHANGES IN GRADES OR CROSS SLOPES, LOW SPOTS OR HAZARDOUS CONDITIONS. 10. THE CONTRACTOR SHALL COORDINATE ALL NECESSARY UTILITY RELOCATIONS, IF REQUIRED, KITH THE APPROPRIATE UTILITY COMPANIES. 11. THE CONTRACTOR SHALL CONDUCT ALL GRADING OPERATIONS IN SUCH A MANNER AS TO PRECLUDE WIND BLOWN DIRT AND DUST AND RELATED DAMAGE TO NEIGHBORING PROPERTIES. SUFFICIENT WATERING TO CONTROL DUST IS REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL ASSUME ALL LIABILITY FOR CLAIMS RELATED TO WIND BLOWNI MATERIAL IF THE DUST CONTROL IS INADEQUATE AS DETERMINED BY THE PUBLIC WORKS DIRECTOR OR HIS DESIGNATED REPRESENTATIVE, THE CONSTRUCTION WORK SHALL BE TERMINATED UNTIL SUCH CORRECTIVE MEASURES ARE TAKEN. 12. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE AGENCIES AND DEPARTMENTS FOR ALL REQUIRED INSPECTIONS PRIOR TO PLACING ANY UTILITIES INTO SERVICE. i0 F €� ;hl ''.y �1 "y.. Ott 3 i Z SCALE : NTS CONSTRUCTION NOTES: .1. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO OBTAIN RIGHT—OF—WAY USE AND/OR ANY OTHER RELATED PERMITS REQUIRED PRIOR TO ANY CONSTRUCTION. 2. REFER TO ARCHITECTURAL ROOF PLAN FOR THE EXACT LOCATIONS OF . DOWNSPOUTS. ALL DOWNSPOUTS MUST BE CONNECTED INTO THE ON —SITE STORM DRAIN SYSTEM. 3. WERE NEW WORK IS SHOWNi CONNECTING WITH EXISTING UTILITY, PROVIDE THE NECESSARY COUPLINGS FOR THE CONNEC11ON AND SIZE TRANSITION IF REQUIRED. 4. ALL CASTINGS SHALL BE SET TO FINISHED GRADE. CASTINGS SET IN THE TRAFFIC AREA SHALL CONFORM TO WSDOT STANDARD 9-06.14 AND 9.06(9). 5. THE CONTRACTOR SHALL PROVIDE THE ARCHITECT b%ITH AS —BUILT BLUELINE PRINTS PRIOR TO FINAL APPROVAL. ALL DEVIATIONS FROM THE PLANS MADE DURING THE COURSE OF THE CONSTRUCTION INCLUDING ORIGINAL LOCATIONS, INVERTS AND DEPTHS OF UTILITIES SHOULD BE CLEARLY MARKED ON THE AS —BUILT PLANS. 6. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS/MANHOLES EXCEEDING 4 FEET IN DEPTH. 7. ANY MATERIAL WHICH IS NOT SUITABLE FOR CONSTRUCTION PURPOSES SHALL BE REMOVED BY THE CONTRACTOR AND REPLACED BY GRAVEL BASE CONFORMING TO SECTION 9-03.10 OF THE WSDOT STANDARD SPECIFICATIONS. 8. ON —SITE EROSION CONTROL MEASURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY PROBLEMS OCCURRING PRIOR TO FINAL ACCEPTANCE BY THE ARCHITECT AND CITY SHALL BE CORRECTED BY THE CONTRACTOR. 9. ANY REVISION TO THESE PLANS MUST BE REVIEWED AND APPROVED BY THE APPLICANT'S ENGINEER AND THE CITY OF EDMONDS PRIOR TO IMPLEMENTATION IN THE FIELD. 10. STORM PIPE UNLESS OTHERWISE NOTED SHALL BE DOUBLE WALLED SMOOTH INTERIOR HDPE PIPE CONFORMING TO AASHTO M-252. ALL DIMENSION LINES SHOWN ARE TO FACE OF CURB, FACE OF WALL, OR CENTER OF DRIVEWAY. A�3��T60AL ®TES PARKING STALLS WHICH FACE WALLS OR SIMILAR OBSTRUCTIONS RATHER THAN CURB SHALL BE PROVIDED WITH WHEEL STOPS PLACED 42 INCHES FROM THE WALL OR OBSTRUCTION. (nut GRAPHIC SCALE 20 0 10 20 1 inch = 20 p, CALL 48 HCUPS PPFCn- v®ii ni G in 8 Cl ' == a 0 0 n ri w c= c.) o a cn 0 w W A., SHEET TITLE: CIVIL HORIZONTAL CONTROL PLAN 1 —800 "��-2<�� 55 SHEET NO. F°?^!?r�'m'm,�n,2^£,^TT'^,7� y..,.••nT�n"e!?�'w n�rY^itF,.ra'S't f�Ti/19,1 nn �-n�e�� Eri nn Q r. L - w... n--r ,a y ��i y- __ ....� 0 -- iSLL0.0100 U EXIST GROUND ELEVATION! FILLED 211.o I(�ry U�? C8:3 I �'� / I /' / I POST SURVEY TO 10.0 airy ;r --- 9 yA<3 -/ i7,� -- Y•- I,�� APPROX ELI a1� X- • , �X -a CONTRACTOR k - r1'TO FIELD VERIFY N 89'23'28" E 124.15' 12 LF 12 LCPE \ { I 2 7 �2005 , 6 LCPE FTG DRAIN I GSL40.0000 \ \ \ �� - y �- FS 3 CONNEC110N. Xt •- x� 2 �zt"03.i TOP OF WALL �' gip. �. , . , ,,• FlR-= ELEV.=210.5' �\ PROPOSED COMBINED STORM DETENTION SYSTEM AND WATER _ QUALITY TANK 00 "- _--�' 2077.5 LF 96" CHIP I PROTECT B EXISTING MALL' = - -I - T - . TREE TO r x- % - - s ' ; REMAIN I TOP OF WALL g 20: / //, y�:. O I ELEV.=216.1 ��,-K> w x a i` x CONTROL STRUCTURE --y,-°v I °S& CBi B4 �74* �e4 Nx � � 4.65 �-s ' r.� F:S P . I I - - -F-S l r 'x I 60 LF 12" LCPE @SL=0.0050 J I CONCRETE % o WALLo -46 LF 8" LCPE ctx / I I I TOP OF WALL/ 2"+20 01. EI-EV.=217.2 �a6o TOP OF WALL ° - `/ . I 18' RR STC 900 STORMCEPTIN�EYA06L ' ky G 5.. I t >< I I.E. IN=197 5,5 I.E. OUT=197-65- X a �� ao S A� 25� l x I / r ` 202 1 U 4 / ` �, I 39 LF 12" LCPE F S ,' ' ° I T3 LAO.(�05d, \ u ti� !- TELEPHONE PEDESTAL ELEV.=203.1 ROCKERY VX 1' DRAIN aa�6, (PLUGGED) 84.76m .®a' cae�rs+.r.�•azarw corn �A. _ � dnm_a��c�sr.�vm�.'„t„r{„t-. �: .rH-.„ �..4..P_-� b = j!'--!U�•-- I�� - - -- --- = hl J .�...-. - -J`.`--ter-=--�- - - I� �!a �C °-'-`��-- -'�. ,5:-- �•--.... - �� f - 14, ,.a.;..�� ..�...��......d.�i. �P e �sr..,..........-. ....,. '. _....,.,.�lP'' a V•----�•-•- ,,LLAtr...� �r..y+..b - �??rYi yYi,P° `•'0� a •; - .,� - klM✓ _ _ a.�,.-..--...----w. a• a '�.:�'"`.... s. n _ ....,.. • .d�.�..... .n..,....._......`�j ..,_. `fir' / 199.ad' 2CJ3 / �D a�1.41 0 2fi1•�2 F.S CB i F:S F°S v f CQNNECT TO EXIST. 192 0 RIM=199.50 In �Q) �oL ,2��,= AS BUILT CATCH BASIN. F:S , IE(NW)=197.41(1` PS11C) /' CENTERLINE IE(S)=197.33(8` !! 10.) / IE 197. a (L_. PE NEW t�� 39'21'44" E it - - - - - SS \ ---Ljn \ _ \ 343.59'Ss ---------- --S`' �- Ss SStvitl R M=199 J1 EDGE OF ASPHALT FIRE HYDRANT RIM=199.44 IE N 199,51 6(8"Ci)NC.) 212 TH STREET S.W.(TYPICAL) NORTH NUT `y � � IE=187.36(8"COI�C.) y. \li�(W)=19j�:46 12"C01.1C, �>�' • :I- -- ELEVATION=201.51 m. -(� ( ��, -�------------------ .. ...rr,..,..rmns.••..T'.-rt.--. ,v77 .". e.-.1-... .•.rn..-n•..,,.:^. ^?`f -.w+ ,. TT,..•r.T,•.w-+-.. . ^1*•. .+.-++-r�+.�r..n .•.•:+tr m. .., ., ,.. .. *aa.•.- -,-_„a.-rm avm ^�r*�-.T•<„'.q"`�. _... -.,, .,'vm!��v^^!we�n;�.*f.•.ar�.�e ..en.�,. .mr:�z.�vr!:...^'-*+ S.ss. wu aaaax�am+�n+.zr a • Rar.� �•r •aseemra•.®...m+ .. ... ..... ....�........ ... ,.. .... .. .-. . ... ,,.... r.i ,...r.m•:�.�.. ..� �'O�T ., � r..-. ��. - - . ,.. .,I.C:i••£"�.,., .. :',��rpxi.. .. 3w�-.�W`A�a. .. .. .� r ,. .. _--"... ..,... .v �,. C.h ..- .. ..-._,,.-. .�._. ......, .. r- Date : 20000713.151 File : 0: \DCi-CiVi'1\99454.'\ itrgti99454pin.dv"g i MIilis R, Y NO. T.G. INVERT EL. COMMENTS C81 204.65 197.85 36" N TYPE II 54" 197.85 12" S CONTROL STRUCTURE C82 208.15 202.6912"N 197.85 12" E TYPE II 72" 197.85 36" S C83 208.00 197.85 36" S 197.85 12" W TYPE II 72" 205.00 6" E CB4 204.45 197.85 36" N TYPE it 54" 198.54 8" S CB5 201.80 199.00 8" N TYPE I C86 208.20 203.28 12" N 202.94 12" E 202.94 12" S TYPE II 48" 205.00 6" W C137 208.15 204.16 8" N TYPE 1 203.83 12" W CB8 208.39 205.59 8" S TYPE 1 205.79 6" E CB9 208.10 204.00 12" S TYPE I ,.,' i%UU� DOUBLE WALL SMOOTH INTERIOR CORRUGATED POLYETHYLENE STORM PIPE CONFORMING TO AASHTO M-294, TYPE S ALL LCPE STORM PIPE MUST PASS 10.5 PSI PRESSURE TEST. ROCKERY MINIMUM ROCK HEIGHT (H) IN DIMENSION (B) FEET IN FEET 0'-0" - 6'-O" 1'-6" 6'-1" - 8'-0" 2'-0" N LuLm THIS DETAIL IS FOR GRADING PURPOSES ONLY. FOR ACTUAL ELEVATIONS AND MALL SECTION, SEE STRUCTURAL DRAVANGS. WALL GRADING INFORMATION SLOPE TO EXTEND TO DAYLIGHT 1 3/4 OR GREA 1 1 OR GREATER 4 L III- SLOPE AS NECESSARY -� -III FOR STABILITY DURING \ o CONSTRUCTION GRAVEL BACKFILL _ I v I FOR WALLS � � II- SL= /0%-5% C3C> I MINIMUM 6"0 PERFORATED FINISH I �I I I' DRAIN PIPE %'ATH SUITABLE GRADE - OUTLET TO BE INSTALLED. - r - MUST BE AS LOW AS POSSIBLE AND NO HIGHER N I I(u THAN THE SUBGRADE GRAVEL BACKFILL FOR DRAINS OR BETTER PER PLACE ROCK ON F1R�9 - I„I I I I I I I I, I W.S.D.O.T. SEC. 9-03.12(4) UNDISTURBED SOILS "B" 4" OR CONCRETE BASE s -�- ROCKWALL DETAIL 2 SCALE : NTS r�_ ........... nu � DJ m- mwr F1 SCALE : NTS S 1 GRAPHIC SCALE 20 0 ,0 20 Ika FT, E 11 inch = 20 f1. CALL 48 HOURS BEFORE YOU DIG 1-800-424•-5555 g)6� © z IM '� `�= �u CV o U z; G o\ t-A ir mu oLd a Q� '. e� , a '3 l4 �" b C) e_- q �t Ca �-- w Cm J 0 P✓ o z .� ' v a o -5 n`_ n �- n o to <7 U) 0 [ju L'LI 0 �. < 2E 01 11% SHEET TITLE: CIVIL -p- �yGRADING & .S i ORM DRAINAGE PLAN SHEET NO. A:yy B5,! 1°sj SECTION 20, TOWNSHIP 21 NORTH, RANGE + EAST, VI.M. 4 Kv A 1z 11 INE 10 F As .4 Nob EXIST. FIRE HYDRANT Ss FIRE HYDRANT NORTH NUT ELEVATION= 201.51' EXISTING POLL 13LJILDING TOP OF WALL ELEV.=219.4' CONCRETE WALL PROTECT EXISTING WALL M. TOP OF W11101 77777- A F77 qN .-VESE" STAIIS'NOT� 10@8 .5x 6,5 (MIN.) REQUIRED PARKING x 0 X X ;b3 Q j.' TRENCH DRAIN X -SEE ARCH. D -PROPOSE.I BUILDING F.F.E.=PIO 00- X �9 \ X —Z' ,611 Pvc 0 �i:#O.0200 MIN (TYP) —2m — 215 Co A- 450 GA[q�DII_ Z SEPARATOR FO 10'1 111(;11 6" 46( FLOW -PREWNTOR ShNITA Y �A X IN TYPE-1 -CB I VIA 16' CONNEC_�n N q: 4" DI CL 52 w - I < FIRE LINE 7- . . : I I CID _00 076 /IE 205.00 32p/� 9 PVC lss@SL= It ZUI./O X DOlviESTIC 7 WATE SERVICE xi W -Am w 7 17 j P A Q11awt_..zt41. Z1x_ X X N 89723 28 E 124.15' _J1 C) o%"'4 r-� T 77, j TOP OF WALL -/0•X ------ -- FIR ELEV.=210.5' t'q 01- - ML zz-'Ti bo PROTECT EXISTING WALL XIS WALL -4 ?65 TREE TO REMAIN TOP OF WALL ELEV.=216.1' "4/ 0 J.- Se A /Z 1 4 84 6 ai <-----j-6" PVC SS CONCRETE @SL=0.0200 MIN C) WALL C) -202 Ctx 4 TOP OF WALL 4" DOUBLE DETECTOR CHECK VALVE IN VAULT. SPRINKLER DESIGNER TO PROVIDE 1/44-F�UWp"Mmp CONFIRM SIZE OF FIRE L VJ/ Vf CHECK TqAlff- AOX ffl: 4. LINE AND VALVES PRIOR DISCHARGE I'LlINE. =TO1 t W5 18' nR R AP''FMIR(Af INM FOR, 3:C0 TO CONSTRUCTION. Q COORD ELEC. AND PROVIDE 4 CONDUIT FROM PANEL X ro X SEPERATE PERMIT REQUIRED DATE.'-. — ----------- 7 FOR FIRE PROTECTION SYSTEM TOP OF WALL VD C. rTV E f ro%P4 Cz E R .MAINTAIN 3' CLEAR SPkdLAZO . . . . . . . E AFNATER N'FV 1 HYDR %1,MM ALL013STRUC-TIGNS P" M4 AF NCLqVIWY,LAL�S 1*10 LF 1 METER. NEW TAP TO 3�: MT (BY CITY) DI CL 52 84.76' P '4 "IGN" w vv •44L 8xG TAPPINP. TEE FL (1) (1) 8x4 TAPPING '6` GV FLA4J (1) 'CB N x TEE- Fl� MATCH EXIST. SS SIDE SERVICE RIM=199 50 (1) 4- GV FLxM' FIELD VERIFY LOCATION AND - - GIRAPHIC SCALE NIP F.H. ASSY. (1) If-, AS -BUILT CONIC. BLOCK (1) IE(NW)=l 97.41 (1' , 'T ' ) ' LASTIC) (1) CONC. BLO . FIELD INVERT PRIOR TO CONST�RhON IE(S)=- 1 97,33(8"k VERIFY LqCATI N OF CENTERLINE 20 0 10 20 5 LF 6" DI CL 52 VALVE PRIOR !0 CONSTRUCTION. N 89*21'44" E 7 F71- -MSURE-VALVE BOX -COVER-- 343.59' Ss -----IS .-CLEAR .-OFSqUTTER. ss- SS SS IN FE E7 CB ADD SPOOL IF NECESSARY. _SS z Ssmii 1 inch RIM=199.51 EDGE OF ASPHALT 20 ft. IE=187.36(8"CONC.) (TYPICAL) CALL 48 HOURS BEFORE YOU DIG IE\(W)=l 95.46(12"CONC.) RIM=199.44 \IE(N)--195.56(8"C0H'C 212TH S EET S. W. — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 1-800-424-5555 R SINGLE SERVICE DOUBLE DETECTOR CHECK Vl�f';,_VE ASSEMBLY W SURFACE AREA DETERMINED AT TOP OF WEIR Lo I z FLAT BOTTOM V? NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION 6' MIN I I lEd I M I 1Em_f_111t"4 NATIVE SOIL OR J — COMPACTED BACKFILL GEOTEXTILE 1 4" MIN I T.: ............................ .................... . ....... . 2"-4" ROCK 3/4"-1.5" WASHED GRAVEL GEOTEXTILE RIPRAP DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER 1' DEPTH 2"-4" ROCK —MIN. 1' DEPTH 3/4"-1.5" WASHED GRAVEL 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES *1 FOOT IN DEPTH. 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED. r__ z SCALE : NTS k" arm Cq 0 �n 1-111n: ,4 4 01,1 n ' C3 2: 95fn 0 2 7" U Q) CD CL 0- < U) < 0 u, 0 7p 0 01j 21� C\j r 0. C\j C:) nc IL SHEET TITLE: CIVIL SANITARY SE1,1VER WATER SYSTEMS PLAN SHEET NO. SCALE NTS cn 1Q v. SECTION 20, TOWNSHIP 27 NORTH, RANGE 4—EAST RM. 2000-07411,30.151 File ki A C� N A a w 1 230 220 210 200 190 DAY7JI1 ENV 180.00 Lq Cm N 0 CLLd U U a J w 0- J (0 U J CV N t43 N '-- IN - w / - tMo W �- d C)o` o -J I to(Dr_ '- Cl `- Ca p N Mp N ` 4 O CV cV ,- / 00 N 11 c6 C04 If � � \ 0641 CL LLJ CV Z il. CV Z = il•— — N Z3 JR to r- •O� m ww UF- mOww OF=__ 03 W C>_ e �2 N .gyp' i J r N 7h to U' c' Q, 11 a_>i 14 LF @SL=0.0 50 12 L PE II Cn CInI Li 1 4 �A �r 25 Jbr n LF n 40 LF1=0.0050 12" CPE 60 LF ESL=0.0050 12" LCPE' ��. L=0.0100 " LCPE 1 LCPE 7.5 LF L=0.0050 96" CMP 8.5 LF L=0.0000 36" CMP rv7 o C) Ln cr) c_> c111 r- 0) C> cr> cr t CD N O N O N C) C d C7 n i C) c�J C) N C7 C"J C1) cat 0+00 0+50 1 +00 1 +50 2+00 2+50 3+00 230 22C 210 200 D-1= E,W, ;' .1.90.00 N 1 j 0J -900 0+0 J Lu w CJL CL a_ V U J Ja CD CO n MN II CD II NC"V'�O N 06 06C) aoo N11 , / 06oN II NII III O n E:0 (D-11 ZZQ MC.5 cnduj uj -------------- m(3 4" WATER_ 1" WATER LE.=205.75 A 1 42 LF -- - Lf l -205-0 GSL=0.010 8" LCPE �+SL 0.0050 " 12 LCPE r . , 6" SANITARY SEWER I.E.=201.60 -.e..•b-- - -1u, CITY r-3112ANEE'r, O O o t� O c[i U o CLi O 6 N N Cl) N N C 1 N N I +on., 1 -81-50 +00 2+50 ::,.., ..� .... .:.,. ,.. am..+.....^-,...errrTs,....m.^t^.�^?!+,^*'?i� .•.S^.^i"^.'^�*!^";C:.,.., ... ... ,.., „a `!q'.+.n'i^,!e�•'^ 13+00 230 220 210 12 LF @SL=0.0000 12" LCPE DATUM ELE,V 190.00 c 6 ( 7 STORM SYSTEM PROFILES SCALE: HORIZONTAL 1 "= 20s VERTICAL 1 "=5' 20 s0 10 20 JEM ks� 1 inch = 20 & CALL 48 HOURS BEFORE YOU DIG 1— 800— 424— 5555 U w a_ J V U chn1� 0,0 \\ to � 17 DoN 11 � NII III �il� II \ \ co A w sLII z z o IL O 00 a- mtoLdLJLd COO UI-= UF- --_ Sul — \ OR torn F �.- 00 �+. II ~ 7-o o �t p o� v . L<i w 00 . II C4 to II O MoLd d;a " 46 LF @SL=0. 100 8 LCPC y 77.5 LF OSL= .00 0 96" CMP 8.5 1 F @'SL= .0000 36" CMP (x:) W �; c .i C) c •i c) c.t a cal o CAI 0+00 1 +00 Do �q'� O e Z�63�u E 0e, �a ] 0!4 C,4 z0 N©� m Ld Of CLCL 04Cu (' LLJ Q a1j �l�`r'a O A U) 4 4 L c<a J C a o o a ny c < o o o ay �� Wl� C/i r�':'srYrn G� uj LA 0 SHEET TITLE: CIVIL STORM SYS E-M PROFILES TTO "p''°�' �q, SHEET N0. 1 +50 � SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.11 Duct; : 20000713.151 He : 0: \Dci—Civil\99454\dvig\99454p[n.dvvg TV'riilis n 0 N A r IN FXtSvAG (GOAD INSTALL DRIVEWAY CULVER- TS A ROADSIDE DITC1 4"- 0 AS PER KING COUNTY ROAD STANDARDS. DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R—O—W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. I flild\l`QGJJ hi tffl NTE� 'C PROVIDE FULL WIDTH 1. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN INGRESS/EGRESS AREA ACCORDANCE VATH THE SPECIFICATIONS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A VVfHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED VOTH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SkNEEPING. THE SEDIMENT COLLECTED BY SIVEEPING SHALL BE REMOVED OR STABILIZED ON —SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DO�Ii THE STREET, EXCEPT INIHEN SMEPING IN INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO MASH THE STREET, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP. 4. ANY ROCK SPACES THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROAD%SAY SHALL BE REMOVED IMMEDIATELY. 5. IF VEHICLES ARE ENTERING OR EX EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING (SECTION 5.4.1) SHALL BE INSTALLED TO CONTROL TRAFFIC. CONSTRUCTION ION ENTRANCE VARIES PER CO L RADIUS VARIES FOR MULTIFAMILY. RADIUS FOR COMMERICAL SITES SHALL BE 20' 3 TYPE 2 HANDICAP RAMP W 5' LONG RAMP MIN. > a a;` A a u SIDEWALK ¢ A� PLACE i' WIDE TACTILE 1• BEHIND START OF RAMP 3 1 4 1 5 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2"X2" BY 14 Ga. VARE OR EQUIVALENT, IF STANDARD 1\ STRENGTH FABRIC USED I I I/I - FILTER FABRIC I N II _ iI - !�\/�\/�\ j�//i/��%ice/j //i //�/i; //��//% �/� r/\�/% //\/'•��/\�/% //� //� � MIN. 4„X4 ` TRENCH ---I-I------------I-1- I I! 6' MAX. I I BACKFILL TRENCH WITH U NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL POST SPACING MAY BE INCREASED 2"X4" WOOD POSTS, STEEL FENCE TO 8' IF WIRE BACKING IS USED POSTS, REBAR, OR EQUIVALENT NOTE: FILTER FABRIC FENCE SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. HAINIMAKE MOMS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGN OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZA11ON OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCUR, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED ViIHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOM, IT SHALL BE REPLACED. FILTER FABRIC - FENCE DETAIL 1-2"0 HOLE FOR 1"0 X 20" LONG REINFORCING BAR ANCHORING PIN (2 — 5 G3 PINS PER LOCATION) FILL TOP OF HOLE W/ MASTIC OR CONCRETE AFTER EiI1NG BARS �Oa s a e tL (2) #4 BARS (CONTINUOUS) 3" CLR. 6" n <_0 0 CEMENT CONCRETE HEELSTOP 10" 1.5" (TYP) R 1" (TYP) DEPTH OF THROUGH JOINT 3 DEFORMED BARS (ALTERNATE TO EPDXY) SCALE : NTS SCALE : NTS SCALE : NTS SCALE : NTS _ CONCRETE CURB AND GUTTER OR 16' VERTICAL CURB (TO MATCH EXISTING CURBING) SHALL EXTEND TO END OF RADIUS, EXTRUDED CURD SHALL START AT END OF RADIUS TRANSITION SLOPE SHALL BE 1:10 (TYP) TYPE 1 HANDICAP RAMP 5' LONG RAMP MIN. h / CONCRETE CURB AND GUTTER LACE FULL DEPTH EXPANSION JOINT ZI ETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER, F WING AND C/G ARE NOT POURED AS ONE UNIT T CURB/GUTTER AND WING FOR HIGH TRAFFIC LOAD GUTTER MAY BE POURED AS ONE UNIT. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED IF WIDTH OF OPENING EXCEEDS 15'. �..:: ITY �DETAIL''. f R EVI S I (� t�l S -... _��y...,.�. STANDARD (��,�. �..��. HIGH TRAFFIC LOAD DRIVEWAY ACCESS DATE SCALE 5/14l98 NTS H HIGH TRAFFIC LOAD DRIVEWAY ACCESS SCALE : NTS BACKFILL - PER PLAN =III=_- PER PLAN I I—III—� 1=1 I —I 2% SLOPE -III=III—III—ill--I I I- I —I I I —I I I —III —I 1 i I I- - � 2" MIN CRUSHED SURFACING TOP COURSE 95% COMPACTED SUBGRADE f 8"X10" EXTRUDED CONCRETE CURB BOND EXTRUDED CURB TO ACP VI/ EPDXY CEMENT If i� ACP — CLASS "B" sf CRUSHED SURFACING TOP COURSE N01IFY GEOTECHNICAL ENGINEERS OF ANY SOFT AREA IN THE SUBGRADE. GEOTEXTILE FABRIC MAY BE REQUIRED TO STABILIZE SUBGRADE. PAVING SECTIONS SHOWN ASSUME DRY WEATHER CONDITIONS. REFER TO SOILS REPORT FOR CONSTRUCTION DURING WET CONDITIONS. PRIVATE PROPERTY ONLY BACKFILL - REFER TO LANDSCAPE PLAN EXTRUDED CONCRETE CURB 3" ACP — CLASS "B" 4" CRUSHED SURFACING TOP COURSE BOND EXTRUDED CURB TO ACP W/ EPDXY CEMENT 95% COMPACTED SUBGRADE BRIL PAVEMENT SECTION MAY BE REDUCED IF RECOMMENDED BY A LICENSED GEOTECHNICAL 1 'sv �� ENGINEER. CT19 'CITY EMQWJE� ASPHALT PAVEMENT SECTION SCALE : NTS PRIVATE PROPERTY ONLY S�ppE 6" 2� ALTERNATE BACKFILL -1Tl ITT—TII-1 I i—� ii SLOPE PER GRADING PLAN 6" SCALE : NTS 2zNd �ps.��n] =r •`aJ- lz vo �: CD z l�j U Yj �0`�� G) m i cy V El w N a O 0 Qs c� a_ o o v > o - -D 0- o I; m in U) < U) o Liaxr�r CD W Q SHEET TITLE: CIVIL 'MISCELLANOUS DETAILS I Dat"e : 200010713.1512 File : 0: \Gel—Civil\99454\dtvg\994-'+dei.at, cg TVAllis l SHEET NO. O c E 5 1/2" 1" BATTER 1" R. 1" R� FT. ! FT. 12" • p : o no PAVEMENT WIDTH. 00 ASP(iALT b•a `w,.r;:r. z.yx, .,' ,, ,i 2"ACP t 4" ROCK 18" STANDARD / 24" ARTERIAL 5'-7' 0.02 FT.! FT.' CONCRETE 5" TYPICAL ' . a • " — -� X 6" DRIVEWAY •' h j i i• i` i is �``...� 2' 3600 CPEP MAX. �L=0.50% I.E.=197.85 WET/DETENTION TANK 77.5 LF 96" CMP I.E.=197.85 F OSL=0.5% CUTLE PIP DETE HTION PIPE/TANK IE=193.65 CONTROL STRUCTURE SEE DETAIL IE=194.04 2"0 MIN. AIR VENT AT SOFFIT, PIPE WELDED TO TANK 12" PIPE FROM ADJACENT TANK STRUCTURE 36"0 CPEP @SL=0.50% I.E.=197.85 TRIM PIPE TO FLUSH WITH MANHOLE WALL (TYP) 12" REMOVABLE WATERTIGHT COUPLING OR FLANGE BLUE BACK— GROUND W/ WHITE SYMBOL & LETTERING 1" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ,MNTS i W 2" 0 STL POST CENTERED ON HDCP. STALL 6" 0 PLATE WELDED TO---" ELBOW WITH ORIFICE DETAIL 1• USE MIN. 54" DIA. CATCH BASIN TYPE II, AS APPLICABLE. 2• OUTLET CAPACITY: DEVELOPED DESIGN FLOW. 3. METAL PARTS: CORROSION RESISTANT. GALVANIZED PIPE PARTS TO HAVE ASPHALT TREATMENT 1. 4. FRAMME & LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB —DOWN SACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4". 6. PROVIDE AT LEAST ONE 3"X,090 GAGE SUPPORT BRACKET ANCHORED CONCRETE WALL (MAX. 3'-0" VERTICAL SPACING). 7. LOCATED ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MIN. CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS OR VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. HANDICAP SIGN HANDICAP SYMBOL WHITE PAINT STRIPE (TYP) CV CN PLAN ON ■ rd ■ ■ EL. 204.65 DEVICE SHALL BE LOCATED SO THAT 80% TYPE II CATCH BASIN OF OVERFLOW PIPE IS — 54"0 MIN. ° VISABLE FROM OPENING _Z p C' a 201.09 p ° ELBOW RESTRICTOR SEE DETAIL INLET PIPE 36"0 IE=197.85 12"0 OUTLET PIPEI-", IE=197.85 0 p RESTRICTOR PLATE �12' c WITH 3.9"0 ORIFICE N SHEAR GATE PIPE SUPPORTS ° o ° 3"x0.09 BOLTS OR EMBEDDED IE=1 2" IN WALL ADJUSTABLE HOOK--, ' ' • RESTRICTQR PLATE WITH 1.0% URiFICE GRID LINES 4" O.C. EACH WAY (GRID FOR LAYOUT ONLY, NOT TO BE PAINTED) 4" WIDE WHITE PAINTED STRIPE 2 COATS BLUE PAINTED SOLID BACKGROUND — 2 COATS SCALE : NTS 0 100 YR W.S. EL 201.09 0 W.Q. SURFACE EL. 197.85 0.5% 0 0 SHEAR NOTES. AP 71 a 1. SHEAR GATE SHALL BE: 3. GATE SHALL BE JOINED TO TEE SECTION BY A. CAST IRON BODY AND GATE, BOLTING (THROUGH FLANGE), WELDING, OR 0 R SECURE MEANS. OLYMPIC FDY, STD, OR EQUAL. B. ALUMINUM, DRAINAGE SPECIALTIES (SAVANNA, GA) STD. OR EQUAL 4. LIFT ROD: AS SPECIFIED BY MANUFACTURING VA � HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENECM`NOMEE -� 2. GATE SHALL BE 8"0 TO FRAME OR UPPER HANDHOLD. - ��1 �2"' UNLESS OTHERWISE SPECIFIED. 4' AVERAGE DEPTH �N�acti co o Cd n d `" � �' 0 ce t�i D 0z" a U r c� OL U) t�T � aIL tZ. N �� ems° °0 el w ""o t'I R '3 ?. � eu k � z L H72 C=- 8 CD L: o� rn J � C 0 co en F. ., _0 k3 v� a J CD SHEET TITLE: CIVIL MISCELLANOUS DETAILS Date : 2000071 ;.1512 File : 0: \Dci—CiAI\99454\ding\99454det.drig TV101lis SCALE : NTS SCALE : NTS SHEET NO. CITY OF EDMONDS 250 5th AVE. N. • EDMONDS, WASHINGTON 98020 • (206) 771.3202 COMMUNITY SERVICES September 9, 1987 Mr. Albert Tutt P. 0. Box 1353 Lynnwood, WA. 98046 Re: Algene Business Center 7029'212th St.. S.W. Dear Mr. Tutt: LARRY S. NAUGHTEN MAYOR FILE PETER E. HAHN DIRECTOR In response to our earlier contact regarding this project and the Engineering Division requirements in particular, I submit the following: Per our discussion, the ITE Land Use Code #150 - Warehousing comes closest to describing the anticipated function of the building to be constructed at this time. With this classification, the average ITE Trip Generation Rate of 1.63 trips per 1,000 square feet gross floor area is indicated for the P.M. peak hour factor. For your building with 11,280 square feet, this yields 11.28 x 1.63 = 18.39 trips (about 18 trips). To meet requirement #3 for street impacts, the fee of $114/peak hour trip x 18 peak hour trips = $2,052.00 should be paid. In the meantime, you should remind your engineer on this project that he needs to resubmit the storm system design. Jerry Hauth of our office indicated to John McDonald on June 8 what was needed and nothing has been received since that date. Jerry cannot proceed with his plan check until the resubmittals have been made. We hope to hear from you and your engineer soon. Please contact us at 771-3202 if you have any questions. Sincerely, CHRIS BECKMAN, P.E. Engineering Coordinator CB/sdt C'- Q�� Alberts M rc PUBLIC WORKS PLANNING PARKS AND RECREATION ENGINEERING lb FITIVITOORAWAM do And 0 At ABV Above ACP Asphaltic Concrete Pavement ADD'L Additional ADJ Adjacent ANSI American National Standards Institute APP Approximately) ARCH Architectural) ASSY Assembly B or BOT Bottom BEL Below BLDG Building BM Benchmark BNDRY Boundary BTWN Between CdtG Curb and Gutter CB Catch Basin CC Concrete Curb CE Crown Elevation CF Cubic Feet (Foot) Cl Cast Iron CJ Construction Joint CL or Center Line CMP Corrugated Metal Pipe CONC Concrete CONST Constriction CPEP Corrugated Polyethylene Pipe CR Concrete Ramp CS Concrete Slab CTR Centered) CY Cubic Yard DEPT Department DET Detail DI Ductile Iron DIA (0) Diameter DIM Dimension DS Down Spout LEGEND EC Electrical Conduit ECC Extuded Concrete Curb EL Elevation EOP Edge of Pavement EX Existing FD Floor Drain FDN Foundation FFE Finish Floor Elevation FIN Finished) FL now Line FIR Floor FOC Face of Curb FS Finished Surface FT (') Foot (feet) FIG Footing G Gas Main GRD Gmde HB Hose Bibb HDPE High Density Polyethylene HGR Hanger HORIZ(H) Horizontal HT Height HYD Hydrant ID Inside Diameter IE Invert Elevation IN (') Inch(es) INV Invert IRR Irrigation Water LB () Pound(s) LGTH Length LAG Lip of Gutter LT WT Light Weight MAT'L Material MAX Maximum MFR Manufacturer MH Manhole MIN Minimum MISC Miscellaneous N North p Z ,',. •�.�s <„ ;`,`;'yam` ":""< r rE w x; m t NO ( I ) Number P Power PL Property Line PROP Proposed PSF Pounds Per Square Foot PSI Pounds Per Square Inch PT Public Telephone PVC Polyvinyl Chloride QTY Quantity RAD(R) Radius RCP Reinforced Concrete Pipe RD Roof Drain REF Reference REQD Required SHT Sheet SIM Similar SPC Space(s)(ing) SPEC Specification(s) SQ Square SS Sanitary Sewer ST Storm STD Standard TOE Toe of Wall, or Slope T Telephone Wire TC Telephone Conduit TOC Top of Curb TG Top of Grate TMP Temporary TOP Top of Wall, or Slope TV Television Wire TYP Typical UNO Unless Noted VERT(V) Vertical W Water Main w/ With WT Weight WWF Welded Wire Fabric TOP OF WALLITOE OF WALL STORM PIPE — CATCH BASIN TOP AND TOE OF SLOPES STORM MANHOLE ® OR SLOPE INDICATORS SANITARY SEWER PIPE RIP RAP SANITARY SEWER MANHOLE FILTER FABRIC FENCING WATER MAINS ---W---W---� RAIN WATER LEADERS (RWL) FIRE HYDRANTS PROP. 7% EXIST. CLEANOUTS (C.O.) SS, AND RWL WATER METERS 69 INTERCEPTOR AND BIG—SWALES WATER VALVES CONCRETE HATCHING FITTINGS WITH THRUST BLOCKS COORDINATES, & LEADERS SURFACE WIR AND PIPE DIRECTION FLOW - • •—� — (457)— STUBBED & PLUGGED LINE EXISTING CONTOUR LABELS PROPOSED CONTOUR LABELS 457 EXTRUDED CONC. CURB 756.5 CURB do GUTTER GROUND SPOT ELEVATIONS (TENTHS) t 756.5 756.55 FINISHED SURFACE ELEVATIONS (HUNDREDTHS) t 7561.75 IFS ASPHALT CONCRETE PAVEMENT 29�s 2920 -7T:2:1 0 n n n n N 1000.00 E 5000.00 EXISTING SITE FEATURE LEGEND O SURVEY tdAI,KI:R AS 11010) EU WATER IdF-IlT [� WATER V'11.-`4- WATER f.lLOW—OFF VAL`I- c-- I'0'r ud [R 1'el f- v':1111 f:'J l'r El CA-10i BASIN @ S-1-orM ;-1 1! 1!.:+I.I.: SAHI1ARY SE'1'&R n 11RAFFIC SIGN -- 011P ---- OVERHEAT) P01,7ER 11111_ --- 55 SANITARY SE7 ER, UNE 5L�_-.--- SJORM DPAIN SEr''ER HHE. BASIS OF BEARING VOLUME 19 OF SURVEYS, PAGE 63 RECORDS OF SNOHOMISH COUNTY AS SHOWN HEREON BEARING NORTH 89'21'44" EAST. VERTICAL DATUM ASSUMED PROJECT BENCHMARK NORTH NUT OF FIRE HYDRANT ACROSS FROM PROJECT SITE. NORTH NUT ELEVATION = 201.51' LEGAL DESCRIPTION LOTS 4 AND 5, BLOCK 6 PLAT OF SEATTLE HEIGHTS DIVISION NO. 4, IN SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE FOLLOWING DESCRIBED TRACT: BEGINNING AT THE SOUTHWEST CORNER OF THE EAST HALF OF SAID LOT 4; THENCE WEST ALONG THE SOUTH LINE OF SAID LOTS 4 AND 5, 72 FEET, THENCE NORTH PARALLEL WITH THE LINE BETWEEN SAID LOTS 4 AND 5, 170 FEET; THENCE EAST TO EAST LINE OF SAID LOT 4 TO A POINT 193 FEET SOUTH OF THE NORTHEAST CORNER OF SAID LOT 4; THENCE SOUTH TO THE SOUTHEAST CORNER OF SAID LOT 4; THENCE WEST ALONG THE SOUTH LINE OF SAID LOT 4 TO THE POINT OF BEGINNING. RESEARCH VOLUME 9 OF PLATS, PAGE 11 RECORDS OF SNOHOMISH COUNTY VOLUME 19 OF SURVEYS, PAGE 63 RECORDS OF SNOHOMISH COUNTY UNDERGROUND UTILITY NOTE UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON SURFACE INDICATORS. NO UNDERGROUND LOCATE SERVICE WAS UTILIZED FOR THEIR LOCATION. THE USE OF THIS MAP FOR THEIR EXACT LOCATION IS NOT WARRANTED. PRIOR TO CONSTRUCTION USER SHOULD CALL THE UTILITY LOCATE SERVICE AT 1-800-424-5555 48 HOURS BEFORE CONSTRUCTION. R NOTES: 1.) SURVEYOR HAS MADE NO INVESTIGATION OR INDEPENDENT SEARCH FOR EASEMENTS , OF RECORD, ENCUMBRANCES, RESTRICTIVE COVENANTS, OWNERSHIP TITLE EVIDENCE OR 3�1" ' mil ANY OTHER FACTS THAT AN ACCURATE AND CURRENT TITLE SEARCH MAY DISCLOSE. ar^- C11.11,11 t 2.) THIS MAPIS A'TOPOGRAPHIC SURVEY.ANDISj a; 1o�s .. NOT INTENDED TO -"PE- USED HAS A PROPERTY SURVEY. THE PROP9R?T.YI W14ES A - MOWN Y � O HEREON • ARE SUBJECT TO' CHANGE. 13ASED ON A COMPLETE PROPERTY SURVEY IN COMPLIANCE s WITH R.C.W. 58.09. p 3. PROPERTY LINES SHOWN HEREON ARE BASED ON VOLUME 19 OF SURVEYS, PAGE 63 RECORDS{ OF SNOHOMISH COUNTY. ARCHITECT CARLETTI ARCHITECTS, P.S. 2204 RIVERSIDE DRIVE, SUITE 270 MOUNT VERNON, WA 98273 (360) 424-0394 SHEET INDEX v CIVIL ENGINEER D'AMATO CONVERSANO INC. 2821 NORTHUP WAY, SUITE 200 BELLEVUE, WA 98004 (425) 827-2238 FAX (425) 827-8986 SURVEYOR METRON & ASSOCIATES, INC. 307 N. OLYMPIC, SUITE 205 ARLINGTON, WA 98223 (360) 435-3777 TITLE SHEET & VICINITY MAP ......................................................... COVER DEMOLITION & T.E.S.0 PLAN........................................................... C-1 HORIZONTAL CONTROL PLAN........................................................... C-2 GRADING & STORM DRAINAGE PLAN .............................................. C-3 SANITARY SEWER & WATER SYSTEM PLAN .................................... C-4 STORM SYS I EM PROFILES............................................................... C-5 MISCELLANEOUS DETAILS................................................................. C-6. MISCELLANEOUS DETAILS................................................................. C--7 99023DELOWC 1 2 3 I 4 I I PROTECT TOP OF YVALL EXISHING POLE TOP OF WALL CONCRETE EXISTING WALL ELEV.-219. �-;' BUILDING ELEV.=219.4' WALL I ' z a5 ti ti ,yo be099'32" 2 $. 2'- \ / 24 FIR /--� TREE TO -BE. ...may \ RFMOVE� I \' �09\ \ \ 1 1 X o-- J off' p \ ? `\ \_208_- x B \ I . 1po -30 1,9 FILTER FABRIC FENCE X ' - :=•= ��- \ \ \ \ \ I SEE DETAIL C6 I I / 214--- 215 HOI)SE,TO IBE 21 6 REMOVEDA. o�,x / / i ��. I I \ \ ; 1 I i 10'-1- I II(;11 e`�' �� \ I / I - \ \ ROCKERY RE6VE TRETFS' I I I � o• � I I �; • I I I I / � � \ \ \ \ _ r � • kory I I / / do `�' \ 1 \ \ X II RUP �6h5 \I EXISTING HOUSE o� O / "5 FIR \\\ X I // I 1RES \ FINISHED FLOOR ELEVATION=221.1' :=r 1 Wa: D X I \ 5 IP / I / I INTERCEPTOR DITCH REMOVE 4 \ y ETAINING - - - - - I,o R x / / <' SEE DETAIL \ \ �\ 2�� WALL �p :.;� ` ;xry`�� , ^ ��M� i i i / h� _a 2 ; N 89'23'28" E 124.15' RECOVERED REBAR & CAP STAMPED "4561 RMA" RECOVERED ,X I1" IRON PIPE (BENT) I REBAR &CAP \ -x - - - - - t:." `� / STAMPED "4561 RMA" + `_ \ >> .\ TEMPORARY PUMP (7Xi HP MIN.) I E TOP OF WALL x'O\•' ` 2� \ x _ R` i . FIR I W/ 2 DISCHARGE. PUMP FROM ELEV.=210.5' �' `\ °�� _ _ - - ®� ��`' LOW POINT TO SEDIMENT TRAP 61TE ;� \ EXIST. FEATURE LEGEND CA- \ / _ _ _ - o SURVEY MARKER RECOVERED AS NOTED TEMPORARY - - - _ - I + Coo " -- �.�� ,1••-vim = - - - _ ' - so- ® WATER METER 8- Z`ULVERT` o� ;. _ _ _ I D4 I WATER VALVE PROTECT 20� X� POWER POLE WITH GUY ANCHOR EXISTING WALL - ElI CATCH BASIN '`' TREE TO C> STORM SEWER MANHOLE . REMAIN SANITARY SEWER MANHOLE TRAFFIC SIGN TOP of WALL I o �, p/ 1 - of iP - I OVERHEAD POWER LINE ELEV.=216.1' �� pao �: / h " ``�`I ;, - SS SANITARY SEWER LINE )04 N / I �F S � :• o z I £,4 - STORM DRAIN SEWER LINE o,< I ,BC O L� U- V;� --- WATER LINE F N C 6 �7 GyTS �I I moo, 4 CONCRETE WALL TOP OF WALL ELEV.=217.2' TOP OF WALL CONSTRUCTION Et F?414C� SEE DETpA�IL,, ,� h X G C6 `�� - TEMPORARY 12" PIPE / CONNECT TO PERMANENT TOP OF WALL LENGTH OF PEIIiAANEN 1 ROCKER 1129 f'IP�RAIN o �E HEE�PlDiC3 ED) 1 CB PROTECTION ,,o,-:�'SEE DETAIL SHEET Cl H Ss SS PROJECT BENCHMARK \ SSMH FIRE HYDRANT `� RIM=199.44 NORTH NUT IE=187.36(8"COK.) ELEVATION=201.51' �`' �� r3fl n. \ n : f%*. *l\ nnA=A\ d...x.\ nnArA-1- Awn TUI.�llie __--}--SEDIMENT TRAP MIN. SURFACE AREA 5 I AT 204 CONTOUR IS 835 SQ. FT. I (1500 SQ. FT. PROVIDED) v I 18'FlR / I I I X o6 I.E. 12"=198.00 I - TELEPHONE PEDESTAL RECOVERED 5/8" IRON PIPE W/ PLUG & TACK 5 CATCH OVERFLOW GRATE BASIN SOLID WALLS FILTER MEDIA FOR DEWATERING ` POROUS BOTTOM CATCH BASIN INSERT NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 C.F. OF STORAGE. THE MEANS TO DEWATER THE STORED SEDIMENT, AN OVERFLOW AND CAN BE EASILY MAINTAINED. STANDARD STRENGTH GRATE FILTER FABRIC FILTER FABRIC PROTECTION NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON -SITE OR HAULED OFF -SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY, AND COMPLETELY IF NOT MAINTAINED PROPERLY. CB PROTECTION I 11. 12. I 3 I 13. I I I 1 I ///`//`\//`\//`\//`\// SCALE : NTS 0 EROSION AND SEDMIENT CONTROL (ESC) NOTES A. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDEUNES FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS: 1. CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, UMITED TO ONE ROUTE. ACCESS POINTS SHAD_ BE STABILIZED WITH QUARRY SP,ALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN TWENTY-FOUR (24) HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABIUZED BY SUITABLE APPUCATION OF BMPS, INCLUDING, BUT NOT UMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO (2) DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN (7) DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 3. PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHAD_ BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDWENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL 5. OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS. B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS). D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING. E. DAIS; CLEANUP AND STREET MAINTENANCE. 7. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MIND `1M REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS US i ' : BELOW. ]INSTRUCTION SEQUENCE 8. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND,!OR ANY EASEMENTS, SETBACKS,SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREE; AND DRAINAGE COURSES. CALL FOR A PRE -CONSTRUCTION MEETING WITH THE CITY INSPECTOR PRIOR TO STARTING ANY WORK. 9. 5EDIWIENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS FLAG CLEARING OMITS INDICATING WHICH TREES ARE TO BE SAVED. THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INSTALL TEMPORARY QUARRY ROCK CONSTRUCTION ENTRANCE. SEE ESC INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN NOTE Al GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE INSTALL FILTER FENCE. PERFORM SITE DEMOLITION AND CLEAR AND GRUB SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. SITE. ADDITIONAL FILTER FENCE MAY BE REQUIRED AROUND THE PERIMETER TO PREVENT SILT LADEN WATER FROM LEAVING THE SITE. 10. CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN PROVIDE CB PROTECTION PER DETAIL FOR EXISTING CB. ACCORDANCE WITH ESC REQUIREMENT NO.2. ANY AREA STRIPPED OF VEGETATION SHALL BE STABILIZED PER ESC NOTES 11. CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM 1 & 2. DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT ROUGH GRADE SITE. SITE. INSTALL UTILITIES AND PERMANENT STORM DRAINAGE SYSTEM AS SOON AS 12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY POSSIBLE. ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, PROVIDE CB PROTECTION PER DETAIL FOR NEW CBS. TWENTY-FOUR HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND FINE GRADE AND PAVE. DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. HYDROSEED AND MULCH ALL EXPOSED AREAS THAT ARE NOT LANDSCAPED. _ 13. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE REMOVE TEMPORARY EROSION CONTROL FACILITIES, ONLY, AFTER ENTIRE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SITE IS STABILIZED AND THE POTENTIAL FOR EROSION HAS PASSED. STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE CLEAN ANY SILT THAT HAS ACCUMULATED IN THE PERMANENT STORM SEDIMENT. DRAINAGE SYSTEM. 14. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND 20MEN", \\\N\ M-2,21 X\INTERCEPTOR SWALE DETAIL g' .....S CB / � � CONC. SIDE WALK AND- RIM=199.50 CURB TO BE REMOVED AS BUILT - w IE(NW)=197.41(12"P -A�TIC) A CENTERLINE 1 / � / / 09 j a� IE(S)=197.33(8 20NC.) I / - [y�$9'21'44" Eat..,, }_ - - - - - - - - 343.59' \ S - 2� \ ss Ss ss ss f.. ,� RIM=199.51 \ EDGE OF ASPHALT r� \ ` IE(N)=195.56(8"GONG.) `, 212 TH STREET S. W. (TYPICAL) y, \IE(W)= 46(12i'CONC.�,�6---------I-------------------- AcJl' j 1- r .i� SCALE : NTS SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN THIRTY (30) DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 15. DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN -t A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. t =� 17. FINANCIAL UABIUTY PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. N GRAPHIC:: SCAB 20 1° 20 O N � N w ki CD .. M o 3 Wo V o o cn U) 1 W Q 0 w� W 0 cn !F^- VJ Z U F-0 � N � Q W 0 N O F U 0 a SHEET TITLE: . - CIVIL DEMOLITION & T:E.S.C. PLAN CALL 48 HOURS BEFORE YOU DIG SHEET NO. IN)MENEM1- 800- 424- 5555 _ ( N FigU 1 inch = 20 fib a SECTION 20, TOWNSI-#IP 27 NORTH, RANGE 4 EAST, W.M. A -- — C E F 1 .Q t 2 �3 n PROPOSED CONCRETE 5 M , I RETAINING WALL SEE STRUCT 24• C.4 z <� X 7 C6 TOP OF WALL ELEV.=210.5' PROTECT EXISTING WALL I I� : I I yT / TREE TO i EDGE OF ASPHALT PROJECT BENCHMARK 212TH STREET S.W. (TYPICAL) ----------------- _ — 10'i Hi(,l-I ROCKERY 5 7 RFACING TOP CURSE GENERAL NOTES: 1. DUMMY —Omoc, THEY SHALL BE I NOT NTS SLESS THAN 3/16- HALL BE PLACED IIEXCEEDOT TO , N THICKNESS ANDSHALL EXTEND 2" BELOW THE GUTTER LINE. 2 JOINTSRDIRECTED BY JOINTS T AS JOINTS SHALL BE PLACED AT ALL OIL THE ENGINEER AND SHALL EXTEND 1" BELOW BOTTOM OF CONCRETE. VFPTir..AI CONC. CURB GENERAL NOTES: 1. ALL WORKMANSHIP AND MATERIALS FOR BOTH ON —SITE AND OFF —SITE IMPROVEMENTS SHALL CONFORM TO THE LATEST WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS AND THE CITY OF EDMONDS STANDARD SPECIFICATIONS AN DRAWINGS. 2. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR BEING FAMILIAR WITH THE PROVISIONS AND REQUIREMENTS CONTAINED IN THE STANDARD SPECIFICATIONS. THE CONTRACTOR SHALL HAVE A COPY AVAILABLE AT THE JOB SITE AT ALL TIMES. 3. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 48 HOURS PRIOR TO COMMENCEMENT OF. WORK. 4. THE CONTRACTOR SHALL COMMENCEMENT OFBLIC WORKRPRIVATE Ap ACENTUTOLIEXISTINTY GRNTES T 48 HOURS PRIOR 0 UTILITY LINES UNLESS AN ENCROACHMENT PERMIT SPECIFIES OTHERWISE. 5. THE CONTRACTOR SHALL PROVIDE EMERGENCY TELEPHONE NUMBERS TO THE POLICE, FIRE, AND PUBLIC WORKS DEPARTMENTS AND KEEP THEM INFORMED DAILY REGARDING STREETS UNDER CONSTRUCTION AND DETOURS. DETOURS SHALL NOT BE PERMITTED UNLESS APPROVED IN WRITING BY THE PUBLIC WORKS DIRECTOR. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION OF ALL EXISTING UTILITIES IN THE FIELD. LOCATION OF UTILITIES AND UNDERGROUND FACILITIES SHOWN ARE APPROXIMATE AND FOR GENERAL INFORMATION ONLY. 7. THE CONTRACTOR SHALL SAFETY OFDE AND MAINTAIN THEGENERAL PUBLIC TO TENT BARRICADES HE TO PROVIDE FOR THETHE SATISFACTION OF THE PUBLIC WORKS DIRECTOR. 8. ALL MATERIALS SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR UNLESS OTHERWISE NOTED. 9. THE CONTRACTOR SHALL CONFORM TO EXISTING STREETS, SURROUNDING LANDSCAPE AND OTHER IMPROVEMENTS WITH A SMOOTH TRANSITION IN PAVING, CURBS, GUTTERS, SIDEWALKS, GRADING, ETC., AND AVOID ANY ABRUPT OR APPARENT CHANGES IN GRADES OR CROSS SLOPES, LOW SPOTS OR HAZARDOUS CONDITIONS. 10. THE CONTRACTOR SHALL COORDINATE All NECESSARY UTILITY RELOCATIONS, IF REQUIRED, WITH THE APPROPRIATE UTILITY COMPANIES. 11. THE CONTRACTOR SHALL CONDUCT ALL GRADING OPERATIONS IN SUCH A MANNER AS TO PRECLUDE WIND BLOWN DIRT AND DUST AND RELATED DAMAGE TO NEIGHBORING PROPERTIES. SUFFICIENT WATERING TO CONTROL DUST IS REQUIRED AT ALL TIMES. THE CONTRACTOR SHALL ASSUME ALL LIABILITY FOR CLAIMS RELATED TO WIND BLOWN MATERIAL IF THE DUST CONTROL IS INADEQUATE AS DETERMINED BY THE PUBLIC WORKS DIRECTOR OR HIS DESIGNATED REPRESENTATIVE, THE CONSTRUCTION WORK SHALL BE TERMINATED UNTIL SUCH CORRECTIVE MEASURES RE TAKEN. 12. THE CONTRACTOR SHALL NOTIFY THE APPROPRIATE AGENCIES AND DEPARTMENTS FOR ALL REQUIRED INSPECTIONS PRIOR TO PLACING ANY UTILITIES INTO SERVICE. WED F 0�fl -/Z� ate_ �.T1 CONSTRUCTION NOTES: 1. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO OBTAIN RIGHT—OF—WAY USE AND/OR ANY OTHER RELATED PERMITS REQUIRED PRIOR TO ANY CONSTRUCTION. 2. REFER TO ARCHITECTURAL ROOF PLAN FOR THE EXACT LOCATIONS OF DOWNSPOUTS. ALL DOWNSPOUTS MUST BE CONNECTED INTO THE ON —SITE STORM DRAIN SYSTEM. UTILITY, PROVIDE 3 WHERE NEW WORK IS THE NECESSARY COUPLINGS SHOWN FOR CONNECTING THECONNEC ON EXISTING ANDSIZE TRANSITION IF REQUIRED. 4. 'ALL CASTINGS SHALL BE SET TO FINISHED GRADE. CASTINGS SET IN THE TRAFFIC AREA SHALL CONFORM TO WSDOT STANDARD 9-06.14 AND 9.06(9). 5. THE CONTRACTOR SHALL PROVIDE THE ARCHITECT WITH AS —BUILT BLUELINE PRINTS PRIOR TO FINAL APPROVAL ALL DEVIATIONS FROM THE ORIGINAL PANS MADE DURING THE COURSE OF THE CONSTRUCTION INCLUDING LOCATIONS, INVERTS AND DEPTHS OF UTILITIES SHOULD BE CLEARLY MARKED ON THE AS —BUILT PLANS. 6. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH SASINS/MANHOLES EXCEEDING 4 FEET IN DEPTH. 7. ANY MATERIAL WHICH IS NOT SUITABLE AND FOR CONSTRUCTION REPLACED BY GRAVEL BASE PURPOSES SHALL BE REMOVED BY THE CONTRACTOR CONFORMING TO SECTION 9-03.10 OF THE WSDOT STANDARD SPECIFICATIONS. 8. THE ON —SITE EROSION CONTROL TRESPONSIO ILITY OF THE CONTRACTOR. ANY PROBLEMS OCCURRING PRIOR O FINALACCEPTANCE BY THE ARCHITECT AND CITY SHALL BE CORRECTED BY THE CONTRACTOR. 9. ANY REVISION TO THESE PLANS MUST BE REVIEWED AND APPROVED BY THE APPLICANT'S ENGINEER AND THE CITY OF EDMONDS PRIOR TO IMPLEMENTATION IN THE FIELD. 10. STORM PIPE UNLESS OTHERWISE NOTED SHALL BE DOUBLE WALLED SMOOTH INTERIOR HDPE PIPE CONFORMING TO AASHTO M-252. HORIZONTAL CONTROL NOTES ALL DIMENSION LINES SHOWN ARE TO FACE OF CURB, FACE OF WALL, OR CENTER OF DRIVEWAY. ADDITIONAL NOTES PARKING STALLS WHICH FACE WALLS OR SIMILAR OBSTRUCTIONS RATHER THAN CURB SHALL BE PROVIDED WITH WHEEL STOPS PLACED 42 INCHES FROM THE WALL OR OBSTRUCTION. GRAPHIC SCALE coon§i zic'd �z zap �,W a 0z" a V a 0 WoH\ 4e 3j U :2 F5 `i cZ } m AAu a a O N � M � z z C) w o Z .i 3 U Q � 0w< w� 0 ~ U) 0 2 Z U N 0 N Qall- W N O SHEET TITLE: CIVIL HORIZONTAL CONTROL PLAN SHEET N0. C-2 SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. A A X I 6" LCPE FTG DRAIN CONNECTION 26 LF 12" LCPE- +- OSL'=0.0100 X 12 LF 12 LCPE OSL�0.0000 Z 0 N 1 t0 E TOP OF WALL ELEV.=210.5' + PROTECT EXISTING WALL TOP OF WALL ELEV.=216.1' CONTROL STRUCTURE 60 LF 12" LCPE - OSL=0.0050 CONCRETE WALL 6 TOP OF WALL ELEV.=217.2' TOP OF WALL STC 900 STORMCEPT&EMAMN&'-- I.E. IN=197 55 (� I.E. OUT=19.iS5- X 39 LF 12" LCPE 106LOiD.W50! ELEV.=203.1' VX 1' DRAIN ROCKERY .4 �. .. A - • " 6" LCPE FTG DRAIN CONNECTION. I '-PROPOSED COMBINED STORM IDETENTION SYSTEM AND WATER QUALITY TANK I 2077.5 LF 96" CMP 2 C7 TREE TO REMAIN I °�' s� I e� p A TT�� pk 6 y��GtiT I .S I I t-46 LF 8" LCPE 4 0SL=0.0100 . I TELEPHONE PEDESTAL TOP OF 'NALL ELEV.=219.5' 6" LCPE FTG DRAIN CONNECTION y� 211. � •� �1 \ \ �• lo'� III�;H ROCKERY �= II � 11111 I ICI i i I I I EXIST MOUND i I ELEVATION FILLED POST SURVEY TO ►moo APPROX EL=207 CONTRACTOR TO FIELD VERIFY , •JJF //CB 2A0 48 1D 20f.4f a C NNECT TO EXIST. J 1ss5o i F� FS -off RIM=199.50 p H / .1� CATCH BASIN. FS IE(NW)=197.41(1� "P TIC) �`L� ,2p�� AS -BUILT IE(S)=197.33(8" NC.) � � � �- � �' CENTERLINE h IE N 197. 5'(L PE NEW %o`e, �'�`$9'21'44" E 343.59' - - - - Ss - SS _ SS SS SS SS SS-- �� SSMH CB FIRE HYDRANT � � RIM=199.44 � � RIM=199.51 " �� 212TH STREET S. W. EDGE OF ASPHALT IE N =195.56(8 CONC. NORTH NUT h IE=187.36(8" COW.) ) ) 6 (TYPICAL) ELEVA110N=201.51 �h h IE(W)=1,. 46(12 CONC. sD `�S8------------------- - - - - - - - - - - --------- 0 "D 01 5 STORM DRAINAGE STRUCTURES 0 NO. T.G. INVERT�EL COMMENTS CB1 204.65 197.85 36" N TYPE II 54" 197.85 12" S CONTROL STRUCTURE CB2 208.15 202.6912"N 197.85 12" E TYPE II 72" 197.85 36" S CB3 208.00 197.85 36" S 197.85 12" W TYPE II 72" 205.00 6" E CB4 204.45 197.85 36" N TYPE II 54" 198.54 8" S C65 201.80 199.00 8" N TYPE I CB6 208.20 203.28 12" N 202.94 12" E 202.94 12" S TYPE II 48" 205.00 6" W C67 208.15 204.16 8" N 203.83 12" W TYPE I C68 208.39 205.59 8" S 205.79 6" E TYPE I CB9 208.10 204.)0 12" S TYPE I PIPE MATERIALS DOUBLE WALL SMOOTH INTERIOR CORRUGATED POLYETHYLENE STORM PIPE CONFORMING TO AASHTO M-294, TYPE S ALL LCPE STORM PIPE MUST PASS 10.5 PSI PRESSURE TEST. ROCKERY MINIMUM ROCK HEIGHT (H) IN DIMENSION (B) FEET IN FEET 0'-0" - 6'-0" 1'-6" 6'-1" - 8'-0" 2'-0" 7 Livils THIS DETAIL IS FOR GRADING PURPOSES ONLY. FOR ACTUAL ELEVATIONS AND WALL SECTION, SEE STRUCTURAL DRAWINGS. WALL GRADING INFORMATION SLOPE TO EXTEND TO DAYLIGHT 1 OR GREATER � O 4 12" MIN A! i LOC sL= / 07o-5% FINISH I I; GRADE -� I!ITI! �CN H PLACE ROCK ON FIRM -i! i i ; ,! UNDISTURBED SOILS OR CONCRETE BASE ROCKWALL DETAIL 4" 1 3/4 OR GREATER 1 a O D -III- SLOPE AS NECESSARY FOR STABILITY DURING CONSTRUCTION GRAVEL BACKFILL FOR WALLS MINIMUM 6"0 PERFORATED DRAIN PIPE WITH SUITABLE OUTLET TO BE INSTALLED. MUST BE AS LOW AS POSSIBLE AND NO HIGHER THAN THE SUBGRADE GRAVEL BACKFILL FOR DRAINS OR BETTER PER W.S.D.O.T. SEC. 9-03.12(4) SCALE : NTS SCALE � oLc) to D ww �- � co�U z G w �zg a U ul No\ U 6 Li Z > m A E 0 Um � 4 W a 8 o N � w z � z o Q 0 Y 0 c� •� .� C v 3 v a o o o Q U) F_ 0 W < :�: 01- U) F- U) r'-' =o z U N � � N a W N O U .1 W a i SHEET TITLE: CIVIL GRADING & STORM DRAINAGE PLAN m Date : 20000713.151 File : 0: \Dci-Civil\99454\dwg\99454pin.dwg TWillis I i I PROTECT EXISHING POLE TOP OF WALL CONCRETE EXISTING WALL I BUILDING ELEV.=219.4' WALL FM C b+/. j// /�/ / vZ X -X--X -- N 89.2328" E 124.15' E TOP OF WALL ELEV.=210.5' TOP OF MLL ELEV.=219,5' 's r� I II II I I it 7 II II I I I II J i II I I II\ \ \ 10'f HIGH ROCKERY 1 0 \\ \ I1\\ Iil� I I ICI � I I 8x6 TAPPING TEE FL (1) �Cg i / (1) 80 TAPPING TEE MATCH EXIST. SS SIDE SERVICE , , GRAPHIC SCALE 1g��GV EE FL (1) RIM=199.50 I o`� (1) 4 GV FLA Z FIELD VERIFY LOCATION AND, - AS -BUILT .H. ASSY. (1) IE(NW)=197.41(1�"P TIC) (1) CONC. BLO .FIELD INVERT PRIOR TO CONSTRUCTION CENTERLINE o ,o 20 FIRE HYDRANT CONC. BLOCK (1) IE(S)=197.33(8" O JI C.) VALVE IFY PRIoR� N OF CONSTRUCTION N 89'21'44" E - - SS FIRE HYDRANT NORTH NUT ELEVATION=201.51' 5D 5 LF 6" DI CL 52 \ SS SS - €NStl�E�1ALVE BtJX-COVER- 343.59' \ \ SS SS IS_CLEAR_OFSgU:T_7ER SS ADD SPOOL IF NECESSARY. i inch = 20 f1w SSMH Cg � EDGE OF ASPHALT RIM )=195. " 212TH STREET S.W. (TYPICAL) CALL 48 HOURS BEFORE YOU DIG � RIM=199.44 /t � �IE(N)=195.56(8 CONC.) \ I IE=187.36(8 CONC.) IE(W)=195.46(12"CONC.) I —J_/ — — — — — — — — 1 — 800— 424— 5555 ---------------------------- 0____-___ -._.. ... _._ - - - _-_.- ._- ^A•C/_1_ A....-. Tllll:� 4� W_ 0 r t REFER TO CHART I I t t I I t t It 2-1/2' SIMESE HOSE CONNECTION C w eerc (AS REQ'D BY FIRE DEPT) ` PRE -ASSEMBLED, STATE APPROVED VALVE DOUBLE DETECTOR VALVE ASSEMBLY MIN. _)S4� -'1 t It tt J LL I ROUT SEA►. ® Q FLAP= TEE L SENSUS SRII tivd r A REMOTE READ 0 NOTE: VAULT SIZES 6 (m') LADDER PER APWA STD PLAN #41 METER SIZE AND TYPE APPROXIMATE EQUIP 01MENSIONS UTILITY VAULT NO. INSIDE VAULT DIMENSIONS ALTERNATE UTILITY VAULT N0. A 6 C D LENGTH WIDTH HEIGHT 4' x 3/4- 2'-9' 1'-1' 0'-6' 4'-3' 575-LA 5'-6' 4'-2' 4'-0* 660-LA 6- x 3/4" 3'-9- V-20 O'-8" 5'-6" 4484-LA 8'-4" 4'-4' W-2" 575-LA e- x .3/4 4 -5 1 -4 0'-9 s -4 5106-u to -6 5 -o 6'-2- 4494-LA •to• x I" • s -0 • " 1 -a 1 • a -11 r e'-6 sloe -LA • • to' -a" 1 s -or 7 " s -z 612-LA solo' X 1' 5'-0' i'--8' O'-11" 7'-1 687-LA :SE_aa_6Hl: 7-00 612•-LA GENERAL NOTES: 1. SPRINKLER CONTRACTORS LIKE TO ADO 4- OUTLET TEE DOWN STREAM FOR FIRE DEPT- CONNECTION. 2. •MANUFACTURED BY HERSEY s• MANUFACTURED BY CLA-VAL CFI VIKING 3. ACCESSES BY L.-W. BATCH: TYPE "0' ( H-10 PEDESTRIAN LOAD: HO-10 TRAFFIC LOAD) CITY C -F. E.D. M' N U REVISIQNS STANDARD DETAIL_ COMMERICAL DOUBLE DETECTOR CHECK ASSEMBLY DATE I i Q9p� 1 �gv 3/IS/q9 SCJUE N75 DWG HO. E7.8 SINGLE SERVICE DOUBLE DETECTOR CHECK VAUE ASSEMBLY W/ FDC y�G In �9f In FLAT BOTTOM NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION CROSS SECTION 6' MIN J 2"-4" ROCK 3/4"-1.5" WASHED GRAVEL GEOTEXTILE RIPRAP DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER I —I � I —I � I—� � I —III — I 1 MIN. DEPTH OVERFLOW SPILLWAY -III-III-III-III-III III -III -III -III -I i l-I 11= 000aap5Oc�oCI �a5oopad� I 1I 10 oo��MIN. 1' 1I—' DEPTH 2"-4" ROCK NATIVE SOIL OR -j — i COMPACTED BACKFILL I I III=1 I I=1 I I=111=1 I I=1 I-1 11—I I( I I' MIN. 1' DEPTH 3/4"-1.5" WASHED GRAVEL GEOTExTILE III. III=1 I I=1 I I III-1 I I-1 I I III-=1 I I- TRAP OUTLET MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH. 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED. SEDIMENT TRAP SCALE: NTS � z�� d a 0 tx iE �Iw �Zg a o uJ 0` E- Q H Bit U sq> �Z m AQ04mU CL LLJ R - R N N z a > z M� O 0 ckc 44 O Z m .s, a o 4 m V d+ in .• in °' o to Q � Lu 0 w � i- w o �� z U N � N Q W N O SHEET TITLE: CIVIL SANITARY SEWER 8& WATER SYSTEMS PLAN 2 II SHEET N0. SCALE : NIS C-4 En 0 a SECTION - 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. im m y A � b o • o O -}. 211.1 c O F'� III' 10 D O C N 0 W 0 CB 8 1208.39 T.G LEA 1 6UT=205.59 LCPE 209.2 �i I I I l \ 209.6 \ n 1 l O / 0 208.1 0 I 207.2 I 00 I I I I 206.5 rrnn / CB 7 I T.G. 208.15 204.1 I.E. IN=204.16 8" -CPE • V \ 00 \ 206.5 uD \ 210.2 213.1 1 o I o I o I C I I 1 v I 7.13.8 Z I rn ; I 1 •II � \ o � o� ca \1 V 215.0 Ln M ` N s m m CB T.G. 208.20 1 I.E. IN 202.94 12" LCPE I.E. IN=203.28 12' LCPE 215.0 G I.E. OUT=202.94 1 " LCPE O Nv 0 CD 215.0 ri O m -nn O 0 N CNi o c CB T.G. 208.15 I.E. IN=197.85 12" LCPE I.E. IN=202.69 12" LCPE I.E. OUT=197.85 3 " CMP 00 CB 215.0 L' T.G. 208.00 Ln rI.E. I.E. llsl=197.85 OUT=197.85 1 -CMP "LCPE 20-0.0 0 0 o / / coin 0 0 / 20A.A owi 6 / ` s / _ 202.6 I CB 4 T.GI.E. IN=198.54 8" LCPE / I.E. OUT=197.8 36" CMP r I � I I 201.8 II ]rn I CB 5 T.G.=2 1.80 201.8 LE. OU =199.00 8" L PE PROJECT TITLE: MAGIC TOYOTA 7029 212TH STREET SW EDMONDS. WA O 0 0 U1 0 ►a O t�G O N EXIST. CB I T.G.=199.53 1 I.E. IN=195.5 12" LCPE 1 I 0 200.3 I N= r o m ! EXIST. CB $ T.G.=199.51 200.3 _, z " LE. OUT=197. 3-12" LCPE I 0 � 11 201.0 ' i ST 90 T.G.= 02.35 c I I.E. IN 197.55 12" L PE I I.E. 0 I T=197.55 12" LCPE 201.5 1 I 0 1 0 1 v o \ 202.6 1 N \ m 1 CB1 \ T.G.=204.65 204.0 M 00 I.E. OUT=197 85 12" LCPE C; E; _ 1 1 206.2 II 0 \ 0 0 \ $o \ cn 0 0 \ 209.7 v) C c� c� 2' 5.0 T..=208.15 I.E IN=202.69 12 LCPE I.E OUT=197.85 6" CMP 215.0 -► N s Cf m o T 11=208.20 o IE IN=203.28 12 LCPE CDIII OUT=202.94 2" LCPE o / ?1 ^ o cr / 0 / / ?11.0 I / 1 / C� D r- -P O0 � I � 00 O � �' ^ cn 0 cylX crl m U -< O C 0 G7 APPROVALS: Job No.: 99454 Prol Manager. NB Drawn: VR Reviewed: NB Dwg. Chk. CTD Date: 03/19/00 Scale: 1" = 20' N s PREPARED BY: w O 1 ro L 4N. U) D � mO G m -� O m� 0 -� Z V II�D U'! r O or N W O DCLEN HNEERS D'AMATO CONVERSANO INC. 2821 NORTHUP WAY •SUITE 200 PHONE 425 7-2238 BELLEM, WA 98004 FAX: 425 27-8986 CIVIL / STRL..JCTURAL Plot Scal E F G H 1 R=15' MIN. INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT 4"-B" QUARRY SPALLS GEOTEXTILE EXISZING ROAD 2 AS PER KING COUNTY ROAD STANDARDS. DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R—O—W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. Sp, 12" MIN. '0A THICKNESS MAINTENANCE STANDARDS PROVIDE FULL WIDTH 1. QUARRY SPACES (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN INGRESS/EGRESS AREA ACCORDANCE WITH THE SPECIFICATIONS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON —SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IN INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREET, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP. 4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 5. IF VEHICLES ARE ENTERING OR EX EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING (SECTION 5.4.1) SHALL BE INSTALLED TO CONTROL TRAFFIC. CONSTRUCTION ENTRANCE .._. SCALE : NTS CONCRETE CURB AND GUTTER OR 16` VERTICAL CURB (TO MATCH EXISTING CURBING) SHALL EXTEND VARIES PER TO END OF RADIUS. CODE EXTRUDED CURB SHALL START RADIUS VARIES FOR MULTIFAMILY. AT END OF RADIUS RADIUS FOR COMMERICAL SITES TRANSITION SLOPE SHALL SHALL BE 21i a BE 140 (TYP) 3 TYPE i HANDICAP RAMP TYPE 2 HANDICAP RAMP > 5' LONG RAMP MIN. 5' LONG RAMP MIN. a a a a SIDEWALK, A ?.Y PLACE 1' WIDE TACTILE I' BEHIND START OF RAMP ACP ACP ftu 1 �O 1 . 24' I SECTION A / CONCRETE CURB AND GUTTER PLACE FULL DEPTH EXPANSION JOINT BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER, IF WING AND C/G ARE NOT POURED AS LINE UNIT CURB/GUTTER AND WING FOR HIGH TRAFFIC LOAD GUTTER MAY BE POURED AS ONE UNIT. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED IF WIDTH OF OPENING EXCEEDS 15'. CONCRETE SHALL BE CLASS 3- 3000PSI CURB AND GUTTER SHALL BE POURED ASPHALT SURFACE SEPARATELY FROM THE SIDEWALK. FEIRM INSPECTION REQUIRED PRIOR TO POUR. REVISIONS .STANDARD DETAIL HIGH TRAFFIC LOAD DRIVEWAY ACCESS a►r¢ s= _.__ wa NIc;N TRAFFIC LOAD DRIVEWAY ACCESS SCALE N15 4 5 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2"X2" BY 14 Go. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED 1\ I ( i FILTER FABRIC N II I _ �/ice/i '//•/� / ��//��//./i �/% ��/� r• MIN. 4"X4" TRENCH j�ii��jj� ---4-----------I-I — T -- z II II � I 6' MAX. ! I BACKFILL TRENCH WITH I I I NATIVE SOIL OR 3/4"-1.5" U WASHED GRAVEL POST SPACING MAY BE INCREASEDk"�2"Um WOOD POSTS, STEEL FENCE TO 8' IF WIRE BACKING IS USED POSTS, REBAR, OR EQUIVALENT NOTE: FILTER FABRIC FENCE SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. ualwTENMICE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGN OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCUR, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6' HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. rII TP*R FARRIC FENCE DETAIL BACKFILL — PER PLAN PER PLAN rI--- -I I I —I I I —I I 2% SLOPE _ I —I I I —I I I —I I I— .. -I I I —I I I —I I I —III I —I I I —I 11—I I ° -I I —III —III —I ° 2 MIN CRUSHED SURFACING TOP COURSE 9��//\X�%�%/0//\ �ii�/r�� '---95% COMPACTED SUBGRADE SCALE N I 8"X10" EXTRUDED CONCRETE CURB BOND EXTRUDED CURB TO ACP W/ EPDXY CEMENT ACP - CLASS "B" CRUSHED SURFACING TOP COURSE NOTE; NOTIFY GEOTECHNICAL ENGINEERS OF ANY SOFT AREA IN THE SUBGRADE. GEOTEXTILE FABRIC MAY BE REQUIRED TO STABILIZE SUBGRADE. PAVING SECTIONS SHOWN ASSUME DRY WEATHER CONDITIONS. REFER TO SOILS REPORT FOR CONSTRUCTION DURING WET CONDITIONS. ASPHALT PAVEMENT SECTION W SIDEWALK PRIVATE PROPERTY ONLY 6 1N2"0 HOLE FOR 1"0 X 20" LONG REINFORCING BAR ANCHORING PIN (2 — 6'PINS PER LOCATION) FILL TOP OF HOLE W/ MASTIC OR CONCRETE AFTER ETTING BARS o (2) #4 BARS (CONTINUOUS) 3" CLR. 6� �a o / .Q, o 1 CEMENT CONCRETE WHEELSTOP SCALE : NTS 1 n" acc FXTR(IDED CONCRETE CURB BACKFILL - REFER TO LANDSCAPE PLAN EXTRUDED CONCRETE CURB 6" °.a a I I � I -T -CLASS "B" 3" ACP 4" CRUSHED SURFACING TOP COURSE BOND EXTRUDED CURB TO ACP W/ EPDXY CEMENT 95% COMPACTED SUBGRADE NOTE: PAVEMENT SECTION MAY BE REDUCED IF RECOMMENDED BY A LICENSED GEOTECHNICAL ENGINEER. < <n CITY E1'IEEK - -- - AgPWAI T PAVEMENT SECTION SCALE N15 PRIVATE PROPERTY ONLY 1.5" (TYP) R 1" (T'YP) DEPTH OF THROUGH JOINT 13 DEFORMED BARS (ALTERNATE TO EPDXY) 6" SCALE NTS PX S�OpE 21 —ALTERNATE BACKFILL SLOPE PER GRADING PLAN 2.• � MAX S(ppE SCALE : NTS cod%Ri sl P4z L oa �Iw yS a how z v @ �oi\ j } �Z A U m A m 8 w a 8 a N to R o, o O p� Q 0 -Spp m •-+, d c 3 U v+ +°+ in 5i v N o W 3: o �o � =o z U N � N Q W N O n • 5 W 31 a SHEET TITLE: CIVIL MISCELLANOUS DETAILS SHEET NO. T C-6 V -.- C C LJ G 1 2 CITY OF EDMON DS ENciPiEE DIVISION .REVISIONS STANDARD -DETAILS TYPICAL SIDEWALK SCALE NTS _ mic, t"O' i 12' 36"0 CPEP OSL=0.50% I.E.=197.85 I.E.=197.85 3 6 1/2" 1" BATTER 1" R. 1" R f-- O.os FT. I Fr. 12" o . ,. -o --- :-=PAVEMENT WIDTH. 18" STANDARD 24" ARTERIAL CITY OF EDMONDS E"oIVIS-1 N REVISIONS STANDARD PETAILS VERTICAL CURB AND GUTTER DIGS: SCALE: NTS M4. No: WET/DETENTION TANK 77.5 LF 96" CMP OSL=0.5% IE=193.65 IE=194.04 CONTROL STRUCTURE 3 SEE DETAIL C6 ELEVATION VIEW G OUTLET PIN H nE-TrKITIAKI DIDC /TANK 2 0 MIN. AIR VENT AT SOFFIT, PIPE WELDED TO TANK 12" PIPE FROM ADJACENT 1 TANK STRUCTURE 36*0 CPEP OSL=0.50% I.E.=197.85 TRIM PIPE TO FLUSH NTH MANHOLE WALL (TYP) .71i%iLC IV 1 J 4 SLUE BACK - 'ROUND W/ NHITE SYMBOL k LETTERING I" WHITE LETTERS N1 STD. WORDING PER HANDICAP CODE REQ,MNTS zl 1' 21A►lr%l^An c%TAI I nCTAII I'IAIV V Ilr•Hl� J I HLL V L 1 nl t- REMOVABLE WATERTIGHT COUPLING 2" 0 STL POST CENTERED ON HDCP. STALL 6" 0 PLATE WELDED IU ELBOW WITH ORIFICE DETAIL EWOW RESTICTOR dQIF�: 1. USE MIN. 54" DIA. CATCH BASIN TYPE II, AS APPLICABLE. 2. OUTLET CAPACITY, DEVELOPED DESIGN FLOW. 3. METAL PARTS: CORROSION RESISTANT. GALVANIZED PIPE PARTS TO HAVE ASPHALT TREATMENT 1. 4. FRAME & LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CUMB-DOWN SACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1 /4". 6. PROVIDE AT LEAST ONE 3"X.090 GAGE SUPPORT BRACKET ANCHORED CONCRETE WALL (MAX. S-0" VERTICAL SPACING). 7. LOCATED ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MIN. CLEARANCE AS SHOWN. AS 8. LOCATE ACCESS TO TANKS LOR RUNGS IN STRUCTURES D VAULTSLADDER TOACCESS MEN CATCH BASIN IS FILLED WITH WATER. 5 6 HANDICAP SIGN RESERVED HANDICAP SYMBOL WHITE PAINT STRIPE (TYP) _ N CV PER PLAN PER PLAN 4' ®HANDICAP STALL 0 ARID LINES 4" O.C. EACH WAY (GRID FOR LAYOUT DNLY, NOT TO BE PAINTED) 4' WIDE WHITE PAINTED STRIPE 2 COATS BLUE PAINTED SOLID BACKGROUND - 2 COATS c11nA1 C MTC VVI .VV • • • DEVICE SHALL BE EL 204.65 LOCATED SO THAT 80% TYPE II CATCH BASIN OF OVERFLOW PIPE IS - 54"0 MIN. VISABLE FROM OPENING i CE=201.6 201.09 o - 100 YR W.S. EL 201.09 ° ELBOW RESTRICTOR" o INLET PIPE SEE DETAIL 36■0 IE=197.85 N7 W.Q. SURFACE EL 197.85 il 12"0 OUTLET PIPE -C-4 IE=197.85 RESTRICTOR PLATE WITH 3.9"0 ORIFICE 5 12' SHEAR GATE N PIPE SUPPORTS 3"xO.09 BOLTS 0.5% OR EMBEDDED IE=193.65 -�-- 2" IN WALL 4' AVERAGE DEPTH ADJUSTABLE HOOK NOTESt RESTRICTOR PLATE WITH 100 ORIFICE ao SHEAR GATE DETAIAPMOV'RE10ift NOTES: 1. SHEAR GATE SHALL BE: 3. GATE SHALL BE JOINED TO TEE SECTION BY OWSTRU I gi PM' A. CAST IRON BODY AND GATE, BOLTING (THROUGH FLANGE), WELDING, OR 0 R OLYMPIC FDY, STD, OR EQUAL SECURE MEANS. 7i O U `� . B. ALUMINUM, DRAINAGE SPECIALTIES 4• LIFT' ROD: AS SPECIFIED BY MANUFACTURING (SAVANNA, GA) STD. OR EQUAL HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER"AND ADJUSTABLE HOOK LOCK FASTENS J. �� ICITY AE I 2. GATE SHALL BE 8.0 TO FRAME OR UPPER HANDHOLD. � UNLESS OTHERWISE SPECIFIED. 3 An.�'Tf1/11 crnllnTlIDC nCTAII WITI-I FI Rnw RESTRICTORCALE IrVIVIfCVL Jil�vvlvl�� +•-�r•��- •••••• ---- �Cj�.� z Boa � � z w 04 > a z N rann, U ul 0� E"a�'� HdR m dz ,•,., �AmU 8 Q CL w IL' a N R w L' rn v v c � � a o � o ocn Q � 0 w� Q � to = Z U O N 2: N Q W N O n SHEET TITLE: CIVIL MISCELLANOUS DETAILS SHEET NO. C-7 v U N O !Z z° c• 1990 NOTICE TO PERMITTEE AND/OR OWNER PARTIAL APPROVAL VIOLATION CORRECTIONS REQUIRED (Permit Number rl_ MIXnUA Owner 14 "yi1 f' --T(kJnJa- I Job Address NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES. 71 CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT - STOP WORK. MAKE WORK COMPLY WITH APPROVED PLANS AND PERMIT OR REMOVE. STOP WORK - UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR. CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE 41 NEXT PHASE IS STARTED; TO AVOID POSTING OF A STOP WORK ORDER, ORDER TO CORRECT, OR ABATEMENT PROCESS. JOB CARD MUST BE POSTED ON SITE AND BE VISIBLE FROM STREET. APPROVED PLANS MUST BE AVAILABLE TO INSPECTOR ON SITE. LjWORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED. CONTACT INSPECTOR AND ARRANGE FOR APPOINTMENT. RECALL FOR INSPECTION. t THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES MAY BE APPLIED, FOR INSPECTIONS CALL 771-0220. LjBuilding Division F—iPlanning Department Engineering Department Lj Fire Department CITY OF EDMONDS itl Inspector 1 N Date e� 2MJJ 3�ur ti ir.1 . C2 4 2taoo 2W.33 . 89't9'32'.' E 208.52 F. csom T.J s A 7 2U Zir 's \N \' , .j20.62 .;, . ' .... PROPOSED _�" ' l RETAINING WALL. I n SUBLEM \. - 1 ` 1 FSUD\\ \\ $ F.S . 1 1 : BUILDING HEIGHT ." CALCOLAAlJolk IS r FS_- - 7` ~ • HEIGHT CALCULATIONS 209.75 FROM PROPOSED! BUILDING \ \ TREND DRAINS I / I \ Q _ I a 12l1�70 F.F.E.= f 10.00 7 IFS I i \ _ I / 209.71lx (` _ � it / `\ \- � \\ \\ `C9 \Zta(R9\ � ` ' �.r—2(�V9 .75' Moo FS - I \ \ \ ;� @ =209.75 A.C. PAVEMENT: 1 I f 1 \ \ \ f TYP. \ ( }'I I I. -214- -- _ \\ \\ \\ \\ 1 I t\ \ E = 210.00(D \ \ \ \ t f I f - - - _ - \ I ,2tam `; PROPOSED bEL/WATER -7 215 - -- J 1 . •� 1 SEPARATOR \ \ \ 2 Q 9 . / 5 � .� FR BUILDING c PROPOSED ,� l .� I � I i Q x7 1 I I W f ROCKERY WALL : ` 1l .� # - 2 x a v INTERIOR _ _ � D psTER A v v AVERAGE GRADE=209.75 y- 1�2 1 ENCLOSURE \ Q// EXTRUDED CONC. CURB t j z . ` .W.._4� 1f f I (TYP.) / 1 l I 1 f 20975 � _: }.75 \ f FS - wi ` ACTUAL=227 6 Ix I _GR 209, =I / / 2i1965 0----�.�, FS. i o - , , \ MAXIMUM=245, r-- ti xj E� 1 t= i 2tats. t 1.5 = I 209.88 tC.,;, 1 .S4 F{ _tj�y .@$j/- f f 7;af x I 2t 93 ao �\ 2f1EE44 W c� { / F / r f 2f \ I: TCa'jc5' a0 1 �� i1 I EXIST. GROUND ,X X 3t X. V �� '� -Y N 89723'28" E 124AT SURFACE IN THIS AREA DIFFERS FROM F.S I SURVEY, CONTRACTOR \ \ ` t •' s < TO FIELD VERIFY. a A �` Q ` ' '' 1 . ACTUAL SURFACE RECOVERED REBAR & CAP RECOVERED I ESTIMATED AT REBAR . & CAP STAMPED "4561 RMA" APPROX. 207. - 2U6t t5 STAMPED "4561 RMA" I I F 1" IRON PIPE BENT 36' A PROPOSED COMBINED STORM SEE LA-8t7CA�f>E. t,7lzAWNG* LPs�a rLbL4 AKV t.,��focr: - seBE Giti iL_ vr.Awwes f=er, Cor.Ai:;aS, u-mI- es, Tr-_sc�,. AHt2 DETENTION SYSTEM AND DATER I c - - ', 30" FIR I QUALITY TANK j--- PROPOSED SANITARY 0d : '` y . ) ` " SEWER SYSTEM G " t U c- G l e-1,J PROPOSED DOMESTIC WATER LINE I { 2al to I t. 2011 � _.._... I 4 op ox I �� oC� tE -� I _' ,�GHT PROPOSED FIRE WATER LINE F74 • �'"/ ,;, �'= I PROPOSED DOMESTIC WATER LINE I i I a 5 /.02 gx I ' / I I � ., ► I x =15 t r F I o l ?UZt cn ' 1� ! I 18" FIR I �— --�•- I ! 2v2.5a I . HIGH TRAFFIC LOAD X �I !' '`� I x VERTICAL CURB &GUTTER (TYP.) Irn DRIVEWAY ACCESS 1 2' REUSE EXIST. WATER METER I Z_ i I NEW SIDEWALK (TYP.) �� , � - � NEW WATER METER I I C I F v D \ RECOVERED 5/8" IRON PIPE I PLUG & TACK I 2oa73 � _ W/ .�... __._._.._.;'..;.`'.'\......_..:.._..--. ..,,.. - "tom.,.. x,o::::-----.--. \:�...._._/,._ �-..,...,..r......,,w.�. ...-.. _.:_-------•-.,, _,....-. ....K_.�st....__...... �/ 1-�rf`LX�'�-TES 2�t. � x w � t95t42 20a'62 3— g r r /ZSG i 1 .S, I r_o - „� MATCH EXIST. , off'. �o °ria ` �� L� SS SIDE SERVICE �p�"" AS BUILT (P o f� t4Ire m .. f c, . 'S 1 r� .� EXIST. �'� ' = .. 1 .,...... �.4. � a CENTERLINE FIRE HYDRANT.__ • EF� e ; N 89'21'44" E _ — -- <, m 343.59' v r PROEC \ \ ° 212TH STREET S. W. EDGE OF ASPHALT r` ' t :� \ (TYPICAL) fit ;t i E ! a e;'t \ - Now 000 i } i Date : 19991209.1422 ' File : G:\©cI-Ctvil\99454\dwa\99454atn.dwo .Rooers ' rl D A DT-TT[l Q0 AT V z - �. ow V - w o` c» . &4tat, B cm 2: r Qi rn v w ry Q tom. Ls z '0 W C> F__ i=- a, SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. n L•J N 00 9 F 5- I I PROTECT EXIS!lING POLE f— TOP OF WALL /— CONCRETE EXISTING WALL `—TOP OF �Y",I_I_ I I71 {II IIIAI(� cl rt" 1)1 f) i SINGLF -qFPVlr.F D011PIF nF 6 17rTiM rWr-ref V,"AI Its AQQE7kAP1V %At SURFACE AREA DETERIr9INED AT TOP OF VTEIR �G L� I Z Ln m: FLAT BOTTOM In NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION CRC ACTION -I J 2"--4" ROCK WASHED GRAVEL GEOTEXTILE 4' MIN RIPRAP FDC DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER C 0 J LL. LLl 0 Z TOP OF WALL 4" DOUBLE DETECTOR CHECK VALVEIN I `� PROVIDE 1/4H -9CMP1 PUMP I�� I /I / > . — CONFlRI �SIZERO� LEREFQ DES{GNER TO �• 'VEDa 6' MIN / 1 "CHECK Tlf�iLl d II I i r 1a• FIR I LINE AND VALVES PRIOR 1 �, DISCHARGE DINE. T01t 5 z �co ,z TO CONSTRUCTION - — — — _ COORD ELEC. AND PROVIDE C5 — FI ' • .- 1 MIN. DEPTH OVERFLOW SPILLS"SAY — — —I CONDUIT FROM PANED � / I T 10 N 11=1 I I-1 11=1 11=1 1= I I- v -1 I I-1 I I-1 I I-1 I I-1 I I-1 I I- X E Ire I / I o —I i i—I i 1=1 i I —I i 1=1 i 1=1 I I- �aoaoo�a ooaoo a �-oQ moo. i 1=� 7_4��T x SEPERATE PERMIT RE(�UIRED 9 I �o p I FOR FIRE PROTECTION SYSTEM I �`��a��ooaoOoOaoC�� 12 U - U�o o OG , x' ��i�+ _ I - A�i!!d. 1 DEPTH TOP OF WALL 1 z �� kP �,,; , . I NATIVE SOIL OR I— — {.I 2" 4" ROCK 1 1 MAINTAIN 3' CLEAR SAcCtRQf�ND�\ �' �- TFI _P ! QNF ,pF �E,,T c.' -I =-- — _ _ _ I , i NE 1 UOMt$� 'CATER COMPACTED BACKFlLL I =III=III=1 11=III=III=� I=1 I I=1 --1 Imo- MIN. 1 DEPTH 3/4"-1.5" HYDR,gNT &q � ALL ObSTRU.00NIS \ \ �� I METER. NEW TAP TO I — —� WASHED GRAVEL ROCKER NCL 41W;A S 110' ' F i !�9 N I GEOTEXTILE I I-1 I I-1 I I. III=1 I I=1 I I=11= — 4"' DI CL 2 (BY CITY) 8 .76 I...I I I...I m maam xma _ - _-f {� _smm a . _ r • c a ,G pf ,'�N +o'fii- 4 .—8��--F7HP- -4 •". YV '..� �.a r- YY Q• a.�."6».. t C'-r...... �i.R,w, ..r4� �. ..,. .. ......... w ?'r,� -^ d �(.+._.+�... C!.° . t.- 8x6 TAPPINPC, TEE FL (1) GCB i 3 (1) 8x4 TAPPRLG 44��_MATCH EXIST. SS SIDE SERVICE �6` GV FLxMJ (1) RIM=199.50 1 ON �°'� (1) 4"- GV FLxM' L� FIELD VERIFY LOCATION A D - GRAPHIC SCALE EXIST. NIP F.H. ASSY. 1 , _ Sy AS —BUILT i () IE(NI�F)=197.41(1'"PI--A TIC) (1) CONC. BLO' FIELD INVERT PRIOR TO C�dS1�UCTION CENTERLINE 20 0 10 20 FIRE HYDRANT CONC."BLOCK (1) IE(S)=197.33(8'k'�NC.) VERIFY L9CATI N OF VALVE ,PRIOR O CONSTRUCTION. LF 6 DI CL 52 � N 89'21 44 E - -i -ENSURE-VALVE BOX -COVER - - - 343.59' SS \ r� IS CLEAR OF CUTTER (IItI FEET ) FIRE HYDRANT NORTH NUT ELEVATION=201.51' — Diu SS "1 ,.a - - S SS SS SSMH CB ADD SPOOL IF NECESSARY. i inch = 20 M RIM=199.44 RIM 199'51 " EDGE OF ASPHALT \\ IE=187.36(8"CONC.) �IE(N)=195.56(8 C01 "'.)�� 212TH STREET S. (TYPICAL) CALL 48 HOURS BEFORE YOU DIG — I (W)=195_46(12 COr=--------------------- --------- 1-800--424-5 55 MAI TENANCF STAID S 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH. 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL LE REPAIRED. SCALE : NTS SCALE : NTS co �z�� c� C-4a w o w FLU a a 0z" z U Vt Mons gam• G'' � .-1 m �; — o � mLLJ LLJ ;e4 Lu En i 14qL z_ -- a W 2 zt: W V P cv 0� J � C-) {>Y G> c+) I'_c Lt C] !Y pt p Cn i i� �a 1 I 3 f LLJ C." arm I ni LU F `f} W o k � r I SHEET TITLE: CIVIL SANITARY SEVER WATER SYSTEMS PLAN SHEET NO. r t�+.' ^ L,..', ?tn' I^r��q -� '+,�5 ^.I,: � ,^_ �� ,•.—n�..;?\, r, ,{ „y f?;�RS s �-, ,.A�„-o Ti 4n�;ll'r ilEasliS7f:E:::ii 9+le¢ .�: �i�i i,Nua,rot-r d ggi��::)`t�Jiii.tii.i� iuii";a SUCTION 20, TOWNSHIP 27 NORT-I. RANCI= 4 FiA. �T. 'VV 4