The URL can be used to link to this page

22901 106TH AVE W (3).PDF1111111111 383 22901 106TH AVE W � I I I I I I 11 I I I I I ce-40 15- —0 q q6 Edmonds School District No. 15 Sherwood, Elementary School Traffic and Pedestrian Safety Improvements Drainage eport May 2015 1 Building Permit AK " A Engineers STREET FILE RESUB JUN 0 4 2015 BUILDI G DEPARTMENT C17.� OF EDMONDS R7 APPLICABI E WATER CODE, I Drainage Report May 2015 Prepared for: Edmonds School District No. 15 20420 68th Avenue West Lynnwood, WA 98036-7400 Prepared by: KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Job No. 114407 C, I Ke% 0 WVVIO: 4' This report is prepared in accordance with Exhibit A: City of Edmonds Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30. Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Table of Contents 1 . Introduction .............................................................................................................................. 1 2. Existing Drainage ..................................................................................................................... 2 3.12roposed Drainage .................................................................................................................. 3 4. Applicable Minimum Requirements ........................................................................................ 4 MINIMUM REQUIREMENT 1 - Preparation of a Stormwater Site Plan ........... * ... *'*'*'*'* ........... * 4 MINIMUM REQUIREMENT 2 - Construction Stormwater Pollution Prevention Plan ................ 4 MINIMUM REQUIREMENT 3 - Source Control of Pollution ...................................................... 5 MINIMUM REQUIREMENT 4 - Preservation of Natural Drainage Systems and Outfalls ......... 5 MINIMUM REQUIREMENT 5 - On -site Stormwater Management ............................................ 5 MINIMUM REQUIREMENT 6 - Runoff Treatment ..................................................................... 5 MINIMUM REQUIREMENT 7 - Flow Control ............................................................................. 7 MINIMUM REQUIREMENT 8 - Wetland Protection .................................................................. 9 MINIMUM REQUIREMENT 9 - Operation and Maintenance .................................................... 9 MINIMUM REQUIREMENT 10 - Off -site Analysis ..................................................................... 9 MINIMUM REQUIREMENT 11 - Financial Liability ................................................................. 10 5.Conveyance System Analysis and Design .......................................................................... 10 6-Temporary Erosion and Sedimen tation Control (TESC) .................................................... 11 List of Figures Figure1-1: Vicinity Map .................................................................................................................... 1 List of Tables Table 1-1: Disturbed Areas Summary ............................................................................................. 2 Table 3-1: Table4-1: Area of Sub -Basins (Proposed) .................................................................................... 3 Proposed PGIS .............................................................................................................. 6 Table 4-2: Proposed Impervious Surface ...................................................... ......... Table 4-3: Rain Garden Design Summary ................. I ..................................................................... 7 Table 4-4: Flow Control Compliance ............................................................................................... 8 Sherwood Elementary Traffic and Pedestrian Safety Improvements- Edmonds School District No. 15 I IAppendices Appendix A — Disturbed Areas Summary Map Appendix B — Existing and Proposed Site Conditions Maps Appendix C — Existing and Proposed Drainage Basins Maps Appendix D — City of Edmonds Storm Drain GIS Map Appendix E — City of Edmonds Project Classification Worksheet Appendix F — Civil Design Plans Appendix G — Geotechnical Engineering Memorandum Appendix H — MGS�Iood Reports: Rain Gardens Appendix I — MGSFIood Reports: Infiltration Basins Appendix J MGSFIood Model Snapshots Appendix K Conveyance Calculations Appendix L Rain Garden and Infiltration Basin Maintenance Standards Appendix M Settlement Tank Sizing Calculations I I I I I I I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 V 1. Introduction The Edmonds School District (ESD) Traffic and Pedestrian Safety Improvements project is located at Sherwood Elementary School at 22901 106th Avenue West in Edmonds, WA. The site is bounded by 106th Avenue West to the west, 228th Street Southwest to the north, a forested slope to the east, and residential homes to the south. Q%q I ;. . . I DW" 91 Edmonds wit. s' wwwst s E Woodway I A 2121h S1 sw 216th&SW 21 W 218%hSISW . 218thS15W 2201h St SW, , ig . __ `/ i Figure 1-1: Vicinity Map R141 I 23fth 31 SW 2.d3 St SW ""'s'sw ..... . sw Esperance N\ 23MSISW MM & SW S, sw Mapk Ln 1E. S, 5 W 2.m 6, sw 24214 S1 SW 2"th St SW 703ro sl AY�WG k Zomh 6� N SG "'"'d'h' S' . 441 8111 Ad 1851h St The overall project goal is to improve traffic and pedestrian safety at Sherwood Elementary School. Work includes reorganization of parking and pick- u p/drop-off zones to improve efficiencies and red.uce pedestrian, vehicle, and bus conflicts. As part of site reorganization, the project will construct new and replaced pavement for traffic and pedestrian improvements. Landscape areas adjacent to parking and drive lanes will be re- graded to accommodate expansion of paved areas. A new stormwater system will collect and convey runoff from improved areas to two rain gardens for water quality treatment and on -site infiltration. Disturbed project area is approximately 0.99 acres. Table 1-1: Disturbed Areas Summary outlines the proposed vs. existing impervious surface within the disturbed area. Refer to Disturbed Areas Summary Map in Appendix A for additional information. Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Table 1-1: Disturbed Areas Summary Surface Condition PGIS' Existing (acres) 0.41 Proposed (acres) 0.51 Change (acres) 0.10 NPG IS2 0.03 0.16 0.13 Pervious Area (Landscape) 0.55 0.32 (0.23) Total 0.99 0.99 N/A 1: PGIS = New + Replaced Pollution Generating Impervious Surface 2: NPGIS = New + Replaced Non -Pollution Generating Impervious Surface Since the project is in a creek basin and is considered a Small Site (less than one acre disturbed area) per the Edmonds Stormwater Supplement, the project is required to comply with Edmonds -specific flow control requirements. Compliance with flow control duration requirements of the SWMMWW is not required. Additional information is provided herein. 2. Existing Drainage Currently, the site consists of paved driveway and parking areas, sidewalks, fencing and gates, playground areas, landscaping, and a playfield. The site generally slopes from the southeast to the northwest at grades varying from 2 to 3 percent, with approximately 8 feet of relief across the site. Refer to the Existing Site Conditions map (Bl) in Appendix B. While the project is only disturbing 0.99 acres, there are existing site areas upstream and outside these limits that are tributary to the site from a drainage perspective. As such, the "project site" has been defined as an area encompassing 1.77 acres to adequately account for these upstream drainage areas. The existing project site can generally be broken into three sub -basins, as shown in the Existing Drainage Basins map (Cl) in Appendix C. A description of each sub -basin is provided as follows: Existing Sub -Basin A encompasses 0.45 acres and is approximately 64 percent impervious. Stormwater is collected by four catch basins that connect to the 1 8-inch concrete storm line running south to north across the site. Existing Sub -Basin B encompasses 0.99 acres and is approximately 91 percent impervious. Stormwater flows to a bio-swale running south to north on the west,of the site. The bio-swale drains to a detention pipe at the northwest corner of the site. The Drainage Report for previous development of the site (1995) indicates that 1.37 acres flows to the existing bioswales and detention in this sub -basin. The 0.99 acres indicated in this report only represents that portion of area within the limits of work fo r this project. Existing Sub -Basin C encompasses 0.33 acres and is approximately 0 percent impervious. Stormwater sheet flows across the playfield to a swale and infiltration trench at the western edge of the grassed area. Excess flows from the swale are collected by a catch basin that connects to the 18-inch concrete storm line at the northwest corner of the site. The northernmost portion of this basin sheet flows to off -site areas. Stormwater runoff from the 18-inch storm line and the detention vault discharges to a 24-inch public storm main. The storm main runs west along 228th Street Southwest and outfalls to Deer Creek. Refer to Appendix D: City of Edmonds Storm Drain GIS Map. KPFF Consulting Engineers 2 I 3. Proposed Drainage As mentioned in Section 2: Existing Drainage, the project is disturbing 0.99 acres (see Table 1 -1); however, there are existing site areas upstream and outside these limits that are tributary to the site. As such, the project site" has been defined as an area encompassing 1.77 acres to adequately account for these upstream drainage areas. The proposed site will slightly modify the three existing sub -basins and add one new sub -basin, as shown in the Proposed Drainage Basins map (C2) in Appendix C. A summary of proposed surface conditions for each sub -basin is provided in Table 3-1. Table 3-1: Area of Sub -Basins (Proposed) Surface Condition New + Replaced Impervious A B I C I ? D I Grand Totals PGIS 0.12 AC 0.10 AC 0.00 AC 0.29 AC 0.51 AC Non-PGIS 0.05 AC 0.09 AC 0.00 AC 0.02 AC 0.16 AC Subtotal 0.17 AC 0.19 AC 0.00 AC 0.31 AC 0.67 AC Existing Impervious (Not Disturbed) PGIS 0.10 AC 0.51 AC 0.00 AC 0.02 AC 0.63 AC Non-PGIS 0.04 AC 0.08 AC 0.00 AC 0.00 AC 0.12 AC Subtotal 0.14 AC 0.59 AC 0.00 AC 0.02 AC 0.75 AC Impervious Area Subtotal 0.31 AC 0.78 AC 0.00 AC 0.33 AC 1.42 AC Landscape Area 0.18 AC 0.04 AC 0.06 AC 0.07 AC 0.35 AC GRAND TOTAL 0.49 AC 0.82 AC 0.06 AC 0.40 AC 1.77 AC A description of the modifications to each drainage basin is provided as follows: Proposed Sub -Basin A is 0.49 acres and approximately 63 percent impervious. Proposed development will construct new asphalt pavement for parking and drive lanes, close an existing driveway on 106th Avenue West with a new sidewalk, construct a concrete pedestrian island, re -grade the hillside adjacent to 106th Avenue West, and construct a new ADA ramp and stairs. One catch basin will be disconnected and removed from the storm system. An additional catch basin will remain and continue to collect a portion of flows from the upland impervious area. Remaining flows from Sub -Basin A will flow to two new catch basins. These catch basins direct flow away from the existing 18-inch storm line to a new 8-inch storm pipe that conveys stormwater to Rain Garden No. 1 at the southwest corner of the playfield. The rain garden will provide treatment and flow control as described in Section 4: Applicable Minimum Requirements'. Excess flows from the rain garden will discharge to the existing 18-inch storm main and be conveyed to the existing City of Edmonds drainage infrastructure off -site. Sherwood Elementary Traffic and Pedestrian Safety Improvements- Edmonds School District No. 15 Proposed Sub -Basin B is 0.82 acres and approximately 95 percent impervious. Proposed development will provide new parking striping, reconfigure curb alignment for the bus turnaround, and construct a concrete pedestrian island. Stormwater in Sub -Basin B will continue to flow to the existing bio-swale and detention pipe along the north edge of the existing drive aisle. Proposed Sub -Basin C is 0.06 acres and approximately 0 percent impervious. Proposed development will relocate the existing swale and infiltration trench to the east of the new asphalt bus lane. No modifications to the design of the existing system are proposed. A new yard drain will be located on the storm line to the north of the site to collect excess flows from the swale. The storm line connects to the 18-inch storm main downstream. Proposed Sub -Basin D is 0.40 acres and approximately 87 percent impervious. Proposed development in Sub -Basin D will construct new asphalt pavement to connect the existing north parking area and drive lanes to the improved pick-up/drop-off zone at the southeast of the site. An asphalt bus lane and new driveway on 228th Street Southwest will also be constructed in Sub -Basin D. Stormwater from these new drive lanes will be collected by three new catch basins and conveyed by storm pipe to a rain garden at the northwest corner of the site. The rain garden will provide treatment and flow control as described in Section 4: Applicable Minimum Requirements. Excess flows from the rain garden will discharge to an existing catch basin at the northwest corner of the site. Records drawings indicate that this catch basin connects to the 18-inch storm main with a tee connection. Edmonds School District will be responsible for maintaining this connection. 4. Applicable Minimum Requirements Abcording to the Project Classification Worksheet from the Edmonds Stormwater Supplement (see Appendix E) the site falls into the "Small Site Project" category because it includes less than 1 acre of land -disturbing activity Refer to the Disturbed Area Summary Map in Appendix A and the information in Table 1 -1: Disturbed Areas Summary for a summary of disturbed areas within the project site. The following outlines the project approach to the applicable minimum requirements from the City of Edmonds Stormwater Supplement (ESS). MINIMUM REQUIREMENT 1 - PREPARATION OF A STORMWATER SITE PLAN A stormwater site plan (C3.01: Grading and Drainage Plan) accompanies this report. Three copies have been submitted for City of Edmonds review and a reduced -scale copy has been included in Appendix F: Civil Design Plans for reference. This plan shows all locations of stormwater elements, as required by the Edmonds Stormwater Supplement. Two rain gardens are implemented as a Low Impact Development (LID) technique and provide treatment and flow control; see discussion in minimum requirement 5, 6 and 7 for more information. MINIMUM REQUIREMENT 2 - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN A stormwater pollution prevention plan (C1.01: Temporary Erosion and Sedimentation Control Plan) accompanies this report. Three copies have been submitted for City of Edmonds review and a reduced -scale copy has been included in Appendix F: Civil Design Plans for reference. This plan shows the minimum KPFF Consulting Engineers 4 U] requirements for preventing erosion and discharge of sediments and other pollutants into receiving waters during construction. Filter fabric fence will be used on the downhill side of all disturbed areas. Catch basin protection will be provided for all catch basins subject to receiving sediment -laden flows. A temporary drainage swale with sand bag check dams will be provided along the western edge of the sports field to direct flows to a sump with pump. Captured flows will be pumped to a settling tank prior to discharging to the public storm system. Note that since the site is disturbing less than 1 acre, compliance with the Department of Ecology National Pollution Discharge Elimination System (NPDES) permit is not required. Additional information for this element is provided in Section 6: Temporary Erosion and Sedimentation Control. MINIMUM REQUIREMENT 3 - SOURCE CONTROL OF POLLUTION The proposed site does not have any specific sources of pollution such as fuel tanks, chemical storage, or vehicle maintenance yards. No specific source control Best Management Practices (BMPs) or spill prevention plans are proposed. MINIMUM REQUIREMENT 4 - PRESERVATION OF NATURAL DRAINAGE SYSTEMS AND OUTFALLS As determined by the topography of the project site, the proposed outfall is the same as the existing outfall. The existing ouff all will be maintained. All stormwater runoff from the site will be routed to the 24-inch public storm main in 228th Street Southwest, the current ouff all. MINIMUM REQUIREMENT 5 - ON -SITE STORMWATER MANAGEMENT Two rain gardens are selected to provide water quality treatment for this project. Infiltration basins will be located below each rain garden to provide flow control compliance for the site. A geotechnical memorandum summarizing a study of onsite soil conditions and infiltration rates is provided in Appendix G. The rain gardens are designed in accordance with the LID Manual Section 6.1. See Minimum Requirements 6 and 7 for more information. As required, BMP T5.13 Post -Construction Soil Quality and Depth will be used in all,landscape areas to reduce runoff. A minimum of 8 inches of compost -amended soil will be placed in all landscape strips and islands. MINIMUM REQUIREMENT 6 - RUNOFF TREATMENT The project will develop 21,340 square feet (0.51 acres) of new plus replaced pollution generating impervious surface (PGIS) (see Table 1 -1). This exceeds the threshold requirement of 5,000 square feet in the Edmonds Stormwater Supplement; therefore, runoff treatment is provided for all proposed PGIS. The project is located in Deer Creek Drainage Basin, which is considered a fish -bearing stream. Therefore, enhanced water quality treatment must be provided for this project. Per Table 4-3 of the Edmonds Stormwater Supplement, rain gardens are an ' approved method for providing enhanced treatment. Two rain gardens are proposed to meet enhanced treatment requirements for the site. Rain Garden No. 1 is located at the southwest corner of the playfield and receives flows from Proposed Basin A. Rain Garden No. 2 is located at the northwest corner of the site and receives flows from Proposed Basin D. Locations of the rain gardens and contributing drainage basins are shown in the Proposed Drainage Basins map (C2) in Appendix C. Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 5 Runoff from new and replaced PGIS in Proposed Basin B is not captured by the two rain gardens, but instead continues to flow to the bio-swale at the west of the site. Existing PGIS areas that contribute stormwater flows to Proposed Basin A and Proposed Basin D provide an equivalent area of treatment in exchange for new and replaced PGIS areas not captured by the two rain gardens. A summary of contributing PGIS areas to each rain garden is provided in Table 4-1. Table 4-1: Proposed PGIS 1: Existing PGIS contributing to Rain Garden No. 1 consists of 0.10 acres of existing PGIS from Sub -Basin A (see table 3-1) and an additional 0.03 acres of existing PGIS outside the site area. The proposed area of PGIS contributing to the two rain gardens is 0.56 acres. This area exceeds the 0.51 acres of new and replaced PGIS in developed conditions (see Table 1 -1); therefore, enhanced water quality treatment is provided for this project. Per the Stormwater Management Manual for Western Washington (SWMMWW) Volume 5 Section 4.1, treatment facilities must be sized for combined runoff from both PGIS and non-PGIS areas if flows mix prior to entering a treatment facility. Therefore, rain gardens for this project are sized to treat combined flows from both PGIS and non-PGIS areas. A summary of contributing impervious areas (PGIS + non-PGIS) used to size rain gardens is provided in Table 4-2. Table 4-2: Proposed Impervious Surface 1: Existing impervious surface contributing to Rain Garden No. 1 consists of 0.14 acres of existing PGIS from Sub -Basin A (see table 3-1) and an additional 0.03 acres of existing PGIS outside the site area. Rain gardens have been designed in accordance with Section 6.1 of the LID Manual for Puget Sound. Per the Stormwater Management Manual for Western Washington (SWMMWW) Volume 5 Section 4.1, water quality treatment facilities must be sized to treat 91 percent of the 24-hour runoff volume, as computed by an approved continuous runoff model. MGSFlood was used to size the rain gardens with a 15-minute timestep. The dataset used was the Washington State Department of Transportation (WSDOT) Puget Sound 36 time series. A summary of design characteristics for the, rain gardens is provided in Table 4-3. KPFF Consulting Engineers 6 11 I I Table 4-3: Rain Garden Design Summary Surface Condition Contributing Impervious Area Rain Garden No. 1 0.34 AC Rain Garden No. 2 0.33 AC Bottom Area' 17.4' x 287 (500 SF) 20' x 25' (500 SF) Side Slopes 3H:1V 3H:1V Storage Depth 6-inches 6-inches Rain Garden Soil Depth 18-inches 18-inches Rain Garden Soil Infiltration Rate 2 1.5 inches/hour 1.5 inches/hour Rain Garden Soil Mix BS M3 BSM3 Total Runoff Treated 93.82% 94.16% 1: Actual dimensions of bottom areas are irregular as shown on the stormwater plans. A best estimate of equivalent length and width were determined for modeling purposes in MGSFIood. 2: Rain Garden Soil Infiltration Rate is based on a recommended value of 6 in/hr and correction factor of 4 per the LID Manual Section 6.1. 3: Per LID Manual Section 6.1 Stormwater filtered through the rain garden soil is designed to continue to infiltration basins below the rain gardens for flow control. Flows exceeding the treatment capacity of the rain garden are designed to bypass treatment through an overflow riser (Type 1 Catch Basin) and continue to the infiltration basin for flow control. MGSFlood modeling of the rain garden design is described herein. Design details and treatment compliance statistics for both rain gardens are provided in the IVIGSFIood reports in Appendix H. IVIGSFIood snapshots for the water quality treatment model are included in Appendix J to accompany the model description. The designed infiltration of treated flows from the rain garden to the infiltration basin is modeled in IVIGSFIood with an underdrain that directs all treated flows from the rain garden cell to the infiltration cell. In the model, the rain garden cell is linked to the downstream infiltration cell to model treated flows moving from the rain garden facility via the underdrain to the downstream infiltration basin. The model shows 0% infiltration for the rain garden cells to "native soil", indicating that 100% of treated waters pass through the underdrain in the model to the downstream infiltration basin. Therefore, the model properly accounts for all treated waters passing from the rain garden facility to the infiltration basin as desi6ned. The designed overflow of untreated flows from the rain garden to the infiltration basin is modeled in IVIGSFIood with an overflow strycture (Type 1 Catch Basin) that directs all untreated flows from the rain garden cell to the infiltration cell. In the model, the rain garden cell is linked to the downstream infiltration cell to model untreated flows moving from the rain garden facility to the downstream infiltration basin via the overflow structure. Therefore, the model properly accounts for all untreated waters passing from the rain garden facility to the infiltration basin as designed. MINIMUM REQUIREMENT 7 - FLOW CONTROL The project will provide flow control for 29,185 square feet (0.67 acres) of new plus replaced impervious surface (see Table 3-1). This exceeds the threshold requirement of 2,000 square feet in the Edmonds Stormwater Supplement; therefore, flow control has been provided for the project. I Sherwood Elementary Traffic and Pedestrian Safety Improvements —.Edmonds School District No. 15 1 7 Since the project is in a creek basin and is considered a Small Site per the Edmonds Stormwater Supplement, the project is required to comply with Edmonds -specific flow control requirements. Compliance with flow control duration requirements of the SWMMWW is not required. The project will utilize infiltration basins below the rain gardens to meet Edmonds -specific flow control requirements for infiltrating facilities. A geotechnical investigation was preformed to determine on -site infiltration rates and soil characteristics of native subgrade below the infiltration basins. The results of the investigation are provided in the Geotechnical Memo in Appendix G. The method of determining on -site infiltration rates complies with appendix C of the Edmonds Stormwater Supplement. The infiltration rate used for design of the infiltration basins is 1 inch per hour. Infiltration Basins Nos. 1 and 2 are located below Rain Gardens Nos. 1 and 2, respectively. Runoff from new and replaced impervious surface in Basin B is not captured by the infiltration basins, but instead continues to flow to the bio-swale and detention tank at the west of the site. Existing impervious areas that contribute stormwater flows to Proposed Basin A and Proposed Basin D provide an equivalent area for flow control in exchange for impervious surfaces not captured by infiltration basins. A summary of contributing areas to the infiltration basins is provided in Table 4-2. The proposed impervious area contributing to the infiltration basins is 0.67 acres. This matches the 0.67 acres of new and replaced impervious surface in developed conditions (see Table 3-1); therefore, flow control is provided for the project. The infiltration basins are designed in accordance with section 3.3.10 of the SWMMWW Volume 3. Depth of gravel is 2.5 ft in each basin below the bottom of the rain garden soil. The porosity of the gravel is assumed to be 40%, and no slope is assumed at the bottom of the basins. 6-inch diameter perforated pipe connects to the rain garden overflow structure to distribute stormwater evenly throughout the infiltration basin. A layer of 3/4 inch washed sandy gravel (City of Seattle Mineral Aggregate Type 26) will be placed between the rain garden soil and gravel to prevent sediments from entering the gravel basin. Gravel below the 3/4 inch sandy gravel layer will be 1-1/2 inch washed gravel. An overflow pipe for flows.exceeding the capacity of the infiltration basins is located such that the invert of the pipe is at the top of the infiltration basin. Flows exceeding the capacity of the infiltration basins are discharged to the existing 18-inch storm main. The infiltration basins are sized according to Edmonds -specific flow control requirements for infiltration facilities as listed in Table 5-3 of the Edmonds Stormwater Supplement. Because the project exceeds 5,000 square feet of new plus replaced impervious surface, the infiltration basins must meet flow control requirements for 2-year, 1 0-year, and 1 00-year flows. MGSFlood was used to size infiltration basins with a 1 -hour timestep (refer to the MGSFlood calculations in Appendix 1). A summary of compliance with flow control requirements is provided in Table 4-4 Table 4-4: Flow Control Compliance KPFF Consulting Engineers 8 I I MGSFlood modeling of the rain garden design is described herein. Design details and flow control compliance statistics for both infiltration basins are provided in the MGSFIood Reports in Appendix 1. MGSFIood snapshots for the flow control model are included in Appendix J to accompany the model description. The infiltration basins are designed to receive stormwater from the rain garden through infiltration from the bottom of the rain garden layer (treated flows) and through the overflow structure (untreated flows). This is modeled in MGSFlood by linking the upstream rain garden cell to the downstream infiltration cell. Treated flows from the rain garden cell in the model are collected by the underdrain and untreated flows in the model are collected by the overflow structure. The link in the model directs flows from the underdrain and overflow structure in the model to the infiltration cell. Therefore, the model properly accounts for all waters passing from the rain garden facility to the infiltration basin as designed. The infiltration basins are designed to discharge flows in excess of infiltration capacity by means of a storm drain pipe with the invert at the top of the infiltration basin layer. The point of compliance in the model is set at the ouff low of the infiltration trench, which properly accounts for all flows in excess of infiltration that are leaving the system through the outflow. The model report (Appendix 1) indicates the 2-yr, 1 0-yr, and 1 00-yr flows that leave the system. Table 4-4 demonstrates compliance with Edmonds -specific flow control requirements. MINIMUM REQUIREMENT 8 - WETLAND PROTECTION There are no wetlands on the proposed site. No wetland protection is proposed. MINIMUM REQUIREMENT 9 - OPERATION AND MAINTENANCE Rain gardens shall be maintained in accordance with section 6.2.4 of the LID Manual for Puget Sound. Infiltration basins shall be maintained in accordance with section 3.3.10 of the SWMMWW Volume 3. See Appendix L for rain garden and infiltration basin BMP operations and maintenance standards. MINIMUM REQUIREMENT 10 - OFF -SITE ANALYSIS Existing runoff fr om site is routed to the 24-inch public storm main in 228th Street Southwest, leaving the site to the west. In the proposed site, all runoff will be directed to the same discharge point. Stormwater will continue to flow east and outfall to Deer Creek. See the Edmonds Storm Drain GIS Map in Appendix D for location of the storm main and outfalls. Conveyance System Capacity Stormwater leaves the site via the 24-inch concrete storm main in 228th Street Southwest and flows to Deer Creek. No known conveyance problems exist in this drainage network and no area is added to the existing drainage basin as a result of this project. Due to the introduction of the infiltration basins, runoff directed to the storm main in 228th Street Southwest is reduced. Therefore, no impacts are expected on the existing conveyance system. Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 9 Localized Flooding Localized flooding is not anticipated as a result of this project. There are no low spots created or altered in this project. Furthermore, the bottoms of the infiltration basins are below the existing grade, with infiltrative soils to ensure water will infiltrate deep into the subgrade. Wetlands Impacts There are no wetlands within the vicinity of the project. No impacts are expected. Upland Erosion Impacts There are no steep slopes in the vicinity of the project and no land cover changes are occurring. No impacts are expected. Stream Channel Erosion As noted above, no tributary area is added to the conveyance system, proposed infiltration basins will reduce runoff leaving the site, and flow durations for the project site are matched to the Edmonds -specific requirements for 2-year, 1 0-year, and 1 00-year peak flows. The site discharges to the public storm drain system and eventually Deer Creek; however, lower peak discharges are expected throughout the downstream system and Deer Creek. Therefore, no stream channel erosion is expected. Surface Runoff Surface runoff enters the site from the east and exits on the west. It is currently captured in a series of catch basins, routed to the existing public storm main in 228th Street Southwest and discharged to the west. This configuration is maintained throughout the project. No impacts are expected. MINIMUM REQUIREMENT 11 - FINANCIAL LIABILITY A performance bond shall be posted by Edmonds School District as a financial guarantee for required stormwater BMPs related to construction stormwater pollution prevention as required for commercial projects. 5. Conveyance System Analysis and Design The proposed stormwater conveyance system consists of a series of catch basins which direct water to the rain gardens and infiltration basins. Following treatment and flow control, runoff is directed to the 18-inch storm pipe running south to north on -site and leaves the site through the 24-inch storm main in 228th Street Southwest. Conveyance pipes used upstream and downstream of rain gardens are sized to convey the 1 00-year peak' flow using the Rational Method, as detailed in the WSDOT Hydraulics Manual. A time of concentration of 5 minutes was used for the calculation. To compute rainfall intensity, m and n values were interpolated halfway between Everett and Seattle. The computed 1 00-year rainfall intensity is 3.8 inches per hour. The capacity calculations ignore any retention of flows provided by rain gardens and infiltration basins. At a minimum, 8- inch HDPE pipe at 0.5 percent is used to convey flows from Proposed Basin A and Proposed Basin D. The pipe has a full flow capacity of 1.25 cubic feet per second (cfs). This is greater than the -100-year peak flow of 1.23 cfs for the system contributing to Rain Garden No. 1, and 1.21 cfs for the system contributing to Rain Garden No. 2. Refer to Appendix K for conveyance calculations of storm systems in Proposed Sub -Basin A and Proposed Sub -Basin D. KPFF Consulting Engineers 10 An existing 12-inch iron pipe at 0.5 percent conveys runoff from the proposed bus pick- up/d rop-off area in Proposed Sub -Basin B to the bio-swale at the west of the site. Proposed surface conditions in Proposed Sub - Basin B are not expected to increase peak flows to this pipe. The existing swale and infiltration trench at the western edge of the playfield is being relocated and replaced in -kind, per reorganization of the site. The replaced system will match infiltration trench size and 6-inch slotted pipe. 6. Temporary Erosion and Sedimentation Control (TESC) Construction stormwater best management practices (BMPs) will be implemented to prevent sediment -laden water from leaving the site and entering the existing drainage system. These BMPs include typical cover practices, inlet protection, and sediment barriers, as required. Additionally, stormwater from those sub -basins that are not currently impervious (sub -basin C from the Existing Drainage Basins map in Appendix B) will be conveyed to the low point of the basin and collected, via sump and pump, before discharging to a settling tank. Settling tank has been sized for the 2-year peak flow per local requirements. Minimum settling tank size shall be 8,800 gallons and shall have a minimum 2-foot storage depth. Refer to Appendix M for a copy of the sizing calculation s for the settling tank. Note that the tank was sized using a King County spreadsheet which meets the minimum requirements for the City of Edmonds. Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 11 U Appendix A Disturbed Areas Summary Map I I I I I I I I I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 Appendix A NOTES 1. THIS PLAN SHOWS ESTIMATED DISTURBED AREAS WITHIN THE PROJECT SITE ACCORDING TO THE DEFINITION OF "LAND DISTURBING ACTIVITY" IN THE DEPARTMENT OF ECOLOGY'S STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. LEGEND PROPERTY LINE ROADWAY CENTERLINE APPROXIMATE SITE 0 0 30 60 120 6ii�� , i—m� 1 inch = 60 feet DRAWN BY DESIGNED BY AJS AJS CHECKED APPROVED BY call 811 two business days 1: TJE TJE you Ig DATE before you ndig 05/19/2015 J 0 B No. :114407 S C A L E: AS SHOWN 106TH AWE W, -� -1 -M) \ PROPERTY LINE ESD SHERWOOD ELEMENTARY SCHOOL SHEET DISTURBED AREA SUMMARY A_ I Appendix B Existing and -Proposed Site Condition Maps I I 11 .1 I I I I I I I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 Appendix B NOTES 1. APPROXIMATE SITE LINE INCLUDES DISTURBED AREAS PLUS THOSE AREAS NOT -DISTURBED BUT TRIBUTARY TO THE STORM DRAINAGE SYSTEM.. 2. REFER TO APPENDIX C FOR MAPS SHOWING . DRAINAGE BASIN INFORMATION LEGEND PROPERTY LINE. ROADWAY CENTERLINE - — — — — - APPROXIMATE SITE (SEE NOTE 1) j "who, 14hr 0 30 60 120 1 inch 60 feet DRAWN BY DESIGNED BY AJS AJS CHECKED BY APPROVED BY Call 811 IDdays two business days TJE TJE you g befotire you dig DATE 05 5 JOB No. :114407 S C A L E: AS SHOWN 106TH W L NDSCAPE &qL Ali ASPHALT PARKING ASPHALT PARKIING x CM t -f -n ) \ PROPERTY LINE EXISTING STORMWATER OUTFALLTO 228TH W-A DSCAPE APPRQXIMATE SITE (SEE f% ESID SHERWOOD ELEMENTARY SCHOOL EXISTING SITE CGISIDITIONS SD �-1!4 H A*� w" SHEET B1 NOTES 1. APPROXIMATE SITE LINE INCLUDES DISTURBED AREAS PLUS THOSE AREAS NOT —DISTURBED BUT TRIBUTARY TO THE STORM DRAINAGE SYSTEM. 2. REFER TO APPENDIX C FOR MAPS SHOWING DRAINAGE BASIN INFORMATION .LEGEND r, 71 0 0 30 60 120 1 inch 60 feet =Now DRAWN BY DESIGNED BY AJS AJS Call 81 CHECKED BY APPROVED BY TJE TJE business days --two befo DATE 05/l..9/201 5 S C A L E: JOB No. :114407 AS SHOWN 9 106TH AE. W Ln LA 0 7� PROPERTY LINE --ji RELOCATED — STORAGE SHED EXISTING STORMWATER OUTFALL TO 228TH n4wr RAIN GARDEI (BASIN D) APPROXIMATE P �E NOTE 1) ESD SHERWOOD ELEMENTARY SCHOOL PROPOSED SITE CONDIT,'IONS I NO 2 SD M-13 X SHEET B2 Appendix C Existing and Proposed Drainage Basins Maps Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Appendix C DRAWN BY DESIGNED BY AJS — — AJS Call 811 CHECKED BY APPROVED BY TJE TJE two business days 14 befo DATE 05/19/2015 JOB No. :114407 S C A L E: AS SHOWN %IL- DATE I V" before you dig I SHEET 05/19/2015 ESD SHERWOOD ELEMENTARY SCHOOL JOB No. :114407 S C A L E: PROPOSED DRAINAGE BASINS C2 AS SHOWN Niff I I Appendix D City of Edmonds Storm Drain GIS Map Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Appendix D 4 L14 (k 7 X&I 7-72-A.L..,L 4 7� 5- A AW. 10 IR d 0- A- 4f Awl 0k; (50 4, - 6 1:3,321 138.39 276.8 Feet This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this ma P may or may not be accurate, S-1984-Web-Mercator�-Auxiliary-Sphere current, or otherwise reliable. ity of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION r Aetl' - Lynn�od 4nds M (Woodw-'�--i. e Legend 0 Storm Catch Basins * Storm Manholes * Detention Facilities 0 Culvert 0 Facility Feature — Storm Une — Ditch and Creek Facility Unes i—i Administrative Boundaries Notes Appendix E City of Edmonds Project Classification Worksheet Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Appendix E APRL2010 k LVA 19, 0 1-.4".1 M Z IT, AT/M I z ztkk P, :W Figure 2-1: Project Classification Does the project involve I - Yes acre or more of land - disturbing activity? I No Yes Is the project part of a larger common plan ofdevelopment or sale where the total disturbed area for the entire plan will total I -acre or more I of land -disturbing activity? I No Does the Project involve one or more of the following: 2,000 square feet or more of new impervious surface, replaced impervious surface or new plus replaced impervious surface? OR 7,000 square feet of land -disturbing activity? OR 50 cubic yards or more of either grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? No Minor Site Project: Read Chapter 3 and see Chapter 6 for requirements Large Site Project: Read Chapter 3 and see Chapter 4 for requirements Does the project create or add 5,000 square feet of new impervious surface, replaced impervious surface or new plus replaced impervious surface? OR Yes Convert % acre or more of native vegetation to lawn 10 or landscaped area OR Tlirough a combination of creating effective impervious surface and convertedpervious surfaces, causes an increase of 0. 1 cubic feet per second in the 100-year flow frequency from a threshold discharge area as estimated using an approved model? No I Yes Category 1 Small Site Project: Read Chapter 3 and see Chapter 5 for requirements 1 Assumes the project in question meets applicability requirements of ECDC18.30.030. Category 2 Small Site Project: Read Chapter 3 and see Chapter 5 for requirements 011 10804140000edmondsstmmwatersilpolemelrtfinaldoc 2.0 CLASSIFYING PROJECTS 5 I Appendix F Civil Design Plans I 71, I F-7 I I I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 Appendix F FA E5 TH :--- 7_1T --------- APPROXMATE LIMITS OF WORK (TYP) I 2 CATCH B �OT��MTION c7.Di PER COZ�_ E1.3 (TYP - - - - - - - - - - - - - TEMPORARY EROSION AND SEDIMENT CONTROL NOTES 7�i PER_CIE�§T6 E1.3 (TYP) t j 14__� I 1� I =LLL 1 PR U1 U1 "77 777, -TANK (APPROXIMATELY FILTER F IT 10 FIELD DOE ANkADJUST THE I SZE I 'S Of- THE TANK AND �._SFTTLEAGIIME AS-KEED '��TER FABRIC FENCE PER � E1.1 (TYP) G Cowl Cm , 1—ti—rF ffi CE T TO LOCATE OTEC TRATION qnON A r1a 2**�CATCH BASIN PROTECTION IN, = PER COE STID E1.3 (TYP) C701 APIP�ROMA -1 r INFILTRAMON AREA TE]M=ZIN GEM OF WORK (TYP) ALL CONSTRUCTION SWA CTI /2 'S. SEE NOTE FIELD LOCATE LEGEND: m NI MOBILE 55 GALLON 0" WITH RJMP. t (TYP) L COLLECT SlORM WAIR�MD PUMP T( 4 CE @C102 SEDIMENT T L CONTRA To- C11 * 02 CT, I CONTRACTOR TO FIEUD�OCATE SELE PUMP AND F ELDUZiIE CITY OF EDMONDS RECOMMENDED CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EKT. 1326. Z REVIEW TESC NOTES. 3. CALL FOR UTILITY LOCATES. 4. LOCATE INFILTRATION BASINS AND INSTALL CONSTRUCTION FENCE AROUND. 5. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL 6. HAVE EIROSON CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPEC7ED PRIOR TO ANY CONSTRUCTION OR SITE aZARING, EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 7. ROUGH GRADE STE AS REQUIRED TO INSTALL DRAINAGE FEATUIRIM & DEMOLISH EASTING STRUCTURES. 9. CUM, GRUB & ROUGH GRADE REMAINDER OF STE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SMACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER DPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 10. INSTALL UTILITIES AND 07M SITE IMPROVEMENTS. 11. STABILIZE AND REVEGETATE ENTIRE SITE. DISILMED SOILS SHALL BE COMPOST AMENDED PER CHAPTER 5 OF THE D.O.E. STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 12. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. — - - — PROPERTY LINE FUTURE INFILTRATION AREA SEE NOTE 8 — — — — APPROAMATE LIMITS OF WORK 0 N FILTER FABRIC FENCE TEMPORARY CHAIN LINK CONSTRUCTION FENCE CATCH BASIN PROTECTION TEMPORARY DRAINAGE SWALE FLOW LINE SAND BAG CHECK DAM 0 MOBILE 55 GALLON DRUM WITH PUMP TEMPORARY SEDIMENT TANK 0 10 20 40 I kmh - 20 fee DRAWN BY DESIGNED By A APPROVED FOR CONSTRUCTION L)NIONDS SHERWOOD ELEMENTARY SCHOOL TUFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWIP/TY AJS CHECKED BY APPROVED BY Call 811 tww*=&p q)ff CITY OF EDMONDS EDMONDS, WASHINGTON TJE TJE Le bd- you 09 WA 99101 DATE' OA_ff Z06AMSIZZ 05/27/2015 -.kPfF- 4rM ey.6 TESC PLAN ci .01 S C A L E: I mul aTY ENGWROG DMON SKC L NO. DATE BY CHD. APPR. REMSION J 0 B No. :114407 AS SHOWN DISTRICTi FOR PERMIT 1. TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY OR AS DIRECTED BY THE CITY INSPECTOR TO ENSURE CONTINUED AND PROPER FUNCTIONING. CONTRACTOR SHALL SPOT CHECK TESC FACILITIES TO ENSURE SEDIMENT AND POLLUTED RUNOFF WILL NOT LEAVE THE WORK AREA. Z CATCH BASINS ADJACENT TO THE PROJECT SITE SHALL BE INSPECTED DAILY BY THE CONTRACTOR. RUNOFF LEAVING THE SITE DURING CONSTRUCTION, INCLUDING WATER CARRIED BY THE TRUCK TIRES, SHALL BE CLEAN. CONTRACTOR SHALL CLEM CATCH BASINS AND IMPLEMENT DITRA SEDIMENTATION CONTROLS IF NECESSARY AND AS DIRECTED BY THE CITY INSPECTOR AND THE OWNER. 3. SITE INSPECTIONS SHALL BE CONDUCTED BY A CERTIFIED EROSION AND SEDIMENT CONTROL LEAD (CESCL) WHO SHALL BE PRESENT ON SITE OR ON -CALL AT ALL TIMES. 4. CONTRACTOR SHALL PROVIDE CONSTRUCTION FENCING AS REQUIRED FOR SAFETY AND AS DIRECTED BY THE INSPECTOR. FENCING SiALL BE PLACED IN A MANNER THAT ALLOWS FULL USE OF ENSTING ADJACENT FAaUTIES. IN THE EVENT THAT ACCESS TO THOSE FACULTIES CANNOT BE MAINTAINED. CONTRACTOR SHALL PROVIDE ONE WEEKS WRYTTEN NOTICE TO THE SCHOOL DISTRICT PROJECT MANAGER 5. CONTRACTOR SHALL PREVENT ON-STE EROSION BY STABILIZING ALL SOILS, INCLUDING STOCK PILES THAT ARE TEMPORARILY DG�OSED. 6. NO SEDIMENT SHALL HE TRACI(ED ONTO PAVED SURFACES. SEDIMENT SHALL BE REMOVED FROM TRUCKS AND EQUIPMENT PRIOR TO LEAVING THE STE. IN THE EVENT OF FAILURE OF THE TESC SYSTEM RESULTING IN SEOM94T BEING TRACKED ONTO PAVED SURFACES. THE CONTRACTOR SHALL IMMEDIATELY IMPLEMENT MEASURES TO CORRECT THE SITUATION. 7. CONTRACTOR %IALL PREPARE AND SMT A DETAILED CONSTRUCTION SEQUENCE PRIOR TO COMMENCING WORK. CITY OF EDMONDS RECOMMENDED CONSTRUCTION SEGUENCE NOTES ARE PROVIDED ON THIS SHEET. 8. INFILTRATION AREAS SHALL BE FULLY PROTECTED FROM ALL DUETE]RIOUS MATERIALS (SEDIMENT, CONSTRUCTION DEBRIS, STOCKPILF, ETC) AND FROM ANY CONSTRUCTION TRAFFIC DURING ALL CONSTRUCTION ACTIVITY. PRIOR TO COMMENCING WORK FIELD -LOCATE INFILTRATION FACILITIES (SEE C3.01) AND ERECT CONSTRUCTION FENCE SJRROUND(NQ ANY UNAUTHORIZED ACTIVITY WITHIN INFILTRATION BASINS RESULTING IN REDUCED INFILTRATION CAPACITY AS DETERMINED BY THE OWNER SHALL BE FULLY REPAIRED AT CONTRACTOR E)MSE. 9. SEE SHEET C7.01 FOR CITY OF EDMONDS STANDARD DETAILS " 0 MIN., RACE DONMREAM CHECK DAM SO 12�-O MAX. TWISTED SELVAGE THAT TOP OF DAM IS APPROXIMATELY LEVEL F TOP AND BOTTOM - - - - - - - - - - WITH THE LOWEST GROUND ELEVATION OF UPSTREAM CHECK DAM. / 11 1 1 F I WIR V v v w IV, w Irl IV, W, IV, 51 *1 te I SM A, w w w w ,, w A V ww 1 w W W �19 sW 414;,VWW MIMI # ............ W 4V-W-4, - - - - - - - - - - - - - - -- - - - - - 2 BAGS HIGH W W ON FILTER FABRIC ;f* PROMDE SOLID COVER FOUNDATION 6'-0 x F" �-60*t TOP OF DRUM SHALL BE 6* MIN. ABOVE GRADE W-4, RUNOFF TH 771 LEVEL BOTTOM OF A PROPER' Y F INSTALLED SAND BAG BARRIER SEDIMENT DISCHARGE hm 1. CHAIN UNK FABRIC TO BE MIN. 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY MALFORMED FABRIC. Z FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY SUPPORT EACH PANEL 3. PANEL —TO —PANEL CONNECTIONS SHALL BE MADE AT A MIN. TWO LOCATIONS PER CONNECTION UNLESS OTHERWISE APPROVED. 4. PROMDE CONSTRUCTION WARNING SIGNAGE 50'O.C. ALONG FENCING INSTALLATION. TEMPORARY CHAINLINK FENCE DETAIL NTS MAINTENANCE STANDARDS, 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. 2. IF THE FACILITIES 00 NOT REGULARLY RETAIN STORM RUNOFF. THE CAPACITY AND/OR FREQUENCY OF THE DKES/SINALES SHALL BE INCREASED. TEMPORARY 'DRAINAGE SWALE NTS @ PROPER PLACEMENT OF SAND BAG BARRIER IN A DRAINAGE WAY $CONTRACTOR SHALL MAINTAIN AND REPLACE CITY INSPECTION REQUIRED ON ALL SANG BAGS TO INSURE PROPER EROSION EROSION CONTROL METHODS BEFORE CONTROL IOTHER WORK CAN BEGIN. SAND BAG CHECK DAM FILTRATION SYSTEMS DETAIL NTS NQIL PUMPS SHALL BE SUBMERSIBLE, AND HAVE A MINIMUM CAPACITY OF 0.22 CFS (98 GPM� MOBILE 55 GALLON NTS DRUM WITH PUMP @ i DRAWN BY DESGNED BY 4 EDIME)NIM SHERWOOD ELEMENTARY SCHOOL TRAMC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY A's Scau APPROVED FOR CONSTRUCTION E CHEO(ED BY 811 CITY OF EDMONDS DMONDS, WASHINGTON APPROVED BY ft- I dup 1601 Rh �-, Suk. l6w TJE TJE bd- you dg r r WA 11 11 ATE 20&622-%M DAIL D TESC DETAILS 05/27/2015 C E: or. C1.02 CITY ENCRUMG R�ffffi SCH(I)L NO. DATE BY CHO. APPR. REVISION JOB No. :11W7 AS SHOWN DISTRICT FOR PENN Big — IAW W� mr x r 14 � � F�c EM" rq -,, Z .Q. I A I.F.. a. ARX3 m m TTACN F� TO MMFM�.M—NX MTU F -T T u 'R=3 x r m ACT��R � NAINTA N AND �A= STRAV TD IN- P-A EAMION �TAM. Tl V= CTHE� CAN C11,01"E ST—�D DCT.� 'a 7/24/01 1' NT. r- FILTER FABRIC FENCE NTS UT� W. AT A� T� mm U� TO NXNT— mm� [lFlfl �_I� R�.,o_ �RD D- on --m SHEET PLAN MAAwN A� o' To, a, SA'N WT cm T SH— K.'— om AND wTTEA .,a 7. SA�Ml RUQ*—PANTA—M ..'C;rrY.,0ED �—DA,RD DET.L M ;4;7 7_Z �n �AT$ CATCH BASIN PROTECTION CONCRETE SIDEWALK NTS NTS \lty PLAN MAAwN A� o' To, a, SA'N WT cm T SH— K.'— om AND wTTEA .,a 7. SA�Ml RUQ*—PANTA—M ..'C;rrY.,0ED �—DA,RD DET.L M ;4;7 7_Z �n �AT$ CATCH BASIN PROTECTION CONCRETE SIDEWALK NTS NTS \lty 1. DN Fal" ll� M11111 SOPARAMY c" ol�`C`ANZ To �l W`�. 'Ir r NT I A A 4 TAM. PA PA—Ml DETAIL A A 4 IETAIL I 1EA 1 -4 A. 1. E TO Nt .0 MAX .1or —S cm I "PANSON =.m K �, 10 AND Mmmy =NTS �y 5 �. 4 UPANSON �Nn W—AW 11r . 11W PAU� = I U ..T �A a SPA.,0 PT, QXAA M.N. �— K � AND NEPT .-T FDA 12 W�& . — SO"". PMAM IN MiWNAY A� SHAU K 5' -A 2' M AT A AN. AN. — XR— _1� .-M. 77ED77,77. I _A- PA —1 A �TMN NTM 0 QAAP% ON RT, THE D0 My K c.': 1:.T.,. -y. N'' STM RD DETAL STANDARD DE TAIL I MIMI CURB RAMP TYPE 4 D UlUl T. VERTICAL CURB r5 CURB RAMP TYPE 4 r6*�� NIS 11tv NTS SECTION E-I "77 VIEW B-2 A Y, Roo T--- DETAIL A —.7 DETAIL B —M —:gz—.jg%%m =anw - T= AN TO PATTEAN AS THE PAT— T. TNE AN. PAT— A T. _A_ WTAX A. L.c.-f-T—Y. STANDARD DETAIL RAMP DETAIL FOR TYPE 3 AND TYPE 4 RA1109 OM� 0= SN— K AD 3' IN MONT m ACP PA� o EXTRUDED CURB NTS AND wTTD` ATDWWA� �20_ a' 12 TYPE 2 A _p TE—ANS. .0N.NT G —NOT PMAM AS IWWCrD H A,mc wA0 wox%" wAs = w wN. —.w P` �ON A -A -_v -IV E 10 T.x .T, ST_D�Ro D��L 1� 7/2 NTS RAMP DETAIL FOR TYPE 4 DRIVEWAY NTS NTS DRAVIN BY ULSIGNED BY 'as I APPROVED FOR CONSTRUCTION KWP/TY A — @ Z 2 an ,S, I OiEa(ED BY APPROVED BY _ , dip 0mom 160J5thAm.Skel600 CITY OF EDMONDS TJE DATE TJE [Iob*Myoudg �L. WA 93 m DATE* 206,622-SM 05/27/2015 —.kpff— 4rM4 S C A L E: lipff CITY ENGIXEDMG DIVIsION SC140y. REMSION J 0 B No6 :114407 AS SHOWN —1 D ISTR Ic SHERWOOD ELEMENTARY SCHOO L TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS EDMONDS, WASHINGTON CITY 'OF EDMONDS DETAILS C7.01 t 6 LF 4* SO UNDER SIDEWAI K (TYP OF 6 SPACED 20.0' O.C.) EX SDCB f02 ADJJST FRAME AND GRADE MM=285.50 (E-283.57 PEDESTRIAN ISLAND GRADING CL V02 i MW" M-= WALL I I Z;� '\ - PER COE SM EBtZ 171! IWO-+ -1 LIF " SO or 4%1/ -z No� #D4 =2 89 =27 64 M- F, 4* EX 12r' W - - E 279.17 88 LF SD- : EX $')E-276.1 SD SIJOfl� 0 Ir I T SO SLC 00 I L Er IE-28Z28 �277.88 SWALE AND 17+82.57.141.3 A I F3 W/ BEEHIVE GRAIE 18+67.69, 134." RT INFIL*AIM' STORMM RAIN YD02 TRENCH (TYP SDCO 39 LF 01 CUTLET RIM=281-5k RM=280.i7 SEE NOTE 15 IE=280.20 so 00. E=281., ir :E=279.58�, IE=279J7 6' E=278.58 W/ SOLID SDCB L030 RIM=2 IE= 281.63 v A 3:1 STA 15+81 257'71'/ T J L I C7.0 RELOCATE FIRE HYDRAN AL-) -TC-2U5O-- ASSEMBLY PER ODE 1. SEE NOTE 17 BC- - - - - - - - - - - - - 500 SF BDTT�!� AREA RN=281.70 [E=279.39± FIELD LOCATE ON EN SD END SIDEWALK AN MATCH EX GRADE ' L- 2+00 Ln U, rn ri IMYP) 2751.183 "W' 12ELBS RT w' RIM=277�&888 IE=277.88 LINE 106TH AVENUE EX TEE CONNECT11 TO EX 18' SID TO REMAIN LF 8* SO 0 0.5% STA �0+37.97, 128.91' RT' ID lagFIELD 76. EX SD PEDESTRIAN ISLAND GRADING SCALE:- I'= 10' GRADING AND DRAINAGE NOTES LEGEND: 1. SEE SHEET 00.02 FOR ADD11IONAL NOTES. 6. CONTRACTOR SHALL RAJSE. LOWER ALL EXISTING UTILITY 10. REFER TO COE STD E4.Z DETAIL I ON SHEET C7.OZ FOR 15, SWALE AND INFILTRATION ON EAST SIDE OF ACCESS ROAD -281 - EXISTING CONTOUR LINE 0 FUZE HYDRANT ASSEMBLY (3/C7.02) STRUCTURE RIMS/GRATES TO FINISHED GRADE UNLESS TYPICAL STORM DRAIN TRENCH SECTION. IS A REPLACE-4N-KIND OF THE EXISTING SYSTEM. THIS Z SEE SHEET CO.01 FOR MASTER SITE PLAN AND OVERALL NOTED OTHERWISE. FACILITY PROVIDES STORMWATER MITIGATION FOR THE -281 - PROPOSED CONTOUR LINE N GATE VALVE SITE CONTROL LAYOUT. 11. ALL STORM DRAIN CATCH BASINS SHALL BE TYPE I CATCH EXISTING PLAY FIELD TO THE EAST. 7. STORM DRAIN STRUCTURES SHALL BE PLACED SO THAT BASINS PER DETAIL 4 ON SHEET C3.02. sD-- STORM ORAJN LINE --I TEE 3. INSTALL A 90-DEGREE DOWNTURN ELBOW AT THE OUTLET RIMS/GRATES ARE PARALLEL TO FINISHED GRADES. 16. ALL LOCATIONS OF STORM DRAIN AND UTILITY STRUCTURES PIPE FOR OIL CONTROL IN ALL CATCH BASINS, WITH THE 11 SEE SECTION A ON SHEET C&O3 FOR TYPICAL RAIN ARE TO CENTER OF THE STRUCTURIE. m YARD DRAIN EXCEPTION OF THOSE LOCATED IN RAIN GARDENS. & ALL NEW PAVEMENT SHALL MEET AND MATCH EXISTING GARDEN DETAIL 17. RELOCATED FIRE HYDRANT SHALL BE INSTALLED AS A a TYPE I CATCH BASIN (7/C3.02) WADES. 4. VERIFY ALL EXISTING UTILITY LOCATIONS AND DEPTHS PRJOR I& INFILTRATION AREAS SHALL BE FULLY PROTECTED FROM CUT -IN M THE EXISTING WATER MAIN. TO BEGINNING CONSTRUCTION. INSTALL POLYETHYLENE 9. FIELD VERIFY SOIL CHARACTERISTICS.BELOW RAIN GARDENS ALL DELETERIOUS MATERIALS (SEDIMENT, CONSTRUCTION go- FLOW DIRECTION PLASTIC FOAM AT UTILITY CROSSINGS IF CLEARANCE IS DURING EXCAVATION AS DESCRIBED IN THE GEOTECHNICAL DEBRIS. STOO(PHJF, ETC) AND FROM ANY CONSTRUCTION I& NOTE TO REVIEWE]t SEE SHEET C3.02 FOR IMPERVIOUS ag LESS THAN 6 INCHES. MEMO. UNDISTURBED SOIL SUBGRADE SHOULD BE OBSERVED TRAFFIC DURING ALL CONSTRUCTION ACTIVITY. COORDINATE SURFACE SUMMARY TAME =Xx SPOT ELEVATION BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO WITH NOTE 8 ON SHEET C1.01. 5. VERIFY ALL EXISTING GRADES PRIOR TO CONSTRUCTION CONSTRUCTION. IF SOIL SUBMADE IS COMPACTED DURING I& IMPERVIOUS SURFACE AREA CHART PER CITY OF EDMONDS STORM BRAIN CLEANOUT (SDCO) (5/C3.01, ACTIVITIES. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY CONSTRUCTION OR IS NOT CONSISTENT WITH THE PROPOSED 14. CENTER BLOO( WALL BETWEEN ADA RAMP AND PARIONG HANDOUT E72 PROVIDED IN DETAIL 7/C3.02. THIS DISCREPANCIES IN EXISTING GRADE ELEVATIONS. DESIGN, EXCAVATE UNSUITABLE SOILS AND REPLACE WITH LOT. WALL SHALL BE 20' LONG (MIN� 30' HIGH (MAX� INFORMATION IS PROVIDED FOR POUT PURPOSES ONLY . ...................... . RIDGE LINE 0 10 20 40 AND IS NOT TO HE RELIED UPON FOR BIDDING OR SELECT FILL MATERIAL AS DESCRIBED IN THE AND 50SF FACE. I k.�h - 2D W GEOTECHNICAL MEMO. CONSTRUCTION PURPOSES. - - - - - - - SAWCUT DRAYM BY DESIGNED BY SHEET KWP/TY AJS APPROVED FOR CONSTRUCTfll ONL's SHERWOOD ELEMENTARY SCHOOL TRAFFId AND PEDESTRIAN SAFETY IMPROVEMENTS call elf CITY OF EDMONDS EDMONDS, WASHINGTON CHECKED BY APPROVED BY wo k*m dip rr lwimh�m'suk.16W TJE TJE betm you 4 .11,�A=. [a 0 DATE* A I L L L 3 05/27/2015 42"4 GRADING, DRAINAGE, AND UTILITY PLAN -.kpff- C3.01 am CITY ENGDEMG MON -SCHICOL 1 0 a No. :1144-07 FOR PERWT NO. DATE BY CHD. APPR. ji REVISION AS SHOWN DISTRICT 0 E=4 Mi rri ul m m 4 . DRAN PIPE C21CRETE CURB PER RAN (TYP) . 7\ 1 "1* 1/' . . CONCRETE SIDEWALK J PER PLAN WRE ESH REINFORCEMENET 6x6 - ME W4.OxW4.O (4 GAUGE), 1/2-MINIMUM COVER :2 PLAN DUMMY JOINT DUMMY JOINT WITH 3/16'xi-1/2' JOINT MATERIAL (TYP) NOTES: 1. PIPE ENDS SHALL BE FILISH WITH FACE OF CUREL Z Firr. INYERIS SHAU MAU wrw 6. L GUTTER LINE OR TOP OF PAVEMENT. (TYP) I WIRE MESH SIHAUL OONFORM TO WSDOT SID SPEC 9-07.7 SECTION A -STORM DRAIN UNDER SIDEWALK DETAIL /�i NTS 1\ �(' /—THREADED 01AN-OUT 4' OR 6' PER PLAN 45* BEND PERFORATED DRAIN PIPE P p ER PLAN PLUG PLAN INVERT ELEVATION \-WYE STORM DRAIN CLEANOUT NTS FRAME. VANED GRATE AND 12* 6* CONOIETE VERTICAL an SOLID LID PER COE SM E2.10 0 SEED TOPSOIL 'I I POR* 4' F 40 1 1 WITH FIELD MI W R B 1E CAF TOPSOIL f, 4", 6% 12' El PIF GEOTEXTILE TO (I ORA"' CURB DROP SIALL BE FLUSH WTH OR 24"RISER .3H I"- (1) #3 BAR EADi HOOP CURB FLOW LINE TO PERMIT DRAINAGE INTID RAIN GARDEN z NOTQiED CURB 4" SLOTTED DRAIN PIPE, LEVEL ASPHALT DRIVE LANE QUARRY SPALL SPLA% PAD GRAVEL BACKFILL FROM CURB TO BOTTOM OF FOR DRAINS RAIN GARDEN (12' WIDTH, !*'ALL CURB TO FG (I DE'��4' DEPTH) #3 BAR EACH CORNER T, 72 OONCIRETE VERTICAL CMURB PER COE SID E2.10 NOTES;- UNOOMPACTEO RAIN GARDEN DETAIL REFERENCED FROM RECORD DRAWINGS OF PLAYFIELD SOIL RENOVATION (2000). REPLACE SWALE AND INFILTRATION TRENDi IN -KIND WITH DOSTING SYSTEM AT LOCATIONS INDICATED ON PLAN. #3 BAR EACH SIDE YPICAL KNOCKOUT W/2* MIN. WALL THICXNESS 03 BAR EACH WAY SWALE AND INFILTRATION TRENCH NOTCHED CURB AND SPLASH PAD TYPE 1 CATCH BASIN NTS NTS NTS Z PIPE SHALL BE PER PROJECT SPEICIFICATIONS. SECTION 0- IMPERVIOUS SURFACE SUMMARY TYPE AREA NON-RECULATED 3Z670 SF (0.75 AC) EX611NG IMPERVIOUS NOT DISTUR!BED EXEMPT I I REGULATED REPLACED ±E� 0 SF 1 114,470 SF (0.33 AC) (POST 1977) 1 + 114,715 SF (0.34 A(') TOTAL REGULATED IMPERVIOUS AREA1 (MITIGATION REQUIIED IF IN EXCESS OF 2000 SF) 1 29,815 SIF (0.67 AC]) TOTAL AREA MITIGATED BY EX SFORWWATER MANAGEMENT SYSTEMS 0 SF (0 AC) REGULATED AREA NOT YET MITIGATED 29,815 SF (OL67 AC) AREA PROPOSIED TO BE MITIGATED BY UD TEICHNIQUES 29,315 SF (0.67 AC) 'AREA PROI TO BE MITIGATED BY CONVENTIONAL SWM TEICHNIQUES 0 SF (O-AC) 1. THIS TABLE IS INTENDED TO IDENTIFY THE EASTING (UNDWJRBED) AND PROPOSED (NEW+REPLACED) IMPERVIOUS SURFACE AREAS FOR THE SITE. AS REQUIRED BY CITY OF EDMONDS HANDOUT JE7Z I AREAS IN THIS TABLE ARE ESTIMATED FROM THE DMT OF SITE IMPROVEMENTS SHOWN ON SHEET C3.01. 3. AREAS ARE APPROXIMATE AND ARE SHOW FOR PERMITTING KNOSES ONLY. IMPERVIOUS SURFACE SUMMARY CHART NTS DRAWN BY DESIGNED HT EI)NIONW SHEET KWP/TY u A APPROVED FOR CONSTRUCTION SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS is call 81f UTY OF EDMONDS EDMONDS, WASHINGTON GHECKED BY W" BY two bm*m dip IC01 Rh �-, Sk. 1E00 TJE TJE rr �k..98101 Flubdonoyoudg 0 um, I I -.kp.- C3.02 05/27/2015 4r� GRADING AND DRAINAGE DETAILS — Wt.- S C A IT CITY DIGNE13MG DMON SCH(OL NO. DATE B Y CHO, APPR. REVISION J 0 B No. :11.4407 AS SHOWN DISTRICT FOR PERMIT STORM DRAIN OUTLET PROTECTION NTS f 9 E (3) SDC)0 S"'M 11 RAIN — Ou T %02 PRoTEjnoEN L BOTTOM ELEVATION 281.08 2&1 BOTTOM OF SLOPE (3) 25 LF 6- DIA SLOTTED STORM PIPE 0 O.OX 7.5' ON TOP OF SLOPE CENTER RAIN GARDEN #01 SCALE- 1'=10' �, a9i RAIN GARDEN — PLANTING PER LANDSCAPE PLANS PAVEMENT OR --\ LANDSCAPE %WFACE P) PER PLAN (TYP) ,p) 18 if 6' DIA TOP OF SLOPE PERF"TED BOTTOM OF 00. 7.55' SLOPE F F --I 6, PROTE ON 25.0' BOTTOM ELEVATION 276.00 (3) SDOO J NOTCHED CURB L -3 . 1 AND 91" PAD�u RAIN GARDEN #02 SCALL- 1,=10, TYPE I CATCH BASIN W/ SQUARE BEEHIVE DRAINAGE GRATE (BEYOND) PER PLAN' I PFR PLAN 3' MULCH 6' WATER LEVEL FLAT BOTTOM S12E AND ELEVAT16N PER PLAN PIPE INLET LOCATION PER PLAN 3 18' RAIN GARDEN GRAVEL BACKFILL SOIL MIX FOR DRAINS ............ ... 1-1/2- WASHED INVERT OF OUTLET PIPE AT BOTTOM ELEVATION OF RAIN GRAVEL GARDEN SOIL 4 6* CIA SLOTTED STORM DRAIN "--WRAP WALLS IN WOVEN GE0TE)MLE FABIaC � I UNCOMPACTED NATIVE SUBGRADE GRADING ENLARGEMENT TYPICAL RAIN GARDEN SECTION SCAtf:- 1'=10' N TS �0.0)1 DRAWN BY DESIGNED BY ON111 SHEET KWP/TY AJS Call 81 f APPROVED FOR CONSTRUC ON SHERWOOD ELEMENTARY SCH06L TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS CHECICED BY APPROVED BY Rh A— �fte IRM CITY OF EDMONDS EDMONDS, WASHINGTON TJE TJE *=MP3, 5.1., WA 98101 DATE' DA-ff GRADING AND DRAINAGE ENLARGEMENTS 05/27/2015 C3.03 S C A lq)ff CITY ING141MG DMON SCHODL AND DETAILS NO. DATE By CHD. APPR. RE\ASION 1 0 9 Nm :114407 AS SHOWN I Dis*rR icT FOR PERMrT 305 �00 295 290 285 280 305 300 295 290 285 280 275 305 300 295 290 285 280 30+00 30+50 31+00 31+50 50+00 REVISION TYPICAL GRADING SECTION SCALE- R I"=1O` V. 1"=5' ". �01 305 300 295 290 285 280 275 5D+50 51+00 51+50 TYPICAL GRADING SECTION SCALE. H: 1*=10' V. 1'=5' NOTE: SECTIONS ARE TYPICAL AND INTENDED TO DIRECT GEN]ERAL GRADING INTENT. EXACT CONDITIONS MAY VARY IN-nELD. RAWIN BY ULNGNLD UT EID114UNILIS SHEET KWPI-rY AJS APPROVED FOR CONSTRUC'nON SHERWOOD ELEMENTARY SCHOOL TRWIC AND PEDESTRIAN SAFETY IMPROVEMENTS HEou By AppRovED BT Call 811 CITY OF EDMONDS EDMONDS, WASHINGTON to W*m dip uh A—, s, e 16m TJE TJE bd*-M Fu d4ig s�ul.,WANIM DATE MAW= DATE 05/27/2015 —.kW— C3.04 JOB No. :1144-07 S C A L. E: 1cpff aTY ENGREMC 1XVISON SCH(DL SECTIONS AS SHOWN FOR PERMrr MA)MM TREN%— PAY WIDTH (SEE TABLE 11 SEE STANDARD DETAIL E2.3 Q BANK RU GRAVEL FOR TRENCH akCKFILL (1-1/4- MINUS) CSBC PER COE MO 9-03.19 ORDSURABLE EXCAVATED MATER AS APPROVED CITY ENGINEER (SEE NOTE 2 BELOW) DING MATERIAL (5/8' MINUS) CRU ED PER K COE MOD 9-03 1 SA2 r a (SEE NOTE 2 BELOW) TABLE 1: MAX. TRENCH PATCH PAY WIDTHI NOTE 1. IANIMUM Wl OF TRENCH AT TOP PIPE TRENCH DEPTH MAX PAY WIDTH 36' FOR PIPE UP TO AND INCLUDING 1: 4' 40: 4 to' 60 12 - NOMIRAL DIAMETER 1. D PLUS I B* FOR PIPE LARGER THAN 12 10' 20' 72' N�MINAL DIAMETER — 2 REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD S�ECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557. STANDARD DETAIL I D TYPICAL TRENCH SECTION 090 .. -.- I— — r, - TYPICAL TRENCH SECTION I NTS TYPE 'A' ER DETAIL 2- \2' CLASS V ACP (TACI COIC. SURFACE 4* -518' MINUS CSTC 2' MIN SAW CUT 2-- 5/8' MINUS CSTC NOTE: PA MENT COMPACTION- 91% RICE DENSITY SUBCRADE AND TOP COURSE COMPACTION - 95% (ASTM1557) CITY INSPEITION REQUIR D ON ALL EROSION CONTRDL MEASURES BEFORE W RK CAN BEGIN. CURB/GUTTER FDRMS AND SUBGRAIE MSPECTION REQUIRED PRIOR TO POURING AND BEFORE APPLYING ACP �c- 4T.I.Y. STANDARD DETAIL ASPHALT WALKWAY ASPHALT WALKWAY NTS PFUVATIELY OWNED BLOCK WALLS SHAI I NOT BE CONSTRUCTED IN CrrY RLO.W. OR OVER PUBLIC EASEMENTS 'A -- � — — " �- I Ir— MODULAR BLOCK WALL ./,/- I— - r, - — ED DIMENSIONING / NOTES -MSM. 4/2/07- SCALED IMMU605 AND TEXT DOWN TO CORRECT SQ!E MODULAR BLOCK WALL NTS 1. FORM—AU.—UNEAN(IO—E �y STA� A"D OummoY MANSII)N �75 SHALL AW 1/2' 11lr —T 7. FOR 72 —S—S—NO,—Outli. SUAGRADE 03,p� —97Y. `-Q-F -E Q M -0 N ---4 STANDARD DETAIL eut CURB AND GUTTER NTS @) "I"Itt—AMIMIOI irxIxzi oF FL- 4- M V MAX IP v.RAITC OD'O' TOP eI3tAFl DA Jul x ILI— TA()N D— m AN NTITF�q, L ��A.I, I&AA !WALZle77*#%TlTWl LOOWC PVl!oj'XlW IIA NINT� U�Lie%� H,�jn CtNINIT S�� & gL4HD)M NDItE AN3) 4 I —Di NIRT ill-L FADE THE —T ON —VAT FOR — U� � � M, LA— IAE H,1,MNTS — . — — — � �Y NIIIAIE P— TO K �11 I- PAVI— IF L- M OF TAI STANDARD DE ? L YDRANT ASSEMBLY 4—= RIRE H� fj FIRE HYDRANT ASSEMBLY NTS 9) F I — 195 0 om F. o 0 Q. t5 ;*1 9 ed - E STANDARD DETAIL AUMUN PEIMPRIJUll KUMRKL PEDESTRIAN HANDRAIL NTS DRAVIIN BY DESIGNED BY ..S J.A4 N KWP/TY AJS APPROVED FOR CONSTRUCTION SHERWOOD ELEMENTARY SCHOOL TRAMC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET CHECKED BY APPROVED BY Call 81 CITY OF EDMONDS EDMONDS, WASHINGTON TJE TJE rr 1601 Sth A—, Suite MOD Seattle.%%" GO DATE =Pl md �9 JL JL 14 UTE 05/27/2015 —.kpff— 4rNM, CITY OF EDMONDS DETAILS C7.02 — S C A I E' CITY ENGREMC DIVISON SC[4(DL I NO. DATE APPR. RE\ASION JOB No. :114407 AS SHOWN DISTR lC-fI FOR PERMIT I Appendix G Geotechnical Engineering Memorandum I I I I I � I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 � I Appendix G I Golder As saloates TECHNICAL MEMORANDUM Date: April 15, 2015 Project No.: 1526711 To: Thaddeus Egging Company: KPFF Alex Sundell From: Deb Ladd, PE, LHg James G. Johnson, LEG cc: RE: SHERWOOD ELEMENTARY SCHOOL — INFILTRATION EVALUATION This memorandum provides technical information to support infiltration design for proposed stormwater management options related to traffic improvement options at Sherwood Elementary School in Edmonds, Ih Washington. Sherwood Elementary School is located southeast of the intersection of 228 Street SW and 60t' Avenue W in south Edmonds. Golder Associates Inc. (Golder) services were provided to KPFF, 'working for the Edmond School District (District). 1.0 PROJECT UNDERSTANDING Current project plans include new.impervious surfaces related to expanded parking areas and a new entrance drive from the north part of the school at 228t' Street SW. Stormwater infiltration facilities are planned near the northwest part of the site and along the west edge of the playfield. These infiltration features are shown in Figure 1, south of test pit GTP-03 and near test pit GTP-04. The infiltration facilities have subgrades approximately 5 feet (ft) below current grades and include 1 Y2 ft of rain garden soil over 2 1/2 ft of gravel. 2.0 SURFACE AND SUB8URFAdE CON D*ITIONS Golder's observations during site visits and investigations are summarized in this section along with results from laboratory testing of soil samples. 2.1 Site Surfacci-ObserVatl,ont A site visit was conducted on March 25, 2015 for a brief reconnaissance and exploration planning; we completed a second visit on March 30, 2015 to complete test pit excavations. Native soils were observed in small exposures on the slopes on the east side of the school. These soils consisted of layered sand with variable silt content estimated to range from less than 5 percent to about 15 percent. No seepage was observed from the slope. Geological mapping (Minard 1983) shows the school as underlain by Vashon- age advance outwash, that typically consists of sand and gravel with variable silt. 041415dll Sherwood Infiltralion Rate TM.Docx Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA 98052 USA Tel: (425) 883-0777 Fax: (425) 882-5498 www.golder.com Golder Associates: Operations In Africa, Asia, Australasia, Europe, North America and South America r,nlelor rnlripr A%�nriwpr nnrl thp ('A ninhA rl��inn wp IrAel�mnrkc nf (' —War A�nriwac r.nmnrA11^n Thaddeus Egging April 15, 2015 KPFF 2 1526711 During both site visits in March, Golder observed that there were no areas of standing water on the site, except for very small puddles where foot traffic was heavy. The playfield area was very well drained and there was no evidence of rutting or saturated soil subgrade. The District's maintenance personnel reported that they do not have any problems with drainage at the school. In addition, there was no standing water observed in stormwater ditches / swales along public roadways around and close to the school. 21 TerA Pits Golder completed five test pits near the planned infiltration facilities on March 30, 2015. During the test pits, we documented soil and groundwater conditions and acquired select soils samples for laboratory soil testing. The test pits, identified as GTP-01 through GTP-05, were excavated with a rubber -tired backhoe provided by the Edmonds School District at the approximate locations shown in Figure 1. Exploration logs are provided in Attachment A. Golder's explorations were completed under full time observation of a geotechnical engineer / hydrogeologist. The test pits were excavated to depths between 4.5 to 8.3 feet below ground surface (bgs). During the explorations, soil samples were classified in the field. Pertinent information, including sample depths, stratigraphy, soil consistency, and groundwater occurrence was recorded in the exploration logs. The stratigraphic contacts indicated on the exploration logs represent the approximate boundaries between soil types; actual transitions might be more gradual. The soil and groundwater conditions depicted are only for the specific dates and locations reported and are not necessarily representative of other locations and times. 2.3, Laboratory Te.sting Geotechnical laboratory tests for grain size distribution and moisture content were conducted on select representative samples to characterize engineering and index properties of the soils. A summary of test results is provided in Table 2.1. All laboratory testing results are presented in Attachment B. 041415dll_Shen�ood Infiltration Rate TM.DoCx ciatts Thaddeus Egging April 15, 2015 KIPFF 3 1526711 Table 2.11: Laboratory Testing Summary Exploration usc�i Moisture Fines Sand' Gravel Dio Dro D90 Location and Observed 6ritent .(0/.)? N3 (�/.)4 (mm) (mm) (mm) sample Soil Unit M Dq�pth .,GTIP�-011 S�m -4.0 ft Fill 17.0 17.5. .1 79.3 3.2 0.01 .0.36 0.85 jSTP-01 SIP-SIVI 5.0 ft, Native 9.3 9.5 79.3 1 1.� 0.08 0.43 6 GTP-02 SP-SM 0.5 - 3.0 ft Fill 7.6 6.1 61.8 1 32.1 0.13 1.98 11 'GTP-02 SP-SM �5.0 - 6.0 ft, Native 8;_0 6.9 82.4 10.7 0.10 6;39 6 OTP-04 SP7SIVI 2.0.- 3. 0 ft Fill 1 Q.4 10.9 75.3 13.8 0.07 0.46 8 6TP-04 Sm 7.5 - 8.0 ft Native 17.3 16.4 73.1 10.5 0.04 0A1 5 GTP-05 SRSIVI 1.0 - 2.0 ft Fill 1 12.0 11.2 72.7 16.1 0.065 1 0.52 1 10 GTP-05 SP-SM 3.0 - 3.5, ft Fill 9.'6 10.1 1 70.9 1 1 9.Q 0.075 0-55 1" Notes: I . See Attachment A for information on USCS soil type. 2. Fines content is portion less than the U.S. No. 200 sieve, by weight 3. Sand is the portion of material pass the U.S. No. 4 sieve and retained on the U.S. No. 200 sieve 4. Gravel and larger sized is the portion of material retained on the U.S. No. 4 sieve 5. DIO extrapolated from sieve analysis where greater than 10% fines 2.4 Subsurface -Conditions Observed subsurface soil conditions included a thin layer of 'topsoil' with sod, underlain by a variable thickness of fill and native glacial outwash, deposits. Topsoil: A thin layer of loose silty sand with organics and sod was observed in all test pits. The topsoil was observed to range from about 0.5 to 1.0 feet thick. Fill: Fill was observed in all test pits to depths of between 3.5 and 4.0 feet bgs. The fill was generally similar to the native soil in the test pits and the native soil cut slopes that were observed on the east side of the school. The fill typically consisted of a fine to coarse or fine to medium sand with some silt and variable gravel. Typical USCS classification was an SP-SIVI, reflecting greater than 5 percent to less than 12 percent fines. Some of the fill observed was cleaner (less silt) or dirtier (more silt) than an SP-SIVI classification. Native Glacial Soil: Interpreted native glacial soil was observed at all test pit locations. The observed native soil typically included a siltier upper soil horizon that appeared to be the partially stripped topsoil horizon from pre -development grades. Th is soil horizon was underlain b y a fine to coarse or fine to medium sand &,iaol4er Thaddeus Egging April 15, 2015 KPFF 1526711 with some silt and variable gravel (e.g., SP-SM), similar to soils that were observed in the fill layer. At GTP-04, silt layers were observed in the native soils, but these layers were not present at other test pits and are interpreted to be discontinuous. 1.5 6bserved Groundwater Conditions Seepage from a perched layer was observed at one test pit, GTP-01, in a clean sand on top of the native old topsoil horizon. The seepage was low and interpreted to likely be associated with a nearby closed drain system. The soils beneath the native topsoil horizon were moist, not saturated. Seepage was not observed in any other test pits. There will likely be fluctuations in quantities of seepage depending on the season, amount of precipitation, surface water runoff, and other factors. To estimate groundwater levels near the planned infiltration facilities, Golder researched the Washington Department of Ecology's online well log database. At a domestic well, about !/4mile west (and downhill) of the school on North Deer Drive, groundwater was reported at 20 feet bgs. From this information, we interpret groundwater at the infiltration facilities is at least 20 feet below the ground surface. 3.0 INFILTRATION This section of the report provides conclusions about the suitability of subsurface conditions for stormwater management related to the planned site development. Based on our subsurface explorations, infiltration approaches are suitable for stormwater management for future land development. Key findings: • Subsurface conditions are relatively uniform across the areas explored, with most soils -providing moderate infiltration potential. Lower permeability soil layers could be present, but they are expected to be discontinuous so that infiltration will still occur. • Test pits closest to the planned infiltration facilities (GTP-01, GTP-02, and GTP-03) showed suitable soils for infiltration. • Groundwater is estimated to be greater than 20 feet below the base of a potential infiltration facility 3.1 Infiltration besigfn Subsurface conditions at explorations in key locations were evaluated to identify soil and groundwater conditions for potential infiltration. Golder evaluated infiltration rates based on the USDA Soil Textural Classification procedure on Table 3.7 and the ASTM Gradation Testing procedures provided on Table 3.8 in Ecology 2005. The USDA procedure is the same as in Edmonds' Stormwater Code Supplement (Edmonds 2010). Golder also evaluated infiltration rates using the "Soil Grain Size Analysis Method", page 3-79, Ecology 2012. Table 3-1 presents long-term design infiltration rates based on the Ecology 2005 Edmonds 2010 approaches. 041415cill—Sherwood Infiltration Rate TM.Docx WAssociates Thaddeus Egging KPFF 5 Table 3-1: Long -Term Design Infiltration Rates - 2005 Ecology Methods April 15, 2015 1526711 Long Term Long Term 4 Design Rate Exploration Fines DIO Design Rate Location and Sample:Depth USCSi USDA (0/0 2' (mm) Using USDA ASTM Gradation Textural Textural Testing Class Class (in/hr) (in/hr) 6f P-01 SM Loamy 4.0 ft Fill Sand 17.5 0.015 0.5 . <0 .8 GTP�-O! SP-Sm 5.0 ft Native Sand 9.5 0.08 1 2 1.0 GTR-N SP7SM 0.5 - 3.0 ft Fill Sand 6.1 0.13- Z 2.0 GTP-012 -SP-SM 5.0 - 6.0 ft Native Sand 6,.9 010 2 2.o GTP-64 SP-SM Loamy 2.0 - 3.0 ft Fill Sand 10.9 0.07 5 0.5 1.0 GTP-04 SM Loamy 7.5 - 8.0 ft Native Sand 16.4 .0.04 5 1 0.5 <0:8 GTP-05 SP-SM Loamy 1.0 - 2.0 ft Fill Sand 11.2 0;0655 0.5 0.8 GTP-05 SP-SM 3.0 - 3.5 ft Fill Sand 10.1 1 0.075 2. 1.0 1 Notes: 'USCS = Unified Soil Classification System 2Fines content is portion less than the U.S. No. 200 sieve, by weight 31-ong-term design infiltration rate based on USDA textural class as provided in Table 3-7, Ecology 2005 and Table C-11, Edmonds 2010 41-ong-term design infiltration rate based on D10 size from laboratory testing as provided in Table 3-8, Ecology 2005 5D 10 extrapolated from sieve analysis mm millimeter in/hr inches per hour Table 3-2 below presents calculated saturated hydraulic conductivity (Ksat) and long-term design infiltration rates based on sieve analyses from tested soils based on the procedure in Ecology 2012. The long-term design infiltration rates are based on a total correction factor, CFT of 0.15. This correction factor (higher factor of safety) is based on guidance in Ecology 2012 and is based on the assumption that some of the deeper soils are likely glacially overconsolidated. I n.11A11,,111 Ah�11 P.t. ThA rW.� A111-MA - I if "r. G014er %WAsgodates Thaddeus Egging April 15, 2015 KPFF 6 1526711 Table 3-2: Long -Term Design Infiltration Rates - 2012 Ecology Method Long Ekploration 'Uscsi Fines D10 D6o Dqo Ksat Term L6tat�qn and Obs'6 rve'd (0�6)1 (mm) (mm) (mm) (in/fir) Design �amplle Depth Soil Unit Rate3 (in/hr). GTP-61 sm 4.0.ft- Fill 17.5 0.6 1 14 b,136 0.85 17.0 2.6 GTP�0111' sp-w 5.0 ft Native 9.5 0.08 .0.43 6 29.1. 4.4 GTP-'02 SP-SM 0.5 - 3.0 ft 'Fill 6.1 0.13 1-98 11 38.'8 5.18 GTP-02 SP-sm .5.0 - 6,0 ft Rative 6.9 0.10 0.39 6 36.0 5.4 GTP-04 sp-sm 3.0 ft Fill 10.9 0.071 0,46 8 24.2 16 6TP.'-'04 sm 7.5-- 8.0 ft Native 16.4 0.04 4 0;A1 5. 18.1 2.7 GTP'-05 sp�sm 1.0 - 2.0 ft Fill 11-21 _L Q.A65 4 0.152. IQ 22.4 �A GTP'05 SP-8m, 3.0 - �., ft Fill 10.1 [ 0.075 0:55 10 3.7 Nptes: 1UStS = Unified Soil Classification System 21Fines content is portion less than the U.S. No. 200 sieve, by weight 31-ong-term design infiltration rate based on fines %, D1 0, D60, and D90 size from laboratory testing as provided on page 3-79, Ecology 2012 IDIO extrapolated from sieve analysis mm millimeter in/hr inches per hour Based on the results of testing and the observed soil stratigraphy, Golder recommends using a long-term design infiltration rate of I in/hr. 3.2 Othe.r.1hfi1t.ebi_t1bn C- onsideratio-n's Ecology's manuals for stormwater facility design also include site suitability criteria (SSC) that need to be evaluated for infiltration suitability. Applicable SSC are summarized below. 0 SSC-1 - Setback Criteria. Stormwater facilities must be at least 100 ft from drinking water wells, septic tanks, and drainfields. All planned facilities are greater than 100 ft from these features. • SSS-2 - Groundwater Protection Areas. There are no specific groundwater protection areas underlying the infiltration facilities. • SSC-4 - Soil Physical and Chemical Suitability for Treatment. Based on site observations and laboratory testing, the soils are considered suitable for stormwater treatment, if needed. Gol&r. 041415dll SherwDod InfiltrOtion Rale TM.00cx Aies ,Thaddeus Egging April 15, 2015 KPFF 7 1526711 0 SSC-5 — Depth to Bedroc_k Water Table, or Impermeable Laver. Based on a domestic well log near the facility, the water table is estimated to be present at 20 feet or deeper beneath the infiltration facilities. Low permeability soil was observed at the base of one test pit and may be present beneath the infiltration facility at depths greater than 8.3 ft, the limit of test pit observations. Based on the depth limits of the test pits, infiltration facilities with planned subgrades deeper than about 5 ft below current grades may require additional investigation- 3.3 Construction Infiltration facilities can be adversely affected by sediment -laden water routed to the facility during construction. Poor erosion and sediment control practices during construction has the potential to permanently lower infiltration rates. Accordingly, the planned infiltration features should not be used for stormwater control during construction, In addition, Golder recommends that the stormwater facility subgrades not be excavated until these features are ready to be fully constructed. The undisturbed soil subgrade should be observed by the geotechnical engineer (or their representative) prior to construction of the stormwater facilities. The geotechnical engineer should asses if subgrade conditions are consistent with the proposed design, Because overcompaction of subgrade soils can reduce infiltration capacity, heavy equipment should not operate within a stormwater feature. For the assumed design infiltration rates, subgrade conditions should include at least 3 feet of suitable infiltration soil beneath the facility subgrade or a select fill soil. Based on the explorations at the site, low permeability soils could be present in discontinuous layers or lenses at planned facilities. These soils, if encountered at facility subgrades, will require removal and replacement. Accordingly, Golder recommends that a small pit be dug to about 3 ft below the infiltration facility subgrade at the time of construction to determine if low permeability layers or lenses are present. If existing subgrade soils are removed to improve infiltration, the soils should be replaced with select fill containing 7 percent or less material passing the US No. 200 sieve by weight. 4.0 SUMMARY AND CLOSURE. Observations during late March 2015 showed the ground surfaces to be well drained, indicating generally suitable soils for infiltration. Soils (fill and native soils) observed in test pits are generally suitable for infiltration, but there is some variability. To address the observed soil variability, a conservative estimate of infiltration rate has been used for design. In addition, this memorandum recommends that observations should be completed during construction to allow for replacement of soils that do not have the infiltration capacity assumed for the design. Golder Thaddeus Egging April 15, 2015 KPFF 1526711 We trust this memorandum meets your needs. Please contact the undersigned if you have additional questions, �Deborah Ladd, PE, LHg Senior Project Engineer Attachments or Enclosures� Figure 1 Site Plan Attachment A Test Pit Logs Attachment 6 Laboratory Testing Results DL/JGJ/km )a_� i Y-O� James G. Johnson, LEG Principal 0414 1 5dI I —Sherwood Infiltration Rate TM.Docx Gol&r kssodittes. Thaddeus Egging April 15, 2015 KPFF 9 1526711 5.0 REFERENCES Department of Ecology (Ecology). 2005. Stormwater Management Manual for Western Washington. Prepared by the Washington State Department of Ecology Water Quality Program. February. Ecology. 2012. Stormwater Management Manual for Western Washington. Prepared by the Washington State Department of Ecology Water Quality Program. August. City of Edmonds (Edmonds) 2010. Exhibit A, Stormwater Code Supplement to Edmonds Community Development Code Chapter 18.30. April. Minard, James P. 1983. Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington. United States Geological Survey. Miscellaneous Field Studies Map MF-1 54 1. 041415dli Sherwood infiltration Rate TM.Docx Q I a [till all F FkSh,:v.',oWt—Ant%p_PR0ZZCT�%l 52,17 1 1—i�finmi.onS[,YJ,',NOIO:—P.RODUCTIO 'PJNDD�l 5267 1 1000_0101J�dd % - - - - - - ; 106TH AVE. W inn r OW ml NGTP-05 44 P�- all ti; GTP-02 4p '7 4-f T' ..... ..... OLL, r 9 GTP-04 rw". f ev ur' aL'.r %L -T 4 m m ;74 T pv 54 % j �T..l (9A, M094t two", ry A 04A MIND m r. ,-% uh --- 8 - ?j 41 4t� IPI lw"� L 4$� SOURCE: SITE SURVEY KPFF MARCH 2015 CLIENT KPFF CO NSULTANT W GoMer Assodates yyyy-FAII-1-Do 2015-04-15 PRE��-\RED A.PARKIN DESIGN REVIEW NOT TO SCALE LEGEND -$� GTP-03 APPROXIMATE LOCATION OF GOLOER TEST PITS PROJECT SHERWOOD ELEMENTARY SCHOOL INFILTRATION EVALUATION TITLE SITE PLAN PROJECT.No. 1526711 ��PPROVEQ 60 ATTACHMENT A TEST PIT LOGS a3 La zi W 0 (VGolder LOG OF TEST PIT GTP-01 �Associates Temp 60 *F Weather sunny, cool Engineer D. Ladd Operator Rick Equipment Case rubber -tired backhoe Contractor ESD Date 3-30-2015 Elevation 0.0 ft Datum NA Job 1526711 Location West side playfield 0 0.0 2.5 5.0 7.5 10.0 -0.0 .5 Bc 7.5 10.0 A B C E ft ttom of Test Pit at 6.0 A 0.0 - 1.0 ft: (SM to SP-SM), fine to medium SILTY SAND to fine to medium SAND some silt, some gravel; red -brown; rooted zone 4 inches; moist, loose to compact (FILL) B 1.0 - 3.0 ft: (SP to SP-SM), fine to medium SAND to fine to medium SAND some silt, some gravel; tan to gray in layers; moist, loose to compact (FILL) C 3.0 - 3.8 ft: (SP), fine to medium SAND some coarse sand; gray; moist to wet, compact (FILL) D 3.8 - 4.5 ft: (SM), fine to medium SILTY SAND, some gravel; brown; trace old roots; moist, loose to compact (OLD TOPSOIL) E 4.5 - 6.0 ft: (SP to SP-SM), fine to medium SAND to fine to medium SAND some silt, some gravel; red -brown to tan; moist, compact (NATIVE SOIL) 0 SAMPLES NO. DEPTH (ft) % MOISTURE S-1 4.0 17 S-2 5.0 9.3 SUMMARY OF LABORATORY TESTS' SAMPLE % GRAVEL % SAND % FINES DEPTH (ft) 4 3.2 79.3 17.5 5 11.2 79.3 9.5 SPECIAL NOTES: Very minor seepage at 3.5 ft bgs 6�0' Golder LOG OF TEST PIT GTP-02 ociates Temp 60 'F Weather sunny, cool Engineer D. Ladd Operator Rick Equipment Case rubber- Fire—d'6—ackhoe Contractor ESD Date-3-30-2015 Elevation 0.0 ft Datum NA Job 152671.1 Location NW end playfield main infiltration 1 r____ I T--] 0 0 —,1 0.0 2.5 5.0 7.5 10.0 SAMPLES —0.0 A NO. DEPTH % MOISTURE B S-1 0.5 7.6 S-2 5;0 8 —2,1 C L —5.0 E 7.5 Bottom of T st Pit at 7.5 ft LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES SUMMARY OF LABORATORY TESTS A 0.0 - 0.5 ft: (SM), fine to medium SILTY SAND, some gravel- brown- with roots / sod-, moist, loose to compact (FIE) ONEL % SAN�� FINES 0.5 32 1 61.8 6.1 B 0.5 - 3.5 ft: (SP, SP-SM, to SM), fine to medium SAND, 5 10.7 82.4 - fine to medium SAND some silt, to fine to medium SILTY SAND, some gravel; tan to gray in layers� moist, loose to compact (FILL) C 3.5 - 4.0 ft.- (SM), fine to medium SILTY SAND, some gravel; red -brown; moist, loose to compact (NATIVE SOIL) D 4.0 - 4.5 ft: (SP-SM), fine to medium SAND some silt, some gravel; brown; moist, compact (NATIVE SOIL) SPECIAL NOTES: No seepage E 4.5 - 7.5 ft� (SP-SM), fine to medium SAND soern silt, some gravel, some coarse sand; gray; moist, compact (NATIVE SOIL) tw'Golder' LOG OF TEST PIT GTP-03 Temp 60 * F Weather sunny,cool Engineer D. Ladd Operator Rick Equipment Case rubber -tired backhoe Contractor ESD Date 3-30-2015 Elevation 0.0 ft Datum NA Job 1526711 Location West side playfield 0 11 111 0 0.0 2.5 5.0 7.5 .0 -U.V 7.5 0.0 A B T-C _F_ ttom of Test Pit at 4.5 ft A 0.0 - 0.8 ft: (SM), fine to medium SILTY SAND, some gravel; brown; with roots / sod; moist, loose to compact (FILL) B 0.8 - 4.0 ft: (SP, SP-SM, to SM), fine to medium SAND, fine to medium SAND some silt, to fine to medium SILTY SAND, some gravel-, variably tan to gray; moist to near wet at 4 ft, loose to compact (FILL) C 4.0 - 4.5 ft: (SM), fine to medium SILTY SAND, some gravel; red -brown; moist, loose to compact (NATIVE SOIL) NO. I DEPTH % MOISTURE AM6 C (FGolder LOG OF TEST PIT GTP-04 Associates Temp 60 *F Weather -sunny, cool_ Engineer D. Ladd Operator Rick Equipment Case rubber -tired backhoe Contractor ESD Date-3,30-2015 Elevation 0.0 ft Datum NA Job 1526711 Location NW end pla�Aield main infiltration 0 0.0 -0.0 2.5 -5.0 -7.5 Bottom .-10.0 0 2.5 5.0 7.5 -i-T---� 10.0 A SAMPLES NO. DEPTH (ft) % MOISTURE S-1 2.0 10.4 S-2 7.5 17.3 C D E I - F' ft of Test Pit at 8.0 LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES SUMMARY.OF LABORATORY TESTS A 0.0 - 0.5 ft.- (SM), fine to medium SILTY SAND, some gravel- brown; with roots / sod,- moist, loose to compact (FILL) B 0,5 - 4.0 ft: (SP-SM, to SM), fine to medium SAND some silt, to fine to medium SILTY SAND, some gravel- tan to gray -brown; moist, loose to compact (FILL) C 4.0 - 6.0 ft: (SP-SM), fine to medium SAND some silt, some gravel; brown; moist, compact (NATIVE SOIL) D 6.0 - 6.5 ft: (ML), sandy clayey SILT,- layer not continuous; light tan-, moist, very stiff (NATIVE SOIL) E 6.5 - 7.5 ft: (SP-SM), fine to medium SAND some silt, some gravel, occasional boulders; brown. - moist, compact (NATIVE SOIL) F 7.5 - 8.3 ft: (ML), sandy SILT; decayed root pieces- dark red -brown: moist, compact (NATIVE S61L) LE jDEPqTH(ffl (' %GRAVEL %SAND WFINES 2 7.5 13.8 75.4 10.5 73.0 16.4 SPECIAL NOTES: No seepage � Golder LOG OF TEST PIT GTP-05 Assodates Temp 60 OF Weather sunny, cool Engineer D. Ladd Operator Rick Equipment Case rubber -tired backhoe Contractor ESD Date 3-30-2015 Elevation 0.0 ft Datum NA Job 1526711 Location On Berm near W drive 0 1 1 1 1 1 1 1 1 1 -TT—F-1-1 - I I 1 1 1 —7- 0 0.0 2.5 5.0 7.5 J. 0 -0.0 A -2.5 B C -5-§ottom of Test Pit at 3.5 -7.5 -10.0 LITHOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 0.5 ft: (SM to SP-SM), fine to medium SILTY SAND to fine, to medium SAND some sily, some gravel; brown; with roots / sod; moist, loose to compact (FILL) B 0.8 - 4.0 ft: (SP-SM, to SM), fine to medium SAND some silt, to fine to medium SILTY SAND, some gravel; red -brown; moist to near wet at 4 ft, loose to compact (POSSIBLE FILL) C 4.0 - 4.5 ft: (SP-SM), fine to medium SAND some silt, some gravel; gray -brown; moist to near wet at 4 ft, loose to compact (NATIVE SOIL) I I [ SAMPLES NO. DEPTH % MOISTURE (ft) S-1 1.0 12 S-2 3.0 9.6 SUMMARY OF LABORATORY TESTS SAMPLE DEP`rH (ft) % GRAVEL % SAND % FINES 1 16.1 72.7 11.2 3 19.0 70.9 10.1 SPECIAL NOTES: No seepage 0 ATTACHMENT B LABORATORY TESTING RESULTS ZI P1526711 PARTICLE SIZE DISTRIBUTION ASTM D421, D422,1)4318 PROJECT NAME: Sherwood Elementary SAMPLE JD: GTP-01 S-1 Depth: 4 ft TYPE: oil I N I 11111 NO E11111 1111 llilimillill 11 1000 I[.. . 100 10 1 0.1 Particle size in millimeters 0.01 0.001 COBBLES co.m Fine C-.c M.M. Fin, S'llo'clay GRAVEL SAND FINES F-1 12.0- Particle Size Particle Size (vnm) % Passing Classification Percentage 304.8 100.0 Moisture Content La d) D E M Z (13 U) '2 Cobbles 0.0 6.0" 154.2 100.0 3.0" 75 100.0 2.5" 63.5 100,0 Coarse Giavel 0.0, 1.01, 50 100 , 0 1.51, 37�5 100.0 1.0" 25 100.0 0,75" 19 100.0 0.375" 9.5 100.0 Fine Gravel 3.2 04 4.75 96.8 #10 2.00 94.1 Coarse Sand 2.7 420 0.85 89.1 Medium Sand 24.5 #40 0.43 69.7 #60 0.25 37.6 Fipe Sand .52.2 #100 0.15 21.5 4200 0.075 17.5 1 Fiacs ' 17.5 D.= 0.36 D30-- 0.20 Dl()= #N/A C, - D6011) 10 - #NfA #N/A cc - D30-'2/(D 10*060) #N/A #N/A DESCRIPTION: Silty F-C SAND trace fime gravel USCS: Sm I TECH TPM DATE 3/31/15 CHECK TCM REVIEW DL V31/15 PARTICLE SIZE DISTRIBUTION ASTrvl ))421, D422, D4318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTP-01 S-2 TYPE: Depth: 5 ft P1526711 I milli 0 1 IN I I I HE 1111111111 IN Nil! 120 E Z Z 14 GRAVEL Particle Size Particle Size 12.0" 304.8 100.0 Cobbles 0.0 6.0* 154.2 100.0 3.0" 75 100.0 2.5" 63.5 100.0 Coarse Graei 0.0 2.0" 50 1 )00.0 1.51, 37.5 00.0 1.01, 25 100.0 0.75" 19 100.0 0,375" 9.5 91.8 Fine Gi,a�el 11.2 #4 4�75 88.8 410 2.00 84.4 Coa)sc Sand 4.4 #20 0.85 78.2 Medium Sand 24.7 440 0.43 59.7 #60 0.25 3L8 Fine $and 50.2 #100 0.15 1955' 4200 0.075 Fines 9.5 DGO= 0.43 D�0= 0.24 D10= 0.08 ICu - D60/D10 5.4 Cc - D30'21(010*D60) 1.6 DESCRIPTION: F-C, SAND soinc fime gravel, sonie silt 13SCS: SP-Sm I FINES Moisture Content TECH TPM DATE 3/31/15 CHECK TC?V! tEVIEW l)L PARTICLE SIZE DISTRIBUTION ASTM D42), D422,1)4318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTJP-02 S-1 TYPE: Depth: 0.5 ft-3.0 ft P1 5267111 12" 3' 2' 1- 3/4- 18" #4 910 #20 #40 #60 #100 #200 100 11- 1 N, 90 80' % 70 P 60 a 50 40 n 30 20 10 0 1000 100 10 1 0.1 0.01 0,001 Particle size in millimeters coa,se Fine COBBLES GRAVEL Cwnc Med- Fine SAND silt.'My FfNES 12.0" Particle Size jmm) 304.8 Pailicle Size % Passing Classification Percentage 100.0 moisture Content E :3 Z r U) Cobbles 0.0 6.0" 154.2 100.0 3.0" 75 100.0 2.5" 63.5 100.0 Coarse Gravel 11.6 2.0" 50 100.0 -1.5" 37.5 10000 1.01, 25 100.0 0.75" i9 88.4 0.375' 9.5 77.2 Fine Gi 3vel 20.5 #4 4.75 67.9 #10 2.00 60.1 Coarse, Sand 7.8 #20 0.85 52.4 Mcclition Sand 1 21.5 0.43 38.6 -#40 #60 0.25 21.5 Fine Sand 32.5 1 #100 1 0.15 1 1 1 *0 #200 1 0.075 6.1 Fines 6.1 D,= 1.98-----F-D,,= 0.33 01,= 0,13 Cu D601D 10 15.2 6 Cc D30'2/(DtO*D60) - 0.4 DESCRIPTION: Gravelly F-C SAND soine silt TECH TPM oscs: SP-SM DATE 3/31/15 CHECK TCW, REVIEW OL V31/15 PI 526711 PARTICLE SIZE DISTRIBUTION ASTM D421, 0422, D4318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTP-02 S-2 Depth: -5.0 I't -6.0 ft TYPE. IN 11 11 1 IN IN 1111 11 01 1111111 1 11 11 IN 11 IN 111111101 11 1 IN 0 1 1111 ON III coal -se I Hite C.�rsc Klediurn I Fine SiliorClay COBBLES � GRA\ EL SAND I FINES E Z Z 'a c: Q U) Parricle Size Panicle Size -I p ....... CI-ifi,-.. 12.0" 304.8 100.0 Cobbles 0.0 6.0" 154.2 J00.0 3.01, 75 100.0 2.5" 6M 100.0 Coarse Gra,,el 5.4 2.0" 50 IOU 1.51, 37,5 100,10 1.01, 25 100.0 0,75" 19 94.6 0,375" 9.5 92.0 Fine Gravel 5.3 #4 4.75 89.3 410 2.00 86.7 Coarse Sand 2.6 #2 0 0.85 82J Medium Sand 22.2 #40 0.43 64.5 #60 0.25 34.0 Fine Sand 57.6 4100 0.15 15.0 9200 0,075 6.9 Fines 6.9 060= 0.39 D30= 0.22 D,,,= 0.10 Cu-D60/D1()= 4.0 6 Cc = D30^2/(I)I0'D60) 1.3 1 DESCRIPTION: F-C SAND sorne fine gravel, sornee silt USCS: Sp-Sm MCISJUTC Conient TECH TPM DATE 3/31/15 CHECK Tcm REVIEW DL_ 1/15 P1526711 PARTICLE SIZE DISTRIBUTION ASTM D421,1)422, D4318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTP-04 S-1 Depth: 2.0 ft-3.0 ft TYPE: 12- 3* 2' 1" 314" 3/8' #4 #10 #20 #40 #60 #100 #200 100 NJ 90 80 % 70 P 60 50 I A I I I 40 n 9 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Particle size in millimeters COBBLES CO- FiW C oarse 1Adi- Fin, Silt 0, Clay GRAVEL SAND FINES F� 12.0" Particle Size (MM) 304.8 Particle Size % Passing Classification PeTCCFn3gC )G0.0 Moisture Content 120 E Z 'a r 4 '2 to 0 Cobbles 0.0 6.0" 154.2 100.0 3.0" 75 100.0 2.5" 63.5 100.0 Coarse Gravel 0.0 2.0" 50 100.0 1.51. 37.5 100.0 1.011 25 100.0 0.75" 19 100.0 0.375" 9�5 91.5 rine (iravel 13.8 4 #4 4.75 86.2 410 2.00 79.8 Coarse Sand 6.4 g# #20 0.85 72.8 Medium Sand 1 21A #40 0.43 58.4 060 0,25 35.1 Fine Sand 1 47.5 9100 0.15 18.4 ,*200 0.075 10.9 Fines 10.9 D60= 0.46 D,,= 0.21 D10= #NIA Cu = D60/D 10 #NIA IN/A Cc - D30'21(D 10*D60) #N/A #N/A DESCRIPTION: Gravelly F-C. SAND Some silt USCS: Sp-Sm TECH TPM DATE 3/31/15 CHECK TCIM REVIEW DL 1/15 P 1526711 PARTICLE SIZE DISTRIBUTION ASTNI D421, 13422,04318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTP-04 S-4 Depth: 7.5 ft-8.0 ft TYPE: M11I N Hill I Mill ON Mil I MIDI I I I INS IN I I I I I 0 11111111111 11 11 Ill H 1 11 Mill 11 li Hill III IINI COBBLES E d) .0 c- :5 Z N nr c: M F15 SAND i Particle Size Particle Size h-1 P-in', Percern-e 12.0" 304.8 100.0 Cobbles 0.0 6,0" 1542 100.0 3.0" 75 100.0 2.5" 63.5 100.0 Coarse CiTaVel 1 0.0 1.011 50 100.0 1.5" 37.5 100.0 1,011 25 100.0 0.75" 19 100.0 0 375" 9�5 96.5 Fine Gravel 10-1 #4 4.75 89.5 #10 2,00 8Z.5 Coarse $and 6.9 Q0 0.95 75. 2 Medium Sand 21.0 #40 0.43 61,6 #60 0.25 40.7 1 Fine Sand 45.1 0100 0,15 1 24.8 4 1200 1 0.075 16.4 Fine-, 16.4 DGO= 0.41 D30= 0-18 D,,= #N/A Cu = D60/D 10 #N/A 1111A Cc= D30^21(010*D60) PN/A _#N/A I)ESCRIPTIO.N: Silty F-C SAND soine fine gravel USCS: Sm I R moisture Content ' CH TPM Tr DATE 3'311!1 CH ECK rcm REVIEW DL 3/31/15 PI 526711 PARTICLE SIZE DISTRIBUTION ASTM 0421, D422, D4318 PROJECT NAME: Sherwood Elementary SAMPLE 0: GTP-05 S-1 Depth: 1.0 ft-2.0 ft TYPE: 12" 3* 2" 1. T4' 3/8' #4 010 #40 #60 #10D #200 100 90 80 70 % P 60 a S 50 S 40 n 30 20 10 0 1000 100 10 1 0�1 0.01 0.001 Particle size in millimeters COBBLES Coarse I Fine Coj= Modium I rw s'llo'cipy GRAVEL SAND FMIES 12.0" Panicle Size (run)) 304.8 Particle Size % Passing Classification Percentage 100.0 Moisture Content E Z M N . 05 C/) Cobbles 0.0 6.0" 154.2 100.0 3.01, 75 100.0 2.5" 63.5 100.0 Coarse chavel 0.0 2.0" 50 100.0 1.51, 37.5 100.0 1.0" 25 100.0 0.75" 19 100.0 0.375" 9.5 89.0 Fine Gravel 16.1 #4 1 4.75 83.9 #10 2�00 77.4 Coarse Sand 6.5 #20 0.85 70.6 Medium Sand 1 21.8 #40 0.43 55,5 #60 0.25 32.7 Fine Sand 44.3 #100 OE:57 18.0 0.075 1 11.2 rines 11.2 F D,= 0.52 D30= 0.23 D,,= #N/A Cu - D60fD10 #NIA #N,,A Cc = D30�211(1310-D60) IINIA #N,:A DESCRIPTION: Gravelly F-C SAND some silt USCS; SP-Sm TECH TPM DATE 31-11/15 CHECK TCM, REVIEW DL V31/15 P1 526711 PARTICLE SIZE DISTRIBUTION ASTM D421, 0422, D4318 PROJECT NAME: Sherwood Elementary SAMPLE ID: GTP-05 S-2 Depth: 3.0 ft-3.5 ft TYPE: 0 1111111 11 oil 111 11 ll11111 1 11 mill IN 11 I 111 1 loll Ll 43 .0 E D Z U L W Fi- coarse VEL SAND I'micle Size Parliclesize I- P-i- p-l", 12.0" 304.8 100.0 Cobbles 0.0 6.0" 154.2 10010 3.01, 75 100.0 2.5" .63.5 100.0 Coalse Gravel 0.0 2.0" 50 100.0 1.51, 37.5 100.0 1,01, - 25 100.0 0.75" 19 100.0 0,375" 9.5 87.8 FincOravel 19.0 #4 4.75 8J.0 110 2.00 75.7 Coarse Sand 5.3 #20 0.85 " 7 - 0 Medium Sand 213 940 0.43 5 4.4 ft60 0.25 30.5 Fine Sand 44.3 IF100 1 0.15 16.2 1 #200 10.075 10.1 Fines 10.1 060= 0.55-� D30= 0.25 D,a= #N/A IC1,-D60fDI0- #NIA #N/A Cc = D3()"1,'(DI0*D60) NNIA #N,A DESCRIPTION: Gravelly F-C SAND Some silt USCS: SI'-Sm Silt or cl FINES Moisture Content TECH DATE CHECE REVIEW 1 33 1115 I I I I LI I 11 Appendix H MGSFIood Reports: Rain Gardens Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Appendix H I MGS FLOOD PROJECT REPORT Program Version: MGSFIood 4.34 Program License Number: 200410007 Run Date: 05/07/2015 4:48 PM Input File Name: Rain Garden 1 - Water Quality.f1d Project Name: ESD Sherwood Analysis Title: Rain Garden - Small Site Comments: Water Quality (1 5-min Timestep): This model demonstrates water quality compliance of the rain garden, assuming 1.5 ft of bioretention soil infiltrating at a rate of 1.5 in/hr after reduction factors. PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Timeseries Selected Climatic Region Number: 2 Full Period of Record Available used for Routing Precipitation Station 95003605 Puget West 36 in-5min 10/01/1939-10/01/2097 Evaporation Station 951036 Puget West 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Landscape ---------- ------- Area(Acres) ---- Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.340 W etland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.000 ---------------------------------------------- Subbasin Total 0.340 ---------------------- SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin: Pavement ---------- ------- Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.340 Subbasin Total 0.340 LINK DATA ---------------------- SCENARIO: PREDEVELOPED Number of Links: 0 LINK DATA ---------------------- SCENARIO: POSTDEVELOPED Number of Links: 2 ------------------------------------------ Link Name: Rain Garden Link Type: Bioretention Facility Downstream Link Name: Infiltration Trench Base Elevation (ft) 100.00 Riser Crest Elevation (ft) 100.50 Storage Depth (ft) 0.50 Bottom Length (ft) 28.7 Bottom Width (ft) 17.4 Side Slopes (ft/ft) L1= 3.00 L2=3.00 W1=3.00 W2=3.00 Bottom Area (sq-ft) 499. Area at Riser Crest El (sq-ft) 647. (acres) 0.015 Volume at Riser Crest (cu-ft) 585. (ac-ft) 0.013 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 1.50 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 100.50 Native Soil Hydraulic Conductivity (in/hr) 0.00 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type Rectangular Riser Length (ft) 2.16 Riser Width (ft) :1.83 Common Length (ft) 3.330 Riser Crest Elevation 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 Link Name: Infiltration Trench Link Type: Infiltration Trench Downstream Link: None Trench Type Trench Length (ft) Trench Width (ft) Trench Depth (ft) Trench Bottom Elev (ft) Trench Rockfill Porosity (%) Constant Infiltration Option Used Infiltration Rate (in/hr): 1.00 Trench at Toe of Embankment 36.00 26.30 2.50 96.00 40.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ------------------- -- SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 2 ***********Groundwater Recharge Summary Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Landscape 97.974 Total: 97.974 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Pavement 0.000 Link: Rain Garden 0.000 Link: Infiltration Trench Not Computed Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.620 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ----- — - — ----------- SCENARIO: PREDEVELOPED Number of Links: 0 ---------------------- SCENARIO: POSTDEVELOPED Number of Links: 2 Link: Rain Garden Infiltration/Filtration Statistics -------------------- Total Runoff Volume (ac-ft): 137.97 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 129.44, 93.82% ***********Compliiance Point Results Scenario Predeveloped Compliance Subbasin: Landscape Scenario Postcleveloped Compliance Link: Rain Garden Point of Compliance Flow Frequency Data Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postclevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------- 2-Year 3.249E-04 2-Year 0.111 5-Year 3.139E-03 5-Year 0.150 1 0-Year 1.041 E-02 1 0-Year 0.172 25-Year 2.261 E-02 25-Year 0.194 50-Year 3.396E-02 50-Year 0.230 1 00-Year 5.261 E-02 1 00-Year 0.299 200-Year 6.020E-02 200-Year 0.323 RAIN GARDEN 1 EXCEEDS THE REQUIREMENT OF 91 % TOTAL 24-HOUR RUNOFFVOLUME TREATED OF PGIS SURFACES I I.. Record too Short to Comp'ute Peak Discharge for These Recurrence Intervals I I I I I I MGS FLOOD PROJECT REPORT Program Version: MGSFIood 4.34 Program License Number: 200410007 Run Date: 05/07/2015 4:57 PM Input File Name: Rain Garden 2 - Water Quality.fld Project Name: ESD Sherwood Analysis Title: Rain Garden - Small Site Comments: Water Quality (1 5-min Timestep): This model shows compliance of rain garden with water quality requirements. This assumes 1.5 ft of bioretention soil draining at 1.5 in/hr after reduction factors. PRECIPITATION INPUT Computational Time Step (Minutes): 15 Extended Precipitation Timeseries Selected Climatic Region Number: 2 Full Period of Record Available used for Routing Precipitation Station 95003605 Puget West 36 in-5min 10/01 A 939-10/01/2097 Evaporation Station 951036 Puget West 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Landscape ------ ------- Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.330 Wetland 0.000 Green Roof 0.000 User2 0.000 Impervious 0.000 I ----------------------------------------------- Subbasin Total 0.330 ------- --------- ---- SCENARIO: POSTIDEVELOPED Number of Subbasins: 1 ---------- Subbasin: Pavement ---------- ------- Area(Acres) -------- Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.330 Subbasin Total 0.330 LINK DATA ---------------------- SCENARIO: PREDEVELOPED Number of Links: 0 LINK DATA ---------------------- SCENARIO: POSTDEVELOPED Number of Links: 2 Link Name: Rain Garden Link Type: Bioretention Facility Downstream Link Name: Infiltration Trench Base Elevation (ft) 100.00 Riser Crest Elevation (ft) 100.50 Storage Depth (ft) 0.50 Bottom Length (ft) 25.0 Bottom Width (ft) 20.0 Side Slopes (ft/ft) Ll= 3.00 L2=3.00 W1=3.00 W2=3.00 Bottom Area (sq-ft) 500. Area at Riser Crest El (sq-ft) 644. (acres) 0.015 Volume at Riser Crest (cu-ft) 585. (ac-ft) 0.013 Infiltration on Bottom and Sideslopes Selected Soil Properties 17, Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 1.50 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 100.50 Native Soil Hydraulic Conductivity (in/hr) 0.00 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type Rectangular Riser Length (ft) 2.17 Riser Width (ft) 1.83 Common Length (ft) 3.330 Riser Crest Elevation 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 ------------------------------------------ Link Name: Infiltration Trench Link Type: Infiltration Trench Downstream Link: None Trench Type Trench at Toe of Embankment Trench Length (ft) 31.00 Trench Width (ft) 27.00 Trench Depth (ft) 2.50 Trench Bottom Elev (ft) 96.00 Trench Rockfill Porosity 40.00 Constant Infiltration Option Used Infiltration Rate (in/hr): 1.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ---------------------- SCENARIO: POSTI)EVELOPED Number of Subbasins: 1 Number of Links: 2 "'"Groundwater Recharge Summary Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) Subbasin: Landscape 95.093 I Total: 95.093 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ------------------------------------------------------- 7 --------------------------------------- Subbasin: Pavement 0.000 Link: Rain Garden 0.000 Link: Infiltration Trench Not Computed, Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.602 ac-ft/year, Post Developed: 0.000 ac-ft/year Water Quality Facility Data ---- -- SCENARIO: PREDEVELOPED Number of Links: 0 --------- - ----------- SCENARIO: POSTI)EVELOPED Number of Links: 2 Link: Rain Garden Infiltration/Filtration Statistics -------------------- Total Runoff Volume (ac-ft): 133.96 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 126.14, 94.16% P&r—cenf Tfe—ate—d-(Iiifiltr—afe-d:�Filter—edY/T6t-al-V615-m—e. ***********Compl1iance Point Results Scenario Predeveloped Compliance Subbasin: Landscape Scenario Postcleveloped Compliance Link: Rain Garden *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postclevelopment Runoff Tr (Years) Discharge (cfs) --------------------------------------------------------------------------------------------------- Tr (Years) Discharge (cfs) 2-Year 3.153E-04 2-Year 0.108 5-Year 3.046E-03 5-Year 0.146 1 0-Year 1.01 OE-02 1 0-Year 0.167 25-Year 2.194E-02 25-Year 0.188 50-Year 3.296E-02 50-Year 0.224 1 00-Year 5.106E-02 1 00-Year 0.285 200-Year 5.843E-02 200-Year 0.312 RAIN GARDEN 2 EXCEEDS THE REQUIREMENT OF 91 % TOTAL 24-HOU R RUNOFFVOLUME TREATED OF PGIS SURFACES ** Record too Short to Compute Peak Discharge for These Recurrence Intervals 0 Z12 I Appendix I MGSFlood Reports: Infiltration Basins I Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 - Appendix I 11 MGS FLOOD PROJECT REPORT Program Version: MGSFIood 4.34 Program License Number: 200410007 Run Date: 05/07/2015 4:53 PM Input File Name: Rain Garden 1 - Flow Control.fld Project Name: ESD Sherwood Analysis Title: Rain Garden, - Small Site Comments: Flow Control (1 -hr Timestep): This model shows Edmonds Specific Flow Control compliance for a Small Project Site for the infiltration basin below the rain garden. Assumes 1 in/hr native, i nf i I rate. PRECIPITATION INP . UT Computational Time Step (Minutes): 60 Extended Precipitation Timeseries Selected Climatic Region Number: 2 Full Period of Record Available used for Routing Precipitation Station 95003605 Puget West 36 in-5min 10/01 /1939-10/01/2097 Evaporation Station 951036 Puget West 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION-*********************** ----------------- — --- SCENARIO: PREDEVELOPED Number of Subbasins: 1 --------- Subbasin : Landscape ------ - ------- Area(Acres) Till Forest 0.000 Till Pasture o.00b Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.340 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.000 ---------------------------------------------- Subbasin Total 0.340 ------------ -------- SCENARIO: POSTIDEVELOPED Number of Subbasins: 1 ---------- Subbasin: Pavement ---------- ------- Area(Acres) -------- Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User2 0.000 Impervious 0.340 Subbasin Total 0.340 LINK DATA ---------------------- SCENARIO: PREDEVELOPED Number of Links: 0 LINK DATA ---------------------- SCENARIO: POSTDEVELOPED Number of Links: 2 .......................................... Link Name: Rain Garden Link Type: Bioretention Facility Downstream Link Name --Infiltration Trench Base Elevation (ft) 100.00 Riser Crest Elevation (ft) 100.50 Storage Depth (ft) 0.50 Bottom Length (ft) 28.7 Bottom Width (ft) 17.4 Side Slopes (ft/ft) Ll = 3.00 L2=3.00 W1=3.00 W2=3.00 Bottom Area (sq-ft) 499. Area at Riser Crest El (sq-ft) 647. (acres) 0.015 Volume at Riser Crest (cu-ft) 585. (ac-ft) 0.013 Infiltration on Bottom and,8ideslopes Selected Soil Properties I Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 1.50 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 100.50 Native Soil Hydraulic Conductivity (in/hr) 0.00 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type Rectangular Riser Length (ft) 2.16 Riser Width (ft) 1.83 Common Length (ft) 3.330 Riser Crest Elevation 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 Link Name: Infiltration Trench LinkType: Infiltration Trench Downstream Link: None Trench Type Trench at Toe of Embankment Trench Length (ft) 36.00 Trench Width (ft) 26.30 Trench Depth (ft) 2.50 Trench Bottom Elev (ft) Trench Rockfill Porosity 96.00 40.00 Constant Infiltration Option Used Infiltration Rate (in/hr): 1.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ---------------------- SCENARIO: POSTDEVELO'PED Number of Subbasins: 1 Number of Links: 2 *—*--Groundwater Recharge Summary Recharge is computed as input to PerInd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Landscape 98.181 I Total: 98.181 Total Post Developed Recharge During Simulation Model Element . Recharge Amount (ac-ft) ---------------------------------------------------------------------------------- Subbasin: Pavement 0.000 Link: Rain Garden Not Computed Link: Infiltration Trench 136.166 Total: 136.166 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.621 ac-ft/year, Post Developed: 0.862 ac-ftlyear ***********Water Quality Facility Data ---------------------- SCENARIO: PREDEVELOPED Number of Links: 0 ------------------ — -- SCENARIO: POSTDEVELOPED Number of Links: 2 Link: Infiltration Trench Infiltration/Filtration Statistics -------------------- Total Runoff Volume (ac-ft): 137.32 Total Runoff Infiltrated (ac-ft): 136.17, 99.16% Total Runoff Filtered (ac-ft): 0.00, 0.00% Percent Treated (Infiltrated+Filtered)/Total Volume: 99.16% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Landscape Scenario Postcleveloped Compliance Link: Infiltration Trench *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Tr (Years) Discharge (cfs) ------------------------------------------- 2-Year 4.523E-04 5-Year 2.944E-03 1 0-Year 1.036E-02 25-Year 1.697E-02 50-Year 2.545E-02 1 00-Year 5.206E-02 200-Year 5.864E-02 Postclevelopment Runoff Tr (Years) Discharge (cfs) ------------------------------------------------------------------- (2:Ye—a�r� (8-.5-1-6E--06 5-Year 4.61 OE-02 (1-0--y 25-Year (7:745E--02 0.104 FLOWS DO NOT 50-Year 0.116 EXCEED THE (1 00--Ye—a-r::= F-071 21 EDMONDS-SPECIFIC 200-Year FLOW CONTROL REQUIREMENTS I I". Record too Short to Compute Peak Discharge for These Recurrence Intervals I I I I � I � I I I � I � I MGS FLOOD PROJECT REPORT Program Version: MGSFIood 4.34 Program License Number: 200410007 Run Date: 05/07/2015 4:59 PM Input File Name: Rain Garden 2 - Flow Control.fld Project Name: ESD Sherwood Analysis Title: Rain Garden - Small Site Comments: Flow Control (1 -h r Timestep): This model shows Edmonds Specific Flow Control compliance for a Small Project Site for the infiltration basin below the rain garden. Assumes 1 in/hr native infil rate. PRECIPITATION INPUT Computational Time Step (Minutes): 60 Extended Precipitation Timeseries Selected Climatic Region Number: 2 Full Period of Record Available used for Routing Precipitation Station 95003605 Puget West 36 in-5min 10/01 /1939-10/01/2097 Evaporation Station 951036 Puget West 36 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) WATERSHED DEFINITION ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Landscape ---------- ------- Area(Acres) -------- Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.330 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.000 ---------------------------------------------- Subbasin Total 0.330 ----- ---..--..—..SCENARIO: POSTI)EVELOPED Number of Subbasins: 1 ---------- Subbasin: Pavement ------- ------- Area(Acres) Till Forest 0.000 Till Pasture 0.000 Till Grass 0.000 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 0.000 Green Roof 0.000 User 2 0.000 Impervious 0.330 Subbasin Total 0.330 LINK DATA ---------------------- SCENARIO: PREDEVELOPED Number of Links: 0 LINK DATA ---------------------- SCENARIO: POSTDEVELOPED Number of Links: 2 ---------------------------------------- Link Name: Rain Garden Link Type: Bioretention Facility Downstream Link Name: Infiltration Trench Base Elevation (ft) 100.00 Riser Crest Elevation (ft) 100.50 Storage Depth (ft) 0.50 Bottom Length (ft) 25.0 Bottom Width (ft) 20.0 Side Slopes (ft/ft) Ll = 3.00 L2=3.00 Wl=-3.00 W2=3.00 Bottom Area (sq-ft) 500. Area at Riser Crest El (sq-ft) 644. (acres) 0.015 Volume at Riser Crest (cu-ft) 585. (ac-ft) 0.013 Infiltration on Bottom and Sideslopes Selected Soil Properties Biosoil Thickness (ft) 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) 1.50 Biosoil Porosity (Percent) 40.00 Maximum Elevation of Bioretention Soil : 100.50 Native Soil Hydraulic Conductivity (in/hr) 0.00 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type Rectangular Riser Length (ft) 2.17 Riser Width (ft) 1.83 Common Length (ft) 3.330 Riser Crest Elevation 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 Link Name: Infiltration Trench Link Type: Infiltration Trench Downstream Link: None Trench Type Trench at Toe of Embankment Trench Length (ft) 31.00 Trench Width (ft) 27.00 Trench Depth (ft) 2.50 Trench Bottom Elev (ft) 96.00 Trench Rockfill Porosity 40.00 Constant Infiltration Option Used Infiltration Rate (in/hr): 1.00 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ---------------------- SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ---------------------- SCENARIO: POSTI)EVELOPED Number of Subbasins: 1 Number of Links: 2 ""'Groundwater Recharge Summary Recharge is computed as input to PerInd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Landscape 95.294 I I Total: 95.294 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) -------------------------------------------------------------------------------------- Subbasin: Pavement 0.000 Link: Rain Garden Not Computed Link: Infiltration Trench 131.736 Total: 131.736 Total Predevelopment Recharge is Less than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.603 ac-ft/year, Post Developed: 0.834 ac-ftlyear ***********Water Quality Facility Data ----- — --------- ---- SCENARIO: PREDEVELOPED Number of Links: 0 ------ - - - ----------- SCENARIO: POSTDEVELOPED Number of Links: 2 Link: Infiltration Trench Infiltration/Filtration Statistics -------------------- Total Runoff Volume (ac-ft): 133.42 Total Runoff Infiltrated (ac-ft): 131.74, 98.74% Total Runoff Filtered (ac-ft): 0.00, 0.00% Percent Treated (Infiltrated+Filtered)/Total Volume: 98.74% ***********Compliance Point Results Scenario Predeveloped Compliance Subbasin: Landscape Scenario PostdeVeloped Compliance Link: Infiltration Trench *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) ---------------------------------------------------------------------------------------------------------------------- Discharge (cfs) Tr (Years) Discharge (cfs) 2-Year 4.390E-04 (2--y (9-.503E--06 5-Year 2.858E-03 5-Year 6.501 E-02 1 0-Year 1.006E-02 -G-Y: (1 e:a:r=:= - -1-5E-0 (8.2 - N\\\\EDMONDS-SPECIFIC 25-Year 1.647E-02 25-Year 0.106 50-Year 2.470E-02 50-Year 0.117 F FLOWS DO NOT 1 00-Year 5.053E-02 (1-00:Y F—O-.1'21 E EXCEED THE 200-Year 5.691 E-02 200-Year 0.126 FLOW CONTROL REQUIREMENTS ** Record too Short to Compute Peak Discharge for These Recurrence Intervals � I L 17 L Appendix J MGSFlood Model Snapshots � I I � I I E I � I I F, 11 Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 . Appendix J ESD SHERWOOD ELEMENTARY - DRAINAGE REPORT TRAFFIC AND PEDESTRIAN SAFETY APPENDIX J IMPROVEMENTS MGS FLOOD - RAIN GARDEN MODELING I r ]L Copy ; Print... image I i -Objects PAVEMENT CELL LINKED TO....... GARDEN S ubbasin CELL. THIS ACCOUNTS FOR ALL FLOWS M)O- copy BEING DIRECTED TO THE RAIN GARDEN CELL FOR TREATMENT. S tructure III Open Channel POINT OF COMPLIANCE SET AT RAIN GARDEN CELL FOR Infilt Trench WATER QUALITY MODELING User Rating R ain Garden S plitter CAVFS Filter Strip Bioretention Infiltration Trend Porous W Pavement RAIN GARDEN CELL LINKED TO INFILTRATION CELL. THIS ACCOUNTS FOR L FLOWS (BOTH TREATED AND UNTREATED) MOVING FROM THE RAIN GARDEN CELL TO THE INFILTRATION CELL Figure 1 — Model Layout 1] L I I I Geometry Outlet Structure(s)/Underdrain Structure Name Max Elevation Prec,ip[Evap of Bi&�Sbil Sfi6ws"risw outlet structure" jaftimative': "verticial o'fifice'and over4lown) Opp MEMEW MEMEME EMEMEM INNE .. ....... . . . .. .. . . . . . Underdrain with Opbonal Office U) Bioretention . �z C: (tf Underdrain is not indbidecL t�en soil Floor .0 El . evation* infiltrated ffmistuie is lost fmm systern) -Geomet zi Z2 Z3 Z4 Side Slopes [ZHAV) 3-oo oo F-- J, F--j--] 3.00 F--__j I Bottom Length, L (it) F____28.7J0 Bottom Width, W [it) Maximum Elevation of Bioietention Soil (it) Biotetention Floor Elevation (it) BioFetention Soil Thickness (ft) F --- -1 -5-61 Bioietention Soil Porosity (2) 40.00 Bioietention Soil Infiltration Rate (in/hi) 1___1.5001 j Native Soil Infiltration Rate (in/hF) 0.000 ry infiltration on Bottom and Sideslopes 0 Infiltration on Bottom Only 0—k Cancel Figure 2 — Rain Garden Geometry IN NATIVE SOIL INFILTRATION RATE IS SET AT 0 IN/HR TO ENSURE THAT ALL TR EATED FLOWS ARE ACCOUNTED FOR IN THE LINK THAT DIRECTS FLOWS FROM THE RAIN GARDEN CELL TO THE INFILTRATION CELL. G eometry Outlet Structute(s)/Underdiain E nable Structure Type Control El. [ft) Diameter (in) Orientation L_j rov Horizontal (7) Vertical E nable Structure Type Control El. (ft) Diameter (in) Orientation r 7 FT —1—mulai Orifice rt-1 Horizontal r) Vertical Optional Overflow Structure Structure Type Crest El. (ft) Length (ft) Width (ft) Common L (ft) Riser Top Open aflow Riser 100.50IF-1 6 F-1.831 G) Y e s k. — . 0 No -UndeidFain Data —OVERFLOW RISER WITH TYPE 1 CB P-0i Include UndeFdFain DIMENSIONS INCLUDED IN THE MODEL. ALL UNTREATED FLOWS (IN Include Orifice in UndeFdFain EXCESS OF RAIN GARDEN U deFdFain Orifice Control Elevation (It) CAPACITY) ARE MODELED AS U deFdjain Orifice Diameter (inches) MOVING FROM THE RAIN GARDEN CELL TO THE DOWNSTREAM Note: If underdrain is not included, then water infiltrates at th, INFILTRATION CELL THROUGH THE native soil saturated hydraulic conductivity. LINK IN FIGURE 1. UNDERDRAIN INCLUDED IN THE MODEL. WITH A NATIVE SOIL INFILTRATION RATE OF 0 IN/HR FOR THE RAIN GARDEN CELL, ALL TREATED FLOWS FROM THE RAIN GARDEN CELL ARE DIRECTED TO THE DOWNSTREAM INFILTRATION CELL THROUGH THE LINK IN FIGURE 1. I Figure 3 — Rain Garden Outlet Structure and Underdrain --a 234-MM-ter QT371 020.at MRM MGTF, �U!1111111111111 e' * r- - u- a- * iii D, - a- ' i * a*":: Flow Splitter Calculator .................................. . ................ Compute Water Quality Treatment Volume for Link Computed Basic Wet Pond Volume, 91 % E xceedance (cu-ft): Computed Large Wet Pond Volume (Phosphorous Control), 1. 5'B asic Volume (cu-ft): Mot Computed Time to Infiltrate 91 % Treatment Volume, (Applies to Infiltration Facilities) Not Computed] Compute Infiltration/Filtration Statistics Total Runoff Volume 137.97 ac-fl Percent Treated (Infiltrated+Filtered)/Tota Total Runoff Infiltrated 0.00 ac-ft,0.00*q Total Runoff Filtered 129.44 ac-ft 93.82 Lj Compute 2-yr Discharge Rate for Link Outflow (cis) Not omputed qCOMPUTED WATER QUALITY ge for /Uilnflow OnTREATMENT STATISTICS OF THE RAIN offGARDEN CELL (RAIN GARDEN 1 MODEL USED IN THIS FIGURE) C Lose j Figure 4 — Rain Garden Water Quality Data ESD SHERWOOD ELEMENTARY - TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS DRAINAGE REPORT APPENDIX J MGS FLOOD - INFILTRATION BASIN MODELING 7, Objects * Subbasin -0. Copy Structure Open Channel Pavement Infilt Trench User Rating Splitter CAVFS Filter Strip Biotetention Porous = Pavement RAIN GARDEN CELL LINKED TO INFILTRATION CELL. THIS ACCOUNTS FOR ALL FLOWS (BOTH TREATED AND UNTREATED) MOVING FROM THE RAIN GARDEN CELL TO THE INFILTRATION CELL Copy 11 Print... Image PAVEMENT CELL LINKED TO RAIN GARDEN CELL. THIS ACCOUNTS FOR ALL FLOWS BEING DIRECTED TO THE RAIN GARDEN CELL FOR TREATMENT. POINT OF COMPLIANCE SET AT INFILTRATION CELL FOR 7—WATER QUALITY MODELING Figure 1 — Model Layout Infiltration 'trench Definition (Post): Infiltration Trench Trench Geometry I Optimization Data Standard Infiltration I rench Structure Name (View Looking Dcwnstream) I Infiltration Trench Road Z Trench liGravel Filled Depth -2 lIc- > Trench Depth to Width Water Table r Trench Located on Embankment Sides[Qpe ro Trench Located Beneath Ditch r- Trench Geometry Trench Sideslope Left (ZHAV) 0.20 T rench S ideslope R ight (ZH: 1 V) 0.20 Ditch Bedslope (ft/ft) F 0 000 Ditch Mannings n Roughness 0.024 ------------ Trench Bottom Elev at Downstream End (ft) 96.00 Trench Length (ft) 36.0 Trench Depth [ft) 2.50 Trench Width (ft) 26.30 Rock Fill Porosity % Noll Voids/T ot Vol) 40T Infiltration Optiion--------, r Massmann Infiltration r- Constant Infiltration 11 1 OIL UF1 FIPUt Hydraulic Conductivity (in/hr) G.C10 D epth to Water T able B eneath T rench (ft) 1 Oil, C1 170 F, Effective Infiltration Rate at 0 Depth (in/hr) 5.400 Constant I nfiltFation Input Constant Infiltration Rate (in/hr) — — — 1 00 Ok Figure 2 — Infiltration Basin Geometry Q M La ii L:3 Appendix K Conveyance Calculations Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 Appendix K Site Conveyance Calculation ESID Sherwood 4/17/2015 Calculation By: Alex Sundell k-PC 25 YR FLOW DESIGN Location Discharge Pipe Design IP ipe .1-10W Pipe g Engineers Pervious Impervious Drainage Add'I Total Flow Diameter Velocity Capacity Pipe Manning's Drainage Basin Area (ac) Area (ac) Area (A) Ci CP I (in/hr) Runoff cfs inflow cfs cfs It Pipe Slope ft/s cfs Check Length ft Mat'i Type Proposed Basin A 0.180 0.310 0.490 0.900 0.250 3.800 1.231 0 1.231 0.67 .0.5% 3.5S 1.25 OK 24 HDPE 0.0090 Proposed Basin D 1 0.050 0.340 0.390 0.900 0.250 3.800 1.210 0 1.210 0.671 0.5% 3.55 1.25 CK 27 Velocity Calculated as (1.486/n)x[(D/4 )213]XV(S) Pipe Capacity is calculated as: VnD 2 A Runoff flows calculated with the Rational Method per WSDOT Hydraulics Manual Tc-1=5 minutes (i=3.8 in/hr) Calculated per WSDOT Hydraulics Manual Interpolated 100-yr m and n values from Figure 2-5.4A between Everett and Seattle m 9.46 n 0.5657 Reference: SWMMWW, WSDOT Hydraulics Manual I Appendix L Rain Garden and Infiltration Basin Maintenance Standards I I I 11 Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 Appendix L For more detailed information on maintenance, see Volume V, Section 4.6 — Maintenance Standards for Drainage Facilities. Verification of Performance During the first 1-2 years of operation verification testing (specified in SSC-9) is strongly recommended, along with a maintenance program that results in achieving expected performance levels. Operating and maintaining ground water monitoring wells (specified in Section 3.3.7 - Site Suitability Criteria) is also strongly encouraged. 3.3.10 Infiltration Basins This section covers design and maintenance criteria specific for infiltration basins. (See schematic in Figure 3.25) Description: infiltration basins are earthen impoundments used for the collection, temporary storage and infiltration of incoming stormwater runoff. Design Criteria Speciftcfor Basins Access should be provided for vehicles to easily maintain the forebay (presettling basin) area and not disturb vegetation, or resuspend sediment any more than is absolutely necessary. The slope of the basin bottom should not exceed 3% in any direction. A minimum of one foot of freeboard is recommended when establishing the design ponded water depth. Freeboard is measured from the rim of the infiltration facility to the maximum ponding level or from the rim down to the overflow point if overflow or a spillway is included. Treatment infiltration basins must have sufficient vegetation established on the basin floor and side slopes to prevent erosion and sloughing and to provide additional pollutant removal. Erosion protection of inflow points to the basin must also be provided (e.g., riprap, flow spreaders, energy dissipators (See Chapter 4)). Select suitable vegetative materials for the basin floor and side slopes to be stabilized. Refer to Chapter 0 for recommended vegetation. Lining material — Basins can be open or covered with a 6 to 12-inch layer of filter material such as coarse sand, or a suitable filter fabric to help prevent the buildup of impervious deposits on the soil surface. A nonwoven geotextile should be selected that will function sufficiently without plugging (see geotextile specifications in Appendix V-C of Volume V). The filter layer can be replaced or cleaned when/if it becomes clogged. February 2005 Volume I// — Hydrologic Analysis and Flow Control BMPs 3-97 I Vegetation — The embankment, emergency spillways, spoil and borrow areas, and other disturbed areas should be stabilized and planted, preferably with grass, in accordance with Stormwater Site Plan (See Minimum Requirement #1 of Volume 1). Without healthy vegetation the surface soil pores would quickly plug. Maintenance Criteria for Basins Maintain basin floor and side slopes to promote dense turf with extensive root growth. This enhances infiltration, prevents erosion and consequent sedimentation of the basin floor, and prevents invasive weed growth. Bare spots are to be immediately stabilized and revegetated. Vegetation growth should not be allowed to exceed 18 inches in height. Mow the slopes periodically and check for clogging, and erosion. Seed mixtures should be the same as those recommended in Table 3.2. The use of slow -growing, stoloniferous grasses will permit long intervals between mowing. Mowing twice a year is generally satisfactory. Fertilizers should be applied only as necessary and in limited amounts to avoid contributing to ground water pollution. Consult the local extension agency for appropriate fertilizer types, including slow release fertilizers, and application rates. 3.3.11 Infiltration Trenches This section covers design, construction, and maintenance criteria specific for infiltration trenches. Description: Infiltration trenches are generally at least 24 inches wide, and are backfilled with a coarse stone aggregate, allowing for temporary storage of stormwater runoff in the voids of the aggregate material. Stored runoff then gradually infiltrates into the surrounding soil. The surface of the trench can be covered with grating and/or consist of stone, gabion, sand, or a grassed covered area with a surface inlet. Perforated rigid pipe of at least 8-inch diameter can also be used to distribute the storinwater in a stone trench. See Figures 3.30 for schematic of an infiltration trench. See Figures 3.3 1, 3.32, 3.33, 3.34, and 3.35 for examples of trench designs. 3-98 Volume Hydrologic Analysis and Flow Control BMPs February 2005 Appendix M Settling Tank Sizing Calculations Sherwood Elementary Traffic and Pedestrian Safety Improvements— Edmonds School District No. 15 1 Appendix M ESD Sherwood - 2-Year Stormwater Peak Flow Pre -Construction (117nfpj"tt,)�111111111111111111111111 I — . I (numbers calculated by spreadsheet) SBUH method for calculating runoff for a 10-year, 24 hr, T 1A t rm Rainfall depth for 24 hr storm 11. flinches Per SWMMWW Appendix 111-A Tc �.;A, I I III lutus dt= 5 minutes CN value pervious pervious area DEMON* SiM111111IM' S= 1.2486 acres 0.2S= 0.2497 CN value for impervious Impervious area i4�9 S= 0.2041 acres 0.2S= 0.0408 IOMOMIJ i otal Area Peak Flow Rate Minimum Hydraulic Retention Time Minimum Sediment Tank Volume Required Note: Design based upon Technical Memc u.33 acres 14314.6 ST 0.22 cfs 97.81gpm 90.0 min 8,806 Igallons Peak Flow gpm x 90 min VVAA t>hGjU,)0:,�,-k Lke((LAa-,+O-,k/V -7 o w— ? 7— Ap U-44c. Aj ;YJ oil IN 177 AA*-Ooar W/ -- MInin go f .Ott V XW SOO e im. Alt Ar, Y,vo t-7 Zo e, Se acks R ront1V/VJ . . . . . . - �Ttt ZZp ides-5/C - Rear iAAR 26 202 wxv wpewoJ5 4f3--,,� Other 15' REET FILE DEVELOPMENT SERVICES Height —7 ST COUNTER 2— 9� D I D6�N AV-e, AUG 2 5 2000 DETERMINATION OF NONSIGNIFICANCE PLAM�WG DEPY- Edmonds School District No. 15 Sherwood Field Improvement Project DESCRIPTION OF PROPOSAL: The Sherwood Field Improvement project consists of two phases. Phase 1 to occur this year involves construction of a 5-foot wide asphalt path around the perimeter of the existing grass playfield, drainage facilities, and enlarging the existing play equipment area. Phase 2 of the project, to occur in 2001, involves renovation the grass playfield. PROPONENT: Edmonds School District No. 15. LOCATION OF PROPOSAL: Sherwood Elementary School, 22901 106 th Avenue, West, Edmonds, Washington 98020 LEAD AGENCY: Edmonds School District No. 15. 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 (EIS) is not required under RCW 43.21 C.030(2)(c). This decision was made after review of an environmental checklist and other information on file with the lead agency. This information is available to the public on request. This DNS is issued under WAC 197-11-340�2). The lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted to the Responsible Official, Edmonds School District, 20420 68th Avenue West, Lynnwood, Washington 98036-7400 by August 14, 2000. RESPONSIBLE OFFICIAL: Bret M. Carlstad POSITION/TITLE: Director Planning and Property Management PHONE: (425) 670-7334 ADDRESS: Edmonds School District No. 15, 20420 68th Avenue West, Lynnwood, Washington 98036-7400. DATE: August 24, 2000 PUBLISHED: August 24, 2000 There is no agency appeal. SIGNATUR��,,- 1 -4- EDMONDS SCHOOL DISTRICT ENVIRONMENTAL CHECKLIST FORM Applicant: Edmonds School District #15 Attn: Bret M. Carlstad Planning and Property Management 20420 68th Avenue West Lynnwood, WA 98036-7400 Project: Sherwood Elementary Field Improvement 4 EDMONDS SCHOOL DISTRICT Environmental Checklist Form A. BACKGROUND 1. Name of proposed project, if applicable: Sherwood Elementary Field Improvement 2. Name of applicant Edmonds School District No. 15 3. Address and phone number of applicant and contact person: Owner: Edmonds School District No. 15 20420 68th Avenue West Lynnwood, WA 98036-7400 Phone: (206) 670-7334 Bret Carlstad - SEPA Official 4. Date checklist prepared: July 10, 2000 5. Agency requesting checklist: Edmonds School District - Lead agency for SEPA review. 6. Proposed timing or Schedule (including phasing, if applicable): Phase 1 of the project is proposed to begin construction this summer to be completed fall 2000. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. Yes, Phase 2 of the project will consist of renovating the existing grass playfield. This work is planned for next summer (2001). 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. None 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No 10. List any government approvals or permits that will be needed for your proposal, if known. A grading permit is required by the City of Edmonds in order to construct the proposed project. 11. Give brief, 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 that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. Phase I of the Sherwood project involves the construction of a 5-foot wide asphalt path around the perimeter of the existing field; drainage facilities; and enlarging the existing play equipment area. Phase 2 of the project involves renovating the existing grass playfield. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. 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. Sherwood Elementary is located at 22901 106'hAve. West in Edmonds. The existing field where the proposed project will take place is located at the north end of the property and is bordered by 106" Ave. to the west and 228t' Street to the north. See attached legal description and site map. EDMONDS SCHOOL DISTRICT NO. 15 Sherwood Elementary School Legal Description Area 8 Tracts 6, 7 and 8, Richmond Beach Garden Tracts, according to the plat thereof recorded in Volume 8 of Plats, on page 54, records of Snohomish County, Washington. Containing 13. 62+ acres. 106th Avenue West co m m r+ (A 0 c r+ :r m 0 r+ m x ::r cr V46 04 - - - - - — - - - - - - - — - ST. Ivor 0 E 7j St 2 io Ij &o4 1* �VGME Exhibit 2 IMAM Jfm r% a,,, 51 6 PLAT 12ti `1 -4 Wit! 178.:, 0141 NO. 1345 17 .10145 --- It, 'kp A 4'. 7o Go to, ADD. . . . . . . . . . . . . Ic R11 H ND*.BEACH -Z 0 .6' 2 > 2 . 16 p < Bq LLJ 46 31 19 10 GA 'TRACTS 0411 (40 18 T fa F 7 0 3 4 (4% �2 4 5' 6 - a r ' . : I 1 :..17 . . "': 0 41' SPA3 &P. 27;.;7Z� .. '.' �i 1--,.. 1: 11 '; - '�" ... — V S. R .0 D- 4- r Its t5as 1 115 - I .- ! * Il.r. -; , ". .. Ij .91111 law JBjo 4 75 '-� 'p . I '. - ' ; . 14; o� is 7 15 4 12 11 3) TR 3!C(12 1- L Nil S us III . (1) 6o ST. s w '3607 . IM5Q ItIcs 5441 6o 121152 E -WRI 14o NO 0 In, 6 hp 2 76 2Z .7 10 10 ejl?oo L ul 6 -11. 4 Ir 61118 1. Z L o o zj-j '4 15 4 oo It) 12. Q, 0 m RD. 2 14 ? 2'2 23 24 26 o 2 . I � .'I'* 9361 .2-815 -9 (5-75) 001 2.005 (I )slul (2) I w z lb 17 0 -UL -1 ml e oo4 N CID 436 41- -"CUL. E 3 T_J� ISLAS- 'lo-, 12541 -014- lGo- 10 4 PIP,' J INE W. 7 — . . . . . . it p -51 3, � 14 so C\I 236TH L. Ws Do t m�l Ld r 54. -1 5s.1) 17.21 11.1-L 4 so '4 12 21,sslp ;;t: 14$. k -die 11"2z 1111 U) 4 11 15 'do E N 3 —6-0 3-015 9 5< 2 LLJ 014 Oil? >14 > J - -, jv--' L-n 30/6 -j 42 - - I �'? , . a. 0 r, < . - 15' j-" -we —,Fo—oz 3 ir 3.og 3.004 4 10 � its joid z 2 ILL 59 cn 0 c C" a S'W' r1i A M IKYII< TO BE COMPLETED BY APPLICANT B. ENVIRONMENTAL ELEMENTS 1. EARTH a. General description of the site (underline one): Flat, rolling, hilly, steep slopes, mountainous, other. b. What is the steepest slope on the site (approximate percent slope)? The school site is generally flat. Along the eastern boundary of the site, there are steep, sand bank slopes approaching approximately 70 degrees. The proposed work will not disturb the eastern portions of the site. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, and muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. The Alderwood-Urban land unit consists of approximately 60 percent gravelly sand loam and about 25 percent urban land. The Alderwood soil is formed in glacial till, is moderately deep over a hardpan, and is moderately well drained. Permeability of the Alderwood soil is moderately rapid above the hardpan and very slow through it. Runoff is slow and the hazard of water erosion is slight. Typically, this soil has a gravelly-sandy-loarn surface layer 7 inches thick. The subsoil is very gravelly -sandy - loam 28 inches thick. The substratum is weakly cemented to 60 inches. The Urban land soil classification consists of areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter the soils so that identification is not possible. McKenna gravelly silt loam, 0-8 percent slopes, is a moderately deep, poorly drained soil found in depressional areas and drainage ways on till plains. Permeability of this soil is slow. Runoff is slow and the hazard of erosion is slight. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. A small amount of soil erosion has occurred at the base of the steep slope but it does not impact the stability of the slope and is not in the area where the proposed work will take place. e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. Approximately 500 C.Y. of soil will be moved on -site in conjunction with the construction of the asphalt walking -path. The soil that will be removed would be redistributed to low places on the field and along the northern perimeter of the site. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Erosion is unlikely to occur because of the small amount of grading and the porous/granular soils found on site. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 21 percent of the site will be covered with impervious surfaces after project construction. At this time, approximately 20 percent of the site is covered with impervious surface. The asphalt path will be 7,080 square feet of paving, and brick paver area totals approximately 1,000 square feet. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Erosion control measures will be implemented during the construction process in accordance with an erosion control plan approved by the City of Edmonds Engineering Department. 2. AIR a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. A small amount of dust may be in the air during the construction of the asphalt path but will be contained within the boundaries of the subject property if -it does occur. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. I me c. Proposed measures to reduce or control emissions or other impacts to air, if any: None proposed. 3. WATER a. Surface Water 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, and wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. None 2) Will the project require any work over, in or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Ime 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. N/A 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b. Ground 1) Will ground water be withdrawn, or will water be discharged to ground water? 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 (including storm water) and 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, describe. The majority of the storm water runoff from the asphalt path will infiltrate into the ground. The excess that flows during periods of heavy rain will flow over land in a S.E. to N.W. direction across the grass field and eventually will collect in an infiltration trench along the west end of the field. The goal of the proposed design is to avoid any storm water from entering the city's pipe system. 2) Could waste materials enter ground or surface waters? If so, generally describe. iffle d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: The majority of the storm water runoff from the asphalt path will infiltrate into the ground. The excess that flows during periods of heavy rain will flow over land in a S.E. to N.W. direction across the grass field and eventually will collect in an infiltration trench along the west end of the field. The goal of the proposed design is to avoid any storm water from entering the city's pipe system. 4. PLANTS a. Check or underline types of vegetation found on the site: deciduous tree: alder, maple, aspen, other evergreen tree: fir, cedar, pine, other shrubs grass pasture crop or grain wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other other types of vegetation b. What kind and amount of vegetation will be removed or altered? A small amount of the existing grass play area play area will be removed in order to construct the proposed asphalt path. c. List threatened or endangered species known to be on or near the site, if any: None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: None 5. ANIMALS a. Underline any birds and animals which have been observed on or near the site or are known to be on or near the site: Birds: hawk, heron, eagle, songbirds, other Mammals: deer, bear, elk, beaver, other Fish: bass, salmon, trout, herring, shellfish, other b. List any threatened or endangered species known to be on or near the site. None c. Is the site part of a migration route? If so, explain. No d. Proposed measures to preserve or enhance wildlife, if any: None 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. The proposed project are improvements to the outdoor recreational facilities at the Sherwood Elementary School. Gasoline will be consumed to continue to mow the turf. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List of other proposed measures to reduce or control energy impacts, if any: None 7. ENVIRONMENTAL HEALTH a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. No 1) Describe special emergency services that might be required. None anticipated. 2) Proposed measures to reduce or control environmental health hazards, if any: N/A b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, aircraft, other? None 2) What types and levels of noise would be created by or associated with the project on a short-term or a long- term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Short-term impacts associated with construction noise may occur during the construction period. The City of Edmonds allows construction activity to occur between 7am - lopm on weekdays and 10am - 6prn on weekends and holidays. 3) Proposed measures to reduce or control noise impacts, if any: None 8. LAND AND SHORELINE USE a. What is the current use of the site and adjacent properties? Sherwood Elementary School has existed on this site since 1967. Single-family residences are located to the north, west, east, and south. A b. Has the site been used for agriculture? If so, describe. I WC c. Describe any structures on the site. The subject property features 3 separate buildings with classrooms, connected by a covered walkway and a gymnasium. In addition there is a covered basketball area. A short section of 12' high fence will separate the play equipment and the field area. d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? The current zoning of this site is Public Use. f. What is the current comprehensive plan designation of the site? Public Facility g. If applicable, what is the current shoreline master program designation of the site? N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No i. Approximately how many people would reside or work in the completed project? No change in student or staff population would occur as a result of this project j. Approximately how many people would the completed project displace? None k. Proposed measures to avoid or reduce displacement impacts, if any: N/A f 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proposed project does not change the existing land uses on the subject property. 9. HOUSING a. Approximately how many units would be provided, if any? None b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. None c. Proposed measures to reduce or control housing impacts, if any: N/A 10. AESTHETICS a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? A 12' high fence will be located along the field from the play area to separate the field from the play equipment. b. What views in the immediate vicinity would be altered or obstructed? None c. Proposed measures to reduce or control aesthetic impacts, if any: N/A 11. LIGHT AND GLARE a. What type of light or glare will the proposal produce? What time of day would it mainly occur? None b. Could light or glare from the finished project be a safety hazard or interfere with views? IM c. What existing off -site sources of light or glare may affect your proposal? None d. Proposed measures to reduce or control light and glare impacts, if any: Iffral 12. RECREATION a. What designated and informal recreational opportunities are in the immediate vicinity? The Sherwood school site represents one of the only designed recreational areas in the neighborhood. Additional recreational opportunities in the area include Former Woodway High School, 23200 100" Ave. West, located southeast of the site; and old Woodway Elementary School, 23700 104th Ave. West, located south of the site. b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including opportunities to be provided by the project or applicant, if any: No 13. 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. we b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site? None c. Proposed measures to reduce or control impacts, if any: N/A 14. 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. The subject property is bordered by 106' Ave. West on the west and 228 1h Street SW to the north. There would be no change to the existing access to the site as a result of the proposed project. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? The site is not served by public transit. The nearest transit stop is located at Edmonds Way and 226' St. Southwest. c. How may parking spaces would the completed project have? How many would the project eliminate? Approximately 75 parking spaces are located on the subject property. There will be no additional parking provided or spaces removed in conjunction with the project. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). No e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. to f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. There are no additional vehicular trips associated with the field improvements. g. Proposed measures to reduce or control transportation impacts, if any: N/A 15. PUBLIC SERVICES a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe: I we b. Proposed measures to reduce or control direct impacts on public services, if any. N/A 16. UTILITIES a. Underline utilities currently available at the site: Electricily, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. None C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: Br ,;�K. Carlstad, Director Edmonds School District No. 15 Datesubmitted: &-2-1'-C)O EDMONDS EDMONDS SCHOOL DISTRICT CAPITAL PROJECTS 20420 - 68th Avenue West OFFICE Is Lynnwood, Washington 98036-7400 SCHQ)L (206) 670-7166 FAX (206) 670-7171 D I S T R I C T Includes Brier, Edmonds, Lynnwood, Mountlake Terrace, and Woodway September 1, 1995 Paul Mar City of Edmonds 250 - 5th Ave. N. Edmonds, WA 98020 Attention: Subject: Regarding Dear Mr. Mar, Paul Mar Maplewood, Sherwood and Westgate Elementary Schools State Agency & Insurance Information V S I'V IR - C SEP Edmonds School District No. 15 is a public school district; considered a State Municipal Corporation per RCW 39.50.010 (3). The District's property and liability coverage is through Puget Sound Schools Risk Management Pool with a limit of $10 million per occurrence. A certificate showing proof of this coverage is available at your request. Please contact me if you have any questions. Thank you for your time. Sin erelly, I teve Hoyt Capital Projects Administrator cc: Steve Matsudaira, Mahlurn & Nordfors Trevor Hart, Edmonds School District enclosure deb\sma11wks\bidpk3a\agency1t OUR MISSION e To ADVOCATE for all students by PROVIDING a learning environment which EMPOWERS students, staff and the community to MAXD4LZE their personal, creative and academid potential in order to BECOME lifelong learners and responsible world citizens. EDMONDS EDIVIONDS SCHOOL DISTRICT CAPITAL PROJECTS 20420 - 68th Avenue West OFECE Lynnwood, Washington 98036-7400 SCH(OL (206) 670-7166 FAX (206) 670-7171 D I S T R I C T Includes Brier, Edmonds, Lynnwood, Mountlake Terrace, and Woodway August 31, 1995 Rr..CEIVED SEP - Paul Mar SE-R,,110ES ,�C)t,",p,ijN1,TY City of Edmonds 01 or: _-CTO8 250 - 5th Ave. N. Edmonds, WA 98020 Attention: Paul Mar Subject: Maplewood, Sherwood and Westgate Elementary Schools Regarding: Performance Bonds Dear Mr. Mar, On behalf of the Capital Projects Office of the Edmonds School District, I am requesting relief of the Performance Bond requirements for the improvements to the above mentioned schools. The work includes improvements to public right of ways, parking, and vehicular access and is in the best interest of the District to complete in a timely manner. The Edmonds School District is a public agency and requires the contractor to obtain performance and payment bonds prior to beginning work. In addition, it is my understanding that Senate Bill 5858 prohibits a city from securing a performance bond as a permit requirement on a construction project. According to Senate Bill 5858, a construction project includes "street alteration, pedestrian or vehicular access alteration, or other amenities ... associated with the project". I have included a copy of this bill for your review. Please review this information in relation to our request for exemption from the performance bond requirements. Please contact me after you have read this information. Thank you for your time. Sincerely, ReborjaMR!!d� 670-7172 cc: Steve Matsudaira, Mahlum & Nordfors Laurie Pfaff, SvR Design Company Trevor Hart, Edmonds School District enclosure deb\sma11wks\bidpk3&\perfbd1t *OUR MISSION* To ADVOCATE for all students by PROVIDING a leaming environment which EMPOWERS students, staff and the community to MAXD4[ZE their personal, creative and academic potential in order to BECOME lifelong learners and responsible world citizens. CERTIFICATION OF ENROLLMENT SUBSTITUTE SENATE BILL 5858 Chapter 439, Laws of 1993 .53rd Legislature 1993 Regular Session NO SECURITY REQUIRED FOR ISSUANCE OF BUILDING PERMIT TO GOVERNMENT UNIT EFFECTIVE DATE: 7/25/93 Passed by the Senate April 18, 1993 YEAS 42 NAYS 0 . JOEL PRITCHARD President of the Senate Passed by the House April 12, 1993 YEAS 93 NAYS 2 BRIAN EBERSOLE Speaker of the House of Representatives Approved'May 15, 1993 CERTIFICATE I. Marty Brown, Secretary of the Senate of the State of Washington, do hereby certify that the . aftached is - SUBSTITUTE SENATE BILL 5858 as passed by the Senate and the House of Representatives on the dates hereon set forth. MARTY BROWN Secretary FILED May 15, 1993.- 1:54 p.m. MIKE LOWRY Governor of the State Washington of SUBSTITUTE SE14ATE BILL 5858 AS AMENDED BY THE HOUSE Secretary of State State of Washington Passed Legislature - 1993 Regular Session State of Washington 53rd Legislature 1993 Regular Session By Senate Committee on Government Operations (originally sponsored by Senator Cantu) Read first time 03/03/93. AN AC . T Relating to permits for local government units, building 2 construction projects; adding a new section to chapter 35.21 RCW; 3 adding a new section to chapter 35A.21 RCW; and adding a new section 4 to chapter 36.32 RCW. 5 BE IT ENACTED BY THE LEGISLATURE OF THE STATEOF WASHINGTON: 6 NEW SECTION., Sec. 1. A new section is added to chapter 35.21 7 RCW to read as follows: - it of local 8 A city or town may not require any state agency or un .9 g overnment to secure the performance of a permit requirement with a 10 surety bond or other financial security device, including cash or 11 assigned account, as a condition of issuing a permit to that unit of. 12 local government for a building construction project. 13 As used in this section, "building construction project', 14 includes, in addition to its usual meaning, associated landscaping, 15 street alteration, pedestrian or vehicular access alteration, or 16 other amenities or alterations necessarily associated with the 17 proj ect. P. 1 SSB 5858.SL 1 NEW SECTION. Sec. 2. A new section is added to chapter 35A.21 2 RCW to read as follows: 3 A. code city may not require any state agency or unit of local 4 government to secure the performance of a permit requirement with a 5 surety bond or other financial security device, including cash or 6 assigned account, as a condition of issuing a permit to that unit of 7 local government for a building construction project. 8 As used in this section, "building ..construction project" 9 includes, in addition to its usual meaning, associated landscaping, 10 street alteration, pedestrian or vehicular access alteration, or 11 other amenities or alterations necessarily associated with the 12 project. 13. NEW SECTION. Sec. 3. A new section is added to chapter 36.32 14 RCW.to read as follows-: 15 A county legislative authority may not require any state agency 16 or unit of local government to secure the performance of a permit 17 requirement with a surety bond or other financial security device,' 18 including cash or assigned account, as a condition of issuing a 19 permit to that unit of local government for a building construction 20 project. 21 As used in this section, "building construction project" 22� includes, in addition to its usual meaning, associated landscaping, 23 street alteration, pedesttian or vehicular access alteration, or 24 other amenities or alterations necessarily associated with the 25 project. 890 - I C) 9 CITY OF EDMONDS LAURA M. HALL 250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works e Planning e Parks and Recreation @ Engineering September 1, 1995 Debora Reddy Edmonds School District #15 20420 68th Ave. W. Lynnwood WA 98036-7400 Dear Debora: I am writing to respond to your request for relief of the performance bond requirements for the construction projects at Maplewood, Sherwood, and Westgate Elementary Schools. Upon discussion with our staff and legal counsel, based on the letter dated September 1 st we received via fax from Mr. Steve HoA the City considers this letter sufficient evidence to satisfy the City's performance bond requirement.. The City therefore deems that you have satisfied this condition towards obtaining your building permit for the above noted projects. Please call if you have questions. ' Sincerely, Paul Mar Director cc- /�cott Snyder, City Attorney Jeannine Graf, Building Official Gordy Hyde, Engineering Coordinator You therefore have satisfied 0 Incorporated August 11, 1890 0 Sister Cities- International — Hekinan, Japan City of Edmonds Critical Area Notice of Decision Applicant: 670(ro"Jj J. Property Owner: S��Pwo-cp Critical Area File 0C) -7,8 Permit Number: 201-2--- 0 Site Location: 10(9 a, f4j".e. Parcel Number: 0 o 00006o c) Project Description: KConditional Waiver. No critical area report is required for the proj * ect described above. I . Y�- There will be no alteration of a -Critical Area or its required buffer. The proposal is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. The proposal is exempt pursuant to ECDC 23.40.230. F� Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. F� Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40-.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordancewith ECDC 23.40. 110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical ftinctions and values; and 6. The proposal is consistent with other applicable regulations and standards. F� Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. IM 19 Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. Fj Conditions. Criti cal Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). �4- C tcq ( �A 10)m C616w7v� Reviewei Signature / it 6— Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 0, I(L CA FILE NO. Critical Areas Checklist Site Information (Wds/topography/hydri)log�/vegetation) 1. Site Addressfl-ocatiow 22901 106th Avenue Mest, Edmonds 2. Property Tax Account Number 5546-000-006-0004 3. Approximate Site Size (acres or square feet): 13.6 acres 4. Is this site currently developed? --!-yes; — no_ If yes; how is site developed?_.��wo�OdE 1�ementa �rS�choo�l( bu i I t i n 1967) 5. Describe the geoetal site topography. Check all that apply. Tlat: 1= 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). slopes presenton she of worethan 15%andleath=30% (aveiticalrise, of 10-feet over a horbontal distaum of 33 to M4bet). SteW, grades of9reater don 30% present on site (a vertical rise of 10-feet over a horWoutal &stance of lea than 334bet). Odair V* ease 6. Sift Contains 2rCU Of YCW-MW staldi Water. �jo Approx. Depth: 7. She Contains 'UM ofseasmol standitig water. Aj 0 Approx- Depdc What sats*S) of die yew? 600wo of a water course. 9. Site contaks atek or an ava wbere water flows across die gmunds surface?. Flows am yew - round? -TO Flows am seasonal? (Whatimeofycul 10.. Site is ptinwily: 6vested 'Meadow ;shrubs Mixid urban landscapid QawnAuubs etc) 11. Obvious wedand is present on she: ..... i--��Cftystdruse F Siteii7AneV marpw zoalype(sr. Imp or ck., Jd�vmdsnd pt an zitg4k., .1. 01. 0 tk§6widaA04k=Wtaxth zubsU� hadsli& baned J a"em" V k %; 9 9 City of Edmonds Critical Areas,- -CheckliSt - Ile Critical Areas Checklist contained,4011 mit it to the this fOnn is to be filled Out by any person City-- ql* will ".Mview the cheddistinake-a precursory site preparing a Development Permit visk'and make'a dcWnnination of the Applicatio�. for the City of Ednxxws subsequent stePs necessary to complete a to histher submittal of development perinft applicatim. permit to the City. With a Aped copy of this &rm, the Ile purpose of the Checklist is to enable applicant shiould also, submit a!�� amp City staff to determine whcdmr=y or plot plan for indivau—al lots of dr. potential Critical Ams are or any be with enough detail that City staff can Ifind, present on the subiect propedy. Ime and identify the SuMjed parcd(s) hi infonnation needed to complete the additiot4 the appoeWshall ' - bidude Chadmist should be ew9y available fiam otber pertinent Wamoon (er, dte Observations of the site or data available at plat4 topography maN etc.),orstu4m In City Hall (Critical Ams kmentoem, aWs'. -00 or soil sumar). qjUnction -,Ath thk C6� to,iisft, Staff in con4fiethM their 1prerunhu" asussinent.of the sfte�. An applicant. or Nsnwqx mug fill out -die checklist, Againddate I have completed die attached Cdfical Ana Cheddist and MW dal- 1511c� - the 1� 4 . .. * =Swm pwAded are., Ito ..my kwMedge.(fill vA die qVM pnte�dluiii� below). Owner I Applicant- fW*pt Representative: W 4 -Bret M. Carlstad 20420 68th Avenue W 2042'0 68th Avenue West &red Addn= fted Ad&= Lynnwood, WA' 98036-7400 6170-7000 Lynnwood, WA 98036-7400 6 Aft i , 3 W City. state. ZIP Phone Phone" Date DatW M City of Edmonds Critical Areas Determination Applicant.: Bret Carlstad Determination #: CA-95-78 Edmonds School bistrict Project Name: Permit Number: Site Location: �22901 106th Avenue West Property Tax Acct 5546-000-006-0 P I reject Description t non -project specific A site inspection of the property has revealed a lot developed with an elementary school. The western portion of the lot is nearly flat while an area at the eastern edge of the property slopes up steeply to the east. The steep bank on the east side appears to slope upward at a rate greater than 40%. Based on the above findings, it is.determined that there is potentially a steep slope critical area on or adjacent to the site. A Critical Areas Study is required to delineate the boundaries of this potential critical areas, the buffers and setbacks. For the steep slopes, a licensed surveyor must create a topographic map of the site which indicates' all areas which slope 40% or more and have a vertical gain of 20 feet or more within the 40% slopes. The map must also show the location of the steep slope buffers and setbacks. The surveyor must also create legal descriptions for the critical areas and the buffers. The critical area study must be created through a three party contract between the applicant, the City and the consultant I If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. John Bissell Name (-Si n5aure July 13. 1995 Date 1�p City of Edmonds Critical Area Notice of Decision Applicant: ,d,�to C 5- - (�) , Ild 5 Property Owner: Critical Area File C(ek (9� S70 -7 Permit Number: Site Location: Z-2-cl()( 106* aue. 4 Parcel Number: I (Do 0 00 6oc;- Project Descriptio . n: ot VV CA 0V -Uk-C 4- _Cj-n .6 �Zrlconditional Waiver. No critical area report is required for the project described above. I . KL.There will be no alteration of a -Critical Area or its required buffer. The proposal is an illowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. The proposal is exempt pursuant to ECDC 23.40.230. F Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. F Critical Area Report Required'. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40-.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordancewith ECDC 23.40. 110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. Fj Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. 0-Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria ih ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. F1 Conditions. Criti cal Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). A, C& Reviewer I Signature/ Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS ir W MAILING ADDRESS z 0 CITY ZIP ONE r<,A,v� iv NAME r /V ADDRESS cr CITY ZIP TELEPHONE I INAME —:t *�� (. 1(:-_,,7110 V 'a "; oe,�;r cr ADDRESS 0 U -?, z z CITY ZIP/ TELEPHONE 0 7, STATE LICENSE NUMBER EXPIRATION DATE CHECKED BY /Y 4. (-. / 4 1 1--) 1�,// -� �,)� ��_ sr ) � I o 0 bk 6— Z, I LEGAL DESCRIPTION OF PROPERTY - INCLUDE ALL EASEVEN1fS PROPERTY TAX ACCOUNT PARCEL NO. NEW RESIDENTIAL PLUMBING / MECH ADDITION COMMERCIAL o COMPLIANCE OR CHANGE OF USE REMODEL APARTMENT SIGN REPAIR GRADING CYDS FENCE X ( — — FT) DEMOLISH TANK OTHER GARAGE CARPORT RETAINING WALL E] 'R'ENE'WAL 414- Z 0 ROCKERY P: (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: U V) w NUMBER 0 NUMBER OF CRITICAL M OF DWELLING AREAS o STORIES UNITS NUMBER DESCRIBE WORK TO BE DONE HEAT SOURCE GLAZING % LOT SLOPE % PLAN CHECK NO: NESTED DATE I I -;,; -) - I THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC :i DOMAIN (CURBS,SIDEWALKS, DRIVEWAYS, MARQUEES,ETC.) WILL REQUIRE SEPARATE PERMISSION. W PERMIT APPLICATION: 180 DAYS I PERMIT LIMIT: I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS in 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS _j 2 IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF Cc EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND x ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY a FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE _j 0 DEEMEDTO MODIFY, WAIVE OR REDUCEANY REQUIREMENTOF ANY CITY ORDINANCE -1 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION. - I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECTAND T I — T -- PERMIT EXPIRES USE PERMIT ZONE NUMBER 99dqa;9 JOB SUITE/APT# ADDRESS LEGAL DESCRIPTION CHECK SUBDIVISION NO. LID NO. PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP EXISTING — REQUIRED DEDICATION PROPOSED METER SIZE I LINE SIZE I NO. OF FIXTURES REMARKS ENGINEERING MEMO DATED TESCP Approved 0 AW Permit Required 0 Street Use Permit Req-d 0 Inspection Required 0 sidewalk Required 0 PRV REQUIRED YES 0 NO 0 z Fr z z a z W REVIEWED BY FIRE MEMO DATED C REVIEWED BY I cc pw�ljc (6A*CT1;D 91 . I VARIANCE OR CU I / ADB# SHORE7E It SEPA REVIEW SIGN AREA HEIGHT COMPLETE I EXEMPT ALLOWED , PROPOSED ALLOWED , PROPOSED EXP LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REAR FRONT L/R SIDE REAR z z LOT AREA PLANNING REVIEW BY DATE _1 1 101 CHECKEDBY ITYr- OF CONSTRUCTION CODE OCCUPANT :::�j / ", GROUP SPECIAL INSPECTOR] AREA OCCUPA)Tr REQUIRED 0 YE LOAD REMARKS PROG RESS INSPECTIONS PER UBC 108 FINAL INSPECTION REQUIRED IVALUATION FEE PLAN CHECK FEE BUILDING PLUMBING MECHANICAL GRADING/FILL STATE SURCHARGE STORM DRAINAGE FEES ENG. INSPECTION FEE PLAN CHECK DEPOSIT TOTAL AMOUNT DUE , — I — DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC. APPLICATION APPROVAL TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL This application is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSAT40N INSURANCE AND RCW 18.27. 'ISF6�N�ARE,(O :k4 5�01`1 DATE SIGNED OFFIC I NA� DATE 7NI4 (425) 771-0220 YA?1; 1'�E ' RELEA D BY 0 E ATTENTION tl IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 ORIGINAL - FILE YELLOW - INSPECTOR 5/98 PINK - OWNER GOLD - ASSESSOR a) 'i City of Edmonds STREET FILE Critical Area Notice of Decision Applicant: Property Owner: 6dM--*'NJ.S SJMCO� cKs*r-w Critical Area File #: Permit Number: BL-!Dl Site Location: Parcel Number: 21901 10C." Ave -Ad 1 1 005SY6000000aw Project Description: Now % - 11.3 Conditional Waiver. No critical area report is required for the project described above. I . There will be no alteration of a Critical Area or its required buffer. - ',!, 0as;de- cX- 4%e- (V-*%f%Ir^&�rI'% r"-.-eJ 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. Arc%-. Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. *0 �'%Spex-* J;-- Critical Area Report Required. The proposed project is witEin A critical arsea and/or a critical area buffer and a, critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: I The proposal minimizes the impact on critical areas in. accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described aboveand as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies With the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). Reviewer ,, �ignatuPe�� Date" Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 1211612010 lb. EX D 0 A ME EXISTIN TOIL mi 9-T VIL DI r HEIGHT _CALCUON A,, G-� LATI OF. EXISTING GRA 287 .0' AT ALL FOUR CORNERS PROPOSED GRADE: 2870' AT ALL FOUR CORNERS FIN FLR ELEV 288 0' f.,�A MmilaOlvIttivi HEIGHT OF BUIUDIN:GABOVE GRADE : 13' =3-1/4' MAX ALLOWED HEIGHT: 25' (3w) PORTABLES AFl- =FACTORY BMT AND LABELED WITH L83 APPROVAL P E jM ORTAME OCCUPANT LOAD Is 47 NE FOR EACH CLASSROOM' ONE EXIT IS i EACH _ REQUIRED FROM EACH __M. 106TH A W A...... Lj --EXISTING SEWFRUN E T= A "=LL w. ....... ...... ;j -7 /% T X 771 .............. F_ 7 1 7 PROJECT DATA I —T WL 22901 106TH AVE W EDMONDS, WA 98020 OWNER: EDMONDS SCHOOL DISTRICT CAPITOL PROJECTS OFF1 CE CONTACT. MATT FINCH 425-431 7167 20420 68th AVE W LYNNWOOD, WA 98036 ARCH17CT: BASSETTI ARCHITECTS I CONTACT. STEVE ZANG 206-340-9500 SCOPE OF WORK WORK UNDER THIS CONTRACT INCLUDES. BUT IS NOT LIMITED TO INSTALLATION OF ONE PORTABLE CLASSROOM INCLUDING MECH AND ELECT. Apb f7le.(, JURISDICTION CITY OF EDMONDS SEWER AND WATER- CITY OF EDMONDS FIRE SNOHOMISH COUNTY TAX/ PARCEL f 00554000006006 ZONING RS-8 LOT AREA 13.64 ACRES EXISTING CONSTRUCTION TYPE BUILDING AREA V_B 8.522 SOFT OCCUPANCY. E PROPOSED CONSTRUCTION TYPE V—B OCCUPANCY E BUILDING AREA 925 SOFT CODE 2012 IBC SPRINKLERS NO, PEP ISC 903.2.3 TOILETS PER IBC 2902 3.2 EXISTlN.G FACILITIES ATE ARE LOr _D WIIHIN tUU PORTABLE HEIGHT IS MAX 14' ABOVE GRADE UBC 2012 ALLOWABLE AREA=9.500 + 2.375 FOR TWO SIDES OPEN — 11,875 SOFT TOTAL ALLOWABLE AREA 8.522 . 925 — 9,447 SOFT PROVIDED. DRAWING INDEX ADA SITE PLAN C2.0 CIVIL SITE PLAN A2 FLOOR PLAN AND ELEVATIONS AE2 SECTION A2.3 FOUNDATION PLAN A2 .4 FRAMING PLANS A2.5 RAMP SYSTEM A2.6 HVAC FLOOR PLAN AND SECTION El 0 ELECTRICAL SITE PLAN By IpLAW246 lv" VIGNTY-MAP LEGAL DESCRIPTION cn TRACTS 6.7 AND 8 RICHMOND BEACH GARDEN TRACTS > w ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, ON PAGE 54, RECORDS OF SNOHOMISH COUNTY, WASHINGTON LLI 0 ENGINECR-NG DIVISIO14 AM �IT!��LAN LLI 13- blSt Ptefffl 71 CkfA S"K Sh Soo Se.ft.Wa9*vwn98Io4 T (M6) UO 95DO F (M) 340 9519 CrA ENGINEER AHBL TIMM= CTRIM ENGINEER GIS ENGWEERS A APPROIED SH ER W 0 0 D ELEMENTARY SCHOOL RELOCATABLE CLASSROOMS r0liTy COPY JOB NO: 1493T00 ISSUE DATE: 615115 RESUB MAY 0 12015 SITE - ----- -----PLAN An 4 F;V 1L ADAPTOR SKIRT 4811 ........ .... .... GEOTEXTILE FABRIC RETRIEVAL STRAP 3611 OVERFLOW (TO BYPASS PEAK STORM VOLUMES) 2411 EXISTING CATCH BASIN SEDIMENT ACCUMULATION NOTE: 1. FILTERS SHALL BE INSPECTED AFTER EACH STORM EVENT AND CLEANED OR REPLACED WHEN 1/3 FULL. 2. PROVIDE CATCH BASIN SEDIMENT PROTECTION WITH STREAIVIGUARD BASIN INSERT #3003, FROM FOSS ENVIRONMENTAL 7440 W. MARGINAL WAY S. SEATTLE, WA 98108-4141 PHONE: 1-800-909-3677 NOT TO SCALE Know what's below. Call before you dig. 40�1 L Line Type Area (square feet) 1. Non -Regulated IL NOT TO SCALE (PER DOE SWMMWn) GRAPHIC SCALE 0 5 10 20 1" = 10 FEET L 1=11 lzlz *3 INLET SEDIMENT PROTECTION EXISTING TREE TO BE DEMOLISHED 44 , 1 ALL NOTES FROM THE CITY OF EDMONDS STANDARD PLANS SHALL APPLY TO THIS PROJECT. 2. CONSTRUCTION EQUIPMENT, STOCKPILES OR STRUCTURES SHALL NOT BLOCK EXISTING FIRE LANES. KEEP THE FIRE LANE CLEAR IN CASE OF EMERGENCIES, AND VERIFY THE FIRE LANE LIMITS PRIOR TO CONSTRUCTION1 3. VERIFY ALL UTILITY LOCATIONS AND DEPTHS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE OWNER AND ENGINEER OF ANY UTILITIES NOT SHOWN ON THE PLANS WITHIN OR ADJACENT TO THE LIMITS OF'NORK PRIOR TO CONSTRUCTION. 4. ALL SURFACE AND BELOW GRADE IMPROVEMENTS WITHIN THE LIMIT OF WORK SHALL BE PROTECTED UNLESS OTHERWISE NOTED. 5. ANY DAMAGE TO IMPROVEMENTS INTENDED TO REMAIN ARE TO BE FULLY REPAIRED CONTRACTOR'S EXPENSE. 6. REFER TO ELECTRICAL SITE PLAN TRENCHING DETAILS FOR WORK TO INSTALL ELECTRICAL CONDUIT & VAULTS. 7. SUBMIT MATERIAL SUBMITTALS FOR TESC, EARTHWORK, STORM DRAINAGE, AND SURFACING IN ACCORDANCE WITH ARCHITECT'S SUBMITTAL PROCEDURES. PORTAB"LE CLASSROOM F00"'LACEMEN'T 'NOTES: 1. VERIFY PORTABLE LOCATION PER THE ARCHITECTURAL PLAN. PRIOR TO THE ARRIVAL�OF PORTABLE CLASSROOMS, STAKE (OR OTHERWISE PHYSICALLY LOCATE) ALL CORNERS OF EACH PORTABLE PER THE ARCHITECTURAL PLAN. THE ARCHITECT WILL VISUALLY REVIEW THE LOCATION OF THE PORTABLES. NOTIFY THE ARCHITECT A MINIMUM OF 24 HOURS PRIOR TO PLACEMENT TO ALLOW FOR VISUAL REVIEW. 2. SEE ELECTRICAL PLANS FOR TRENCHING & ELECTRICAL REQUIREMENTS. PRESERVE EXISTING STORM DRAIN. PRESERVE EXISTING POWER. PLACE PORTABLE AND ASSOCIATED LANDINGS, STAIRS, AND RAMP ON EXISTING ASPHALT. PROVIDE SPLASHBLOCK AT DOWNSPOUT PER DETAIL THIS SHEET. DEMOLISH EXISTING ABANDONED DRINKING FOUNTAIN. X Y J� 7 1 - - - - - - CL: W A IR a - 'A a- N 0 D j RA D NE D i t R N I P 1 i�\ T E L 1 I \1 �j �1 UU1 N L It 2 L-L 0% 2 P 0 W F-E R\ It BINFT B U A RN 2 8 �;xb` C! F R A 81, 0 W' QD 0 NC A -1 W/o c p ------- ---- ------- 4 k IL-4-1 ENGINEERING DIVISION P ROV D A NOTEP ate:414-5 Lij C/) 75 W LU a- 71 Columbia Street, Suite 500 Seattle, Washington 98104 T (206) 340 9500 F (206) 340 9519 CIVIL ENGINEER AHBL 1200 Sixth Ave, Suite 1620 Seattle, WA 98101 T (206) 267 2425 ELECTRICAL ENGINEER HARGIS ENGINEERS 1201 Third Ave N, Suite 600 Seattle, WA 98101 T (206) 436 0457 T A C 0 M A - SEATTLE - SPOKANE - TRI-CITIES 1200 6th Avenue, Suite 1620 Seaftle,WA98101 206.267.2425TEL 206.267.2429FAX wwahbl.comWEB REVISIONS DATE C>-5, 0 , EDMONDS SCHOOL DISTRICT #15 SHERWOOD ELEMENTARY SCHOOL JOB NO: 14937.00 ISSUE DATE: 03/09/15 CIVIL SITE =0'al, Li I `C*2EG 2�zlol 1) 1 1 D olk Avs� W BL.D'ZO15— 03-7L� HEIGHT CALCULATION n-a _k "&I 0e;1--ti Cfc- Z�tsv EXISTING GRADE: 287.0' AT ALL FOUR CORNERS PROPOSED GRADE: 287.0' AT ALL FOUR CORNERS FIN FLR ELEV 288.0 M#�� HEIGHT OF BUILDING ABOVE GRADE: 13' 3-1/4 S 00 - 2-14j MAX ALLOWED HEIGHT: 25' ( 3x-11) PORTABLES ARE FACTORY BUILT AND LABELED WITH L&I APPROVAL PORTABLE OCCUPANT LOAD IS 47 FOR EACH CLASSROOM. ONE EXIT IS REQUIRED FROM EACH CLASSROOM. SITE PLAN 0 10, 20' I M OEM SCALE: 1"=20'-O" SITE PLAN.dwgM c PROJECT DATA PROJECT SHERWOOD ELEMENTARY SCHOOL 22901 106TH AVE W EDMONDS, WA 98020 OAER: EDMONDS SCHOOL DISTRICT CAPITOL PROJECTS OFFICE CONTACT; MATT FINCH 425-4,31 7167 20420 68th AVE W LYNNWOOD, WA 98036 ARCHITECT: BASSETTI ARCHITECTS CONTACT; STEVE ZANG 206-340-9500 SCOPE OF kRK: WORK UNDER THIS CONTRACT INCLUDES BUTIS NOT LIMITED TO INSTALLATION OF ONE PORTABLE CLASSROOM INCLUDING MECH AND ELECT. AmD Vit-5 AtowtM, JURISDICTION: CITY OF EDMONDS SEWER AND WATER: CITY OF EDMONDS FIRE: SNOHOMISH COUNTY TAX/ PARCEL # 00554000006006 ZONING: RS-8 Coe's LOT AREA: 13.64 ACRES V NO VII (j eX EXISTING ip't. - . CONSTRUCTION TYPE: V—B ro BUILDING AREA: 8,522 SQFT X OCCUPXNCY: E PROPOSED CIO CONSTRUCTION TYPE: V—B OCCUPANCY: E BUILDING AREA: 925 SQFT CODE: 2012 IBC SPRINKLERS: NO, PER IBC 903.2.3 TOILETS: PER IBC 2902.3.2 EXISTING FACILITIES ARE. LOCATED WITHIN 500 PORTABLE HEIGHT IS MAX 14' ABOVE GRADE UBC 2012 ALLOWABLE AREA=9,500 + 2,375 FOR' TWO SIDES OPEN = 11,875 SQFT TOTAL ALLOWABLE AREA. 8,522 + 925 = 9,447 SQFT PROVIDED. I UMM I �M AO.1 SITE PLAN C2.0 CIVIL SITE PLAN A2.1 FLOOR PLAN AND. ELEVATIONS A2.2 SECTION A2.3 FOUNDATION -PLAN A2.4 FRAMING PLANS A 2. 5) RAMP SYSTEM A2.6 HVAC FLOOR PLAN AND SECTION E1.0 ELECTRICAL SITE PLAN 41( vo%ml� Ts UJI LEGAL DESCRIPTION U) > TRACTS 6,7 AND 8 RICHMOND BEACH GARDEN.TRACTS UJI ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, ON PAGE 54, RECORDS OF SNOHOMISH COUNTY, WASHINGTON LU ENGINEERING APE) E A N '0 Date.Zg 40' 75 r7l\ N UJI 71 Columbia Street, Suite 500 Seattle, Washington 98104 T (206) 340 9500 F (206) 340 9519 CIVIL ENGINEER AHBL 1200 Sixth Ave, Suite 1620 Seattle, WA 98101 T (206) 267 2425 ELECTRICAL ENGINEER HARGIS ENGINEERS 1201 Third Ave N, Suite 600 Seattle, WA 98101 T (206) 436 0457 7101 � REGSTERED ARCH TECT RCHARYL HLO 'ATE CF MSH A A A A A A REVISIONS DATE EDMONDS SCHOOL DISTRICT #15 SHERWOOD ELEMENTAR Y SCHOOL .RELOCATABLE CLASSROORKWANS REET FILE JOB NO: 14937.00 ISSUE DATE: 5/5/15 RESUB MAY 0 12015 BUILDING DEPAR,:7MENT ci-ry OF EDMONDS SITE.. PLAN Zone Satbacks L, F Ci IWI Front (N/w Sides(10) Rea.- AO.1 F LEGEND: L �/ Ai N\1 L 10 7 10 C6 11�b All i 0 10 j\ N� 0�1 ADAPTOR SKIRT 48" GEOTEXTILE FABRIC Sj 0 N S Z` POV "A' �j E F X 0 . . . . . . 4 1D IE= 281.70± CONNECT PVC PIPE TO\ EXISTING CO�CRETE 4 PIPE WITH FE ,�RNCO RETRIEVAL STRAP 36 OVERFLOW (TO BYPASS PEAK STORM VOLUMES) 2411 EXISTING CATCH BASIN SEDIMENT ACCUMULATION NOTE: 1 . FILTERS SHALL BE INSPECTED AFTER EACH STORM EVENT AND CLEANED OR REPLACED WHEN 1/3 FULL. 2. PROVIDE CATCH BASIN SEDIMENT PROTECTION WITH STREAMGUARD BASIN INSERT #3003, FROM FOSS ENVIRONMENTAL 7440 W. MARGINAL WAY S. SEATTLE, WA 98108-4141 PHONE: 1-800-909-3677 NOTTO SCALE MIN 0 ta"'I ROOF DOWNSPOUT PER BUILDING MANUFACTURER'S DETAILS PROVIDE REDUCER BUSHING SO DOWNSPOUT FITS SNUGLY TO ROOF DRAIN. CLEANOUT WITHIN FINISHED 2'OF BUILDING GRADE 211 MIN. - 6" MIN. 6" PVC SDR 35 TYP. 12" MINIMUM PROVIDE FITTINGS AS REQUIRED B'NDONE 1 1 �1\1 (' ',A/ W1 - I I q �j V, 1� A-\ T E R DPINK. 'IN U N A NOT TO SCALE SAWCUT PAVEMENT EXISTING ASPHALTIC SURFACING I i IV; ui,�. N _G SUBGRADE COMPACTED TO 95% NOT TO SCALE PORTABLE PER MANUFACTURER NOTES: 1. COORDINATE DOWNSPOUT LOCATIONS WITH BUILDING CONTRACTOR. NO OFFSETS ALLOWED. 2. PROVIDE CLEANOUT AT ALL DOWNSPOUT CONNECTIONS. SEE BUILDING MANUFACTURE'S PLANS FOR LOCATION AND NUMBER OF DOWNSPOUTS. POWER rl �BINE /1 11 9 I I 1! 1 5 1 IE= 81.43± CONNECTPVC PET EXISTING CO RETE i PIPE WITH FERNCO DS 2 7 I �LT A L 2�11 - T 3" MIN. OR MATCH EXISTING IF GREATER, HMA CLASS Y2" WSDOT SPEC 5-04.2. 6" OR MATCH EXISTING IF GREATER, CRUSHED SURFACING TOP COURSE, WSDOT SPEC.. 9-03.9(3). HOT TAR SEAL JOINT TYPICAL TACK COAT VERTICAL EDGES OF EXISTING PAVEMENT DRILL AND TAP (SPLITTING THE SEAM) SET MADE BOL' DOWN WITH 3/8" SS ALLEN- HEAD BOLTS - 2 PLACES 1/8" RAISE - 1/2" WIDE BORDER M-M-02M INLET SEDIMENT PROTECTION STORM LINE CLEANOUT DOWNSPOUT ASPHALT PATCH 1. ALL NOTES FROM THE CITY OF EDMONDS STANDARD PLANS SHALL APPLY TO THIS PROJECT. 2. CONSTRUCTION EQUIPMENT, STOCKPILES OR STRUCTURES SHALL NOT BLOCK EXISTING FIRE LANES. KEEP THE FIRE LANE CLEAR IN CASE OF EMERGENCIES, AND VERIFY THE FIRE LANE LIMITS PRIOR TO CONSTRUCTION. 3. VERIFY ALL UTILITY LOCATIONS AND DEPTHS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE OWNER AND ENGINEER OF ANY UTILITIES NOT SHOWN ON THE PLANS WITHIN OR ADJACENT TO THE LIMITS OF WORK PRIOR TO CONSTRUCTION. 4. ALL SURFACE AND BELOW GRADE IMPROVEMENTS WITHIN THE LIMIT OF WORK SHALL BE PROTECTED UNLESS OTHERWISE NOTED. 5. ANY DAMAGE TO IMPROVEMENTS INTENDED TO REMAIN ARE TO BE FULLY REPAIRED AT CONTRACTORS EXPENSE. 6. REFER TO ELECTRICAL SITE PLAN TRENCHING DETAILS FOR WORK TO INSTALL ELECTRICAL CONDUIT & VAULTS. 7. SUBMIT MATERIAL SUBMITTALS FOR TESC, EARTHWORK, STORM DRAINAGE, AND SURFACING IN ACCORDANCE WITH ARCHITECTS SUBMITTAL PROCEDURES. 8. PLUGGING EXISTING PIPE: WHERE SHOWN ON THE PLANS, EXISTING PIPES SHALL BE PLUGGED FOR A DISTANCE OF 2 TIMES THE DIAMETER WITH COMMERCIAL CONCRETE. C ARE�, SHALL BE USED IN PLACING THE CONCRETE IN THE PIPE TO SEE THAT THE OPENING OF COMPLETELY FILLED AND THOROUGHLY PLUGGED. THE PIPE IS 9. ABANDON IN PLACE EXISTING PIPE: WHERE PIPES ARE TO BE ABANDONED IN PLACE, PLUG OPEN ENDS OF ABANDONED UNDERGROUND PIPING, PER ABOVE, AND FILL ABANDONED PIPE WITH CDF. PORTABLE CLASSmOOM PLACEMENT NOTES: 1. VERIFY PORTABLE LOCATION PER THE ARCHITECTURAL PLAN. PRIOR TO THE ARRIVAL OF PORTABLE CLASSROOMS, STAKE (OR OTHERWISE PHYSICALLY LOCATE) ALL CORNERS� OF EACH PORTABLE PER THE ARCHITECTURAL PLAN. THE ARCHITECT WILL VISUALLY REVIEW THE LOCATION OF THE PORTABLES. NOTIFY THE ARCHITECT A MINIMUM OF 24 HOURS PRIOR TO PLACEMENT TO ALLOW FOR VISUAL REVIEW. D - D 2. SEE ELECTRICAL PLANS FOR TRENCHING & ELECTRICAL REQUIREMENTS. KEYNOTES: PRESERVE EXISTING STORM DRAIN. PRESERVE EXISTING POWER. PLACE PORTABLE AND ASSOCIATED LANDINGS, STAIRS, AND RAMP ON EXISTING ASPHALT. 7 CAP AND ABANDON STORM LINE IN PLACE PER GENERAL NOTES 8 AND 9. 31 PROVIDE NEAT SAW CUT AND REMOVE EXISTING ASPHALT. REPLACE ASPHALT PER FP, <S REPLACE LANDSCAPE TO EXISTING CONDITION. (D SEE ELECTRICAL PLANS FOR TRENCHING DETAILS. PRESERVE EXISTING WATER. ALL STORM PIPE TO BE 6" PVC AND INSTALLED AT A MINIMUM SLOPE OF 0.5%. REMOVE DEBRIS FROM ASPHALT SURFACING AND PROVIDE 3" DEEP SWALE 1 FOOT WEST OF THE EDGE OF ASPHALT TO COLLECT RUNOFF FROM ASPHALT. CONTRACTOR TO PROVIDE TV INSPECTION OF EXISTING LINE FROM BUILDING TO 8 MAINLINE CONNECTION. SUBMIT DOCUMENTATION FOR ALL APPROXIMATE INVERT ELEVATIONS, AND STUB OUT CONNECTION LOCATIONS. SEE ARCHITECTURAL PLAN FOR RELOCATION OF BIKE RACK. PRESERVE AND PROTECT EXISTING TABLES. RIGID FLEXIBLE go- (D.I., CONC.) (CPEP, CMP, PVC) PRESERVE AND PROTECT EXISTING GREEN HOUSE. SUBGRADE ELEVATION DETECTABLE WARNING TAPE TRENCH BACKFILL FOR ONSITE UTILITIES 12" BELOW FINISH GRADE SHALL BE IMPORTED STRUCTURAL FILL. PIPE AS NOTES: WITHIN RIGHT-OF-WAY TRENCH BACKFILL SPECIFIED ON 1. BACKFILL MATERIAL SHALL NOT HAVE SHALL BE CRUSHED SURFACING TOP PLANS PARTICLE SIZE GREATER THAN V WITHIN COURSE, WSDOT 9-03.9(3) 95% COMPACTION,_ 6" OF THE PIPE OR THE CONTRACTORHAS 6" MAXIMUM LIFTS. THE OPTION TO USE GRAVEL BACKFILL PIPE ZONE BEDDING. 2. PROVIDE DETECTABLE LOCATION TAPE CONTINUOUSLY INSCRIBED WITH DESCRIPTION OF UTILITY WITH METAL Ci X CORE AND COLORED (GREEN FOR STORM, LQ RED FOR ELECTRICAL AND ORANGE FOR 4"MIN. PHONE) 11 E�i I 1EIT-11 '.1117111 GRAVEL BACKFILL FOR PIPE ZONE BEDDING I.D. + PER WSDOT 9-03.12(3), 95% COMPACTION TK`k ENC H rE $`A C K F I L L Alk, M' D E D D 1 G 3 NOT TO SCALE C�,VNER/CONTRACTOR 1S RESPONSIBL� C FOR EROSION CONTROL AND DAMAGE m Rr-D NOTES: 1. PIPE MATERIAL PER PLAN. APPMOVED ASNOTEG LETTERING 2. PIPE DIAMETER PER PLAN. MENGI �PING 3. ABS TO PVC USE PVC ADAPTOR OR FERNCO WITH STAINLESS "STORM" = STORM DRAIN "SEWER" = SEWER DRAIN STEEL CLAMPS OR APPROVED EQUAL. 4. PVC TO CAST IRON OR CONCRETE USE FERNCO NTH Date: STAINLESS STEEL CLAMPS OR APPROVED EQUAL. APPROVED 5. CLEANOUT PIPE AND FITTINGS SHALL BE PVC FOR SEWER, FIRE DEPARTMENT WITH GASKET FITTINGS, NO GLUE JOINTS ALLOWED. jA4]2i�9\40W 5jkjzrft4E:- 1011 911 5/8 F 4" 711 ------ 3/411:1 -8-3/4 - 15" CAST IRON RING AND LOCKING COVER OL I EAN UT 5 NOT TO SCALE 3000 psi CLASS C 21-011-1 CONCRETE (TYP) 4. 4-3/4" 12" 0 FIBRE JOINT PACKING '(1/8) 11 L 45 BEND PROVIDE WATER TIGHT PLUG Line. Type Area (square feet) Non -Regulated ........ . . . . ........ ..... ..... . . .. ..... . .. . . . . . ..... ....... . Exempt Regulated 2. Replaced � "�,t � : - .'';"�,�pl 0 _io �n - ;, � 3. New (Post 1977) i + ig 1, zz I Total Regulated Impervious Area 4. Mirigation required if bi excess of 2000sf 5. Total Area Mitigated by Existing Stormwater Management Systeni(s) 0 6. Regulated Area Not: Yet Mitigated 0 7. Area Proposed to be Mitigated by Low Impact Development Techniques 0 8. Area Proposed to be Mitigated through Conventional SWM Techniques 0 Ljj U) F_ Uj 71 Columbia Street, Suite 500 Seattle, Washington 98104 T (206) 340 9500 F (206) 340 9519 CIVIL ENGINEER AHBL 1200 Sixth Ave, Suite 1620 Seattle, WA 98101 T (206) 267 2425 ELECTRICAL ENGINEER HARGIS ENGINEERS 1201 Third Ave N, Suite 600 Seattle, WA 98101 T (206) 436 0457 ARCH ITECTS S'FANAIP EDMONDS SCHOOL DISTRICT #15 SHERWOOD E L E IRVI E N T A R \T/ SCHOOL RELOCATABLE CLASSROOMS 22901 106TH AVENUE W EDMONDS, WA 98020 JOB NO: 15970.00 ISSUE DATE: 2/19/2016 CIVILSITE PLAN 14AR 17 201119- Lj - CT11. C1.0 PORTABLE; V-B NS CONSTRUCTION IBC 2015 ALLOWED AREA 9,500 SF OPEN ON TWO SIDES = 9,500 X 1.23 = 11,685 10,370 SF PROVIDED I = (F/P-.25) W/30 P=418 F=203 W=30 0, --------------------- SITE PLAN GENERAL NOTES 1 PORTABLE CONSTRUCTION TO BE PER APPROVED SHOP DRAWINGS BY MANUFACTURER AND MAY DIFFER FROM BID DOCUMENTS. 2. PORTABLES ARE FACTORY BUILT AND LABELED WITH L&I APPROVAL. 3. PORTABLE OCCUPANT LOAD IS q ( MAXIMUM FOR EACH CLASSROOM. ONE EXIT ISREQUIRED FROM EACH CLASSROOM. 4. EDMONDS ZONING ALLOWS: ROOF EAVE PROJECTIONS LESS THAN 2'AND DECKS LESS THAN THIGH TO PROJECT INTO SETBACKS. HEIGHT CALCULATION EXISTING GRADE: PROPOSED GRADE: FIN FLR ELEV MAXIMUM HEIGHT OF BUILDING ABOVE GRADE: MAX ALLOWED HEIGHT: 287.0'AT ALL FOUR CORNERS 287.0'AT ALL FOUR CORNERS 288.0' 13'3-1/4" 25' U n 0 10, 20' 40' SITE PLAN.dwg I M MM V I "*Qoff� PROJECT SHERWOOD ELEMENTARY SCHOOL 22901 106TH AVE W EDMONDS, WA 98020 OWNER: EDMONDS SCHOOL DISTRICT CAPITOL PROJECTS OFFICE 20420 68th AVE W. LYNNWOOD, WA 98036 ARCHITECT: SCOPE OF WORK: JURISDICTION: SEWER AND WATER: FIRE: TAX/ PARCEL #' ZONING: LOT AREA: CONSTRUCTION TYPE: BASSETTI ARCHITECTS CONTACT STEVE ZANG, 206-340-9500 WORK UNDER THIS CONTRACT INCLUDES, BUT IS NOT LIMITED TO INSTALLATION OF TWO PORTABLE CLASSROOMS INCLUDING. MECHANICAL AND ELECTRICAL. CITY OF EDMONDS CITY OF EDMONDS SNOHOMISH COUNTY 00554000006006 RS-8 13.64 ACRES 9--i OCCUPANCY: E PROPOSED CONSTRUCTION TYPE: OCCUPANCY: BUILDING AREA: CODE: SPRINKLERS: V-13 E 1,848 SF 2012 IBC NO, PER IBC 903.2.3 PORTABLE HEIGHT IS MAX 14'ABOVE GRADE VICINITY MAP DIn A rXMWIN"'G INDEX- i AO.1 SITE PLAN 5&t a? 'PeT - t C1.0 CIVIL SITE PLAN ��j Ot the scope ea tvs cy� - A2.1 FLOOR PLANS 'aer Va, e ��Tc 'j Z01 t tll j 10 A2.2 FOUNDATION PLAN A3.1 ELEVATIONS vev sv'Y t"o Coll, 0'r eQ A3.2 SECTION c� A5.1 DETAILS ac" ti�e31' ixwa� 0"'�0�6 , A5.2 RAMP SYSTEM M2.1 HVAC FLOOR PLAN & SECTIONS EO.1 ELECTRICAL LEGEND AND ABBREVIATIONS E1.0 ELECTRICAL SITE PLAN E3.0 PORTABLE POWER AND SYSTEMS PLANS E4.0 SYSTEMS DETAILS E4.1 SYSTEMS DETAILS E4.2 SYSTEMS DETAILS E5.0 ONE LINE DIAGRAM AND PANEL SCHEDULES L_ APPRO 1) FIR DEPAKFNIEN'r LEGAL DESCRIPTION TRACTS 6,7 AND 8 RICHMOND BEACH GARDEN TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, ON PAGE 54, RECORDS OF SNOHOMISH COUNTY, WASHINGTON x(p All. Zone Comer / Flag &LbLc_ks R Wred Front \d/A/ Sides.s/9- Near- Other --------- APPMOVEDAS NOTED BY ��IN� E R I N G Date: sz'e' F_ Uj 75 Orf Uj a- 71 Columbia Street, Suite 500 Seattle, Washington 98104 T (206) 340 9500 F (206) 340 9519 CIVIL ENGINEER AHBL 1200 Sixth Ave, Suite 1620 Seattle, WA 98101 T (206) 267 2425 ELECTRICAL ENGINEER HARGIS ENGINEERS 1201 Third Ave N, Suite 600 Seattle, WA 98101 T (206) 436 0457 A A A A A A REVISIONS DATE EDMONDS SCHOOL DISTRICT #15 SHERWOOD ELEMENTARY I SCHOOL RELOCATABLE CLASSROOMS 22901 106TH AVENUE W I EDMONDS, WA 98020 JOB NO: 15970.00 ISSUE DATE: 2/19/2016 SITE PLAN I-4AR, 17 2 j"i3i SCALE: I"=20'-O" �r PROJECT DIRECTORY COMPANVROLE ADDRESS PHONE CONTACT/EMAIL EDMONDS SCHOOL DISTRICT 20420 68TH AVE W (425) 431-7161 NICK CHOU — OWNER LYNNWOOD, WA 98036 choun@edmonds.wednet.edu KPFF CONSULTING ENGINEERS 1601 5TH AVE (206) 622-5822 THADDEUS EGGING — PRIME CONSULTANT SUITE 1600 thaddeus.egging@kpff.com — CIVIL ENGINEER SEATTLE, WA 98101 1 SHEET INDEX SHT NO DWG TITLE GO.01 COVER SHEET GO.02 j LEGEND, ABBREVIATIONS, AND GENERAL NOTES SVO.01 SURVEY SVO.02 SURVEY SVO.03 SURVEY SVO.04 SURVEY CO.01 MASTER SITE PLAN CO.02 FIRE APPARATUS AND SHUTTLE ACCESS PLAN C1.01 TESC PLAN C1.02 TESC DETAILS C2.01 DEMOL111ON PLAN C3.01 GRADING, DRAINAGE, AND UTILITY PLAN C3.02 GRADING AND DRAINAGE DETAILS C3.03 GRADING AND DRAINAGE ENLARGEMENTS AND DETAILS C3.04 SECTIONS C4.01 PAVING PLAN C4.02 PAVING DETAILS C4.03 PAVING DETAILS C4.104 ADDITIVE ALTERNATIVE —GRIND AND OVERLAY C4.05 ADDITIVE ALTERNAlIVE—GRIND AND OVERLAY DETAILS C5.01 STRIPING AND SIGNIAGE PLAN C5.02 STRIPING AND SIGNAGE DETAILS C6.01 HORIZONTAL CONTROL TABLES C7.01 CITY OF EDMONDS DETAILS C7.02 CITY OF EDMONDS DETAILS L1.01 LANDSCAPE PLAN L1.02 LANDSCAPE DETAILS L2.01 IRRIGA11ON PLAN IL1.01 ILLUMINATION PLAN I UTILITY PURVEYORS I ELECTRICITY- SNOHOMISH COUNTY PUD 877-783-1000 WATER: OLYMPIC VIEW WATER SERVICE 425-771-0220 STORM DRAIN: CITY OF EDMONDS 425-771-0220 SANITARY SEWER: OLYMPIC MEW SEWER SERVICE 425-771-0220 GAS: PUGET SOUND ENERGY 888-225-5773 RIGHT-OF-WAY WORK LENGTH OF WORK IN RIGHT—OF—WAY 127 LF NUMBER OF DAYS TO COMPLETE RIGHT—OF—WAY WORK TBD AN11CIPATED RIGHT—OF—WAY START DATE 1 JULY 2015* AN11CIPATED RIGHT—OF—WAY FINISH DATE 30 AUG 2015* ROW WORK WILI OCCUR WITHIN THIS TIMEFRAME, EXACT LENGTH OF WORK IS TO BE DETERMINED. IT IS AN11CIPATED TO BE MUCH SHORTER (15 DAYS±) APPROXIMATE EARTHWORK QUANTITIES TYPE VOLUME (CY) EXCAVATION (EXPORT) 870 FILL (IMPORT) NOTE: EARTHWORK VOLUMES ARE APPROXIMATE AND SHOWN FOR PERMITTING PURPOSES ONLY. THESE ESTIMATES SHALL NOTE BE USED FOR BIDDING PURPOSES TREE REMOVAL AND REPLACEMENT DESCRIPTION NUMBER COMMENTS TREES TO BE REMOVED 9 TOTAL REMOVED FOR CONSTRUCTION SIGNIFICANT TREES 9 TOTAL .REPLACED TREES 13� TOTAL AREA OF DISTURBANCE SUMMARY TYPE IMPERVIOUS (SF) PERVIOUS (SF) TOTALS (SF) EXISTING SITE 19,714 23,537 43,251 DEVELOPED SITE 29,886 13,365 43,251 .ADDED AREA 10,172 (10,172) NOTES: 1. THESE AREAS ONLY REPRESENT AREAS DISTURBED BY CONSTRUCTION ACTIVITIES. UNDISTURBED AREAS WITHIN THE APPROXIMATE LIMITS OF WORK ARE NOT INCLUDED. 2. PAVEMENT AREAS ARE APPROXIMATE AND SHOWN FOR PERMITTING PURPOSES ONLY. THESE ES11MATES SHALL NOT BE USED FOR BIDDING PURPOSES. wMamm '***A PnMnMn'q SHERWOOD ELEMENTARY PROJECT LOCATION �Uli _j STREET SW A APPROXIMATE LIM ITS OF WORK 229TH PLACE SW �Lu PROPERTY BOUNDRY X map L c L 231ST STREET SW---------- JCK ROUTE NORTH LOCATION MAP AND TRUCK ROUTE (]F-� SCALE: 1 1,000' DRAWN BY DESIGNED BY KWP/TY AJS re 0 Call 81 CHECKED BY APPROVED BY 0 two business days 1601 5th Avenue, Suite 1600 TJE TJE before yo Seattle, WA 98101 DAfE 206.622.5822 05/27/2015 S C A L E: lq3ff www.kpff.com REVISION JOE No. :114407 AS SHOWN �3s APPROV D F1 E EPA (V7 PARKING S * PACES.REUD PARKING SPACES PROPOSto 44" BARRIER FREE PARKING SPACES Mg ----------- mr, DATE: 7 `BLDG. OFFICIAL PFERMOT INURRBaR ,4k (2CW-4z Th t7,0'04 19Q2MI-r feV-- nz4mc- CaTw4L Pw* 00(7, 113r, 't "fUiz "So _C0 DJzA1tJA6701 9ZPbXT 1Z4ft-T-0F'-W" 10e�ZWT PRWPAF4F_b eq 14PFV I Z�+-reo MA'q 20IS- NORTH Ob VICINITY MAP STREET FILE tain Electrical Permit from State Labor & Industries SCALE: 1" = 100' EDMONDS APPROVED FOR CONSTRUCTIONS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS CITY OF EDMONDS EDMONDS, WASHINGTON DATE: 27 BY4!:� IST '10KAL SCHGDL DISTRICT COVER SHEET RESUM juN o 12015 Q DEPARTMEN'r WAILIOVINON EDMONDS a r19 aL�_ A I Nnf Ob-Ai 0-011 LI-O?-' SHEET GO. 0 1 FOR PERMIT CD CD w V) Q) cn E ID bi _0 0 0 a) V) C, 0') m 'q- T Uj CD (D CD C.) E U=i 0 = cn LO E3 E CIJ ABBREVIATIONS LEGEND (EXISTING) LEGEND (PROPOSED) EXISTING PROPOSED - - - - - - SURVEYED TOP OFSLOPE C� FIRE HYDRANT (ELEVATION OF FLANGE) PROPERTY LINE EXTRUDED CURB PER COE STD E2.7 ASPH ASPHALT @ AT C CALCULATED ADD ADDITIVE - - - - - - SURVEYED TOE OF SLOPE E0 WATER METER APPROXIMATE LIMIT OF WORK VER11CAL CURB PER COE STD E2.10 CONC - CONCRETE APPROX APPROXIMATE D/W DRIVEWAY BC BOTTOM OF CURB --------------------------------------------- TOP OF DITCH WATER VAULT M H N FILTER FABRIC FENCE CURB WHEEL STOP ELEV ELEVATION BLDG BUILDING E/M ELECTRIC METER BM BENCH MARK CENTERLINE OF DITCH 14 IRRIGATION VALVE TEMPORARY CHAIN LINK CONSTRUCTION FENCE - - - - - - - - SAWCUT LINE EXC EXTRUDED CURB BW BOTTOM OF WALL F/H FIRE HYDRANT DRAINAGE FLOW LINE 6� GVL GRAVEL CB CATCH BASIN UTILITY POLE W/LUMINAIRE (WOOD) CATCH BASIN PROTECTION CHAIN LINK FENCE LOC LOCATE/LOCATION CFS CUBIC FEET PER SECOND BUILDING 0 UTILITY POLE (WOOD) TEMPORARY DRAINAGE SWALE FLOW LINE HANDRAIL LP LIGHT POLE CL CENTER LINE M/B MAILBOX CLR CLEAR - - - - - - - - - - - - ROOF LINE GUY ANCHOR SAND BAG CHECK DAM CURB RAMP TYPE M MEASURED co CLEAN OUT x FENCE OS OIL SEPARATOR COE CITY OF EDMONDS /'O\/ PARKING/AREA LIGHT (METAL) MOBILE 55 GALLON DRUM NTH PUMP .................... .......................................... ............... P PLAT .......................... : 7. *.,.*.* 7 .......................... CONC CONCRETE & & ...... .. ASPHALT PAVEMENT EDGE OF ASPHALT PA. PARCEL NUMBER CY CUBIC YARD YARD LIGHT TEMPORARY SEDIMENT TANK P/A PLANTER AREA/STRIP S ss- SANITARY SEWER 4 4 P/B PLANTER BOX (RAISED) DI DUCTILE IRON R ELECTRIC JUNCTION BOX CONCRETE SIDEWALK PER COE STD E2.13 RCG ROLLED CURB AND GUTTER DIA DIAMETER SD SD- STORM DRAIN RET RETAINING DOE DEPARTMENT OF ECOLOGY M ELECTRIC METER FUTURE INFILTRA11ON AREA W_ LAND CAPE AREAS RRT RAILROAD TIE DS DOWNSPOUT W_ WATER TFMR TRANSFORMER DIP DUCTILE IRON PIPE IM ELECTRIC SERVICE (OUTLET) ff DEMOLISH UTILITY LINE TYP TYPICAL E EAST/EASTING G- G GAS Fil COMMUNICATIONS BOX (PROVIDER NOTED) FIRE HYDRANT ASSEMBLY UGC UNDERGROUND COMMUNICATIONS EL/ELEV ELEVATION _0HP-0HP- x X DEMOLISH CHAINLINK FENCE GATE VALVE UGP UNDERGROUND POWER OVERHEAD POWER GAS VALVE - - - - - - - - - - UP UTILITY POLE EX/EXIST EXISTING SAWCUT LINE VCB VERTICAL CURB FD FOOTING DRAIN _0HPT-0HPT- OVERHEAD POWER & COMMUNICA11ONS TEE VCG VERTICAL CURB & GUTTER FT FOOT/FEET F21 GAS METER DEMOLISH CURB W/V WATER VALVE GPM GALLONS PER MINUTE OHT- OHT- OVERHEAD COMMUNICATIONS UTILITY (UNKNOWN TYPE/PROVIDER) ........................... DEMOLISH PAINT STRIPE 4" SOLID PAINTED STRIPE CLF CHAIN LINK FENCE IE INVERT El EVATION d- d- UNDERGROUND POWER Z-� ADA PARKING SIGN HBF HORIZONTAL BOARD FENCE LF LINEAR FOOT 0 BOLLARD VBF VERTICAL BOARD FENCE MAX MAXIMUM T T UNDERGROUND COMMUNICATIONS ?,q DEMOLISH TREE ADA PARKING SYMBOL HRF HORIZONTAL RAIL FENCE 0-- FLAG POLE A ALDER MIN MINIMUM CENTERLINE RIGHT-OF-WAY X DEMOLISH CATCH BASIN/ AREA DRAIN TRAFFIC DIRECTIONAL ARROW B BIRCH N NORTH/NORTHING SIGN SALVAGE SIGN AND LIGHT POLE C CEDAR N.T.S. NOT TO SCALE PUBLIC LAND SURVEY SYSTEM SUBDIVISION LINE STOP BAR CLST SMALL TRUNK CLUSTER 0C ON CENTER m MAIL BOX 0 DEMOLISH BOLLARD/POST CNF CONFIER (UNDETERMINED SPECIES) PERF PERFORATED ADJACENT BOUNDARY LINE ':...�7 7. �7. 7:': CROSSWALK BAR DEC DECIDUOUS (UNDETERMINED SPECIES) TEST PIT DEMOLISH ASPHALT P.O.C. POINT OF CONNECTION F FIR BRUSH LINE HDG HEDGE S SOUTH WETLAND FLAG NO PARKING" STRIPING MULTIPLE LIKE TRUNK DIAMETERS SDCB STORM DRAIN CATCH BASIN KEYSTONE/BLOCK WALL (UNLESS NOTED) _MN DEMOLISH CONCRETE SIDEWALK -281 - EXISTING CONTOUR LINE MULTIPLE DIFFERENT TRUNK DIAMETERS SD STORM DRAIN STORM DRAIN MANHOLE #x#" B/O BUSES ONLY SDCO STORM DRAIN CLEANOUT STORM DRAIN CATCH BASIN MCC? ROCKERY 7 7 7 7) _281- PROPOSED CONTOUR LINE D/E DEAD END SF SQUARE FOOT .......... DEMOLISH PLAYGROUND AND PLAY STRUCTURES STORM DRAIN CATCH BASIN W/SbLID LID DECIDUOUS TREE W/DRIPLINE TO SCALE STORM DRAIN LINE SIMILAR E/O EXIT ONLY Sim D/N DO NOT ENTER SHT SHEET 0 AREA DRAIN (LG=LARGE 18"-24" DIA, SM=1.0' SQ) DEMOLISH CROSSWALK MARKINGS HC HANDICAP SS SANITARY SEWER YARD DRAIN L/T LEFT TURN ONLY STD STANDARD STORM DRAIN CLEAN OUT CONIFEROUS TREE W/DRIPLINE TO SCALE N/P NO PARKING TESC TEMPORARY EROSION AND SEDIMENT CONTROL ..... . . . . . . m TYPE 1 CATCH BASIN . . . DEMOLISH LANDSCAPE PED PEDESTRIAN TC TOP OF CURB PLENUM (PER REF#) 00 TREE IDENTIFICATION NUMBER PER ARBOR I P/D PRIVATE DRIVE TW TOP OF WALL IST REPORT (REF. 11) 111111110- FLOW DIRECTION S/N STREET NAMES TYP TYPICAL SANITARY SEWER MANHOLE 1�w' DEMOLISH STRUCTURE SPOT ELEVATION R/T RIGHT TURN ONLY W/ WITH WATER VALVE wv xxx.XX W WEST/WATER STORM DRAIN CLEANOUT (SDCO) WSDOT WASHINGTON STATE DEPARTMENT OF TRANSPORTA11ON YD YARD DRAIN ........................ RIDGE LINE CITY OF EDMONDS GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL 18. ALL ROOF DRAINS, PERIMETER FOUNDA-flON DRAINS, CATCH BASINS 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH 32. EXISTING U11LITY LINES IN SERVICE MICH ARE DAMAGED DUE TO CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND INFORMATION. REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL 7. THE LOCA11ONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDA11ONS 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. CONTOURS OR SPOT ELEVATIONS SHOWN. AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. RULES AND REGULATIONS: OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE OF THIS REPORT. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT 33. NEW U11LITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, - CURRENT INTERNATIONAL BUILDING CODE (IBC) CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO SITE STORMWATER DETEN11ON SYSTEM. - 2014 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIA11ONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS-9U)LT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. INDEPENDENTLY VERIFY THE ACCURACY OF ALL U11LITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND COND11ION OF EXISTING UTILITY LINES AT CONNEC11ON OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE N011FIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL U11LITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-4-24-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL N01IFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRA11ON OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL 11MES FROM COMPACTIVE ACTIVITIES (i.e. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY ANB AR6HITE6TURAI: DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARGIIIT-EePdRAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDA11ON DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN qY'RTFM M4FRF imnirATFr) ON THF PI ANq 10. PIPE LLNGJN,� WHERE SHOWN ARE APPROXIMAIL ANU MAY CHANGL DUE TO FIELD CONDITIONS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLA11ON OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. MINIMUM 07o tiLLIFt I UK A MINIMUM DISTANCE OF 10 FEET. WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT OWNER'S REPRESENTATIVE AND CITY. THESE DRAWINGS. WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPAC11ON TEST ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN EE SHORING AND BRACING, AS REQUIRED. FAXED TO 425-744-6057 OR EMAILED TO 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LINDA.MCMURPHY@EDMONDSWA.GOV. BACKFLOW TESTING SHALL BE FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION COMPLETED BY THE OWNER ANNUALLY THEREAFTER. INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER BETWEEN THE UTILITIES. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION COND11ION IN ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ONSITEEROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. APPROVAL FROM THE. FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. RELOCATIONS AND/OR SERVICE INTERRUPTIONS NTH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS To 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE EXISTING UTILITIES SHALL BE MADE ONLY NTH ADVANCE WRITTEN IRRIGATION SYSTEM. APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. AO PIP17 kAA-MPIAI AKIr) CIPKIAPE' CHOL11 31. ALL U11UTIES SHALL BE PLACED UNDERGROUND. I IMLa WILL BE PRO DED 10 CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. DRAWN BY DESIGNED BY .13 S i EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS v WA APPROVED FOR CONSTRUCTION CHECKED BY APPROVED BY Call 811 CITY OF EDMONDS EDMONDS, WASHINGTON 0 two business ]days 1601 5th Av C1 �in� enue, Suite 1600 TJE TJE Ig DATE Fgbefore y:oudig Seattle, WA 98101 DATE: 31w gwIf- RESUB 206.622.5822 05/27/2015 lqjff www.kpff.com 76 JUN 0 12015 GO.02 S C A L E: IST B LEGEND, ABBREVIATIONS, AND GENERAL NOTES 10 MY E01NEERING DIASION SCH(OL BUILDING DEPARTMWr DATE BY CHD. APPR. REVISION JOB No. :114407 AS SHOWN DISTRICT CITY OF EDMONDS FOR PERMIT LEGEND GO L'i C/) C—) (in -0 0 0 (D C/) r-) (J) CD m 4- LLj E 0 00 --t- Q6 F- I I 1111'L dF Es, L112i 3 A AqL� NW CORNER SEC. 36-27N-3E 2000 COUNTY CON1RO1.j =4 VASHINCION COORDINATE SYSTEM NORTH 20NE NAD 119821/91 PER WASHINGTON GEODETIC SUM DATABASE 0# 218M It 29=13M E- 12MM947 V1. =53 FM 2.50 BRASS DOME DW ij Uj HU FOR POSITION W/011IMED T IN A CONC. MONUMENT cl c\j GRID & GROUND COORDINATE DOYM :KS IN MONUMIW CASE c"j HELD AT 71E NORTH LINE W (M SEC. 36-27N-3E CD I-D AND FOR CENMINE 1067H AVE W. PER PLAT SEE REF.1 2: cD AND MONUMW LINE FOR ZM ST. SW PER PLAT SEE REF.7 1316.06 C (1315.80 P) 658.16 M (657.90 P) 4/4 "I I 228TH STREET SW I L N88*36'06"'W 229TH PLACE SW �2 MIND STONE Mmmw;;—\ C-4 Tm CHISEUED LL: LLJ DOW :H.O` IN MONIAMIT CASE 0.07V x MOrS OF CAIAIIAIED POSITION PER REF2 N88'33'44"W 660.68 REF1(659.80 P) MONUMIENT POSMON PER 1U.2 (NOT Vm THIS sum" 0. 13 11,�' 113 - 3_� I "I", 2:4:1�3;P4111 i� 41�1 I L 1,188*33'44"W N8 '53`22"W �L 8 3 231ST STREET SW L \_f= BR= T N88-39'31"W 6J9.28 REF.5 (659.84 P) = If MOM MOMA931T DO0 JAr N MONUMENT CASE CAIAIII.ATED MONUMENT POSITION PER .7-� HELD AS ALIGNMENT FOR 1061H AVE. Sff (NOT VMED THIS MW DRAWN BY DESIGNED BY xxxx xxxx royn Call 811 CHECKED BY APPROVED BY o@ two business days TJE xxxx * before you dig DATE 04/15/2015 C =HD APPR. REVISION J 0 B No. - 114407 AS '_�:)'HOWN N 0. DATE B Y -------------- _SS_ - SD— _w_ _G — —OHP _0HPT— _0HT— _p_ T MONUMENI` NOT /—NORTH QR 0=0 SEC. 36-01—M SEARCHED FOR SNOHOMISH COUNTY SUM CONITROIJ SC33 CMDAA7ED POSITION WASHINGTON COORDIINATE SYSTEM N" ZONE PER PIAT REFA NAD 1983M PER WAS94M GEODETIC / SURVEY DATABASE ID# ZW 21 N: MM0574 73'_6 I- 1XIMM HOD FM BEAMG GO COORDINATE (NOT VWED THIS sumwy) ------ ----------- 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 1Tff www.kpff.com SURVE (ED TOP OF SLOPE SURVE'iED TOE OF SLOPE TOP OF DITCH CEIITEPLIHE OF DITCH DRAIIIAGE FLOW LIHE BIJILDI( IG ROOF LINE FEI10E EDGE OF ASPHALT SAHITARY SEWER STORM OF AIH WATER GAS OVERHEAD POWER OVERHEAD POWER &I COMMUHICATIO16 OVERHEAD C(__jIAMI_II,IICATIOHS UIIDEPGROUHD POWER UHDERCPOUI\ID COMMUNICATIONS CEHTEPLIHE RIGHT—OF—WAY PUBLIC LAND _--UPVE( SYSTEM SSUBEGISIO11 LINE ADJACEHT BCJUI,IDAPI' LIIIE BRUSH LINE BASIS OF BE4RINGS H?816'44"W ALOIIG THE HOPTH LIIIE OF THE HOPTHWEST 1/1. SECTIC)f 1 56, TOWI 1,--,HIP 27 11 , FAI 1(--,E -1 E W M, I JAD 198_3� 91 WAc�Hll IGTOI I COOPDI1 IATE �. i"TEM I IOPTH _OHE HORIZONTAL DATUM WASHINGTON STATE COORDIHATE S(STEM, 110PTH __11_111E HAD 19108.'91 VER TICA L DA TUM HAVE) 83 BENCHMARK SIIOHOMI'1H COUHTi (0IITPOL POI1IT# '__.C__)4 �ALSO KHOW11 AS 21=CAD# VERTICAL CONTROL P01114 FOUHD IIIVEPTED IIAIL III COHCPETE MO1IUI,1EiIT DOW(] ±0.3' IN MOIIUMEIIT CASE AT THE 3 WA( 111TEPSECT1011 OF 103TH AVE W AIJD 11 DEEP DR. ELEVATC)11=252_5_`� 4-13-15 14711 NE 29th Place Suite 101 Bellevue, Washington 98007 DESI G N 425.885.7877 Fox 425.885.7963 ENGINEERING - PLANNING -SURVEYING Q STORM DRAIN MANHOLE 'STORM DRAIN CATCH BASIN STORM DRAIN CATCH BASIN W/SOLID LID 0 AREA DRAIN (LG=LARGE 18"-24" DIA, SM=1.0' SO) STORM DRAIN CLEAN OUT PLEHUM (PER REF#) SANITARY SEWER MANHOLE N WATER VALVE C� FIRE HYDRANT (ELEVATION OF FLANGE) M WATER METER WATER VAULT IRRIGATIOH VALVE ,09 UTILITY POLE W/LUMINAIRE (WOOD) UTILITY POLE (WOOD) GUY ANCHOR PARKING/AREA LIGHT (METAL) YARD LIGHT B ELECTRIC JUNCTION BOX ELECTRIC METER ELECTRIC SERVICE (OUTLET) COMMUNICATIONS BOX (PROVIDER HOTED) GASVALVE GAS METER UTILITY (UNKHOWN TYPERROVIDER) 0 BOLLARD 0- FLAGPOLE SIGH MAIL BOX TEST PIT + WETLAIID FLAG KEYSTOHE/BLOCK WALL (UNLESS NOTED) ROCKERY DECIDUOUS TREE W/DPIPLIHE TO SCALE COHIFEROUS TREE W/DRIPLINE TO SCALE TREE ID71HTIFICATICH NUMBER PER ARBORIST REPORT (REF. 11) REFERENCES ASPH ASPHALT C CALCULATED CONC CONCRETE D/W DRIVEWAY ELEV ELEVATION E/M ELECTRIC METER EXC EXTRUDED CURB F/H FIRE HYDRANT GVL GRAVEL LOC LOCATE/LOCATION LP LIGHT POLE M/B MAILBOX M MEASURED OS OIL SEPARATOR P PLAT P. N. PARCEL NUMBER P/A PLANTER AREA/STRIP P/B PLANTER BOX (RAISED) RCG ROLLED CURB AND GUTTER RET RETAINING RRT RAILROAD TIE TFMR TRANSFORMER TYR TYPICAL UGC UNDERGROUND COMMUNICATIONS UGP UNDERGROUND POWER UP UTILITY POLE VCB VERTICAL CURB VCG VERTICAL CURB & GUTTER W/V WATER VALVE FENCING CLF CHAIN LINK FENCE HBF HORIZONTAL BOARD FENCE VBF VERTICAL BOARD FEI,ICE HRF HORIZONTAL RAIL FEHCE TREES A ALDER B BIRCH C CEDAR CLST SMALL TRUNK CLUSTER CHF CONFIER (UNDETERMIHED SPECIES) DEC DECIDUOUS (UNDETERMINED SPECIES) F FIR HOG HEDGE #"/#" MULTIPLE DIFFERENT TRUNK DIAMETERS #x#" MULTIPLE LIKE TRUHK DIAMETERS SIGNS B/O BUSES ONLY D/E DEAD END D //N DO NOT ENTER E /0 EXIT ONLY HC HANDICAP L/T LEFT TURN ONLY 14 /P NO PARKING RED PEDESTRIAN P/D PRIVATE DRIVE S/N STREET NAMES R/T RIGHT TURN ONLY & NOTE REFERENCE (SEE PAGE I OF 4) I. PLAT OF FICHMOHD BEACH GARDEN TRACTS, RECORDED IN VOLUME 8 OF PLATS, PAGE 54, RECORDED UI,IDER AF11 IJ5906, FE(_OPDS OF '11011C4,111SH COUIIT'f, WASHIHGTON. HOLIDA) HILL, PE(-,C)PDED III VOLUME 15 OF FLATS, PACE 49, RECORDED UNDER AFN 1135315, RECORDS OF SHOHOMISH COUNTY, WA'-jH1IIGT0I,I. W STGATE MANOR, RECORDED IN VOLUME 23 OF PLATS, PACE 86, RECORDED UHDEP AFN 1684299, RECORDS OF E, SHOHOMISH CO(J[JT),, WASHIFIGTO11. 4, MAFIL'dIIIE ADDiFIOII, RECORDED III VOLUME 24 OF PLATS, RACE 114, RECORDED UNDER AFt�j 1814421, RECORDS OF .)II0HOMI*3H COUHTY, WASH114GTOH. 5. SHERWOOD ESTATES, RECORDED III VOLUME 31 OF PLATS, PAGE 90, RECORDED UNDER AFN 2147238, RECORDS OF SNOHOMISH COUI]T(, WASHIIJGTOH. 6. WESTGATE ESTATE�, RECORDED 111 VOLUME 20 OF PLATS, PAGE 121, RECORDED UNDER AFN 1513657, RECORDS OF 5,110HOMISH COUNTf, WASH 111 GTON. 7. RECORD OF SUPVE( FOR PAYMOIAD ROCIISTEAD DATED DECEMBER 3, 2001, RECORDED UNDER AFN 200112045003, RECORDS OF SHOHOMISH COUHTY, WASH 111 GTON. .0, DIVISIOII 110— OF WESTGATE PAPI�, RECORDED TI VOLUME 13 OF PLATS, PAGES 40-41, RECORDED UHDER AFN 966230, RECORDS OF SHCHOMISH COUNTY, WASHII\IGTOH. 9� SHERWOOD ELEMEHTARf SCHOOL EDMONDS SCHOOL DISTRICT 110. 15 CIVIL ENGINEERII,IG PLAN SHEET NO. MIO, PREPARED BY REID, MIDDLETON AND ASSOCIATES UNDER JOB NO. 66-6 FOR ROBERT A. BEZZO — ARCHITECT, DATED NOVEMBER 7, 1966. 10. CITY OF EDMONDS GIS STORm WATER DATA ACCESSED VIA THE INTERNET. 11� WASHIIAGTOII GEODETIC SURVEY, SURVEY DATA WAREHOUSE FOR SNOHOMISH COUNTY SURVEY CONTROL. LEGAL DESCRIPTION TRACTS 6, 7 AHD 8, RICHMOND BEACH GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 8 OF PLATS, ON PAGE 54, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. NOTES 1. ALL TITLE I I'l FORM ATION SHOWN 014 THIS MAP HAS BEEN TAKEN FROM PUBLIC RECORD. 110 TITLE POLICY WAS COMMISSIOIIED FOR THIS PROJECT THEREFORE CORE DESIGH, INC. QUALIFIES THE MAP'S ACCURACY AND COMPLETENESS TO THAT EXTEIIT. 2 THIS SURVE) PEPPES'EIITS VISIBLE PHYSICAL IMPROVEMENT CONDITIONS EXISTING Oil NOVEMBER 3, 2014. ALL SURVEY COHTPOL INDICATED AS "FOUND" WAS RECOVERED FOR THIS PROJECT IN OCTOBER, 2014. PPOPERT ( AREA = 593,598 5± SQUARE FEET (13,6271 ± ACRES). 4. ALL DISTAHCES APE IN FEET. 5 THIS IS A FIELD TRAVERSE SURVEY. A SOKKIA FIVE SECOND COMBINED ELECTRONIC TOTAL STATION WAS USED TO MEASURE THE AI,IGULAR AIID DISTAHCE RELATIONSHIPS BETWEEN THE COI,,ITROLLII,IG MONUMENTATION AS SHOWN. CLOSURE RATIOS OF THE TRAVERSE MET OR EXCEEDED THOSE SPECIFIED IN WAC 332-130-090 ALL MEASURING INSTRUMENTS AND EQUIPMENT ARE MAIIITAIHED IN ADJUSTMENT ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 6. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST 011 THIS SITE. ONLY THOSE UTILITIES WITH EVIDENCE OF THEIR IIISTALLATION VISIBLE AT GROUND SURFACE ARE SHOW11 HEREON. UNDERGROUND UTILITY LOCATIONS SHOWI\I APE APPROXIMATE ONLY. UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES BETWEEN SURFACE UTILITY LOCATIONS BUT MAY COFITAIN BENDS OR CURVES NOT SHOWN. SOME UNDERGROUND LOCATIONS SHOWN HEREON MAY HAVE BEEH TAKIE11 FROM PUBLIC RECORDS. CORE DESIGN ASSUMES NO LIABILITY FOR THE ACCURACY OF PUBLIC RECORDS. EDMONDS ELEMEkITARY 1_)CH00L TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS EDIVIONDS, WASHINGTON SCHODL DISTRICT SURVE \11 RESUM JUN 0 12015 BUILDING DEPARTMENT 017Y OF EDMONDS SHEET (7�vo 1 (_ I IJ I_ 0 k ) FOR PERMIT C! C) .Sh 0) 0) (V LLI -0 0 0 -3::: V) (n C) C�l LJ 13) FE E L2 LO 3 E C14 DRAWN BY DESIGNED BY xxxx xxxx 0 Call 811 CHECKED BY APPROVED BY o two business days TJE xxxx before you dig DATE 04/15/2015 REVISION JOB No. :114407 AS SHOWN 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 1q)ff . www.kpff.com 14711 NE 2M Place Sulte 101 Bellevue, Washington 98W7 425.W5.7877 Fax 42&W&703 EN GINEERING - PLANNING -SUR VEY P.N. 27032500306200 /-MONUMENT NOT SEARCHED FOR CALCULATED POS111ON PER PLAT REF.1 3 P.N. 00610700100200 -d 0. 0 \� 0 2 . N. 00610700100200 10\1 ? o" xv ,�GOo' ?qGbb?-bo 0�'5q6- �04 1 4 '0C, Ibb 00610700100403 40� gbl v oj& C'ov\x g@-"' I I 1 05 r 1610700100403 40\A '04 C EDM SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS IN &F, EDMONDS, WASHINGTON SCHGDL DISTRICT SURVEY RESUB JUN 0 12015 BUILDING DEPARTMENT CITY OF EDMONDS 4-13-15 SHEET 411:14 � 4:14 J] I I i C� .21 u3 E Q, Uj -a 0 0 c� C) w FE DRAWN BY DESIGNED BY E xxxx xxxx Call 811 CHECKED BY APPROVED BY C two business days TJE xxxx E:before you dig CD I --, DATE g C> 04 15/2015 S C A L E: J 0 B NO. DATE BY CHID. APPR. REVISION No. :114407 AS SHOWN >< I i I I I 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 1cpff www.kpff.com P.N. 00610700100403 0 0� 6'o 99 5 P.N. 00610700100500 ol C)r?,. G ro D- C'4 6 to P.N. 00610700100600 LU a C14 P to p CD 4 P.N. 00610700100703 o r SY06 1 P.N. 00610700100903 4-13-15 1� r0ro '055, CO 119 401 gt\ SCALE: 1 30 0 30 so I N111111111M mommonloommm EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS ,&91ft m=b, mm) EMN 4A744 MV 00M Dinpa Cho" 4M a &M EDMONDS, WASHINGTON SURVEY RESUM JUN 0 12015 BUILDING DEPARTMENT r,ITY OF EDMONDS SHEET is A44a� LO I C� -R cn I Qf .21 co IV E -2 0 cy) E V LO LO r.0 LO E M-1-1 REVISION . i" N X i DRAWN BY DESIGNED BY xxxx xxxx Call 811 CHECKED BY APPROVED BY C tw'o business days t TJE xxxx [:before you dig D ATE 04/15/2015 JOB No. :114407 AS SHOWN 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com 1cp'ff EDMONDS 4 P.N. 00610700100703 (fi 0 5\Ac;?-, 1 '0-5 ,ro '00A W �0 5.1 P.N. 00610700100903 r - — — — —__j— 4-13-15 \"-CALCULATED MONUMENT POS111ON PER REF.7 SCALE: 1 30' (NOT VISITED THIS SURVEY) 0 .30 60. SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS EDMONDS, WASHINGTON RESUS SURVEY jUN c 12015 P'U'L 4G DEPARTMENT ,,ffl" OF EDMONDS SHEET FOR PERMIT Ci- V) CD C Cn M C-) co C) LjJ _0 0 0 C, M CY) �3 E; <-D LLJ W LLJ CIO E X LLJ 0 = 00 E Lz (D >< PROJECT CONTROL POINT #3 FOUND INVERTED NAIL IN CONC. MONUMENT DOWN ±0.8' IN MONUMENT CASE NW CORNER SEC. 36-27N-3E SNOHOMISH COUNTY CONTROL# SC34 WASHINGTON COORDINATE SYSTEM NORTH ZONE NAI 1983/91 PER WASHINGTON GEODE11C SURVEY DATABASE ID# 21881 N: 292836.7771 E: 1260878.947 V: 258.526 HELD FOR POS11ION GRID & GROUND COORDINATE __1 — — M C, PROJECT CONTROL POINT #2 M FOUND 2.5" BRASS DO E DISK W/CHISELED "X" IN A M 9.9 0.03' LT 0�_ STA 09+9 �0 CONC. MONUMENT DO ±0.3' IN MONUMENT CASE I 'I A �� FOUND BRAS TACK IN CONCRETE MCNUMENT -E HELD AT THE NORTH LINE NW QTR SEC. 36-27N-3E CD DOWN ±1.4' 1 MONUMENT CASE 0.03'W x OE I -M AND FOR CENTERLINE 196TH AVE. W. PER PLAT SEEI CALCULATED INTERSECTION PER M -P 0.04'S OF TH I I I I I REF 1 AND MONUMFNT INF FnP 99RT14 U (ZW PP REF.2 & REF.5 PLAT SEE REF.7 N = 292820.84 PARENT DRIVE LANE/ AND 7— E = 1261536.91 0 I DROP-OFF AT CURB F Ct ASLAND��ONE WAY C> 13+00 14+00 15+OD 16+00 17+00 18+00 11+00 12+00 1 — i 19+M 20+00 -4— Z+00 106TH AVE. W. ct CZ Ci C /7 77-\\\/ 7,.- - 7777-7 7, PARENT PARKING 1 PARENT ACCESS DRIVE CONSTRUCTION BASELINE -a- /* AND PARKING, TWO 06TH AVENUE CENTERLINE RIGHT -ONLY AND LEFT -ONLY N, % ONE-WAY LANES 1.0c TURN LANES AT EGRESS TO RAIN GARDEN #02 1 X '02 02 PROJECT CONTROL POINT #1 I PROPERTY LINE 196TH AVE, ONE WAY co CALCULATED INTERSECTION Od 'D 0 n CIO 106TH AVENUE WEST AND 231ST STREET SW I I F_ N 291686.06 ............ 1�; co L I ........... E 1261514.89 .......... M . . . . . . . . . . t - - - - - - - - - - - - - El =-7 SHERWOOD ELEMENTARY . . . . . . . . . . . . . . . ADA, STAFF AND BUS PARENT DRIVE LANE AND DROP-OFF AT EXISTING ACCESS DRIVE, TWO WAY ? '�'�RAIN GARDEN #01 CURB, ONE WAY ............. APPROXIMATE LIMIT OF YZZZZZZZZZZZZZ/l L BUS -ONLY DRIVE LOOP PROPERTY LINE (TYP) AND DROP-OFF, ONE WAY WORK (TYP) SHUTTLE VAN DRIVE LOOP L INSIDE TURN RADIUS NOTES: OF 20.0' (TYP) 1. REFER TO SHEET GO.02 FOR GENERAL NOTES. F A 5' PEDESTRIAN WALKWAY 2. CONSTRUCTION BASELINE IS THE CENTERLINE OF 106TH 1.0c 15 ADA AND DAYCARE FROM STAFF PARKING FIRE APPARATUS ACCESS SHUTTLE VAN DRIVE Loop, AVENUE AND IS DEFINED AS A LINE BEARING N01006'38"E AND PASSING THROUGH PROJECT CONTROL POINT #1 AND ONE WAY LANE (TYP) PROJECT CONTROL POINT #2. ADA AND SHUTTLE DROP STAFF -ONLY PARKING, 3. PRIOR TO CONSTRUCTION ACTIVITY, CONTRACTOR SHALL FIELD TWO WAY OFF AT 8' ODE ISLAND LOCATE THE PROJECT CONTROL POINTS AND IMMEDIATELY FF_ SHUTTLE VAN DRIVE LOOP REPORT AND DISCREPANCIES TO THE ENGINEER. OUTSIDE TURN RADIUS OF 4. FIRE APPARATUS ACCESS LANES PROVIDE 25.0' MIN INTERIOR L 31.0' (TYP) L J ...... L-1 L-1 RADIUS AND 45.0' MIN EXTERIOR RADIUS FOR TURNING. PROJECT DESCRIPTION: CONCRETE RAMP FOR FIRE THE OVERALL PROJECT GOAL IS TO IMPROVE TRAFFIC AND APPARATUS ACCESS PEDESTRIAN SAFETY AT SHERWOOD ELEMENTARY SCHOOL. WORK INCLUDES REORGANIZATION OF PARKING AND PICK-UP/DROP-OFF ZONES TO IMPROVE EFFICIENCIES AND REDUCE PEDESTRIAN, VEHICLE, AND BUS CONFLICTS. AS PART OF SITE REORGANIZATION, THE PROJECT WILL CONSTRUCT NEW AND REPLACED PAVEMENT 77 .02 FOR TRAFFIC AND PEDESTRIAN IMPROVEMENTS. LANDSCAPE AREAS ADJACENT TO PARKING AND DRIVE LANES WILL BE RE -GRADED TO 268' STORAGE SHED, ACCOMMODATE EXPANSION OF PAVED AREAS. A NEW STORMWATER SEE SHEET C4.02 SYSTEM WILL COLLECT AND CONVEY RUNOFF FROM IMPROVED "Nothing in this pemit approval process shall be AREAS TO TWO RAIN GARDENS FOR WATER QUALITY TREATMENT �n��r!�� as allowing or permitting the P0 5pec glu,�wlphvt AND ON -SITE INFILTRATION. e of any currently existing ulega4 nonco oTin orur ermitted building, structure sit4 dit g ion Ili g or is outside the scope of the germit application, regardless of whether such uilding, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action." NMOW'221 106TH AVE. W. '0 co co 105TH AVE. W. _I_7T T ____1 __�_L 20 40 80 1 inch = 40 feet DRAWN BY DESIGNED BY 9 J Z, EDMONDS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS APPROVED FOR CONSTRUCTION 0 r03 WA CHECKED BY APPROVED BY Call 811 CITY OF EDMONDS EDMONDS, WASHINGTON 0 two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA 98101 DATE: RESUB DATE 206.622.5822 t MAL, L71 :U/J- 05/27/2015 www.kpff.com 42 4 ............ OVERALL SITE PLAN JUN 0 1 2015 C0601 S C A L E: I!, IST PA ENT JOB No. :114407 ONAL CITY ENGINEERING DIMS10 i�9 'k RN NO. DATE BY CHID. APPR. REVISION AS SHOWN N SCHGDL VIED 4ONDS I 1 .1 1.11,11,111,111,11, 1 DISTRICT FOR PERMIT Z5 't U) Ld m C0 (D fzn LLJ -0 0 0 V) Cn CD CD "L 7 CD Uj 4 Cl- r_j Li 1< CL E 0 00 U-) E <D _=3 - -, X Cni Ig PARENT DRIVE LANE, .02 AND DROP-OFF.,Z6NE, F -ONE-WAY- 12+00 13+00 14+00 15+00 16+00 17+00 18+OD MOD 21+00 10 190 11+0D 19+00 - — --------- f__ +_ i -k— I — — i 106TH AVE. W. 7�7 25' INSIDE RADIUS -3 PARENT PARKING PARENT ACCE AT FIRE LANE (TYP) .... 25' INSIDE RADIUS 25' INSIDE RADIUS AT 171DE' 1 AKIE* TVD ANI) PARKINr. 4 AT FIRE LANE (TYP) 25' OUTSIDE RADIUS -WAY LANES I'0C '0 ONE AT FIRE LANE (TYP) RAIN GARDEN #02 0 NOTES 1. REFER TO SHEET GO.02 FOR GENERAL NOTES. 2. FIRE APPARATUS ACCESS PATHWAY IS 20' MIN WIDTH AND 13' 6" MIN HEIGHT AT ALL LOCATIONS. 3. FIRE APPARATUS ACCESS LANES PROVIDE 25.0' MIN INTERIOR RADIUS AND 45.0' MIN EXTERIOR RADIUS FOR TURNING. 4. AT THE ADA AND SHUTTLE PICK-UP/DROP-OFF ISLAND IN THE EAST LOT THERE IS A 20' MINIMUM INSIDE TURNING RADIUS. ADA AND SHUTTLE TURNING MOVEMENT C: m NOO'5f22'E 106TH AVE. W ____1 __j__ 0 20 40 80 1 inch = 40 feet DRAWN BY DESIGNED BY �3 S J 'p EDMONDS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS 0 13 WA APPROVED FOR CONSTRUCTION CHECKED BY APPROVED BY Call 811 CITY OF EDMONDS EDMONDS, WASHINGTON 0 two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA 98101 RESUB DATE 206.622.5822 DATE: 05/27/2015 lq* www.kpff.com 4 6 is JUN 0 12015 COoO2 PC S C A L E: �"2� IST BY. FIRE APPARATUS AND SHUTTLE ACCESS PLAN BUILDING DEPARTMENT JOB No. :114407 IONAL % SCHODL Cirf OF EDMONDS NO. DATE BY CHD. APPR. REVISION AS SHOWN I DISTRICT FOR PERMIT _r 41 IZ15; tAN4F' fifWdl&t� 6 iu_ sq -rim mpr. -3 CITY OF EDMONDS RECOMMENDED CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. 2. REVIEW TESC NOTES. 3. CALL FOR UTILITY LOCATES. 4. LOCATE INFILTRATION BASINS AND INSTALL CONSTRUCTION FENCE AROUND. 5. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 6. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL C) TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR m DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. DEMOLISH EXISTING STRUCTURES. Ln :3= rn m 9. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADD111ONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 10. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. 11. STABILIZE AND REVEGETATE EN11RE SITE. DISTURBED SOILS SHALL BE COMPOST AMENDED PER CHAPTER 5 OF THE D.O.E. STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 12. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL. BY CITY INSPECTOR. TEMPORARY EROSION AND SEDIMENT CONTROL NOTES LEGEND: 1. TESC FACILITIES SHALL BE INSPECTED DAILY BY THE PROPERTY LINE CONTRACTOR AND MAINTAINED AS NECESSARY OR AS 4. CONTRACTOR SHALL PROVIDE CONSTRUCTION FENCING AS 7. CONTRACTOR SHALL PREPARE AND SUBMIT A DETAILED FUTURE INFILTRATION AREA, SEE NOTE 8 DIRECTED BY THE CITY INSPECTOR TO ENSURE CON11NUED REQUIRED FOR SAFETY AND AS DIRECTED BY THE INSPECTOR. CONSTRUCTION SEQUENCE PRIOR TO COMMENCING WORK. CITY c= m= c= APPROXIMATE LIMITS OF WORK AND PROPER FUNCTIONING. CONTRACTOR SHALL SPOT CHECK FENCING SHALL BE PLACED IN A MANNER THAT ALLOWS FULL OF EDMONDS RECOMMENDED CONSTRUC11ON SEQUENCE NOTES TESC FACILITIES TO ENSURE SEDIMENT AND POLLUTED RUNOFF USE OF EXISTING ADJACENT FACILITIES. IN THE EVENT THAT ARE PROVIDED ON THIS SHEET. X X X FILTER FABRIC FENCE WILL NOT LEAVE THE WORK AREA. ACCESS TO THOSE FACULTIES CANNOT BE MAINTAINED, CONTRACTOR SHALL PROVIDE ONE WEEKS WRITTEN N0110E TO 8. INFILTRATION AREAS SHALL BE FULLY PROTECTED FROM ALL TEMPORARY CHAIN LINK CONSTRUCTION FENCE 2. CATCH BASINS ADJACENT TO THE PROJECT SITE SHALL BE THE SCHOOL DISTRICT PROJECT MANAGER. DELETERIOUS MATERIALS (SEDIMENT, CONSTRUCTION DEBRIS, INSPECTED DAILY BY THE CONTRACTOR. RUNOFF LEAVING THE STOCKPILE, ETC) AND FROM ANY CONSTRUCTION TRAFFIC CATCH BASIN PROTECTION SITE DURING CONSTRUCTION, INCLUDING WATER CARRIED BY 5. CONTRACTOR SHALL PREVENT ON -SITE EROSION BY DURING ALL CONSTRUCTION ACTIVITY. PRIOR TO COMMENCING THE TRUCK TIRES, SHALL BE CLEAN. CONTRACTOR SHALL STABILIZING ALL SOILS, INCLUDING STOCK PILES THAT ARE WORK FIELD -LOCATE INFILTRATION FACILITIES (SEE C3.01) AND TEMPORARY DRAINAGE SWALE FLOW LINE CLEAN CATCH BASINS AND IMPLEMENT EXTRA SEDIMENTATION TEMPORARILY EXPOSED. ERECT CONSTRUCTION FENCE SURROUNDING. ANY CONTROLS IF NECESSARY AND AS DIRECTED BY THE CITY UNAUTHORIZED ACTIVITY WITHIN INFILTRATION BASINS SAND BAG CHECK DAM INSPECTOR AND THE OWNER. 6. NO SEDIMENT SHALL BE TRACKED ONTO PAVED SURFACES. RESULTING IN REDUCED INFILTRATION CAPACITY AS SEDIMENT SHALL BE REMOVED FROM TRUCKS AND EQUIPMENT DETERMINED BY THE OWNER SHALL BE FUH Y REPAIRED AT 0 MOBILE 55 GALLON DRUM NTH PUMP 3. SITE INSPECTIONS SHALL BE CONDUCTED BY A CERTIFIED PRIOR TO LEAVING THE SITE. IN THE EVENT OF FAILURE OF CONTRACTOR EXPENSE. EROSION AND SEDIMENT CONTROL LEAD (CESCL) NO SHALL THE TESC SYSTEM RESULTING IN SEDIMENT BEING TRACKED TEMPORARY SEDIMENT TANK BE PRESENT ON SITE OR ON -CALL AT ALL TIMES. ONTO PAVED SURFACES, THE CONTRACTOR SHALL 9. SEE SHEET C7.01 FOR CITY OF EDMONDS STANDARD DETAILS. 0 10 20 40 6mmmmomw IMMEDIATELY IMPLEMENT MEASURES TO CORRECT THE 1 inch = 20 feet SITUATION. EDMON SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET EDMONDS, WASHINGTON RF.sum TESC PLAN JUN o 1- 2015 Cl '001 G DEPAR'tMENT SCHGDL au"Ll""OF EDMONDS DISTRICT ov FOR PERMIT 8'-0 MIN., 1,)I-o KAAY nacrrn cm k1Ar%r NOTES 1. CHAIN LINK FABRIC TO BE MIN. 11 GAUGE, GALVANIZED. NO RUSTED OR EXCESSIVELY MALFORMED FABRIC. 2. FENCE BASES SHALL BE OF SUFFICIENT WEIGHT AND/OR SPREAD TO ADEQUATELY SUPPORT EACH PANEL. 3. PANEL —TO —PANEL CONNECTIONS SHALL BE MADE AT A MIN. TWO LOCATIONS PER CONNECTION UNLESS OTHERWISE APPROVED. 4. PROVIDE CONSTRUCTION WARNING SIGNAGE 50'O.C. ALONG FENCING INSTALLATION. TEMPORARY CHAINLINK FENCE DETAIL NTS F— cli c� E 1 3 Of LU V) U3 (1) fm C) LLJ 0 W V) cn 0) T C) LLJ cr) >< Ln 3 E c'4 (L> C1.01 C14 2' MIN. LEVEL BOTTOM �F:�d I 1:��i I M I 1�1 11. I I 1�1 I I - I - SWALE SPACING DEPENDS ON SLOPE GRADIENT 2:1 MAX. SLOPE MAINTENANCE STANDARDS: 1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. 2. IF THE FACILITIES DO NOT REGULARLY RETAIN STORM RUNOFF, THE CAPACITY AND/OR FREQUENCY OF THE DIKES/SWALES SHAH BE INCREASED. TEMPORARY DRAINAGE SWALE NTS DRAWN BY DESIGNED BY KWP/TY AIS Call 811 CHECKED BY APPROVED BY -two business days TJE TJE J[8 before you dig DATE 05/27/2015 S C A L E: REVISION JOB No. :114407 AS SHOWN 2 C1.01 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 1cpff www.kpff.com n1 A nr n^111k le"Mf- A I A ni r% A k A � LY N. CROSS SECTION OF A PROPERLY INSTALLED SAND BAG BARRIER t'AKIM MAf%e% At' r%r-^Illnr-r% PROPER PLACEMENT OF SAND BAG BARRIER IN A DRAINAGE WAY *CONTRACTOR SHALL MAINTAIN AND REPLACE SANG BAGS TO INSURE PROPER EROSION CONTROL. �3 S '10NAL it A%vl FOR HIGH FABRIC %110N CITY INSPEC11ON REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. SAND BAG CHECK DAM FILTRATION SYSTEMS DETAIL NTS OVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY - CITY ENGINEERING DIVISION 3 C1.01 PROVIDE SOLID COVER RUNOFF NTH SEDIMENT PROVIDE 6" MIN. CLEAN CRUSHED SURFACING TOP COURSE FILTERED RUNOFF NOTE: PUMPS SHALL BE SUBMERSIBLE, AND HAVE A MINIMUM CAPACITY OF 0.22 CFS (98 GPM). TOP OF DRUM SHALL BE 6" MIN. ABOVE GRADE DISCHARGE 55 GALLON DRUM NTH 2" DIA. WEEP HOLES WRAP NTH ALTER FABRIC WIRE TIES SUMP PUMP AND MOTOR CONCRETE BLOCKS MOBILE 55 GALLON DRUM WITH PUMP NTS 4 C1.01 SHEET C1.02 ; X 1* 11 � 4 N it I I i S U DEMOLISH PAINT STRIPING (TYP) ... ........... 62 P) _SS SS S SS SS' S 6� 10, ...... DEMOU _T T S SS SS SS ....... SH A PHAL SS 6TH A W. ...... VE ...... PROPERTY LINE(TYP CL C� ....... 106TH AVE W . . . . . . . . . . . . . ... . ... ......... ............ /h A /h - �L w DEMOLITION NOTES 09,01=100 MINIM - - - - loom am - pr ------- DEMOLISH CONCRETE SIDEWALK (TYP) too DEMOLISH ASPHALT (TYP) DEMOLISH CROSSWALK r MARKINGS (TYP) P. rd" FA, (�)SAWCUT LINE (TYP) ME IZ M= C= N ME! C= Cr REMOVE ADA SIGN, ---------- ----- - --- - REMO :'LAY (TYP) S7 AND GROUND SECURELY STO E,,"� E t "001SH tr1RUD SS SS SS -ED PLAY STRUCTUR -DTN� I IKICT A A DDOIDE TION, FOR REINSTALLA C B (TYP) SEE SHEET C4.01 EMOUSH PAINT(�) m STRIPING (TYP) DEMOLISH DE RB PROTECT EX LIGHT POLE POWER CABINET AND I�N L A d IRRIGATION d- MID) CONTROL BOXES SAWCUT LINE (TYP) N . . . . . . . . . . . . . . .. . . . . . . . . ..... . RELOC I HYDRANT DEMOLISH CHAINI-0 LA FENCE(TYP) ASSEM SF��HEET DEMO SH VERTICAL C4.01 1 MOVE LIGHT CURB (TYP) 3 RE SD DEMOLISH ASPHALT DEMOLISH 3RASH PAVEMENT On= ENCLOSURE EENa AND BOLLARDS cm m= 15 REMOVE DUMPqT�S- DEMOLISH 1 �AN WOOD -RAMP STORAGE SHED MOLISH CONCRETE RAMP 11 (TYP) _GS_ I. KLrLK IU Z)NtLI UU.U/ rUK UtNtKAL NUItZ). 11. CONTRACTOR SHALL OBTAIN AND PAY FOR NECESSARY U5. DEMOLISH STORAGE SHED, REMOVE DUMPSTER AND WOOD 7. PROVIDE CONSTRUC11ON FENCING, SIGNAGE, AND BARRIERS TO PERMITS TO EXECUTE DEMOLITION. RAMP AND TURN OVER TO DISTRICT FOR FUTURE RELOCATION. 2. ALL SITE FEATURES SHALL REMAIN AND BE PROTECTED IN PREVENT UNAUTHORIZED ACCESS INTO DEMOLITION AREA. SEE PLACE UNLESS NOTED OTHERWISE. TESC PLAN (SHEET C1.01) FOR APPROXIMATE FENCE @ ALL WHEEL STOPS AND SIGNAGE WITHIN THE LIMITS OF WORK CUT AND CAP EX SD LINE AT CATCH BASIN PRIOR TO LOCATION. CONTRACTOR TO FIELD ADJUST AS NECESSARY (EXCEPT IN THE PUBLIC RIGHT—OF—WAY) SHALL BE FULLY REMOVAL. 3. ALL FEATURES TO REMAIN SHALL BE REPLACED AT THE BASED ON SITE SPECIFIC CONDITIONS. REMOVED AND LEGALLY DISPOSED OF OFF —SITE. THESE CONTRACTOR'S EXPENSE IF DAMAGED DURING DEMOLITION OR FEATURES MAY BE STORED FOR POSSIBLE REUSE AT CUT AND CAP EX SD LINE AND GROUT PIPE PENETRATION CONSTRUCTION ACTIVITIES. 8. KEEP DUST TO A MINIMUM BY SPRINKLING THE SITE NTH CONTRACTOR'S OPTION. WATER--nGHT. PROTECT EX CATCH BASIN IN PLACE. WATER UNTIL SURFACE IS WET OR AS DIRECTED BY THE 4. WALK THE SITE WITH OWNER PRIOR TO CONSTRUCTION TO OWNER. @ CAREFULLY REMOVE LIGHT POLE (AND ATTACHMENTS) FROM REMOVE TWO BASKETBALL POLES (NOT SHOWN ON SURVEY) VERIFY LIMITS OF SITE DISTURBANCE AND EXISTING FEATURES, POLE BASE AND SECURELY STORE FOR REUSE. DEMOLISH AND TURN OVER TO DISTRICT FOR FUTURE REUSE. UTILITIES, AND STRUCTURE TO BE PROTECTED. 9. IMMEDIATELY REMOVE ALL DEMOLITION DEBRIS FALLING POLE BASE, CUT AND CAP EXISTING CONDUIT/CABLING, AND MAKE VERTICAL SAWCUTS BETWEEN ALL EXISTING PAVEMENT OUTSIDE THE LIMIT OF WORK. PREPARE FOR EXTENSION PER IL1.01. TO REMAIN AND THE PORTION TO BE REMOVED. PROTECT IN 10. DISPOSE OF EXCESS DEMOLITION MATERIAL OFF —SITE IN A TREES TO BE REMOVED SHALL BE FULLY REMOVED AND PLACE PAVEMENT OUTSIDE SAWCUT LINE. SAFE AND LEGAL MANNER AT NO EXPENSE TO THE OWNER. LEGALLY DISPOSED OF OFF —SITE. STUMPS SHALL BE REMOVED ALL PAVEMENT MARKINGS WITHIN THE LIMITS OF WORK SHALL TO 3 FEET BELOW FINISHED GRADE ELEVATION AND BE FULLY REMOVED THROUGH EITHER GRINDING OR BEAD BACKFILLED NTH STRUCTURAL FILL. BLASTING. DRAWN BY DESIGNED BY KWP/TY AJS 0 WA CHECKED BY AP OVED BY Call 81 0 - 1, _1 - two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA 98101 CA DATE 206.622.5822 05/27/2015 www.kpff.com 4 64 S C A L E: IST NO. DATE BY tCHD. I APPR. I REVISION JOB No. :114407 AS SHOWN IONAL % APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY. / . ............ 0`�'&YM p Jj `�?Y ENGINEERING DIVISION ' I C") m m LEGEND: PROPERTY LINE 0 DEMOLISH BOLLARD/POST M= APPROXIMATE LIMITS OF WORK DEMOLISH ASPHALT ff DEMOLISH UTILITY LINE DEMOLISH CONCRETE SIDEWALK X x DEMOLISH CHAINLINK FENCE �7m 77 7 7 7 7) — — — — — — — — — — SAWCUT LINE DEMOLISH PLAYGROUND AND PLAY STRUCTURES DEMOLISH CURB ........................... DEMOLISH PAINT STRIPE DEMOLISH CROSSWALK MARKINGS DEMOLISH TREE DEMOLISH LANDSCAPE DEMOLISH CATCH BASIN/ AREA DRAIN 0 10 20 40 DEMOLISH STRUCTURE Immmmommil SALVAGE SIGN AND LIGHT POLE 1 1 inch = 20 feet EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS In EDMONDS, WASHINGTON SCHODL DISTRICT DEMOLITION PLAN JUN 0 12015 BUILDING DEPARTMENT CITY OF EDMONDS SHEET C2e0l FOR PERMIT S! Lp /y\ EM G 20 0 B to 70 EXIS B w M_f��DJU� se B ERIDE ED A T ME RATE M DI ;J;� --i - RADI RI -285.50 1// MODULAR BLCK ALL 16t0o P 1 00 1 +00 20+00 PER COE.STD E8 It �7kR t, .3 21 0 C7.02 i �_ 16+ W 3.0 .1.2 2 (1319.9 M, 131 .62 P) SEE EA Z)W ADJUS FRA S S SS SS SS _SS ss- S S 4�. S ss-- Zl� S 4\7F 21 tO SS S ss- SS SS SO S SS 6TH A PR�OPERTY LINE 106TH AVENUE Y N\ - - - - - - - CD CD CD LEE U King 1 !P:F fil QHPT & __T_ " : - TI HPT T -OHPT HO EX TEE CONNEC11ON on, TO EX 18" SD TO 11MM REMAIN WWA IIIIIIIIIIIIINA Owy................ I .. Ra 1 m awil WA MA A dw ---- ------- vy7- I! TC 281& 1 1 --- - ------- III / I � �Ll::' D' 5. i4 TC 284.40� '3 _WAIN� DEN #01('002� 85.14(EX) I BC 5. 6(EX V 14��Cll 15+00 I I 9C 283.90 EX SLOTTEFFO.Of,--- 500 SF B Om �0.03� (-+- I I ,A i ____ . -- - f - AREA SS SS SS 't2 R SS SS (IS 3. 1,448. 9 61 U) A . cis YD#01 S Ep SDCB 0 W/ SOLID LID RIM= 3.30 RIM=281.70 FE ZE _��3 IE=281.63 IE=279.39± 4 -,- '7' rT- m FIELD LOCATE ON 0 EX SD 177 I P-1 - 01 ol 8�1 d d -JL- d d 00 *E C-) ,4u 8.3 4A 96 Ly 00 C 00 e9 .......... TV CN e� -0 m TC :2 EX _j & > RIM�'86.58 U/ 1p C% Cn - - - - - - - - - - - - - - - - - - s A m 11 - - --- I z879 m 3, STA 15+83.7 1 25 1' T IR? . - - I - I SD RELOCATE A E H R N 286.7 E .7.0 ;,,O_- ---TC-284,50- ASSEMBLY P R E STD .1. BC 284.00(EX) SEE NOTE 1 284.60 - - - - - - - - - - - 0 lip. 10(EX) I "p C, r= CD PEDESTRIAN ISLAND GRADING C� SCALE: 1 10' C3.01 N-) GRADING AND DRAINAGE NOTES LEGEND: Cn �, W C-D 5�-E� 281 EXISTING CONTOUR LINE CD 1. SEE SHEET GO.02 FOR ADDITIONAL NOTES. 6. CONTRACTOR SHALL RAISE, LOWER ALL EXISTING UTILITY 10. REFER TO COE STD E4.2, DETAIL 1 ON SHEET C7.02, FOR 15. SWALE AND INFILTRATION ON EAST SIDE OF ACCESS ROAD 4( FIRE HYDRANT ASSEMBLY (3/C7.02) Uj TYPICAL STORM DRAIN TRENCH SECTION. IS A REPLACE -IN -KIND OF THE EXISTING SYSTEM. THIS STRUCTURE RIMS/GRATES TO FINISHED GRADE UNLESS 2. SEE SHEET CO.01 FOR MASTER SITE PLAN AND OVERALL NOTED OTHERWISE. FACILITY PROVIDES STORMWATER MITIGATION FOR THE 281 PROPOSED CONTOUR LINE 04 GATE VALVE CD Uj SITE CONTROL LAYOUT. 11. ALL STORM DRAIN CATCH BASINS SHALL BE TYPE 1 CATCH EXISTING PLAY FIELD TO THE EAST. - =: -SD- STORM DRAIN LINE 7. STORM DRAIN STRUCTURES SHALL BE PLACED SO THAT BASINS PER DETAIL 4 ON SHEET C3.02. TEE >< 16. ALL LOCATIONS OF STORM DRAIN AND UTILITY STRUCTURES 3. INSTALL A 90-DEGREE DOWNTURN ELBOW AT THE OUTLET RIMS/GRATES ARE PARALLEL TO FINISHED GRADES. Cn V) PIPE FOR OIL CONTROL IN ALL CATCH BASINS, NTH THE 12. SEE SECTION A ON SHEET C3.03 FOR TYPICAL RAIN ARE TO CENTER OF THE STRUCTURE. m YARD DRAIN bi EXCEP11ON OF THOSE LOCATED IN RAIN GARDENS. 8. ALL NEW PAVEMENT SHALL MEET AND MATCH EXISTING GARDEN DETAIL. C:1 = Cn 17. FELOCATED FIRE HYDRANT SHALL BE INSTALLED AS A mm TYPE 1 CATCH BASIN (7/C3.02) >< GRADES. 4. VERIFY ALL EXISTING UTILITY LOCATIONS AND DEPTHS PRIOR 13. INFILTRATION AREAS SHALL BE FULLY PROTECTED FROM CUT -IN TO THE EXISTING WATER MAIN. m M loo- FLOW DIRECTION TO BEGINNING CONSTRUCTION. INSTALL POLYETHYLENE 9. FIELD VERIFY SOIL CHARACTERISTICS BELOW RAIN GARDENS ALL DELETERIOUS MATERIALS (SEDIMENT, CONSTRUCTION (.0 N-) PLASTIC FOAM AT UTILITY CROSSINGS IF CLEARANCE IS DURING EXCAVATION AS DESCRIBED IN THE GEOTECHNICAL DEBRIS, STOCKPILE, ETC) AND FROM ANY CONSTRUCT10N 18. NOTE TO REVIEWER: SEE SHEET C3.02 FOR IMPERVIOUS XXX.XX LESS THAN 6 INCHES. MEMO. UNDISTURBED SOIL SUBGRADE SHOULD BE OBSERVED TRAFFIC DURING ALL CONSTRUCTION ACTIVITY. COORDINATE SURFACE SUMMARY TABLE. SPOT ELEVATION BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO WITH NOTE 8 ON SHEET C1.01. 19. IIAPERVIOUS SURFACE AREA CHART PER CITY OF EDMONDS 0 5. VERIFY ALL EXIS11NG GRADES PRIOR TO CONSTRUCTION CONSTRUCTION. IF SOIL SUBGRADE IS COMPACTED DURING STORM DRAIN CLEANOUT (SDCO) (5/C3.02) CONSTRUCTION OR IS NOT CONSISTENT NTH THE PROPOSED 14. CENTER BLOCK WALL BETWEEN ADA RAMP AND PARKING ACTNTIES. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY HANDOUT E72 PROVIDED IN DETAIL 7/C3.02. THIS Uj ........................ V) DISCREPANCIES IN EXISTING GRADE ELEVATIONS. DESIGN, EXCAVATE UNSUITABLE SOILS AND REPLACE WITH LOT. WALL SHALL BE 20' LONG (MIN), 30" HIGH (MAX), 114FORMAIION IS PROVIDED FOR PERMIT PURPOSES ONLY RIDGE LINE 0 10 20 40 L- I i SELECT FILL MATERIAL AS DESCRIBED IN THE AND 50SF FACE. AND IS NOT TO BE RELIED UPON FOR BIDDING OR - 1 inch 20 feet GEOTECHNICAL MEMO. CONSTRUCTION PURPOSES. SAWCUT ck� V) I DRAWN BY DESIGNED BY Lr) KWP/TY AJS 13 WA Call 8 E Uj CHECKED BY APPROVED BY 0 = two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA 98101 DATE 206.622.5822 LO www.kpff.com E; E 05/27/2015 76 A. S C A L E: IST 3 ORAL DATE BY CHID. APPR. JOB No. :114407 AS SHOWN REVISION S! EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY' IMPROVEMENTS SHEET EDMONDS, WASHINGTON jqESUS GRADING, DRAINAGE, AND UTILITY PLAN jUNI 0 1 2015 C101 SCHODL 0 DEPARWENT OF F DISTRICT L)MONDS FOR PERMIT >< W4L -To Dj2ft4kdjrC_ W09T 1#9164' ft-S-0 1061AW4f IAW 04 15)(j&jjAj& SVSICA4. CONCRETE CUR[ PER PLAN (TYP CONCRETE SIDEWALK PER PLAN W4 COVER WIRE MESH REINFORCEMENET 6x6 .OxW4.0 (4 GAUGE), 1/2-MINIMU� I c I C � Tom�� Uj Co C-) C_� CL < :: _j $ �11 0- I R LO 24" PLANUVIVIV, vviff DUMMY JOINT WITH 3/16"xl-1/2" JOINT MATERIAL (TYP) NOTES: 1. PIPE ENDS SHALL BE FLUSH WITH FACE OF CURB. 2. PIPE INVERTS SHALL MATCH CURB GUTTER LINE OR TOP OF PAVEMENT. 12 6" - - (TYP) 3. WIRE MESH SHALL CONFORM TO WSDOT STD SPEC 9-07.7 SECTION A STORM DRAIN UNDER SIDEWALK DETAIL C) m 450 BEND PLUG PLAN INVERT ELEVATION 0 0.0, 0 0 NTS C3.01 THREADED CLEAN -OUT 4" OR 6" PER PLAN WYE 110-010, .0. STORM DRAIN CLEANOUT NTS PERFORATED DRAIN PIPE PER PLAN 5 C3.01 ME OBSERVATION PORT 4" PVC SCH. 40 PIPE W/REMOVABLE CAP AT END OF PERF. PIPE A 2.84' SEED TOPSOIL WITH FIELD MIX TOPSOIL GEOTEXTILE SLOPE TO Q DRAIN _1V:3H MAX. 4" SLOTTED DRAIN PIPE, LEVEL GRAVEL BACKFILL FOR DRAINS NOTES:. DETAIL REFERENCED FROM RECORD DRAWINGS OF PLAYFIELD RENOVATION (2000). REPLACE SWALE AND INFILTRATION TRENCH IN -KIND WITH EXISTING SYSTEM AT LOCA11ONS INDICATED ON PLAN. SWALE AND INFILTRATION TRENCH NTS 6' MIN. 'w PC PLAN C*-A 2 C3.01 12" 6" CONCRETE VERTICAL CURB PER COE STD E2.1 0 t 4-. -4. Af. /Z1 . Al CURB DROP SHALL BE FWSH NTH CURB FLOW LINE TO PERMIT DRAINAGE INTO RAIN GARDEN NOTCHED CURB ASPHALT DRIVE LANE QUARRY SPALL SPLASH PAD FROM CURB TO BOTTOM OF RAIN GARDEN (12- WIDTH, 4- DEPTH) 1 0-000. .00 1000. 0 "0. * C, 0 1 I 3 7 CONCRETE VERTICAL CURB-J PER COE STD E2.1 0 UNCOMPACTED RAIN GARDEN SOIL 2. PIPE SHALL BE PER PROJECT SPECIFICATIONS. NOTCHED CURB AND SPLASH PAD STORM DRAIN OUTLET PROTECTION NTS -6 C3.03 NTS SECTION B-B 3 C3.03 (1) #3 BAR EACH HOOF #3 BAR EACH CORNEI #3 BAR EACH SIDE FRAME, VANED GRATE AND SOLID LID 2 4", 6", 12" )---OR 24" RISER 1ICAL KNOCKOUT 2" MIN. WALL THICKNESS lr%., WAR EACH WAY TYPE 1 CATCH BASIN r4_'�� NTS C3.01 IMPERVIOUS SURFACE SUMMARY NON -REGULATED 32,670 SF (0.75 AC) EXIS_�ffl IMPERVIOUS NOT DISTURBED EXEMPT REGULATED REPLACED 0 SF 14,470 SF (0.33 AC) NEW (POST 1977) -> -> -> -> + 14,715 SF (0.34 TOTAL REGULATED IMPERVIOUS AREA (MITIGATION REQUIRED IF IN EXCESS OF 2000 SF) .,2 W5 SF (0.67 AC) Iss-sp 1 TOTAL AREA MITIGATED BY EX STORMWATER MANAGEMENT SYSTEMS 0 SF (0 AC) REGULATED AREA NOT YET MITIGATED :��SF (0.67 AC) AREA PROPOSED TO BE MITIGATED BY LID TECHNIQUES 1 1 (0.67 AC) AREA PROPOSED TO BE MITIGATED BY CONVENTIONAL SWM TECHNIQUES1 - "0' SF (0 AC) NOTES:. 1. THIS TABLE IS INTENDED TO IDENTIFY THE EXISTING (UNDISTURBED) AND PROPOSED (NEW+REPLACED) IMPERVIOUS SURFACE AREAS FOR THE SITE, AS REQUIRED BY CITY OF EDMONDS HANDOUT #E72. 2. AREAS IN THIS TABLE ARE ESTIMATED FROM THE EXTENT OF SITE IMPROVEMENTS SHOWN ON SHEET C3.01. 3. AREAS ARE APPROXIMATE AND ARE SHOWN FOR PERMITTING PURPOSES ONLY. IMPERVIOUS SURFACE SUMMARY CHART r7- NTS C3.01 DRAM BY DESIGNED BY 13 S j EDMONDS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS 61 APPROVED FOR CONSTRUCTION CHECKED BY APPROVED BY 0 call 811 13 CITY OF EDMONDS EDMONDS, WASHINGTON 0 two business days 1601 Sth Avenue, Suite 1600 TJE TJE before yo Seattle, WA 98101 DATE: =ZUN DATE 206.622.5822 JUN 0 12015 05/27/2015 www.kpff.com 42 4 By- GRADING AND DRAINAGE DETAILS BUILDING DEPARTIMENT C3*02 S C A L E: IST 01'n OF EDMONDS REVISION JOB No. :114407 AS SHOWN SCH(OL DATE BY CHD. APPR. I 11DISTRICT FOR PERMIT Uj C.) fn E W >< co cm C..) X G -4- -,I- C14 '-t c" Im 0') cf) Uj x zz c' Uf E Uj cn- = C) cn cli LO b3 LZ GRADING ENLARGEMENT 3koMLL; I = IV 1 — C3.01 "b ( 6 STORM DRAIN 3.02 OUTLET PROTECTION p SD —SD ......... . . I- to r5 (3) SDCO �0.02/ 11*� 28.7 BOTTOM OF SLOPE TOP OF SLOPE - 00 CN BOTTOM ELEVATION 281.08 i5—CF 6"' D I A SLOTTED STORM PIPE @ 0.07o, 7.5' ON CENTER I ki wo Ell Oki 111 lk .01" SCALE: 1"=10' RAIN GARDEN — PLANTING PER LANDSCAPE PLANS PAVEMENT OR LANDSCAPE SURFACE PER PLAN (TYP) 3/4" WASHED - SANDY GRAVEL 1-1/2" WASHED GRAVEL UNCOMPACTED NATIVE SUBGRADE 2 C3.01 4`I I ' " 3) 18 LF 6 DIA )ERFORATED STORM PIPE @ 0 7.5',,.\6N CENTER r FF ITORM DRAIN OUTLET PROTECTION ma m 1:rm -LIZTOP OF SLOPE BOTTOM OF SLOPE - 25.0' . I ) BOTTOM ELEVATION 276.00 r5-'*� (3) SDCO NOTCHED CURB Is , �-1 2 AND SPLASH PAD� �.02 RAIN GARDEN SCALE: 1"=10' TYPE 1 CATCH BASIN W/ SQUARE BEEHIVE DRAINAGE GRATE (BEYOND) PER PLAN nim ni AM 0 UIA Z)LU I I W Z) I UKM UKAIN PIPE PER PLAN ITrIUAL KAIN UAKAN �)LUIIUN ( A E3.01 NTS rIT01 18" RAIN GARDEN SOIL MIX INVERT OF OUTLET PIPE AT BOTTOM ELEVATION OF RAIN GARDEN SOIL WRAP WALLS IN WOVEN GEOTEXTILE FABRIC DRAWN BY DESIGNED BY S j EDMONDI SHEET KWP/TY AJS J, SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS 0 Call 811 WA APPROVED FOR CONSTRUCTION ,CHECKED BY APPROVED BY 0 CITY OF EDMONDS EDMONDS, WASHINGTON jg,- two business days 1601 5th Avenue, Suite 1600 jj r in TJ TJE before you dig Seattle, WA 98101 DATE 206.622.5822 DATE: RESUB 05/27/2015 www.kpff.com 4 GRADING AND DRAINAGE ENLARGEMENTS JUN 18 2015 C3.03 S C A L E: lq3ff IT BY: — Tlg��nZd - BUIL ON LITY ENWEERINg DFASION SCHML AND DETAILS TDy1N0QFDEEDP M NT NO. JOB No. :114407 MAORT ND! DATE BY CHID. APPR. REVISION AS SHOWN cl I 1 11 D I ST R I CT FOR PERMIT 9 C) I Of LU 2� U) (D LLJ 0 V) r') V) CD C-D w LLJ Cf) LLJ E 0 CD >< Ln 3 E C,4 C) -7-5*1r+516.63, 41.06' RT 16+00 PARKING LOT CONTROL POINT 17+00 18+00 SLL NOIUi 12 660.16 IREF.3 (660.23 M) [�V�(1319.9 =,�V2 1319.95 REF2 STA 16+32.49, 13.25' �T AND 13. r 9 B 6TH A AND GUTTER PERCOE Y69 C7 0 tZ.0_ANU_A3r_l1ALL_WA1 K-RA T .. .. .. .. .. P COE:VZE2.12 (MATCH EX cTA 17+07.4 :13.02' RT/1, END CURB AND GUTTER AND '7 AS LT -WALKWAY_ (MATCH �X r8 RAMP PAVING ENLARGEMENT �C4.02� LANDSCAPE AREAS (TYP) S1W t6F47.89, 8M RT < ..... ....... . . . . . . . . . . ..... END PEDESTRIAN HANDRAIL / "X ' / 7 '- 7 7 7 7 7 /_5 VERTICAL CURB PER 7-J !A C) A "M - 2F - M2. C) C5 x . . . . . . . . . . . . . . . . . . . -------------- . . . . . . . -H ---------- 4 - 4 A4 U I C C4 4 STA 17+50.1 73.87' RT. ---BD VER11CAI CURB VEftCAt----" ASPHALT PAVING T�P-E-RDOW C5)- CURB WING A" 1: 1 .777. CIZ ------------- A, I IN PROPERTY LINE (TYP) 47W, P9.3 0 299:95--C- 'A STA 19+69.92, V.8 END VERTICALAURB (MATCH EX)// FATCH EX T 4 SAWCUI 21+00 1 106TH AVENUE CD //1 hy STA 21+16.90, 88.92' RT - TAPER DOWN VER11CAL CURB WING AT 1: 12 (MATCH EX ASPHALT CHANNEL) 8 _�DRIVEWAY PER COE �STD E2.27 -01 STA 20+80.39, 125.82' RT TAPER UP VERTICAL CURB AT 1: 1 A A�d . .. / . . 11 . I . . . --- �_-' . /.'. * / . ... */ '. */ '.' */ '' */ " */ ' * I/ ' / " -/ , , '/ , / ..' I- I �C7.01/COE STD E2.10 (TYP) STA 16+7383 107.56 RT ..... . ............. .. . 1 VER11CAL CURB A VER11CAL CUROCONTROL PONT CEMENT CONCRETE lop-, . -7 SEE NOTE 14 SIDEW TAPER DOWN VER11CAL STA 20+68.39, 125.82' RT K'3 7-7 ALK ALK PER COE STA 17+50.00, 143.27' RT STA 18+91.39, 101.60' RT A 116+95. \C7'01� STD E2.13 CURB AT1:1 VERTICAL CURB CONTROL POINT PER COE STD E2.13 VERTICAL CURB CONTROL POI STA 21+16.65 i 75, RT- 140.91' RT STA 17+93.37, 107.34' RT STA 15+96.75, 107.56' RT VERTICAL WOOD CHIPS PER VER11CAL CURB CONTROL POINT STA 18+81.56, 102.17' RT KO'4 END VER11CAL CURB BEGIN VERTICAL CURB PER CONTROL POINT LANDSCAPE PLANS. ASPHALT PAVING TAPER DOWN VER11CAL CURB WING AT VERTICAL CURB CONTROL POINT (TYP) STA 17+83.55, 107.90' RT A 2 X VERTICAL CURB CONTROL POINT COE STD E2.10 (MATCH EX) \C4.02/ 1: 12 (MATCH EX ASPHALT CHANNEL) + .97, 1 -nr 65.82' RT STA 15+80.48, 168.87' RT - 6" VERTIUAL CU B r1f-^L1 %1rn'nf%A ^i inn nrn ADNIKIn rKin i/pp -Ai mpp WATr� ry) _j OLVIN Vr_R11%j/iL WREJ FLR rr Ur1k1%%jV11Lj ------- - - - - -------------------- ---- PRO LANDSCAPEISLAND 3TA 17+07.96 152 76 COE STD E2.10 (MATCH EX) -41 R STA 17+34.31, 157.06' RT 6 - 14+00 PER COE STD E2.1 0 15+00 CO* REINSTALL PLAY GROUND 106TH A, VEfidL CGR NTRE L (TYP) NUE NT___ EQUIPMENT, SEE DETAIL 2 ON N01'06'38"E D NZLAND_WmG SHEET C4.03 FOR FOUNDATION PE ESTR STA 16+94.559 C4.01 A STA 17+08.08, 165.81' RT LANDSCAPE (TYP) A31PHALT PAVING N� INFORMATION. 178.38' RT BEGIN VER11CAL CURB PER CEMENT CONCRET15 SI EWALK PER END EXTRUDED COE STD E2.10 (MATCH EX) COE STD E213 Fo! � HUTTLE AND CURB 2' WIDE DETECTABLE?e7".'N ADA PICK-UP/DRd/. ]:PPJ- FF WARNING SURFACE C7.01� 0 CUR FLUSH WITH RT /* �,,�STA 14+81. 06' RT X �C4.03� SU !OUN G rT� ffy/, G R"A F ,,,,%R0G LOT 0 OL EXTRUDED CURB PER FU P0 R8 COE STD E2.7 �C7.01� X C 25.0' 'w t 150; 65.0' r STA 15+70.14, 237.90' RT BEGIN VERTICAL CURB PER COE STD E2.1 0 (MATCH EX) VERTI&L''66-RB CONTROL POINT STA 16+33.05, 2 VERTICAL CURB ( ' RT OL POINT rKtUAbl WHttL Z)lUr 'f.m' 00 (TYP OF 11) C4.02/ BEGIN VE L CU PER COE STD E2.1 0 31M 10-rJ4.JJ, 4't4.J/ Al kMAIUH LA) SAWCUT (TYP) PARKING LOT CONTROL OINT STA 16+07.30, 248.00' RT END PEDESTRIAN HANDRAIL e'00_4� ASPHALT PA NU I YF - - - - - - - M C4.02 L - -Ij . . . . . . 6" VERTICAL CURB AROUND I V RTICAL C LANDSCAPEISLAND PER E.".'J" C:)E[7 E2.1 TYP R1 6 A 1. �-- . i, COE STD E2.1 0 A q n' 4� 'X '0z m m c) 00 C) 4 SEE NOTES 12 AND 13 N.) f M C) (j) Co F- C, CD M 4- z ) CA p ! mcj) "J CA 0.0 STA 16+07.30, 151.67' RT 000 0 BEGIN PEDESTRIAN ANDRAIL le'4 PER COE STD E8.8. �C7.02/ oe R3 --- ------------------- 1.5' EDE DETECTABLE 7 !?0 WARNING SURFACE C7.01 fTYP OF 3) L 'CEYENT CONC TE STA 16+94.55, 271.89' RT STA 16+64.55, 28 .39' RT 3 BEGIN EXTRUDED CURB PER I P 4 TA 5+09. EGIN PEDE-STRIA� COE STD E2.7 ru CONCRETE RAMP 4.02 7.02 PEDESTRIAN ISLAND PAVING CENTERED ON DR AISLE MR POE STD E8 1- T_ ';(A I P 1 1 o' 1 C4.01 PAVING NOTES LEGEND: 1. SEE SHEET GO.02 FOR GENERAL NOTES. 9. SEE SHEET IL1.01 FOR LIGHT LOCATIONS. PROPERTY LINE ................ ............ ............ ... =.*.,.,.,.,.,.*.,.*.*.*::.*.*.,=.*.'.*.*.'.'.=......:. ......................... ASPHALT PAVEMENT (4/C4.02) 2. SEE SHEET CO.01 FOR MASTER SITE PLAN AND OVERALL SITE CONTROL 10. SEE SHEET C7.01 FOR COE STD DETAILS. APPROXIMATE LIMIT OF CONSTRUCTION LAYOUT. A CONCRETE SIDEWALK (3/C7.01) 11. LOCATION OF PLAY GROUND EQUIPMENT IS AT CENTER OF STRUCTURE. EXTRUDED CURB (4/C7.01) 3. SEE SHEET 1-1.01 FOR LANDSCAPE PLANTINGS AREAS. 12. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL VER11CAL CURB (5/C7.01) LANDSCAPE AREAS (SEE LANDSCAPE PLANS) 4. SEE SHEET C5.01 FOR HORIZONTAL CONTROL TABLES. WORK WITHIN THE CITY RIGHT-OF-WAY. 5. ALL STATIONS AND DIMENSIONS ARE TO BOTTOM FACE OF CURB UNLESS 13. CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN FOR ALL WORK CURB WHEEL STOP (2/C4.02) OTHERWISE NOTED. WITHIN THE RIGHT-OF-WAY TO THE CITY OF EDMONDS PRIOR TO - - - - - - - - SAWCUT LINE CONSTRUCTION. 6. ALL CURB LINES ARE PARALI EL OR PERPENDICULAR TO THE CONSTRUCTION CHAIN LINK FENCE BASELINE UNLESS NOTED OTHERWISE. 14. CURB DROP IS INTENDED FOR MAINTENANCE ACCESS TO FIELD. PROVIDE SMOOTH TRANSITION FROM TOP OF CURB TO LAWN FOR THE EXTENT OF THE HANDRAIL 7. ALL CURB RADII ARE 3.0' UNLESS OTHERWISE NOTED. CURB DROP. COORDINATE CURB DROP WITH INSTALLA11ON OF CHAIN LINK GATE PER SHEET L1.01 AND DETAIL 2 SHEET 1-1.02. CURB RAMP TYPE 0 10 20 40 8. SEE SHEET C5.01 FOR STRIPING PLAN. I inch = 20 feet pow- To AOW41.1 mAl 'ptow 101z -r16p_. 4ff, ftjWSri a.5ffiW1 aV Mf 4010iV S/AlFi5r, DRAWN BY DESIGNED BY EDMONDS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS A APPROVED FOR CONSTRUCTION ie WA 5) ' V Call 811 V;e CITY OF EDMONDS EDMONDS, WASHINGTON CHECKED BY APPROVED BY 0 two business days My" 1601 5th Avenue, Suite 1600 Um TJE TJE before you dig Seattle, WA 98101 DATE: lult 4411z' RES DATE 206.622.5822 4 JUN 0 1. 2015 05/27/2015 1 www.kpff.com 42 64 Byr�ffl& PAVING PUN C4*01 S C A L E: IST llundz BUILDING DEPAVII14EWI NO. DATE BY CHD. APPR. REVISION JOB No. :114407 AS SHOWN IONAL el I Y LNGINFERING DI ION SCHODL 01-ry OF F-DM,,ND6 . . . . . ............. .... 13 1 S T R I C T. FOR PERMIT CN cn 4=1 < E lu w -0 a 0 cn cn (n ,!: ED Tz: uj cn r"i I En E w >1< ON GRADE EXIS11NG FENCE 1/2' DIA SCREW ANCHOR, (1) EA CORNER EXISTING PLAY GROUND-----, 20'x8' STORAGE SHED -CENTERED ON SLAB STORAGE SHED CENTERED ON SLAB 6" CLR ALL AROUND 6" CONCRETE SLAB ON GRADE NTH SECTION A -A #4 0 12- OC EACH WAY CENTERED IN SLAB NOTES: 1. CONCRETE SHALL BE CLASS 3-3000 PSI. 2. LOCATION OF SLAB AND STORAGE SHED IS AT CENTER OF STRUCTURE. STORAGE SHED ENLARGEMENT NTS RAMP LANDING 5 SEE NOTE 3 1/2" EXPANSION CURB RAMP CURB JOINT (TYP) MAX CURB RAMP CURB Q Q 00000 �)OOOOOOO 0000000( 1) r) r) n n n n n DETECTABLE WARNING SURFACE :z RAMP LANDING, SEE NOTE 3 PLAN CO.01 CURB RAMP CURB 1 V. 12H SLOPE (MAX) GRADE BREAK (TYP) CONCRETE SIDEWALK TOP OF PAVEMENT _ _ _ _ =�_f /I i. CURB RAMP DETECTABLE WARNING SURFACE SECTION A -A NOTES: 1 . SEE COE STD E2.16 (DETAIL 6/C7.01) FOR GENERAL CURB RAMP NOTES. 2. SEE COE STD E2.23 (DETAIL 7/C7.01) FOR DETECTABLE WARNING SURFACE DETAILS. 3. RAMP LANDINGS SHALL BE 2.0% MAX IN ANY DIRECTION. 4. SEE SHEETS C3.01 AND C3.03 FOR RAMP GRADING INFORMATION. MODIFIED CURB RAMPS R1.R8-,R9 t/ �5 NO. DATE BY CHD. APPR. NTS REVISION C4.01 - - - - -- - - - - - - - - - - - - - - - - '00 #3 BARS (2) p 1.0' 1.0' 2.0 2" CLEAR (TYP.) ELEVATION 61 9-- MAX. 6" MIN. PLAN PRECAST CURB BUMPER 5" 2 1/2 2 1/2 RECESS BAR 1" AND PLACE ATTACH NTH NON -SHRINK #3 B RS (2) #6 BAR (2) GROUT AROUND co BAR TO FILL 10" MAX. RECESS. 8" MIN. ATTACHMENT DETAIL NOTES 1. THE NON -SHRINK GROUT USED TO ATTACH THE PRECAST CURB SHALL CONSIST OF 3:1 SAND AND CEMENT. GROUT TO A DEPTH OF 1" FROM THE TOP OF THE BUMPER. 2. LOCATIONS FOR WEEPHOLES, AND V-SLOTS SHALL BE IDENTIFIED ON THE DELIVERY ORDER DRAWINGS. 3. CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. RAMP LANDING, SEE NOTE 3 VERTICAL CURB A7 DETECTABLE WARNING SURFACE PRECAST WHEEL STOP NTS CURB RAMP CURB 1" RADIUS PLAN CURB RAMP CURB RAMP LANDING VERTICAL CURB 15-0" (MIN) LANDIN 1V*.12H SLOPE (MAX) CURB RAMP SECTION A -A RAMP LANDING, SEE NOTE 3 1/2' EXPANSION JOINT (TYP) CONCRETE SIDEWALK GRADE BREAK (TYP) NOTES: 1. SEE COE STD E2.16 (DETAIL 6/C7.01) FOR GENERAL CURB RAMP NOTES. 2. SEE COE STD E2.23 (DETAIL 7/C7.01) FOR DETECTABLE WARNING SURFACE DETAILS. 3. RAMP LANDINGS SHALL BE 2.0% MAX IN ANY DIRECTION. 4. SEE SHEETS C3.01 AND C3.03 FOR RAMP GRADING INFORMATION. MODIFIED CURB RAMP R7 1 "ABOVE - PAVEMENT 91 < '110-10 NOTES: 1. CONCRETE SHALL BE CLASS 3 - 3000 PSI. 2. DRIVEWAY SHALL HAVE A FULL DEPTH EXPANSION JOINT NEAR THE CENTERLINE OF DRIVEWAY. 3. DRIVEWAY APRON SHALL BE A MINIMUM OF 6" THICK AND SHALL BE PLACED ON 2" OF 5/8" CSTC AND COMPACTED GRADE. 4. DRIVEWAY SHALL HAVE A MAXIMUM SLOPE OF 1:12. 5. ALL CHANGES IN LEVEL ACROSS JOINTS SHALL BE FLUSH WITH A MAXIMUM DIFFERENCE IN ELEVATION OF )f6 INCH. m C) uj C.) -cc u_ m Y2"EXPANSION JOINT VERTICAL CURB PER COE STD E2.1 0 )�"EXPANSION ASPHALT PAVEMENT VER11CAL CURB PER JOINT COE STD E2.1 0 SECTION A -A CONCRETE RAMP 1/2" RADIUS 6" I ; )M , _4,�. VARIES FROM 4 6" TO 0" 2" MIN CRUSHED SURFACING TOP COURSE APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY'ENGINEERING DIVISIOV- NTS 1 RADIUS CONCRETE CURB RAMP VARIES / SEE PLAN /V, - 4 4- 1/2' PREMOLDED JOINT FILLER 3 C4.01 7 COMPACTED SUBGRADE ASPHALT PAVING NTS 17+00 - - - - - - - - STEEL PIPE 3.0'1 r< tZHANDRAIL (TYP) �; F Of 6.0' (TY6 i- -i 24.0 C*4 RAMP LANDING, SEE SHEET C5.03 FOR GRADING ov INFORMA11ON 0 0 o 1 STA 16+59.20, 64.17' RT TAPER DOWN VER11CAL CURB R7 AT 1: 1 STA 16+64.98, 65.77' RT TAPER UP VERTICAL CURB AT 1: 1 0" VERTICAL CURB FLUSH WITH PAVEMENT RAM P PAVING ENLARGEMENT NTS C4.021 1 =10' CONCRETE STAIRWAY, 7 EQUAL R \C4.03/ ISES DMOND11 M ME= I SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS EDMONDS, WASHINGTON R E, 8 U B JUN 18 2015 PAVING DETAILS ;CH(0)L BUILDING DEPARTMENT OITY OF EDMONDS 'I STR I CT SHEET C 4.0 2 1 C1111 C� co _r3 0 0 V) V) C> 'd- T 8 CD LU LLj E >< U--j 45 E; E CN (U C) NOTES: 1. STEPS IN FLIGHT MUST HAVE UNIFORM TREAD RUNS AND UNIFORM RISER HEIGHTS NTH TOI FRANCE OF ±3/8 2. TREADS SHALL BE 11"MIN, 12"MAX. RISERS SHALL BE 5"MIN, 7"MAX. 3. REINFORCING STEEL SHALL BE ASTM A615 GR 60. 4. CONCRETE CLASS CL3000. 5. LANDINGS SHALL BE 0.5MIN, ADJACENT RAMP LANDING MAY BE PART OF LANDING IF SLOPE CRITERIA AND SETBACKS FROM HANDRAILS ARE MET. 6. TREAD SURFACE SHALL HAVE GROOVES AT THE NOSE FOR TRACTION. 7. REMOVE BOTTOM RAIL FROM STEEL PIPE HANDRAIL FOR STAIRWAY SECTIONS. CON11NUATION OF HANDRAIL (PER PLAN) 1/2- EXPANSION JOINT RAMP LANDING STAIRWAY 12"MINI I MI 12" r3'��STEEL PIPE - �C4.03/HANDRAIL, SEE NOTE 7 Mrp 1;'—n"Tn 7'—q"MAy' STA RWAY DETAIL A J GRADE LINE #4 TYP @ O'_1 f0c #4 6141 @ 2$—O"OC GRADE POINT RAMP 6" 6 it STAIRWAY LANDING MIN 6'-0" MIN 1 $—of) - 5-0 7'—O"MAX - A A 6" 6 CONTINUATION 00 06 OF HANDRAIL (PER PLAN) C) 1 I —on MIN _ 16.0�_ 061 5% 0.5% 00 — 5% (MIN) (MIN) (MIN) —d c:) Y29"R co EXPANSION JOINT #4 BARS @ 0 oc iQ7 GRADE POINT #4 6'-6" @ 2'—O"OC SEE DETAIL A 4" SIDE VIEW 6.0", MOUND FOR 41.. . 4 SEE DETAIL B 2Y;STD STEEL PIPE -------- 1 DRAINAGE GRADE LINE -- - #4 TYP @ 0 —11" OC (TYP) 16 GA GALV STEEL #4 6f-61' @ 21-0" Oc SLEEVE 06 #4 REINFORCING #4 REINFORCING 00 .4 1d.A . U BAR AT EACH POST U BAR AT EACH POST d SEE DETAIL FOR STEEL SEE DETAIL E 4.0' HANDRAIL NON —SHRINK GROUT NON —SHRINK GROUT 4Y; SLEEVE DETAIL A DETAIL B CONCRETE STAIRWAY NTS 2"0 EXTRA STRONG STEEL PIPE POSTS (1"0 C4.02 U-) TOP OF GRIPPING RAIL CW WIDTH AS SPECIFIED 0.5% (MIN) -------- Z' 4 < COMPACTED SUBGRADE it —of) SECTION A -A 1. RAILING SHALL BE HOT DIP GALVANIZED AFTER FABRICATION 2. ALL POSTS SHALL BE PLUMB AND RAILS PARALLEL TO THE GROUND 3. PIPE MATERIAL SHALL CONFORM TO ASTM A 53 4. REINFORCING STEEL ASTM A 615 GR 60 5. IF THE CONCRETE WALK SLOPE IS 5% OR GREATER A GRIPPING HANDRAIL IS REQUIRED 6. PIPE DIAMETERS SHOWN ARE "NOMINAL" DIAMETERS AS GIVEN IN AMERICAN INS11TUTE OF STEEL CONSTRUCTION MANUAL STEEL PIPE HANDRAIL NTS 3 C4.02 DRAWN BY DESIGNED BY KWP/TY AJS 0 Call 81 CHECKED BY APPROVED BY 0 two busin 1601 5th Avenue, Suite 1600 ess days TJE TJE before yo Seattle, WA 98101 DATE 206.622.5822 www.kpff.com 05/27/2015 lq* S C A L E: J 0 B No. :114407 NO. DATE BY CHID. APPR. REVISION AS SHOWN a ; "ku h \0 �s�&4 io� , - 2"0 STD SEEL PIPE POST OR � 2-0 EXTRA STRONG STEEL PIPE POST RIPPING HANDRAIL (1-0 ID STEEL PIPE) SEE )TE 5 1) STEEL PIPE 413 DETAIL B, 2"0 STD STEEL PIPE IOST OR � 2 of 0 EXTRA STRONG ')TEEL PIPE POST GRIPPING HANDRAIL (1 it 0 STD STEEL PIPE) SEE NOTE 5 0 D TEEL PIPE SECTION B—B 2 0 STD STEEL PIPE POST OR 2"0 EXTRA STRONG STEEL PIPE POST GRIPPING HANDRAIL (1-OSTD STEEL PIPE) SEE NOTE 5 c DETAcIL C 2"0 STD STEEL PIPE POST OR 2"0 EXTRA STRONG 19 - -----."`SEEL PIPE POST nm r�r SECTION C—C GRIPPING HANDRAIL -0 STD STEEL PIPE) (1 SEE NOTE 5 _O" 3 0-1 DETAIL D TtNn nr C11 A n A -r WOOD CHIPS PER \NDSCAPE PLAN 4.5'xlO' CONCRETE SLAB WITH #5@12' O.C. EACH WAY CENTERED IN SLAB PLAY FOUIPMENT FOUNDATION DETAIL 1/2' RADIUS (TYP) CONCRETE SIDEWALK PER PLAN 4 2" MIN CRUSHED SURFACING TOP COURSE NTS UNCOMPACTED SUBGRADE 2 C4.01 3/8" PREMOLDED JOINT FILLER (TYP) ASPHALT PAVING PER PLAN 0" CONCRETE FLUSH CURB NTS _0� E E 4 C4.01 SHEET C4oO3 fml�_ 0- C� ,I- C-3 .21 a) (D 51 Cn CD 0 Q) CD CD Lj NO C4 Cl- m Cl- co I fl� w Cn CD r:,: LO E _:.3 LL.j LLJ V) LLJ U =3 MR11 7 / 7 7 7 77 7 777777-7-/7/7Z BASE BID SAWCUT LINE (TYP) ADD—ALT #1: SAWCUT LINE (TYP) — — — — — — — — — — — — — — — — — — — — r L— — — --- — PAVING NOTES 1. SEE SHEET C4.01 FOR PAVING NOTES. Eli �11;��' -?'-I I" �Nll I Y11/1 LEGENP: PROPERTY LINE — — — — — — — — BASE BID SAWCUT LINE ---------- ADD—ALT #1: SAWCUT LINE ADD—ALT #1: GRIND AND ASPHALT OVERLAY ............ 00 00 co cli 0% _r� 41 ;:0 m m Cn CD N3 co M mCD 'N C% PQ (7) CA M p ,&Raft.. 1 -en4-- Allamm.— mww� 0 10 20 40 momma.- 1 inch = 20 feet DRAM BY DESIGNED BY S j TION EDMONDS SHEET K WP /Ty AJS APPROVED FOR CONSTRILIC SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS 0 Call 81 WA C, CHECKED BY APPROVED BY 0 two business days 1601 5th Avenue, Suite 1600 CITY OF EDMONDS EDMONDS, WASHINGTON TJE TJE before you dig Seattle, WA 98101 DATE 206.622.5822 DATE: =Suw www.kpff.com ItAs 05/27/2015 1Tff '?Z', 64 BY. Is ADDITIVE ALTERNATIVE -GRIND AND OVERLAY 0"I C4e04 S C A L E: V GIST.- 0m_V1 a OEM' DS JOB No. :114407 ORAL CITY ENGINEERING DIVISION SCHODL auto' I! �ItIOF 600 NO. DATE BY CHID. APPR. REVISION AS SHOWN wm DISTRICT FOR PERMIT F- Ui Cf) a) LLJ C:) C, CY) T LLJ u) =3 0 LLJ E o W >< LO E 0- 4 -7 18+00 479t, R9.3 20+00 1 21+00 1 16+00 1 1[95 REF.2 (1319.94 M, 131�.62 P) H AVE. W. STA 16+36.13, 71.56' RT- END MI T STRIPE lz�. & �7 - -\\-379.957 I-- Uj TYPICAL 900 PARKING STALL �C5.02j 16 STALLS CD C-> @ 85A 6.51 '(TYP) STOP BAR - - - - - - - - - - - - - - - - - - - - - - b d - - - - - - -CS, b 6 . . . . . ............ S9 TRAFFIC ARROW CENTER ON�: 1�4 STA 16+64.69, 97.56' RT DRIVE AISLE (TYP OF 4) -,oEND PAINT STRIPE /I - - - - - - - - - - -- 5 CR fSWALK B RS 0)PEDESTRIAN SYM 2(TYP OF 3) ir-n n-1 EXTEND 4" SOLID WHITE FOG LINE STRIPING (MATCH EXIgnNG) 11L //1 & 5' CROSSWALK BARS BEGIN PAINT STRIPE (MATCH CURB CONTROL POINT) 77': BEGIN PAINT STRIPE (MATCH CURB PC) END PAINTED CURB AND FIRE LANE STRIPING rf -P-31 . ....... ..... .. . . ............... - Nk 11 660.16 REF.3 (6EO.23 M) ND & & //z ZzL PROPERTY LINE (TYP) /h //z //1 & 299.95 C TRAFFIC ARROW CENTER ON r2*'� �C5.02� DRIVE AISLE (TYP OF 4) FILL IN AREA BETVEEN STALLS NTH "NO PARKING' STRIPING 1 00 7 STALLS 9 STALLS @ 8.5x z STALLS ii--85xi cli ---7 B. 1A /-IP5 6 ::;!11::1'A�BEGIN PAINTED CURB TYPICAL 60* AND FIRE LANE STRIPING, PARKING STALL �C5.02/ SEE NOTE 10 STA 17+05.58, 142.02' RT BEGIN CENTER PAINT STRIP STA 17+07.96, 152.76' RT END PAINT STRIPE, MATCH CENTER OF ---- - --------------- - - -- - ---------------- PAINT STRIPE TO FACE OF CURB 14+00 PROPERTY 5' CROSSWALK BARS BEGIN PAINTED CURB �C5.02� AND FIRE LANE STRIPI SEE NOTE 10 r. TRAFFIC ARROW CENTER ON DRIVE AISLE (TYP OF 6) ,"'(TYP) 15+00 N01'06'38"E 131 STOP BAR 106 P7 ADA PARKING 8 ENLARGEMENT C5.02 S2 --'NS 14+40.00, STA 15+06.19, 8.5 5 35 1 T 71.56' RT BkE N EN LANE BEGIN PAINT P NOTE 11 STRIPE M TRAFFIC Ag, W CENTER ON DRIVE AISLE (TYP OF 2) 17111L LANL SIRIPING < TRAFFIC4ROW STA 14+64.22, 78.30' RT CENTER ON DRIVE 7 - - - - - - - - - C) -PAINT-STRIPE-GONTROL MINT AISLE (TYP OF 4) END BROKEN LANE STRIPE 7;`BEGIN;�SW PAIN S' M 'JH CURB TANGENT - - - - - - - - - - - - - - - - - - - - OF RS - - - - - - - - - - - 8' 1CR SWA L R- F STA 16+36.05, 62.79' RT C5. CENTER "ONE W Y" PAINT, SEE STOP BAR (rfP OF 2) NOTE 12 STRIPING AND SIGNAGE NOTEIS: 1. SEE SHEET GO.02 FOR GENERAL NOTES. 10. ALL CURBING ADJACENT TO FIRE LANES SHALL BE PAINTED YELLOW, UNLESS OTHERWISE NOTED. YEH OW PERIMETER STRIPING SHALL BE PLACED 12 INCHES 2. SEE SHEET CO.01 FOR MASTER SITE PLAN AND OVERALL SITE CONTROL FROM ALL PAINTED CURBING. PERIMETER STRIPING SHALL BE SOLID, 4 INCHES LAYOUT. WIDE, AND MARKED WITH THE WORDS 'FIRE LANE - NO PARKING" AT INTERVALS NOT EXCEEDING 100 FEET. WORDS SHALL BE 12 INCHES HIGH AND 3. SEE SHEET C6.01 FOR HORIZONTAL CONTROL TABLES. AOO 4t(14 YELLOW IN COLOR. MATCH EXISTING PERIMETER STRIPING AND CURB PAINTING AT TRANSITIONS. 4. ALL STRIPING IS PARALLEL. OR PERPENDICULAR TO THE PROJECT BASELINE UNLESS OTHERWISE NOTED. 11. BROKEN LANE PAINT STRIPE SHALL BE 4" WIDE 10' LONG STRIPES PAINTED 5. ALL STATIONING AND DIMENSIONING ARE TO, CENTER OF STRIPING, UNLESS WHITE, SPACED AT 5' INTERVALS. OTHERWISE NOTED. 12. "ONE WAY" PAINT LETTERING SHALL CONFORM TO MUTCD STANDARDS. 6. ALL STRIPING RADII ARE 3.0 FEET, UNLESS OTHERWISE NOTED. 7. ALL DIMENSIONS MARKED WITH AN ASTERISK (*) ARE FOR REFERENCE ONLY. 8. ALL STRIPING SHALL BE 4" SOLID MITE PAINT UNLESS OTHERWISE NOTED. 9. SEE SHEET C4.01 FOR PAVING PLAN. 00 V) C6 25.0' 8.0' 1 15.0 18.0 24.0' 5.0' I N11 r - - - - - - - - - - TRAFFIC ARROW CENTER ON DRIVE AISLE (TYP OF 3) END PAINTED CURB AND VA 19+69.86, 65.1/y T END PAINT S/TR/IPE "NO PARKIN STRIPING PROPERTY LINE 4" SOLID PAINTED STRIPE SIGN Qk, ADA PARKING SYMBOL (8/C5.02) TRAFFIC DIRECTIONAL ARROW (2/C5.02) ammmmm STOP BAR (4/C5.02) CROSSWALK BAR (1/C5.02) "NO PARKING" STRIPING (5/C5.02) I I Cl) 1 06TH AVENUE I CD 0z m m Ln STA 21+01.58, 114.83' RT END PAINT STRIPE S5 Z4, 00 m z: mC) STOP BAR S6 C5.02� Cli m z: ICA Amftmm. 0 10 20 40 1 inch = 20 feet DRAWN BY DESIGNED BY EDMONDI SHEET AJS 41 KWP TY S j APPROVED FOR CONSTRUCTION SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS 0 Call 811 rj WA CITY OF EDMONDS EDMONDS, WASHINGTON CHECKED BY APPROVED BY 0 two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA 98101 DATE: 206.622.5822 � R"e- Swim DATE WWW.kpff.com 64 1 C5901 05/27/2015 IST BY. STRIPING AND SIGNAGE PLAN S C A L E: IONAL " % Afqwta IONAL tKIREERING DIM, log SCHUDL NO. DATE BY CHID. APPR. REVISION J 0 B No. :114407 AS SHOWN I DISTRICT FOR PERMIT 12" (TYP) C) �21 C:, a- LO ED 5 6 (TYP) TRAVEL LANE 6 12" (TYP) 10" ELLIPSE "B" AXIS V-6" ELLIPSE "A" AXIS CROSSWALK WHITE THERMOPLASTIC TORCHDOWN BARS CONFORMING TO MUTCD STANDARDS (TYP) NOTE: 1 CROSSWALK CENTERLINE SHALL BE PERPENDICULAR TO TRAVEL LANE CENTERLINE. CROSSWALK BARS NTS .0. 4!' SOLID WHITE PAINT STRIPE (TYP) TYPICAL NO TARKING STRIPING SCALE: NTS TYPICAL 60-DEGREE PARKING STALL SCALE: NTS C5.01 5 C5.01 CENTER POINT OF ELLIPSES 8 $—on 3 $—off 29-8" 8" r _O" 2 2'-411 ELLIPSE "B" 3'-8" A LLIPSE "A AXIS NOTE: 1 . MARKINGS SHALL BE CENTERED IN TRAVEL LANE. 2. MITE THERMOPLASTIC TORCHDOWN ARROWS SHALL CONFORM TO MUTCD STANDARDS (TYP) TRAFFIC ARROWS PAINT STRIPE OR 4" SOLID MITE PAINT FACE OF CURB (PER STRIPE (PER PLAN) PLAN) 6 C5.01 - (PER WSDOT STD PLAN M-24.40-01) NTS 18.5' WHITE THERMOPLAS11C TORCHDOWN ARROW :2C-4 ELLIPSE "A" SYMBOL & LANE 911311 CENTERLINE ELLIPSE SYMBOL AND TRAVEL LANE ILI'r WHITE TRAFFIC P1 TYPICAL 90-DEGREE PARKING STALL SCALE: NTS 2 C5.01 STAIL C WHITE THERMOPLASTIC TORCHDOWN ARROW CONFORMS TO MUTCD STANDARDS (TYP) ............. . . . . . . . . . . . . . .. ... . ,jX . 1 7 3'-0 NOTE: 1 . GRID IS 4" SQUARE. PEDESTRIAN SYMBOL NTS C14 12" RMV0 MKING SIGN FOR VAN PARKING--/ STALLS MUST CONTAIN THE WORDING "VAN Ui ACCESSIBLE" MUTCD STANDARD R7-8A SLOPE TO NO SIGN MUST CONFORM TO MUTCD STANDARD R7-8 METAL SIGN: BOLT TO PIPE COLUMN W/ U—BRACKETS SIGN MUST CONTAIN ARROW TO THOSE SPACES THAT ARE SHARED 2" SCHEDULE 40 GALV. PIPE THREADED ONE END DRAIN I/ . _. - 7\77 % 2'-2" SCHEDULE 40 _cD :2� GALV. PIPE (EXTENSION) c-j :m THREADED ONE END 4" WELDING STUDS 12" DIA. WELDED TO CONCRETE FOOTING. ADA PARKING SYMBOL EXTENSION ADA PARKING 7 C5.01 DRAWN BY DESIGNED BY KWP/TY AJS CHECKED BY APPROVED BY 0 Call 811 0 -two business days 1601 5th Avenue, Suite 1600 TJE TJE before you dig Seattle, WA98101 DATE 206.622.5822 05/27/2015 www.kpff.com S C A L E: NO. DATE BY CHID. APPR. J 0 B No. :1144 L, REVISION AS SHOWN GN VAN ACCESSIBI F 4" SOLID MITE ADA PARKING SIGN ADA PARKING SIGN PAINT STRIPE (TYP OF 2) GRAVEL PATH, — PER PLAN =u — C, — 7 � I 0 0 o I C) C) 0 0 0 1 C) o , C) G Q 0 0 o 0 0 0 0 -U-) 0 Z) 0 �Z) 0 �Z) 0 �Z) 0 �Z) 0 �Z) 0 Z) 0 �Z) 0 �Z) 0 0 VERTICAL CURB PER COE STD E2.1 0 EQ EQ fc 't. 8.5' 8.5' 5. 0' ADA PARKING SYMBOL --/ -I- (TYP OF 3) (Typ) ADA PARKING ENLARGEMENT SCALE: NTS -8 C5.01 METAL SIGN: BRACE PER WSDOT STANDARD PLAN G-50.1 0-01 SIDEWALK OR LANDSC/ PER PLAN 2 FT WIDE MITE THERMOPLAS11C TORCHDOWN STOP BAR 4" WHITE PAINT STRIPE (PER PLAN) -STOP BAR SHALL MATCH EDGE OF PAINT STRIPE WHERE APPLICABLE STOP BAR SHALL MATCH FACE OF CURB WHERE APPLICABLE CURB PER PLAN NOTES: 1 - STOP BARS SHALL CONFORM TO MUTCD STANDARDS. 2. STOP BARS SHALL BE PROPORTIONAL TO THE LANE OF 'RAVEL. TYPICAL STOP BAR DETAIL SCALE: NTS rFNTFP qlrKI nN Pn(ZT 4 TABLE ON SHEET C6.01 3 )TS NTH MULTIPLE SIGNS -4 C5.01 I TABLE ON SHEET C6.01 FOR PE AND LETTERING SQUARE 12 GAUGE UBE 1'0 CONCRETE. SLOPE TOP TO DRAIN IN LANDSCAPE AREAS. HOLD TOP BELOW PAVEMENT AT SIDEWALKS. SIGN POST DETAIL SCALE: NTS EDMONDS S j APPROVED FOR CONSTRUCTION SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS c�j WA CITY OF EDMONDS EDMONDS, WASHINGTON DATE...imL �m M/.r RESU13 >4 6 - w '', ; JUN 0 12015 IST_ BY. 4 ............................. r111111 STRIPING AND SIGNAGE DETAILS 40NAL 1*_L�ENGINERING DIMSION SCH(DL BUILDING DEPARTMENT __ DISTRICT clTy OF EDMONDS 9 C5.01 SHEET C5*02 FOR PERMIT c -3 Ui GO r- CD t- cn m T C3- r F4 U) n �3 (D E CN cu �2 f-, L�j C:� r- CZ) 0 0 10 LLJ _0 0 cn C:) a) T 0 CD CD CD E ca cn Ln 3 E EZ C= 0 FILTER FABRIC - SECURED TO 2" X 2" 14 GA. WIRE FABRIC EQUAL 2* X 2" WOOD OR EQUIVALENT 81- 12, PLACE 3/4-1.5- WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. RATE U ( CD ZO j cu CONTRACTOR/ DE V ELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE, WIRE MESH SUPPORT F TO SUPPORT FILTER F -BURY BOTTOM OF FILTER MATERIAL 8' TO 12' 6' MAX. 2' X 2' WOOD POSTS OR EQUIVALENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN, CITY.:,OF- "EDMONDS REVISIONS STANDARD DETAIL AVHK'UVEIJ BY 171 L FLTER FAMIC FM FILTRATIONSIVOIS 1890 DATE SCALE DWG NO. -199 7/24/01 NTS E1.1 FILTER FABRIC FENCE NTS 4 ILTER SOCK WITH OVER FLOW HOLES .4 4 THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION PERIOD, SEDIMENT SHALL BE REMOVED ON A REGULAR BASIS TO MAINTAIN FILTRATION EFFECTIVENESS, CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN, :-0 MONDS CITY 0 REVISIONS STANDARD DETAIL AFf-t<IjVL1J I L D. GEBERT� 10102t D. GEBERT 05/19/05 THMMY=ffTWFORCATMU%S 0 0 0 1,99 -1990 D. GEBERT 05/05/06 DATE SCALE DWG NO-E1.3 1/0,/J�, 7/24/01 NTS R. ENGLISF 11/017/1 1 1 CATCH BASIN PROTECTION NTS 2_ C1.01 CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR EXPANSION JOINT 10' DUMMY JOINT 4 .. t . .'4 A d4 .'4 A 4 4 " , . . . q. . * - . .. 'd . '4.: 4 4 A A4 4' -A 'A 4.; A.. 4 ''4 �A A A' 4: 4 4 A 4- 4. . A A 4 .d 10' O.C. 5' O.0 2' MIN. SAW CUT ACP A MIN. OF 2' FROM EDGE OF PLAN GUTTER. FULL DEPTH 1/2" EXPANSION JOINT MATERIAL 2% A A . 4 A 4 =m A A 4 - - 4'. -. 4A. A Da W-11 1�_ _A . ,�COMPACTED UNDISTURBED EARTH OR NATIVE MATERIAL SEC11ON 2' MIN. UNLESS OTHERWISE SPECIFIED SAW CUT BY ENGINEER 2"- 5/8" MINUS CSTC N 0 T E: 1. CONCRETE SHALL BE CLASS 3- 300OPSI 2. CONCRETE SHALL BE BROOM FINISHED 3. SIDEWALK THICKNESS SHALL BE 5-1/2". 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRAIDE CITY.:OF- "EDMONDS REVISIONS AFHHUVED BY _DA I E ffGEBERT STANDARD DETAIL D. 4/27/05 CONCRIETE SIDEWALK Est. 1890 D, GEBERT G B 04/2/07 DATE 7/24/01 SCALE 1 NTS DWG NO. E2.13 CONCRETE SIDEWALK NTS 3 - C4.01 101, 2-1 2 5" 1- /2" R 7, PLACE SCORE MARKS EVERY 10' 1" MAX. SLOPE, 4 -4 4 4 DRIVEWAY WING OR CURB RAMP SLOPE CONCRETE CURB SHALL BE NO LESS THAN 3" IN HEIGHT CONSTRUCT OUT OF ACP PAVEMENT m NOTE: NOT TO BE USED IN R.O.W. EXCEPT TO REPAIR EXISTING EXTRUDED CURBING. 0 -EXTEND PAVEMENT 1.3' FROM THE FACE CURB IF NECESSARY TO SUPPORT ACP PAVEMENT EXTRU DED CURB �CE 6" COMPACTED K5 " CSTC BELOW ACP 8" TrNSION CITY.: -OF' "EDMONDS REVISIONS APPHUVEB By ijAiL STANDARD DETAIL D. GEBERT 06/29/05 CONC. EXTRUDED CURB DATE SCALE DWG NO. ,Est. 1B913 7/24/01 NTS E2.7 EXTRUDED CURB NTS 4 - C4.01 CITY INSP CTIDN REQUIRED DN FDRM VDRK PRICR TEI PDUR. DETECTABLE WARNING PATTERNS DETECTABLE RNING PATTERN AREA ACCESSIBLE RAMP SHALL BE PLIURED SEPARATELY (TRUNCATED DO S) SHALL BE YELLOW. FRDM CURB AND GUTTER. A 13 RAMP 1/2, RAMP SHALL 13E FLUSH 6' MINIMUM CONCRETE CURB AND GUTTER CIJ V47H GUTTER LINE 6-1 OR 16" VERTICAL CURB (TO MATCH ENRON RUNCATED DO S) EXISTING CURBING) SHALL EXTEND PE /2" X 4" EXPANSION JOINT MATERIAL ;;j I _� �_ I - I TO END OF RADIUS. :. -.1 - ' 55' A MIN. MAX. 1-1/l/ ./4' 1 , I CODE EXTRUDED CURB SHALL START A 1 5/8' 2 3/8' 0, CONCRETE CURB AND G T -9V/ COMPACTED SUBGRADE. ADD CRUSHED AT END OF RADIUS B 5/8' 1 1/2' SEE DETAIL E-PS ROCK BASE AS REOUIRED 4.. AN C 7/16' 3/4' FZ V NOMINAL DIMENSIONS > (NEW CONSTRUCTIDN () RADIUS VARIES TRANS11ION SLOPE SHALL SIDEWALK ZD C D 7/8' 1 7/16' 0 1/2- FULL DEPTH EXPANSION JOINT MATERIAL TYPE 2 CURB RAMP BE 1: 12 (TYP) TYPE 2 CURB RAMP SECTION B-1 5' LONG RAMP MIN. cl TRACTION GRID PATTERN 5' LONG RAMP MIN. -4 TACTILE WARNING TEXTURING (SEE DETAIL E-2.15) DETECTABLE WARNING PATTERNS 0 4 b* 71 (TRUNCATED DOMES) (SEE DETAIL E-2.15) CL PAVEMENT DETAIL A 0 o ELEVATION o0oc .0. < SIDEWALK oo.o -.0. NEW CURB AND GUTTER 3.5' oo. -6-5) - A <- gg. IT MAIN/R V WIDE TACTILE STRIP ITIP) o-. DETAIL B INSTALL 1/2' EXPANSION L AM ALL LOCAT113NS ... .... TERIAL (TYPICAL) SI 0 (T IAL) CSTC < 4 ECL LLL LLL \PLACE 1' WIDE TACTILE A <- LLL VIEW B-2 _LL 1' BEHIND START OF RAMP LL LL �o L BE YELLOW, PLACE FULL DEPTH EXPANSION JOINT 0 < L w 'AMP 1/2' BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTFR, IF WING AND C/G ARE NOT POURED AS ONE UNIT 574, CURB/GUTTER AND WING FOR HIGH TRAFFIC LOAD GUTTER MAY BE POURED AS ONE UNIT. SAW CUT AS REQUIRED A B ACP ACP FULL DEPTH EXPANSION JOINTS SHALL BE PLACED IF WIDTH OF OPENING EXCEEDS 15'. 101, REMOVE AND REPLACE ol MIN. MAX. 1 2 Do NOMINAL DIMENSIONS CURB AND GUTTER A 1 3/8' 2 3/8' PLAN I 1`7+�; TRACTION GRID 0 rri-T-r-r-r-r-i SEE DETAIL B R 5/8, 1 1/2' ID C I - ' ZV -1 TRACTION GRID PATTERN NOTES: 5/8" MINUS CSTC C 7/16' 3/4' cl) TACTILE WARNING TEXTURING SECTION A -A 1. FORMS SHALL BE TRUE TO LINE AND GRADE EXIST SIDEWALK D 7/8' 1 7/16' D_ AND SECURELY STAKED. SAW CUT AS REQUIRED 1' TACTILE WARNING STRIP (TYP.) SEE DETAIL A DETAIL A 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT ELEVATION TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET DETAIL B CITY INSPECTIL7N REOL)IRED L7N FEIRM WORK PRI17R TD POUR, AND DUMMY JOINTS EVERY 5 FEET. ACCESSIBLE RAMP 3HALL BE POURED SEPARATELY 4. EXPANSION JOINTS SHALL HAVE 1/2" TO 5/8" WIDE NOTE, NOTEi FROM CURB AND GETTER. CONCRETE SHALL BE CLASS 3- 300OPSI PREMOLDED JOINT FILLER. 5. CONCRETE SHALL BE CLASS 3- 300OPSI. 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, NOTE: CITY ENGINEER SHALL DETERMINE APPLICABLE 00000.00.o600000.00 6. FINISH SHALL BE LIGHT BROOM. CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES. 1. DETECTABLE WARNING PATTERNS SHALL BE YELLOW IN COLOR, SET AND SECURED IN CONCRETE, AND SHALL MEET COMMERCIAL TYPE ENTRANCE BASED ON LOCATION & OTHER oo.0 0�6506 0 7. CURB SHALL BE SPRAYED WITH CLEAR CURING 2. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. THE DIMENSIONS AND SPACING SHOWN. SITE CONDITIONS. COMPOUND OR SHALL BE COVERED AND KEPT MOIST 2. TACTILE WARNING TEXTURING SHALL BE DONE WITH AN EXPANDING METAL GRATE PLACED AND REMOVED FROM WET FOR 72 HOURS. 3, CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN, THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE 8. ALL SIDEWALKS POURED BEHIND CURB IN FOR 72 HOURS. PERPENDICULAR TO THE CURB, GROOVES SHALL BE 1/8' DEEP AND 1/4' WIDE DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A 3. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. DENSITY. CURB RETURN,AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID (DIAMONDS) TO BE USED 4, DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB AS INDICATED RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID (DIAMONDS) TO BE USED AS INDICATED, CURB AND CUTTER SHALL BE POURED THIS TYPE OF CURB SHALL ONLY BE. USED To 5' FOR NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE SEPARATELY FROM THE SIDEWALK. ASPHAL T SURFACE USED AS INDICATED IN DETAIL A. 5. FOR NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE USED AS CITY INSPEC77ON REQUIRED ON FORM WORK REPLACE EXISTING VERTICAL CURBING INDICATED IN DETAIL A. PRIOR TO POUR. T N. 'D CITY-:-OF-EDMONDS -.C.1-TY -0-F-. CITY REVISIONS REVISIONS REVISIONS AFFHUVLD BY BAIE STANDARD DETAIL APPROVED BY DATE STANDARD DETAIL APPROVED BY DATE STANDARD DETAIL REVISIONS STANDARD DETAIL AFFHUVEJJ BY 11AIE D. GEBERT 4/27/05 CONC. VERTICAL CURMI D. GEBERT 10/6/03 CURB RAMP TYPE 4 D. GEBERT 03/24/05 RAMP DETAIL FOR TYPE 3 AND TYPE 4 RAMPS A GEDERT 10/6/03 MULTI-FAMILYI COMMERCIAL HIGH TRAFMC LOAD DRIVEWAY ACCESS D. GEBERT 5/18/06 D. GEBERT 06/27/05 DATE 01 SCALE DWG NO. 18 D. GEBERT 06/27/05 DATE CALE DWG NO. D, GEBERT 04/2/07 (WITH APHALT DRIVEWAY APPROACH) DWG Est. 189Q DATE 7/24/01 SCALE NT WG NO. F-2.10 1890-19130 D. GEBERT 04/2/07 7/24/ NTS E2.117 9 -1 9cjI3 D. GEBERT 04/2/07 7/24/01 NTS E2.23 Est. 189Q DATE 7/24/01 NTS NO. E2.27 MIMES= I m 1 06/27/05- REVISED NOTESj REMOVED TRACTION GRID GRAPHIC 06/27/2005 DELETED GRAPHIC REFERENCING TRACTION GRIDSj UPDATED NOTE 4 8/17/06, ADDED TEXT FOR CLARITY 8/17/06, ADDED TEXT FOR CLARITY, ADDED TWO DETAILS VERTICAL CURB CURB RAMP TYPE 4 RAMP DETAIL FOR TYPE 4 rT� DRIVEWAY NTS NTS NTS C4.01 NTS C4.01 � - �01 � - �01 DRAWN BY DESIGNED BY EDMONDS SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET KWP/TY AJS 0 Call 811 rjy WA APPROVED FOR CONSTRUCTION CHECKED BY APPROVED BY q two business days 1601 Sth Avenue, Suite 1600 CITY OF EDMONDS EDMONDS, WASHINGTON TJE TJE before you dig Seattle, WA 98101 DATE RESUM DATE 206.622.5822 : 05/27/2015 www.kpff.com 4 4 JUN 0 12015 C7*01 .a�IS 01 S C A L E: BY. CITY OF EDMONDS DETAILS LaTY (ENCANIFERING DIAS OF AL SCHWL 61IJILDING DEPAR1VANT NO. DATE BY j CHID. I APPR. I REVISION JOB No. :114407 AS SHOWN I I DISTRICT oily _t)MONUS FOR PERMIT 3RI: C:) C� U) E Q) Uj _r3 0 U0 C=) E fffi: 0 = co cn Ln E; F- c"4 =3 -, >< MAXIMUM TRENCH PAY WIDTH (SEE TABLE BELOW) 4,% ME 2C F R000 AI - 8" MIN 8' MIN SEE NOTE 1 NOTE: 1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE 36" FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER 1 I.D. PLUS 18" FOR PIPE LARGER THAN 12' 3EE STANDARD DETAIL E2.3 BANK RUN GRAVEL FOR TRENCH BACKFILL (1-1/4" MINUS) CSBC PER COE MOD 9-03.19 OR SUITABLE EXCAVATED MATERIAL AS APPROVED BY CITY ENGINEER (SEE NOTE 2 BELOW) BEDDING MATERIAL (5/8" MINUS) CRUSHED PER COE MOD 9-03.16.A.2 (SEE NOTE 2 BELOW) TABLE 1: MAX. TRENCH PATCH PAY WIDTH TRENCH DEPTH MAX PAY WIDTH 1' - 4' 40" 4' - 10' 60" 10' - 20' 72" NOMINAL DIAMETER 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS. FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557. E D --Ty. -0 REVISIONS APPROVED BY DATE STANDARD DETAIL D. GEBERT 07/28/05 TYPICAL TRENCH SECTION D.GEBE T 04/02/07 DATE 7/24/01 SCALE NTS DWG NO. E4.2 R. ENGLISH 10/04/11 1 __ 1 TYPICAL TRENCH SECTION STANDARD TYPE "A" CURB/GUTTER DETAIL (E2.8) 2' MIN SAW CUT NTS \2" CLASS "B" ACP TACK CONC. SURFACE 4" -5/8" MINUS CSTC 2"- 5/8" MINUS CSTC NOTE: PAVEMENT COMPACTION- 91% RICE DENSITY SUBGRADE AND TOP COURSE COMPACTION - 95% (ASTM1557) CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN, CURB/GUTTER FORMS AND SUBGRADE INSPECTION REQUIRED PRIOR TO POURING AND BEFORE APPLYING ACP CITY -E-. D: M. REVISIONS APPROVED BY DATE STANDARD DETAIL D. GEBERT 4/27/05 ASPHALT WALKWAY D. GEBERT 04/2/07 DATE 7/24/01 SCALE NTS DWG NO. E2.12 Est. 1890 ASPHALT WALKWAY NTS REVISION C3.01 5- C4.01 I IL MOUNT HYDRANT PLUMB PROVIDE 3' MINIMUM CLEARANCE AROUND HYDRANT BACKFILL BEHIND WALL WITH 1'-0" MIN WIDTH OF CLEAN, 2H: I V &fAX WELL DRAINING GRANULAR DOUBLE SIDED OWE RAISED PAVEMENT FILL PER MANUFACTURER'S 6' BEHIND BACK OF MARKERS RECOMMENDATIONS 4,,, -MIN, SIDEWALK I 4' STORZ ADAPTER 6" TOPSOIL OR GRAVEL OVER GEOTEXTILE � m E E W w ALIGN VALVE BOX EARS PARALLEL WTH TEE WITH FLANGED x X N N EC C 0 < THE WATER LINE IT SERVES CONNECTION FOR BLOCK CAP GROUTED IN PLACE Hy 1) R AN HYDRANT VALVE: z cu L: FILL IN VOIDS W/ 1/2- TO 3/4 4' MIN 6' MAX - z w w MINUS CRUSHED ROCK OR PER MANUFACTURER'S RECOMMENDATIONS 3' x 3' x 3.5' THICK ;> f=1 13 < 2H. I V &IAX CONCRETE PAD , cq O� 4 < U) ISH GRADE 1 GRADE AROUND HYDRANT ,-FIN m w 1 CY 1-1/2' WASHED ,-CAST ADJUSTAB LE IRON ADJUSTABLE ROCK . 1' MIN ABOVE FL x MJ 6' R.W. VAL X GEOTEXTIL w DRAIN HOLES AND GATE VALVE FILTER FAB ROAD SURFACE/ X �: �- 0 AROUND HYDRANT TO REST INED JOINTS 10 MIL PLASTIC z :2 Ld NE BOTTOM OF DITCH LINE. - MEGA UG OR EQUA BETWEEN BLOCK & B S COVER TOP AND SIDES FROM I YDRANT T TE EE WITH MIRAFI 16ON OR SHY - APPROVED EQUAL. THRUST STAKE BLOCK z 2' MIN CLEARANCE + BETWEEN BLOCKING MIN 6" DIA PERF RIGID DRAIN PIPE CENTERED HORIZ.. IN BEDDING. SLOPE THIS DISTANC C TO DRA N AND ONNECT TO NOT BE LESS THAN STORM DRAIN SYSTEM. LOWER WALL HEIGHT NDISTURBED NATIVE SOIL UTS. PROVIDE CLEANO WITHOUT A PERMIT OR COMPACTED GRANULAR BASE. AS REQUIRED AND A DESIGN BY A LICENSED ENGINEER. PRIVATELY OWNED BLOCK WALLS SHALL NOT BE CONSTRUCTED IN CITY R.O.W. OR OVER PUBLIC EASEMENTS IF WALL ABUTS A PRIVATE DRIVE OR DRIVEWAY, B [A 2' SHY DISTANCE SHALL BE MAINTAINED BETW N T :: W LL THE WALL FACE AND EDGE OF ROAD SURFACE NOTES: 1. MODULAR BLOCK WALLS WITH GEOGRID REINFORCING SHALL BE DESIGNED AND STAMPED BY A STATE LICENSED PROFESSIONAL ENGINEER, IF HEIGHT EXCEEDS 4'.. 2. MODULAR BLOCK WALLS OVER 4"-0" IN HEIGHT AND/OR LOCATED IN A CRITICAL AREA, OR MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZATRD AREA, REQUIRE A BUILDING PERMIT AND MUST BE DESIGNED AND STAMPED BY A STATE LICENSED PROFESSIONAL ENGINEER. 3. MODULAR BLOCK WALLS OVER 3'-0" IN HEIGHT MEASURED FROM ORIGINAL GRADE ARE NOT ALLOWED WITHIN BUILDING SETBACK AREAS. Y -C 17 REVISIONS STANDARD D ETAI L APPROVED BY DATE. D. GEBERT 4/27/05 - MODULAR BLOCK WALL D. GEBE 9/9/05 - DATE [SCALE DWG NO. 789 C30 ERT 4/2/07 4/1/03 NTS E8.12 1 1! - - - - ____ - I � 09/09/2005: ADDED PROVISIONS 707'�TIERED WALLS; CLARIFIED DIMENSIONING / NOTES REVISED: 4/2/07- SCALED DIMENSIONS AND TEXT DOWN TO CORRECT SIZE --MODULAR BLOCK WALL 1( NTS CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR 5-1/2" 1" R 1" BATTER 4 . 4 . I "R 0.05 FT/F 4 4 . . 4 4'- 4 4 4. 4'< 4 18" STANDARD 24" ARTERIAL NOTES: 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS. 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET. 4. EXPANSION JOINTS SHALL HAVE 1/2" TO 5/8" WIDE PREMOLDED JOINT FILLER. 5. CONCRETE SHALL BE CLASS 3- 30OOPSI. 6. FINISH SHALL BE LIGHT BROOM. 7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 8. ALL SIDEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM DENSITY. 6" 5/8" MINUS CSTC -TY C.-I REVISIONS APPROVED BY DATE STANDARD DETAIL D. GEBERT 4/27/05 STANDARD TYPE "A" CURB/GUTTER DETAIL D, GE13ERT 4/2/07 DATE 7/24/01 SCALE NTS DWG NO. E2.8 Es . 0 DRAWN BY DESIGNED BY KWP/TY AJS CHECKED BY APPROVED 8) TJE TJE DATE 05/27/2015 JOB No. :114407 CURB AND GUTTER NTS 2- C3.01 6- C4.01 WA Call 811' 4 two business days 1601 5th Avenue, Suite 1600 before you dig Seattle, WA 98101 206.622.5822 www.kpff.com 27 -1P IST S C A L E: IONAL AS SHOWN FLANGED AND BOLTS UNDISTURBED EARTH CONNECTION 1 'xj X, 12'xl2'x4' CONC. BLK. HYDRANT CONNECTION PIPE TO 1x4' BE DUCTILE IRON CLASS 52, ANY 12'x12 INTERMEDIATE JOINTS TO BE CONC, BILK, .-fHRU�T RESTRAINED BLOCK NrITFS: 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL MODIFICATIONS LISTINGS. 2. CONSTRUCT 3� 3C X 3.5' THICKLICONCRETE PAD AROUND HYDRANT PIPE. X HYDRANTS SE IN ONCRETE REQ IRES AN EXPANSION STRIP AROUND HYDRANT BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS. 3. ALL HYDRANTS SHALL HAVE A 6A BASE TRAFFIC MODEL PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND (1) 4-1/2' NST PUMPER NOZZLE ITH 4' SYDRZ QUICK COUPLING ADAPTER, 4. PUMPER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS, 5. THREE FOOT MINIMUM LEVEL CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT WHEN PLACING LANDSCAPING. 6. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW BRAND, KELLY MOORE (1700-63 SUNBURST YELLOW) 7. RAISED PAVEMENT MARKER TO BE PLACED 4' FROM PAVEMENT C/L OR PAINTED LINE ON HYDRANT SIDE OF ROAD, 'D -N c .-Ty REVISIONS APPROVED BY DATE STANDARD DETAIL D. GEBERT 6/16/03 FIRE HYDRANT ASSEMBLY D. GEBERT 4/2/07 - DATE Est. 1890 7/24/01 SCALE NTS DWG NO. E7.1 R. ENGLISH 10/04/11 FIRE HYDRANT ASSEMBLY APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY- 4� �EN_G1N,4,,Nuny,,WoN 4--Cvfy NTS 3- C3.01 < m _j V) < U) _j 0 Or-- < 0 Ljj CL > Z LA (n §i� (Q Z 00 U) a- 0 U) t7j LL_ 0 V) 0 < (3 C5 Z. Ljj 0 V) -Do _J00 z Ld U) V) (n _j Ld :;Fc _j Ld c"I Off (n m 0 06 0 N 0 V) _j V) 0 _j V) 1-- LL_ 0 Uju) 0 0 z_j E2 z fn < Ljj Z 2,0 _j _j W w _10�1 < m m V)<C,4 (n _j _j 0 < L'j 'z L'm L<, wo w V) 0 _j :r < Ln LEO Li �; wo�- :2 Lt- - _j W _j :c .9� < -TY. C.1 REVISIONS APPROVED BY DATE STANDARD D ETAI L ALUMINUM PEDESTRIAN HANDRAIL 1890-1990 DATE 7/24/01 SCALE NTS DWG NO. E8.8.1 PEDESTRIAN HANDRAIL NTS EDMOND11 SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS in ILM EDMONDS, WASHINGTON SCHML DISTRICT RESUB CITY OF EDMONDS DETAILS JUN 0 12015 BUILDING DEPARrMENT CiTY OF EDMONDS 4 C4.01 SHEET C7.02 I E� 61-, , "38'E 1319,95 REF.2 (1,319.94 N!, 131ku P) M.) K '33, , ' "ic 106'H-1 AVE. 10/. 1\1) 1;13 1") PROPERTY LINE (TYP) CD 106TH AVENUE,,-,, . . .............. ....... . ....... ....... ... .. .. ......... ..... . ............. - --------- A x — ---------- - - ----------- 7 v7 x X X 4e, A X 0I .0 .0 )o EXISTING VEGETATION Xt GETA11ON T .. ..... ... ..... �S, V X UJI J, LLJ M ---------- ------- 1:73 M V------ --------- =F 01 V SEVEN (7) EX. DOUGLAS V FIR TREES TO BE REMOVED EX 3" CALIPER DFrin �k !A,- 4. -0 .:a . 4- :4- .01 4, 00, 4L A + F F X x RP STATE OF IWA S 14 1 N G,r o u G T E R E L6N AR I RT rr,111*12. INC(, 1312. 1 1309 0 13 1% .0 2' F. TYPE V DS, 992 S.F.L'� 7A Q 00000 0000000 0 00000 000001 TH ENGINEEREE 9" DEP CHIPS OVER 'NON :21KILTER FABRICv�/CHIP; To llopu 17PE v LANDSCAPE 296 S.F. C2 -n 944" A EX. 3" CALIPER DECID. TREE TO B REM D + + + + t + + + TREE BE EMO E V ANDS PE 4 V, Y 6 S. -TYPE V LANDSCAPE + + * N 7 I 249 S.F. E V ANDS PE + 6 A6 F6. TYP V L NDSC PE .4, 'd - --A 5P WID14KSTiIAN ACCESS t2o 111 tiMAIN LINN rLNUL 02 8' WIDE DOUBLE SWING 4, % A:j 0 11.02 CF) 1. CHAIN LINK GATE--- 7, -n F . .............. j -�x ;0I 0 -e W �Iri - - - !,; e . . Ipqlll -011 Oil 0 *4r 10'I - TO 'GATE' '7 00, + + + + + FLUS + + + + + + + + 4 +1 + + 56 E.9RB + + + + + 32' + + 4 + + + + + + 4 + + + + + + CONNECT NEW FENCE TO EXISTING FENC� O� CHAIN LINK FENCE CREATE 5' WIDE OPENINGS IN EXISTING FENCE TO ALLOW ADA ACCESS TO FIELD TYPE V LANDSCAPE 239 S. F. CHAIN LINK FENCE Kl� \L1.02/ CHAIN LINK GATE \L1.02/ III 0 0 211-011 \Ll.UZ/ "I NOTES: 1. PARKING AREA: CITY OF EDMONDS TYPE V LANDSCAPE PER CHAPTER 20.13 LANDSCAPE REQUIREMENTS. 2. SEE SHEET L1.02 FOR PLANTING DETAILS. 3. SEE SHEET L2.01 FOR IRRIGATION LAYOUT PLAN. PLANTSCHEDULE NOTE: SEE SHEET 1-1.02 FOR PLANTING DETAILS Trees QMQD Name. WWORM WM Toe I Uadu lComments Tschonoskii Crabapple Malus7schonoskil" 2" ca 1, '13 1 B&B I asshown Ispecimenform Shrubs cmmon.Name Ldh—N-3-ft size Quant Tylat- SO Comments Otto Luyken Dwarf Cherry Laurel Prunus laurocerasus 40tto Luyken' I gal. 244 container asshown Ribes sanguineum Red-floweringcurrent 1 gal. 30 container 36"o.c. Rain Garden Zone 3 Symphoricarpos albus Snowberry 1r gal. 45 container 36" o.c. Rain Garden Zone 2 G Itheria shallon Isaial 1 gal, 35 container 1 36" o.c. lRain Garden Zone 3 HATCH SYMBOLS Grasses Ir V V V RAIN GARDEN ZONE 1 1++++++++ A A A A RAIN GARDEN ZONE 2 RAIN GARDEN ZONE 3 Bromus carinatus California Brcmetush 2" plug 190 2"plug 12" ax, Rain Garden Zone 3 Festuca ovina'glauca' Idaho Blue Fescue 4" pot 190 container 12" ci.c. Rain Garden Zone 3 Festuca idahoensis Idaho Fescue 4" pot 190 container 12" o.c. Rain Garden Zone 3 Juncus effusus Common Rusb 2" plug 290 2'"plug 12" o.c. Rain Garden Zone 1 Juncus ensifolius Daggerleaf Rush 2" plug 290 2" plug 12 O.C. Rain Garden Zone 1 Juncus tenuis Slender Rush 2" plug 600 2" plug 12 o.c. Rain Garden Zones I & 2 Scirpus acutus; Hardstern Bulrush 2" plug 290 2" plug 12" o.c. Rain Garden Zone I Hydroseed X. commian Nam LaunAam SM 1-9110111 1 I= I 512aaffll lComments Northwest Lawn MiX N/A N/A I 9,914 s.f. hydroseed I Seeding rate: 6 I lbs/1000 s.f, 160% Perennial Ryegrass, 20% Hard I Fescue, 20% Kentucky Bluegrass DRAWN BY DESIGNED BY DAD DAD Call 811 CHECKED BY APPROVED BY two business days 1601 Sth Avenue, Suite 1600 DAD IGJ before you dig Seattle, WA 98101 DATE 206.622.5822 05/12/2015 S www.kpff.com REVISION J 0 B No. :114407 AS SHOWN N E S 105 SOUTH MAIN STREET SUITE 300 SEATTLE, WASHINGTON USA 98104 RELOCATEBACKSTOP Ell�l LEGEND: ------------------ 15+00 PROPERTY LINE 106TH ENUE APPROXIMATE LIMIT OF CONSTRUC11ON . ... .... - ......... . . .. . .. .................. EXTRUDED CURB PER COE STI) E2.7 VERTICAL CURB PER COE STI) E2.10 -X VEL P+ (TYP) 4" SOLID PAINTED STRIPE -z - X. CURB WHEEL STOP SAWCUT LINE r X� CHAIN LINK FENCE ADA PARKING SIGN C/) ADA PARKING SYMBOL "N MEOW= TRAFFIC DIRECTIONAL ARROW I I t STOP BAR CROSSWALKBAR ir R1 A mba.—. J CURB RAMP TYPE EE ,.0 1 10 20 40 .................... ......................... 1 inch = 20 feet ASPHALT PAVEMENT ........... ............... CONCRETE. SIDEWALK PER COE STI) E2.13 SOUTH WEST ENTRANCE SCALE: 1" 20' "NO PARKING" AREA APPROVED FOR CONSTRUC11C CITY OF EDMONDS DATE: EDMONDS[ qzLirowninin 1711 rkIrMTADV CPUnni TDArI711% AKin DrnrCTDIAKI CArrTV 1kJDDrwnArkITC qHFFT ARCHITECTS LANDSCAPE ARCHITECTS PLANNERS TEL 206.624.5702 FAX 206.624.5923 WWW.JONESANDJONES.COM SCH(0)L DISTRICT APPROVED AS NOTED Date:, -* 94+ItJ EDMONDS, WASHINGTON JUN 18 2015 Ll e0l LANDSCAPE PLAN 13UILDING DEPARTMENT CITY OF EDMONDS BID DOCUMENTS STATE OF IWASHINGTOO TREE PLANTING IVY ;�3 1 - I 1 110- VEGETATION PROTECTION wr m sm 0 w2vl� Mum SHRUB PLANTING DRAWN BY DESIGNED BY DAD DAD CHECKED BY APPROVED 8) DAD IGJ DATE 05/12/2015 REVISION J 0 B No. :114407 TYPE 4 CHAIN LINK FENCE PULL POST TENSION WRE---,, FABRIC FAN Tffl STRETCHER BAR MIR) WIRE BOTTOM TENSION HOG RINGS SPACED @ 24- MAX (TYP) TENSION CABLE TENSION CABLES GATE POST �TYP 3 1/2 0 (NOM, SCH 40) WIDTHS VARIES 8'-0" AND 24'-0" TIE WIRES (TYP) SPACED 0 14" MAX TRUSS ROD (TYP) MATCH FENCE SELVAGE(TYP) TOP HINGE 180" SWING (TYP) �//"v U Y BOTTOM HINGE TCH FENCE 180- SWING (TYP) 7 CHAIN LINK FENCE FABRIC SELVAGE (TYP) 105 SOUTH MAIN STREET SUITE 300 SEATTLE, WASHINGTON USA 98104 12" ROUN 4A' kJAV NOTES: 1 . ALL CONCRETE POST BASES SHALL BE 10" MINIMUM DIAMETER. 2. ALONG THE TOP AND BOTTOM, USING HOG RINGS, FASTEN THE CHAIN LINK FENCE FABRIC TO THE TENSION WIRE AND TENSION CABLE WITHIN THE LIMITS OF THE FIRST FULL FABRIC WEAVE. 3. DETAILS ARE ILLUSTRATIVE AND SHALL NOT LIMIT HARDWARE DESIGN OR POST SELECTION OF ANY PARTICULAR FENCE TYPE. ARCHITECTS LANDSCAPE ARCHITECTS PLANNERS TEL 206.624.5702 FAX 206.624.5923 WWW.JONESANDJONES.COM 10, 0" (TYP.) TENSION CABI F TENSION CABLES HOG RINGS SPACED @ 24 MAX (TYP) TYPE 4 CHAIN LINK FENCE PULL POST TENSION WIRE 48" HIGH CHAIN LINK GAT PULLPOST POS"r FABRIC BAND SPACED 15" MA METHOD OF FASTENING STRETCHER BAR TO POST (SHOWN FOR ROUND POST) 48" HIGH CHAIN LINK FENCING JAX 4CE 3 T APPROVED FOR CONSTRUCTI CITY OF EDMONDS DATE: BY. EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS EDMONDS, WASHINGTON SCH(0)L D I ST R I C T RESUB JUN 18 2015 LANDSCAPE DETAILS BUILDING DEPARTMENT CITY OF EDMONDS SHEET Ll e02 2m . . . . . . . . . J J . . of or 'F dr 7-7, / - J* - . o . ./ I. -/ �X- -X 61 'o 4, A 01 IF L/ '00, 01. -�X ZX A oo, 4 dr 40, . 8 x. -�X- + + + + + + + + + + + + .33 !A 8 8 10 . . . . . . . Id A" . . . . . . . 8 . . . . . . . 8 10 . . . . . . 8 . . . . . . . 0 + X. -X + + + . . . 1-2 12 A A A:4 3/4W A A 3 2d A 'A K! j A A 4, 8 3 Kos 'w 8 ;I A- 1v 0 42 'j, A 10 0 j A CUT AND SPHALT:: D TO INSTALL NEW VALVE + + + + + + + 2 PIPE, AND SLEEVES. + + + + + A + + + + + + + + + + Y2 + . . . . . . . . . . . . . + SEE SHEETS C1 AND C2 FOR RELOCATING V" + . . . . . . EXISTING FIELD SPRINKLER HEADS, + + + + + + + + + + + + + + + THIS AREA. 2') + . . . . . . . A + 4. 41. 46 4. 'o '. - �� n�4�� CONNECT TO MAIN LINE AT EXISTING VALVE. USE SPARE (RED) WIRE IN EXISTING BOX TO CONNECT NEW VALVE TO SYSTEM. IF THIS SPARE IS NON -WORKING, INSTALL TUCOR HYBRID 3D UNIT AND DECODER, PER THE ADD. ALT. 7111 IRRIGATION SCHEDULE ... ............. ........... 0 T �1. 0 M C-D a- U5 , W — M 5 TURF POP UP HEAD. 5-1 En is J.. M z 1/2" MARLEX STREET ELL. — BARB ELL X MIPT. A) 204 1/2" MARLEX en STRE ELL. U.1 C= U) W E C.) E PVC TEE (SXSXT) OR ELL. LATERAL LINE. C-) >1 (n E I > < co E NO. DATE 4 4 a 4" - I TO CURB OR WALK. 1/2" POLYETHYLENE FLEXIBLE TUBING, LENGTH AS REQUIRED. ME a) 11 4= 0 JUMBO VALVE BOX n2 FINISH GRADE REMOTE CONTROL VALVE MODEL PER PLAN WATERPROOF CONNECTORS (2) 18-24" COILED WIRE SCH 80 T.O.E. NIPPLE SCH 80 NIPPLE MAIN LINE PIPE & FITTINGS 3/4" MINUS WASHED GRAVEL PVC SLIP UNIONS BRONZE GATE VALVE REMOTE CONTROL VALVE WITH S.O.V. 328403.13-03 NTS 328406.13-08 DRAWN BY DESIGNED BY KWP/TY AJS Call 811 two business days before you dig .1601 Sth Avenue, SL1i1Q1 1600 Sea, tie, �A)A 99101 c� 2 0 6. 6 2 2. 5'Q�2 "I CHECKED BY -APPROVED BY TJE TJE DATE 05/12/2015 S C A L E: AS SHOWN J 0 B No. :114407 BY CHID. APPR. REVISION NOTES: 1 THIS IS AN EXTENSION OF THE EXISTING IRRIGATION SYSTEM. THERE IS AN UN —USED RED WIRE IN THE EXISTING VALVE BOX JUST EAST OF THE NEW DRIVEWAY. TEST AND VERIFY ITS SUITABILITY FOR USE WITH THE NEW CONTROL VALVE. IF IT IS NOT SUITABLE, INFORM THE OWNER'S REPRESENTATIVE IMMEDIATELY. INSTALL THE TUCOR 3D HYBRID UNIT PER THE ADD. ALT. 2. SYSTEM DESIGN ASSUMES A MINIMUM STATIC PRESSURE OF 50 PSI AND A 2" POINT OF CONNECTION. VERIFY IN FIELD. 3. PLAN IS DIAGRAMMATIC ONLY. ADJUST EQUIPMENT LAYOUT AND NOZZLES SO AS TO AVOID OVER SPRAY ONTO BUILDINGS, PAVED SURFACES, AND DIFFERING HYDROZONES, WHILE MAINTAINING 100% (HEAD —TO —HEAD) COVERAGE. 4. VERIFY ALL DIMENSIONS AND SITE CONDITIONS IN FIELD. VALVE SCHEDULE NUMBER MODEL SIZE TYPE PSI PSI(cD-POC GPM PRECIP 1 Rain Bird EFB-CP-R T--10 ShrubSpray 38.39 36.65 1.55 in/h Unknown Existing Valve ill 5.00 0.00 Unknown SYMBOL MANUFACTURER/MODEUDESCRIPTION 1l, 0 0 Rain Bird 1806-SAM 5 Series MPR 0 H F Shrub Spray 6.0" Pop -Up Sprinkler with Co -Molded Wiper Seal. 1/2" NPT Female Threaded Inlet. With Seal-A-Matic Check Valve. 0 0 0 0 Rain Bird 1806-SAM 8 Series MPR 0 T H F Shrub Spray 6.0" Pop -Up Sprinkler with Co -Molded Wiper Seal. 1/2" NPT Female Threaded Inlet. With Seal-A-Matic Check Valve. 0 DOG Rain Bird 1806-SAM 10 Series MPR 0 T H F Shrub Spray 6.0" Pop -Up Sprinkler with Co -Molded Wiper Seal. 1/2" NPT Female Threaded Inlet. With Seal-A-Matic Check Valve. 0 e00(D Rain Bird 1806-SAM 12 Series MIPR 0 T H TQ F Shrub Spray 6.0" Pop -Up Sprinkler with Co -Molded Wiper Seal. 1/2" NPT Female Threaded Inlet. With Seal-A-Matic Check Valve. 08HE-VAN Q12 12HE-VAN 1 OHE-VAN (L5) 15HE-VAN Rain Bird 1806-SAM ADJ Shrub Spray 6.0" Pop -Up Sprinkler with Co -Molded Wiper Seal. 1/2" NIPT Female Threaded Inlet. With Seal-A-Matic Check Valve. SYMBOL MIANUFACTURER/MODEUDESCRIPTION Existing Valve Brass valve in plastic box, in pavement. K\ \JIF Rain Bird EFB-CP-R 1", 1-1/4", 1-1/2", 2" Brass Remote Control Valve, Contamination Proof w/Self-Flushing Filter Screen. Globe Configuration. Quick -Coupling Valve -Existing V. Gate Valve -Existing Pressure Reducing Valve -Existing Febco 805Y-Existing 1" Existing Double Check Valve Assembly, 2" MC Controller --Existing Rain Bird ESP-24 in steel enclosure. Tucor Hybrid 31D Additive Alternative. 2-wire decoder accessory for any controller. Allows installation of addtional control valves without installing addtional wire back to the controller. Irrigation Lateral Line: PVC Schedule 40 PVC Schedule 40 irrigation pipe. Irrigation Mainline: Existing Main Line Presumed location. 2" PVC (size assumed). 0 10 20 40 1 inch = 20 feet am* W"M flow Pipe Sleeve: PVC Schedule 40 APPROVED FOR CONSTRL volve callout CITY OF EDMONDS Valve Number Volvo now DATE - Valve Size BY.-_ EDMONDS. i cprownrin 1171 rkJC*MTADV 4Z(Wr)AI TOA17rl(' Amn Prn1:lZTP1AM IZA971:TY IMPP0V1:M17WTq SHEET EDMONDS, WASHINGTON SCHML D1 S T R I C T RESUB L2o01 IRRIGATION PLAN JUN 18 2015 BUILDING DEPARTMENT CITY OF EDMONDS BID DOCUMENTS m LLJ (n 0 C-) E Z E cn M K:)n cn 0- E -2 co 0 0 (D E C:) 0 E . c:, p SP_ I LL.j E CL 00 q- V) > I < U-) as 3 E C'4 Do C,4 (D X G- - x — ------- 4— 16 7—L-j" -4 1 --77. 77 j,—.- 1 2 lip F2 C) T, 5 �3 4 2 3 p LUMINAIRE POLE SCHEDULE LUMINAIRE LOCATION — BASELINE MOUNTING WATTAGE CIRCUIT COMMENT POLE NO. 106TH AVE W HEIGHT STA 14+90.6, 39 FT 139 1 BACK—TO—BACK 1 8 6.5' RT 39 FT 139 FIXTURE STA 16+11.2, 39 FT 139 1 BACK—TO—BACK 2 119.8' RT 39 FT 139 FIXTURE 3 STA 15 + 9 7.6, 30 Ft 139 1 272.7' RT 4 EXISTING EXISTING 139 1 REPLACE FIXTURE ON EXISTING POLE 5 STA 17+14.9, 39 Ft 139 1 73. 1' RT 6 STA 18+22.4, 30 Ft 139 1 138.7' RT 7 STA 18+33.4, 30 Ft 139 1 5 5.6' RT 8 STA 19+54.0, 30 Ft 139 I 1 131.0' RT 9 EXISTING EXISTING 139 1 REPLACE FIXTURE ON EXISTING POLE 10 STA 20+63.5, 30 Ft 139 I i I 130.8' RT I SEC36 T27N R3E W.M. V -G 47 00 I-Q& T1H ------- 17 21; AVE 18+00 BASELINE 6T� H AVE W ",19+00 20+oo 777=7-7 777 3- =77 d 9 7 4 5 + 17 12 A 41M. 71 4� ,2 SD --- 9 31 SID zi� al�u- 4 JI SD 2 10 CONSTRUCTION NOTES (D INSTALL CREE XSP SERIES I-ED BACK-TO-BACK LUMINAIRES (BXSP-C-HT-3ME-F-40K-UL-SV-R) WITH PHOTOCELL ON PT-2(180) MOUNTING BRACKET AT 39FT MOUNTING HEIGHT, ON ROUND STEEL COOPER LIGHTING POLE (RTS9D39S) OR APPROVED EQUAL, ON FOUNDATION PER WSDOT STANDARD PLAN J-28.30. INSTALL CREE XSP SERIES LED LUMINAIRE (BXSP-C-H'1--3ME-F-40K-UL-SV-R) WITH PHOTOCELL ON XA-TMDA8 MOUNTING BRACKET AT 3OFT MOUNTING HEIGHT, ON ROUND STEEL COOPER LIGHTING POLE (RTS8A30S) OR APPROVED EQUAL, ON FOUNDATION PER WSDOT STANDARD PLAN J-28.30. REMOVE EXISTING FIXTURE FROM EXISTING LUMINAIRE ARM. INSTALL CREE XSP SERIES LED LUMINAIRE (BXSP-C-HT-3ME-F-40K-UL-SV-R) WITH PHOTOCELL ON XA-TMDA8 MOUNTING BRACKET AT EXISTING MOUNTING HEIGHT. INSTALL CREE XSP SERIES LED LUMINAIRE (BXSP-C-HT-4-ME-F-40K-UL-SV-R) WITH PHOTOCELL WITH XA-TMDA8 MOUNTING BRACKET AT 39FT MOUNTING HEIGHT, ON ROUND STEEL COOPER LIGHTING POLE (RTS9D39S) OR APPROVED EQUAL, ON FOUNDATION PER WSDOT STANDARD PLAN J-28.30. CONNECT TO EXISTING SERVICE POINT TO REMAIN. INTERCEPT EXISTING CONDUIT INTO BUILDING AND POWER SUPPLY WITH NEW CONDUIT IN AREA OF PROPOSED IMPROVEMENTS. TERMINATE NEW CONDUCTORS ON EXISTING PANEL IN BUILDING. I - INTERCEPT EXISTING CONDUIT AT FOUNDATION BASE WITH NEW CONDUIT AND RUN NEW CONDUCTORS TO NEW FIXTURE ON EXISTING POLE. f�W C,6XCrd4 oa&�, &-�kjc- , 5&� 4�-� U)-'�POT WIRING SCHEDULE N 0 21d RACEWAY CONDUIT SIZE* CONDUCTOR COMMENTS 1 2" SCH 80 2—#8 2 EXISTING EXISTING *ALL NEW CONDUIT SHALL BE PVC AND SHALL CONTAIN A NO. 8 GROUND WIRE, UNLESS OTHERWISE NOTED. q q\-r GENERAL NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CITY OF EDMONDS -1:i iv STANDARD DETAILS, AND THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARDS AND SPECIFICATIONS. 2. LUMINAIRE LOCATIONS SHALL FOLLOW WSDOT STANDARD PLAN J-28.26-01 AND SHALL BE APPROVED BY THE ENGINEER PRIOR TO FOUNDATION EXCAVATION. 77T \2. 3. CONTRACTOR SHALL VERIFY UTILITY LOCATIONS AT POLE FOUNDATIONS PRIOR TO SUBMITTING MATERIALS. THE CONTRACTOR SHALL SUBMIT A REQUEST TO THE CITY FOR MATERIALS APPROVAL AT THE EARLIEST POSSIBLE DATE. 4. THE LOCATIONS OF FEATURES SHOWN ARE APPROXIMATE AND SHALL BE VERIFIED IN THE FIELD BY THE CONTRACTOR PRIOR TO CONSTRUCTION WORK. I i4l 5. ALL WORK SHALL BE CONSISTENT WITH UTILITY AGENCY REQUIREMENTS. THE CONTRACTOR SHALL CONTACT ALL PERTINENT UTILITY AGENCIES 48 HOURS PRIOR TO COMMENCING WORK, AND SHALL COORDINATE WITH AFFECTED UTILITY If AGENCIES THROUGHOUT THE PROJECT. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL NOTIFY THE AFFECTED UTILITY COMPANY AND THE CITY IMMEDIATELY UPON DAMAGE AND BE RESPONSIBLE FOR REPLACING ANY DAMAGED EQUIPMENT TO THE SATISFACTION OF THE AFFECTED UTILITY COMPANY AND/OR THE CITY. 7. TYPE 1 AND 2 JUNCTION BOXES SHALL BE INSTALLED PER WSDOT STANDARD PLAN J-40.10-02. JUNCTION BOXES SHALL BE LOCATED WITHIN 5FT OF LUMINAIRE POLES WHEN FEASIBLE AND SHALL HAVE "NON—SKID" LIDS WHEN PLACED IN THE SIDEWALK. 8. NEW ILLUMINATION EQUIPMENT COLORS TO MATCH EXISTING ILLUMINATION EQUIPMENT TO REMAIN. LEGEND 00 c\j SYMBOL DESCRIPTION c\j R/W LINE PROPOSED LUMINAIRE AND POLE PROPOSED LUMINAIRE ON EXISTING POLE CONSTRUCTION NOTE A# WIRE NOTE LUMINAIRE POLE NUMBER CONDUIT -bpi" TYPE 1 JUNCTION BOX TYPE 2 JUNCTION BOX SERVICE CABINET BREAKER SCHEDULE CIRCUIT BREAKER CONTACTOR LOAD VOLTAGE DIRECTORY SIZE SIZE ILLUMINATION 20A (EX.) EX. 1,668W 240V CIRCUIT 1 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 DRAWN BY DESIGNED BY V IE EDMONDI SHERWOOD ELEMENTARY SCHOOL TRAFFIC AND PEDESTRIAN SAFETY IMPROVEMENTS SHEET Jzp Jzp .. S -,o%up V= CHECKED BY APPROVED BY Call 811 vanspogm EDMONDS, WASHINGTON RWP RWP two business days C-1) WHAT TRANSPORTATION CAN BE. DATE before you dig RESUM IL1 .01 05/28/2015 6 11730 11 8TH AVENUE NE, SUITE 600 (TEL) 425 821-3665 JUN 0 1. 2015 S C A L E: L KIRKLAND, WASHINGTON 98034 (FAX) 425 825-8434 ILLUMINATION P LAN BUILDING DEPARTMENT JOB No. :114407 SCH(M CIV OF EDMONDS N 0. DATE E3Y CHD. APPR. REVISION AS SHOWN DISTRICT FOR PERMIT EDGE OF TRAVELED WAY 10.0' MIN. ;HOULDER 3.9 MIN. HAND HOLE FIXED B I ASE VARIES (1.6 MAX) NOT STEEPER THAN 2H:1V STEEL LIGHT STANDARD F U I 70UNDATIONI.- SECTION VIEW CASE I POSTED SPEED LIMIT LESS THAN 35 MPH VARIES WITH OFFSET DISTANCE 3 ' 0' 3.0' MIN. MIN. EDGEOF HAND HOLE SHOULDER -Z_ I.H�I'VSLOPE OR TTER SLIP BASE SLOPE ROUNDING NOT STEEPER THAN 4H:1V 10HAVSLOPE OR FLATTER FILL MATERIAL STEEL LIGHT STANDARD FOUNDATION ? SEC71ON VIEW CASE K ROADWAYS WITH 10H:1V OR FLATTER SIDE SLOPES EDGE OF SHOULDE I FACE OF CUS NOTES VARIES - DEPENDS 1. See Standard Plan J-28.30 for foundation details ON JURISDICTION (SEE CONTRACT) and construction methods. 2See Standard Plan J-28 50 for Dole base and hand hole details. NOT STEEPER THAN 2HAV SECTIONVIEW CASE J POSTED SPEED LIMIT LESS THAN 35 MPH FIXED BASE STEEL LIGHT STANDARD47: FOUNDATION SECTION VIEW CASE L PARKING LOTS J Iq i 7 20115 ul My OF EWX�JIJ3 HAND HOLE PAVEMEN T W N LU , S OY WA Jill, NN 00 f�, 25335 HIE 01 STEt C3 x/ 0 AL STEEL LIGHT STANDARD PLACEMENT MISCELLANEOUS STANDARD PLAN J-28.26-01 SHEET: I OF 1 SHEET APPROVED FOR PUBLICATION Pasco Bakodch N 12-02-08 D-GN ENGLN� mm 50 W-hi.gt- Sm. D.p.�nl d T—p�fl.fl- GROUNDING CONDUCTOR - NOWINSULATED #4 AWG STRANDED COPPER - PROVIDE 3' - 0- MIN. SLACK (ROUTE CONDUCTOR TO LUMINAIRE GROUNDING STUD) 3"[1N) DIAM. x 314* (IN) I GROUTWELL(TYP.) 'Tel ANCHOI BOLT (TYP.) SEE TABLE HEAVY HEX NUT (TYPj �Iz. — Z ANCHORBOLT- SEE TABLE CONDUIT COUPLING - INSTALL FLUSH WITH TOP OF BARRIER (DO NOT GLUE PVC STUBOUT) SEE FIXED BASE FOR DETAILS NOT SHOWN PARTIAL ELEVATION VIEW SLIP BASE ISOMETRIC VIEW ANCHOR BOLT ASSEMBLY (SLIP BASE SHOWN) ANCHOR BOLT TABLE ROUND WASHER SIZE TO MATCH ANCHOR BOLT (TYP.) - SEE TABLE RAP TEMPLATE SEMBLY(TYP.)- E DETAIL ANCHOR BOLT (TYP.) - SEE TABLE (D - 1/16"(IN)) DIAM. HOLE (TYP.) - SEETABLE 1/4' (IN) STEEL BAR (NP.) - r (IN) WIDE x V- 3" LONG LUMINAIRE MAST ARM ANCHORBOL iElGHT(FT) ARM LENGTH DIAMETER (IN (HI) TYPE "D' (FT) 2V TO 50' SINGLE V To 1w 1. 20'TO 50' DOUBLE TTO S' 1. 2T TO 45' DOUBLE 10'TO 16' 1. 46-To5o, F DOUBLE 1VTO16- 1118- 314- (IN) CHANIFER (TYP.) #7REINFORCING STEEL BAR #4 REINFORCING STEEL HOOP 1 - (IN) DIAM. CONDUIT - CAP EACH END - PROVIDE ADDITIONAL CON- DUIT FOR COMMUNICATION OR SIGNAL CABLE WHERE SHOWN IN THE CONTRACT EXTEND THE CONDUIT 6' (IN) MIN. BEYOND THE FOUNDATION OR THE CONTROI I ED-DENSITY BACKFILL #4 HOOP (TYP.) CLAMP CONDUCTOR To STEEL REINFORCING BAR WITH LISTED CONNECTOR SUITABLE FOR USE EMBEDDED IN CONCRETE CONCRETE CLASS 4000P #7 (TYP.) 1, . 1"Cryp.) TOP VIEW STRAP TEMPLATE ASSEMBLY TOP VIEW FIXED BASE I I . � I I rt-.-tt 44 11 EIGHT #7 BARS, EVENLY SPACED CENTER THE CONDUIT IN THE FOUNDATION V- 3* DIAM. BOLT MIRCLE (TYP.) 3/4' (IN) CHAMFER (TYP.) 0 09 go 8 a. W 11 U q @ -d IL IL U) 0 0 W 0 0 to U W Z M M W W > ic W 2 1/2" CUR SEE SUP BASE FOR DETAILS NOT SHOWN ELEVATION VIEW FIXED BASE NOTES 1. See Standard Plan J-28AO for Luminaire Pole base mounting details. 2. The Strap Templates shall be held in place by nuts, 6" (in) from the top of the foundation and 3' (in) from the bottom of the anchor bolts. Eighteen heavy duty hex nuts and six r?und washers are required for a slip base assembly. Eighteen heavy duty hex nuts and six plate washers are required for a fixed base assembly. 3. Use Steel Light Standard Foundation Type A on level ground or slopes not ekeeding 4H : IV. Use Type B for slopes steeper than 4H : IV, but not exceeding 2H : IV. Slopes steeper than 2H , IV shall require a special design. 4. These foundations are designed for a minimum of 2000 PSF (TYPE A) or 1500 PSF (TYPE B) allowable lateral bearing pressure for the soil. A special foundation shall be required for soil with allowable lateral bearing pressure lower than 1500 PSF. 5. The Luminaire Pole height shall, not exceed 50' (ft) (HI). 6. Slip bases shall not be installed on 50'(ft) (H1) poles with Double Mast Arms, nor on poles weighing more than 1000 lbs. 7. Slip bases are required on poles installed inside the Design Clear Zone, and on poles installed behind traffic barrier that are within the traffic barrier defection zone. 8. Foundations constructed within Media Filter Drains shall be increased in depth by the depth of the Media Filter Drain. 9. Exposed portions of the foundation shall be formed to create a Class 2 surface finish. All forming shall be removed upon completion of foundation construction. 10. For excavation, concrete placement, and backfill options, see METHOD I and METHOD 2 on Sheet 2 of 2. 11. The anchor bolts *hall be high -strength steel, manufactured from ASTM F1554 Grade 105, with heavy hex nuts and hardened washers. Galvanize the anchor bolts according to ASTM F2329. 12. The foundation shall be grounded in accordance with the requirements of Standard Specification B-20.3(4). 13. See Standard Plans C-8b and C-85.14 for steel light standards on traffic barrier. 0 i 0 - uk. 0 2S470 SLIP BASE x — . Zeldenrust, Richard lun 1112014 111:11 ANI X STEEL LIGHT STANDAR FOUNDATION TYPES A & B STANDARD PLAN J-28.30-03 FIXED BASE SHEET I OF 2 SHEETS -iOprPOLT LAYOUT APPROVED FOR PUBLICATION pCt 12 ha 1110141:33 I'M ,7 ?nlq ;JUN - L D E V E LO P M-E! N F CR i _�� I :'; i i t" i CITY OF ED%1i01$1D3 EDGE OF EDGE OF SHOULDER LUMINAIRE POLE SHOULDER < POLE BASE POLE BASE SLOPE ROUNDING EMBANKMENT WIDENING UNDISTURBEDSOIL ;11z� UNDISTURBED SOIL 03 (TYP (TYP-) SLOPE 2H: 1V (MAX.) (TYP-) W tu OR FLATTER LIGHT STANDARD Luita METAL FORM FOR LIGHT FOUNDATION CONCRETE CLASS 4000P STANDARD FOUNDATION UUNUKtiECLASS 4000P X IN QMW UNDISTURBED SOIL 1 -0. T-O'DIAM. P.) (CASEA SHOWN) METHOD-1 NO SUBSURFACE FORM This option is used only when the existing soil in the hole Vill remain standing and the cement concrete can be placed with- out causing the soil to collapse. Concrete shall be cast directly against undisturbed soil. Auger the hole for the foundation. Use a paper or cardboard form to achieve a smooth finish on the final exposed cement concrete. Support the form as necessary to remain plumb. See Standard Plans J-28.24 and J-28.26 for maximum heights of exposed foundation when no embankment widening is to be installed. Place the concrete foundation. After concrete has cured, remove the paper or cardboard form portion. Construct the embankment widening (if required). NOTE These foundation Construction Methods are applicable to all Steel Light Standard Placement Cases. See Standard Plans J-28.22, J-28.24, and J-28.26. LUMINAIREPOLE 6,SLOPE ROUNDING EMBANKMENT WIDENING SLOPE 2H: 1V (MAX.) OR FLATTER TEMPORARY SLOPE OR SHORE AS REQUIRED (TYP.) OVER -EXCAVATED AREA SHALL BE BACKFILLED WITH CONTROLLED -DENSITY FILL (CDF), OR WITH COMPACTED BORROW IN ACCORDANCE WITH STANDARD SPECIFICATION B-20.3(2) LIMITS OF STRUCTURE EXCAVATION UNDISTURSEDSOIL (CASE A SHOWN) METHOD 2 METAL (SUBSURFACE) FORM REQUIRED When the existing soil will not retain a vertical face, over -excavate the foundation area and Install a 36" (in) diameter corrugated metal (pipe) form. The corrugated metal form shall not extend more than 5" (in) +/- V (in) below any portion of the foundation that will remain exposed upon final grading. Continue forming to full height using a paper or cardboard form to achieve a smooth finish on final exposed cement concrete. Support the form as necessary to remain plumb. See Standard Plans J-28.24 and J-28.26 for maximurn heights of exposed foundation when no embankment widening Is to be installed. Place the concrete foundation. After concrete has cured, remove the paper or cardboard form portion. Backfill with controlled -density fill or compacted borrow in acco— ance with Standard Specification 8-20.3(2). Construct the embankment widening (if required).. CONSTRUCTION METHODS IJUN i 7 2015 -f �7!�N - D'2-IELOF'i,,�EN: I -- 0-;ii I,; E3, C Rt C11Y OF EO,�'4'011'-M nV. VAAS1j,' 1 '&A 254?0 AL Zeldenrust. Richurd .4"/ Jun 10 2014 10:38 ANI STEEL LIGHT STANDARD FOUNDATION TYPES A & B STANDARD PLAN J-28.30-03 SHEET20F2SHEETS APPROVED FOR PUBLICATION W lich, 11 .. 1.�71 1' 14 1:.1.1 IN —M W� VT,'p W.,higf.. StW. D paA.W.fT..g.�i-