The URL can be used to link to this page

20190418_650 Bell St Edmonds_Drainage Report_Rev 1_esigned_emailApril 2019 Owner: Charles Von Goedert 44012th Place N Edmonds, WA 98020 Phone: 425.778.6673 For Submittal to: DAVIDO CONSULTING GROUP, INC City of Edmonds CIVIL OSTRUCTURAL OLAND USE Stormwater Site Plans — Rev 1 650 Bell St Edmonds CERTIFICATE OF ENGINEER April 2019 The technical material and data contained within this report has been prepared by or under the direction of the following registered professional engineer(s), licensed in accordance with the laws of the State of Washington to practice in the State of Washington. nj in ins v te: 9.0 q 56g GIST DNA Davido Consulting Group, Inc. Page 1 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds QUICK REFERENCE PROJECT INFORMATION General Project Information April 2019 Project Description Demolition of an existing single-family residence and the construction of a 4-unit multi -family building with associated driveways, and walkways. Improvements also include drainage, grading, paving, and landscaping. Project Address 650 Bell St Edmonds, WA 98020 Project Size onsite only) Site = 6,593 SF 0.15 acres Owner/Developer Charles Von Goedert 440 12th Place N Edmonds, WA 98020 Phone: 425.778.6673 Consulting Engineer Ben Iddins, PE Davido Consulting Group, Inc. 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone: (206) 523-0024 ext. 115 Drains e Drainage 2012 DOE Stormwater Management Manual for Western Requirements Washington (as Amended in December 2014) and City of Edmonds amendments in the 2017 Stormwater Code Supplement (the combination of which is hereafter known as "The Stormwater Manual". oo Minimum Requirements #1-9 Tributary Drainage Predeveloped Conditions: Developed Conditions: Area & Land Cover Impervious Surface = 1,113 SF Total Impervious = 5,073 SF Summary (onsite only) Pervious Surface = 5,480 SF Pervious Surface = 1,520 SF Total = 6,593 SF 0.15 Acres Total = 6,593 SF 0.15 Acres) Soils Geotechnical analysis was performed by PanGEO Inc. and summarized in a report dated April 21, 2017. The geotechnical report states that the site is underlain by Advance Outwash. See APPENDIX A for the full geotechnical report. Drainage oo Full infiltration (drywells) Improvements oo Permeable Pavement ESC Measures TESC plan required per the Stormwater Manual. TESC measures include storm drain inlet protection, perimeter protection, construction entrance, construction fencing and street cleaning. Davido Consulting Group, Inc. Page ii 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans - Rev 1 650 Bell St Edmonds April 2019 TABLE OF CONTENTS 1. Project Overview..........................................................................................................1 1.1 General Description of Project......................................................................................2 1.2 Predeveloped Site Conditions.......................................................................................2 1.3 Developed Site Conditions............................................................................................2 1.4 Site Area and Size of Improvements.............................................................................3 1.5 Predeveloped Stormwater Runoff Conditions...............................................................3 1.6 Postdeveloped Stormwater Runoff Conditions..............................................................3 1.7 Site Map.......................................................................................................................4 2. Minimum Requirements...............................................................................................4 2.1 Minimum Requirement #1: Preparation of Stormwater Site Plans.................................4 2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP)......................................................................................................................4 2.3 Minimum Requirement #3: Source Control of Pollution...............................................4 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls .....4 2.5 Minimum Requirement #5: On -Site Stormwater Management......................................5 2.6 Minimum Requirement #6: Runoff Treatment..............................................................6 2.7 Minimum Requirement #7: Flow Control.....................................................................6 2.8 Minimum Requirement #8: Wetlands Protection...........................................................6 2.9 Minimum Requirement #9: Operation and Maintenance...............................................6 3. Site and Basin Assessment............................................................................................6 3.1 Offsite Analysis............................................................................................................7 3.2 Sub -basin Description...................................................................................................8 3.3 Soils/Infiltration Rates..................................................................................................8 3.4 Critical Areas and Flood Plain......................................................................................8 3.5 Assessment Summary...................................................................................................8 3.6 Stormwater BMP Sizing...............................................................................................9 3.6.1 Drywell Sizing.........................................................................................................9 4. Construction Stormwater Pollution Prevention Plan (SWPPP)......................................9 5. Permanent Stormwater Control Plan...........................................................................13 5.1 Flow Control..............................................................................................................13 5.2 Water Quality.............................................................................................................13 5.3 Source Control & Operation and Maintenance............................................................13 5.4 Conveyance System Analysis and Design...................................................................13 6. Special Reports and Studies........................................................................................14 6.1 Geotechnical Report...................................................................................................14 7. Other Permits..............................................................................................................14 8. Bonds.........................................................................................................................14 9. Additional Figures......................................................................................................15 Davido Consulting Group, Inc. Page iii 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds APPENDICES APPENDIX A Geotechnical Report APPENDIX B WWHM Summary APPENDIX C Operation and Maintenance Manual APPENDIX D Declaration of Covenant APPENDIX E Conveyance Calculations APPENDIX F King County Site Improvement Bond Quantity Worksheet April 2019 LIST OF TABLES TABLE 1 Project Site Area and Size of Improvements........................................................3 TABLE 2 Proposed ESC Measures.....................................................................................12 LIST OF FIGURES FIGURE 1 Site Location (via Snohomish County Online Property Information).....................1 FIGURE 2 Site Assessment and Summary...........................................................................16 FIGURE 3 Drainage Plan.....................................................................................................17 FIGURE 4 TESC Plan..........................................................................................................18 FIGURE 5 Offsite Analysis Photos......................................................................................19 FIGURE 6 Offsite Drainage System Analysis.......................................................................20 Davido Consulting Group, Inc. Page iv 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds 1. PROJECT OVERVIEW April 2019 The project involves replacing an existing single family residence with a 4-unit multi -family building and associated driveways and walkways. Improvements also include drainage, paving, utilities, grading, and landscaping. Vehicular access to the site will be via a new curb cut off of Bell St as well as from the alley adjacent to the south property line of the site which connects 6tn Ave S and 7th Ave S. The project site is bounded to the north by Bell St, to the east and west by residential buildings/lots, and to the south by an unnamed alley. The project location is shown in FIGURE 1. The City of Edmonds has adopted the 2012 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin (as Amended in December 2014), City of Edmonds Stormwater Management Code, and City of Edmonds Stormwater Addendum 2017; the combination of which is herein referred to as the "Stormwater Manual". This report follows the Stormwater Site Plan requirements as stipulated in the Stormwater Manual. 'v r 40 EDVONDS h_ BEi SITE LOCATION r" i . r 7 K� dh FIGURE I Site Location (via Snohomish County Online Property Information) Davido Consulting Group, Inc. Page 1 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 1.1 General Description of Project The project involves replacing an existing single family residence with a 4-unit multi -family building and associated driveways and walkways. Improvements also include drainage, paving, utilities, grading, and landscaping. Frontage improvements along Bell St include new sidewalk, curb and gutter, driveway approach, and landscaping strip. 1.2 Predeveloped Site Conditions Existing impervious surfaces on the site include a single-family residence and a stairway providing pedestrian access to Bell St. The remainder of the site is grass and natural vegetation. There are currently no driveways but the site can be accessed with a vehicle via the paved alley south of the site. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include a new 4-unit multi -family residence, walkways along both sides of the building, and driveways on both ends of the building. A new driveway curb cut off of Bell St will be constructed. Drainage for the developed site will include three new infiltration drywells located beneath the northern driveway which will mitigate stormwater runoff from the roof areas and the southern driveway. Permeable pavement will be utilized for the walkways and the northern driveway. Overflows from the stormwater BMPs onsite will be routed to the public storm system in Bell Street. TABLE 1 summarizes the predeveloped and developed site conditions and land cover. Davido Consulting Group, Inc. Page 2 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 1.4 Site Area and Size of Improvements The project site is a 0.15 acre parcel located on Bell St. The drainage basin for the project site is the site itself as stormwater does not appear to enter the site from the neighboring parcel, Bell St, or the paved alley. The site area and size of improvements are shown in the project plans and summarized in TABLE 1. See Section 9 of this report for a layout of the proposed improvements. TABLE 1 Project Site Area and Size of Improvements Project Site Areas Existing Developed SF Acres SF Acres Impervious Areas: Building (Onsite) 1,063 0.02 3,358 0.08 Walkways (Onsite) 50 0.00 498 0.01 Driveways (Onsite) 0 0.00 1,217 0.03 Driveways/Roadway/Alley (ROW) - - 1,089 0.03 Total Impervious Surface: 1,113 0.03 6,162 0.14 Total New/Replaced Impervious Surface: 6,162 0.14 Total Pollution Generating Impervious Surface: 0 0.00 2,306 0.05 Total New/Replaced Pollution Generating Impervious Surface: 2,306 0.05 Pervious Areas: Grass/Trees/Landscaping (Onsite) 5,480 0.13 1,520 0.03 Grass/Trees/Landscaping (ROW) - - 158 0.00 Total Pervious Surface 5,480 0.13 1,678 0.04 Total Project Site Area (Onsite Only) 6,593 0.15 6,593 0.15 Total Project Site Area (Onsite + ROW) 7,840 0.18 7,840 0.18 The existing areas in TABLE 1 were determined by area measurements in AutoCAD from a topographic survey dated October 30, 2015. As shown in TABLE 1, the developed site impervious surfaces total 6,162 SF consisting of the new building, driveways, walkways and frontage improvements. The areas in TABLE 1 represent the site coverage in the basin draining to the proposed infiltrating drywells or permeable pavement. 1.5 Predeveloped Stormwater Runoff Conditions Stormwater runoff from the single-family residence is collected in a gutter and downspout system and is likely conveyed to the City's storm system in Bell Street. All other stormwater runoff generated on the site either infiltrates onsite or sheet flows to the City's storm system in Bell Street. 1.6 Postdeveloped Stormwater Runoff Conditions Stormwater from the proposed building will be collected in a gutter and downspout system and conveyed to three proposed infiltrating drywells which are hydraulically connected and located beneath the new driveway north of the building. Permeable pavement will be utilized for the Davido Consulting Group, Inc. Page 3 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 walkways and the northern driveway. Stormwater generated from the southern driveway, which is sloped too steep for permeable pavement to be utilized, will also be routed to the drywells. Overflows from the stormwater BMPs onsite will be routed to the public storm system in Bell Street. See Sections 2.5 and 5 for additional information on the proposed stormwater system and BMPs. 1.7 Site Map Plans showing the proposed improvements have been attached in Section 9 of this report and contain all requirements set forth in the Stormwater Manual. 2. MINIMUM REQUIREMENTS Since the project proposes greater than 5,000 SF of new plus replaced hard surfaces it is considered a Category 2 project site and is therefore subject to all Minimum Requirements listed in the Stormwater Manual (MR 1-9). The project meets the Stormwater Manual Minimum Requirements as summarized in the following sections. 2.1 Minimum Requirement #1: Preparation of Stormwater Site Plans The Stormwater Site Plan was prepared in accordance with Volume 1 Chapter 3 of the SWMMWW and Section 5.1 of the City of Edmonds's Addendum to the SWMMWW and includes the minimum requirements applicable to the subject site based on thresholds of new and replaced site impervious coverage. 2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) The SWPPP was prepared in accordance with Volume 1 Chapter 2 Section 2.5.2 of the Stormwater Manual and is described in Section 4. The Temporary Erosion and Sediment Control Plan (TESC Plan) can be seen in Section 9 of this report and serves as a guide for the contractor to implement a final TESC Plan. As the site disturbance is less than one acre, a General Permit through the DOE is not required. 2.3 Minimum Requirement #3: Source Control of Pollution The proposed infiltration drywells, permeable pavement, Type I catch basins and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed infiltration system will emulate the natural pre -developed conditions of the site (i.e., forested conditions) as much as possible as stormwater will be infiltrated onsite or will enter the City's storm system in Bell St and eventually drain to Shell Creek, thus maintaining the natural drainage course from the site. Davido Consulting Group, Inc. Page 4 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 2.5 Minimum Requirement #5: On -Site Stormwater Management According to the City's Stormwater Code (Ch 18.30), Category 2 projects that discharge directly or indirectly to the City's MS4 and are required to comply with Minimum Requirements No. 1 through No. 9 shall either: a. Use On -site Stormwater Management BMPs from List No.2 for all new plus replaced hard surfaces and land disturbed (See ECDC 18.30.060.D.5.e); or b. Demonstrate compliance with the LID Performance Standard (See ECDC 18.30.060.D.5.c). This project proposes to meet MR #5 through the use of On -site Stormwater BMPs from List No.2, which requires roofs and other hard surfaces to evaluate different lists of BMPs in the order they are presented in the City's Stormwater Code. BMPs were evaluated and/or chosen in the following order: Roofs: oo Downspout Full Infiltration Systems in accordance with BMP T5. l0A in Section 3.1.1 of Volume III of the SWMMWW. The entire roof area will be routed to three drywells which will be hydraulically connected and located beneath the new driveway north of the building. See Section 3.6 for design information and BMP sizing calculations for the drywells. Other Hard Surfaces: oo Full Dispersion in accordance with BMP T5.30 in Chapter 5 of Volume V of the SWMMWW. This BMP is not feasible as the minimum required vegetated flowpath length is not available onsite. oo Permeable pavement in accordance with BMP T5.15 in Chapter 5 of Volume V of the SWMMWW. Permeable pavement will be utilized for all walkways (besides concrete steps) and the northern driveway. Permeable pavement cannot be utilized for the southern driveway because a large portion of the driveway slope exceeds 10%. However, per City review comments from Zack Richardson, the City of Edmonds has generally interpreted the "pervious pavement" BMP as synonymous with "full infiltration of hard surfaces". Furthermore, the review comment states that if the drywells are properly sized to account for the hard surfaces, they may be used to mitigate hard surface (for MR#5 only) in -lieu of pervious pavement (and before bioretention) provided surface runoff can be adequately collected and routed to the BMP. Therefore, stormwater runoff from the southerly driveway will be collected and routed to the infiltration drywells located beneath the northerly driveway. See Section 3.6 for design information and BMP sizing calculations for the drywells. oo Bioretention in accordance with Chapter 7 of Volume V of the SWMMWW. All "Other Hard Surfaces" will be permeable pavement or will be served by the proposed drywells. Therefore, this BMP cannot be applied. oo Lawn and landscaped areas will meet the Post -Construction Soil Quality and Depth in accordance with BMP T5.13 in Chapter 5 of Volume V of the SWMMWW. Davido Consulting Group, Inc. Page 5 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 Since a BMP will be applied to all new plus replaced hard surfaces as well as lawn and landscaped areas, Minimum Requirement #5 is satisfied. 2.6 Minimum Requirement #6: Runoff Treatment Since this project is proposing less than 5,000 SF (1,322 SF is proposed) of pollution generating hard surface (PGHS) it is exempt from runoff treatment requirements. 2.7 Minimum Requirement #7: Flow Control This project is exempt from Minimum Requirement #7 because of the following: 0o the total effective impervious surface in the threshold discharge area will be less than 10,000 SF; and 0o the project will not convert 0.75 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area; and 0o that through a combination of hard surfaces and converted vegetation areas cause less than a 0.10 cubic feet per second (cfs) increase or greater in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one -hour time steps (or a 0.15 cfs increase or greater using 15-minute time steps). TABLE 1 shows that this project is under the area thresholds listed above and the WWHM2012 model report, which is included in APPENDIX B, shows that the increase in the 100-year flow frequency using 15-minute timesteps is less than 0.15 cfs (0.115285 cfs increase). Therefore, this project is exempt from flow control. 2.8 Minimum Requirement #8: Wetlands Protection N/A. As the site is not in or tributary to a wetland, or directly or indirectly conveys stormwater to a wetland, the project is not required to meet any applicable standards for this requirement. 2.9 Minimum Requirement #9: Operation and Maintenance An operation and maintenance manual consistent with Volume V of the Stormwater Manual has been provided in APPENDIX C. 3. SITE AND BASIN ASSESSMENT The proposed project aims to preserve natural resources and maintain or restore natural hydrologic conditions on the site. The existing site conditions are summarized in the following sections. Existing Site Conditions: A. Topography The general topography of the site slopes westerly at an approximate average slope of 16%. B. Existing ground cover Davido Consulting Group, Inc. Page 6 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 The existing site contains 1,113 SF of impervious surface, 5,480 SF of pervious surface, and 0 SF of pollution generating impervious surface (PGIS). C. Natural features of the parcel The pervious areas on the existing site consist of trees, grass, and shrubs. D. Offsite drainage to the property Very little, if any, offsite stormwater enters the site from the neighboring parcels, Bell Street, or the paved alley, which surround the site. E. Environmentally sensitive areas on or down gradient of the property N/A. No environmentally sensitive areas exist on or immediately adjacent to the property. F. Drains, channels, and swales, within the project site and immediately adjacent An existing roof downspout system associated with the buildings onsite exists and likely routes stormwater to the City's storm system in Bell St. G. Points of exit for existing drainage from the property Existing stormwater runoff from the site is likely routed north to the existing storm system in Bell St. H. Known historical drainage problems There are no known historical drainage problems associated with the site. I. Existing Structures/Improvements Existing impervious surfaces on the site include a 1,063 SF of buildings (single family residence) and 60 SF of stairway. J. New Structures Improvements A new 3,358 SF 4-unit multi -family residence is proposed. K. Future Structures/Improvements Planned No future structures or improvements are planned for the site at this time. L. Remaining Undisturbed Land: The entire site will be cleared for the proposed development, thus leaving to undisturbed land on the site. 3.1 Offsite Analysis An offsite analysis is required for this project since the project proposes to discharge stormwater offsite, albeit a small amount of runoff as only overflows from the proposed infiltration drywells and permeable pavement will be discharged to the City's storm system in Bell St. An offsite analysis was conducted on June 27, 2016. Prior to inspecting the upstream and downstream drainage system, research on the drainage system was conducted using available online GIS mapping. It is clear from the online GIS mapping as well as the visual inspection of the drainage system that runoff from the site will eventually discharge to Shell Creek. The downstream drainage system was followed from the discharge point in Bell St to the discharge location to Shell Creek, which is approximately 0.4 miles downstream. The project is proposing to discharge to the existing public storm system in Bell St (MS4). The drainage system in Bell St flows westerly and consists of 12" concrete pipe connecting a series of Type I and Type II catch basins until the system reaches 6th Ave N. The drainage system then flows northerly down 6th Ave N until it reaches a point between Glen St and Carol Way, where it turns easterly and flows through private property before finally discharging to Shell Creek. The exact discharge location to Shell Creek was not found due to visual barriers on private property. The downstream drainage inspection was terminated at this point. Davido Consulting Group, Inc. Page 7 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds ADri12019 An existing paved alley is located adjacent to the southern property line of the project and, according to the project's survey, the portion of the alley adjacent to the site is "thrown" and slopes towards the site. Therefore, the existing site likely receives runoff from a small portion of the existing paved alley. However, the project proposes to pave a 1-2' portion of the alley fronting the site that is currently unpaved (approximately 4' of alley pavement will be placed along the southern property line once a 2' sawcut it considered). The new portion of the alley will be graded at 2% up from the sawcut line to the property line, thus keeping alley drainage within the alley instead of having it flow onto private property. The alley downgradient of the site appears to contain a flowline (approximately 4' from the north edge of the alley) which conveys water to an existing inlet/catch basin located approximately 70' from the project site. Therefore, under proposed conditions, alley drainage from the portion of the alley adjacent to the site will remain in the alley and drain to an existing inlet located within the alley. There was no visual indication of conveyance system capacity problems, localized flooding, erosion impacts, or violations of surface water quality standards. Many of the catch basin lids were either locked or were within heavily trafficked areas and therefore the lids of these catch basins could not be pulled and the condition of the system could not be visually inspected. However, there was no evidence of any damage to the drainage system. See FIGURE 5 and FIGURE 6 for photos and additional information on the downstream and upstream drainage system. 3.2 Sub -basin Description N/A. No offsite flow enters the site's drainage system. There will be no uncontrolled bypass drainage from the proposed improvements and the proposed drainage system has been designed to capture, detain, and infiltrate or partially mitigate runoff from all new plus replaced impervious surfaces. Only overflows from the infiltration drywells and permeable pavement will be discharged to the City's storm system. 3.3 Soils/Infiltration Rates A geotechnical analysis was performed by PanGEO Inc. and summarized in a report dated April 21, 2017. PanGEO drilled two boring using a hand -operated portable drill rig at depths ranging from 16.5 to 21.5 feet below the existing ground surface. In general, PanGEO determined that the site is underlain by Advance Outwash soils. Michael Xue of PanGEO Inc, recommended in an email correspondence that based on the borings drilled onsite, infiltration facilities should be sized assuming medium sand. According to Vol III, Section 3.1.1 of the Stormwater Manual, medium sands correspond to 30 LF of infiltration trench per 1,000 SF of roof area routed to it or 90 CF of gravel drywell per 1,000 SF of roof area routed to it. See APPENDIX A for the full geotechnical report and email correspondence with infiltration recommendations. 3.4 Critical Areas and Flood Plain There are no known critical areas on or in the immediate vicinity of the site. 3.5 Assessment Summary The area of study for this project was the project site itself as no stormwater enters the site from the neighboring properties, Bell St, or the paved alley south of the site. While the proposed project adds more impervious surface to the site than the existing conditions, runoff all of the Davido Consulting Group, Inc. Page 8 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 impervious surfaces will be infiltrated onsite within the proposed infiltration drywells and permeable pavement. 3.6 Stormwater BMP Sizing Stormwater BMPs will be applied to all impervious surfaces on the site. Proposed BMPs include permeable pavement and drywells. The drywells were sized as follows: 3.6.1 Drywell Sizing This project proposes to fully infiltrate all roof runoff within three hydraulically connected gravel drywells located beneath the proposed driveway north of the building (the low point of the site). Stormwater runoff from the southerly driveway (672 SF) will also be collected and routed to the drywells. Additionally, since the drywells are located beneath permeable pavement, stormwater infiltrating through the permeable pavement located directly above the drywells will enter into the drywells. Therefore, the drywells have been sized to account for the 59 SF of permeable pavement area located directly above the drywells. The drywells were sized in accordance with Vol III, Section 3.1.1 of the Stormwater Manual using medium sands which requires 90 cubic feet of gravel per 1,000 SF of roof area routed to it. The total area routed to the drywells is 4,089 SF (3,358 SF of roof area, 672 SF of driveway, and 59 SF of permeable pavement) which requires 368 cubic feet of gravel drywell ((4,809 SF / 1,000 SF) * 90 CF = 368 CF). The three drywells are equally sized and will be 5-feet in diameter and 6.25 feet deep, thus providing 122.7 CF of gravel each. Therefore, the total volume of gravel drywell is 368.1 CF. There is a 10-foot minimum spacing between the drywells and they are setback 10 feet from the proposed building. The overflow route from the drywells is from a pipe within a connected catch basin located in the northern driveway and will convey overflows to the City's storm system in Bell St. See the Drainage Plan in FIGURE 3 for additional information on the proposed drywells. 4. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The SWPPP was prepared in accordance with the Stormwater Manual. A Temporary Erosion and Sediment Control Plan is required per the Stormwater Manual. Erosion and sediment control (ESC) measures were designed for the project and shown on the TESC plan in Section 9 of this report. Both the SWPPP and TESC Plan serve as guides as the contractor is required to design a working TESC plan for the site. Refer to the TESC plan and TABLE 2 in this report for TESC measures. Element 1: Preserve Vegetation/Mark Clearing Limits BMPs used: oo BMP C103: High Visibility Fence oo BMP C233: Silt Fence High visibility fence shall be placed around the site to mark the clearing limits and silt fence will be placed around the low points of the perimeter of the site (as shown on the TESC Plan in FIGURE 4. Element 2: Establish Construction Access BMPs used: Davido Consulting Group, Inc. Page 9 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 oo BMP C 105: Stabilize Construction Entrance/Exit The project site will have one construction access connecting to the paved alley south of the site. The contractor shall install a temporary construction entrance made from quarry spalls. All streets surrounding the site, including the alley, will be swept daily, or as needed, to remove sediment tracked from the project site. Element 3: Control Flow Rates BMPs used: oo BMP C235: Wattles If necessary, the contractor will implement compost socks and/or straw wattles to control flow rates and disperse stormwater. Element 4: Install Sediment Controls BMPs used: oo BMP C233: Silt Fence oo BMP C235: Wattles Silt fencing or straw wattles will be placed along the low points of the perimeter of the construction site to prevent sediment from escaping downstream of the site. Element 5: Stabilize Soils BMPs used: oo BMP C 121: Mulching oo BMP C 140: Dust Control Mulch will be used by the contractor whenever soils will be left exposed for a significant amount of time or whenever a rainfall event is anticipated. During summer months water will be sprinkled on the site as needed to minimize the amount of dust coming off of the site. Element 6: Protect Slopes BMPs used: oo BMP C 121 Mulching Mulch will be added to soils on significant slopes to provide temporary protection from erosion. Element 7: Protect Drain Inlets BMPs used: oo BMP C220: Storm Drain Inlet Protection Temporary catch basin inlet protection on all existing catch basins on and adjacent to the site as well as proposed catch basins will be implemented to prevent sediment from entering the drainage system. Element S: Stabilize Channels and Outlets BMPs used: oo BMP C207: Check Dams While there are no existing channels on the site, check dams will be used as necessary to control flowrates, trap sediment, and protect against erosion during construction. Element 9: Control Pollutants BMPs used: oo BMP C153: Material Delivery, Storage and Containment oo BMP C 154: Concrete Washout Area A material delivery, storage and containment area shall be designated by the contractor and located away from traffic and near the construction entrance. An onsite concrete washout area for any concrete mixing shall be designated by the contractor as well. Davido Consulting Group, Inc. Page 10 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 Element 10: Control De -Watering BMPs used: oo Water Bars De -watering should not be an issue on this site as the groundwater table is not known to be near the surface. However, the contractor shall apply water bars during construction as needed. Element 11: Maintain BMPs BMPs used: oo BMP C 150: Materials On Hand oo BMP C160: Certified Erosion and Sediment Control Lead The contractor shall keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The contractor will be the person in charge of erosion and sediment control for this project. Element 12: Manage the Project BMPs used: oo BMP C 150: Materials On Hand oo BMP C160: Certified Erosion and Sediment Control Lead oo BMP C162: Scheduling The contractor will be in control of erosion and sediment control and will keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The construction project shall be sequenced in an orderly manner to minimize the duration of exposed soil to erosion. Element 13: Protect Low -Impact Development BMPs BMPs used: oo BMP C 102: Buffer Zone oo BMP C103: High Visibility Fence oo BMP C233: Silt Fence A high visibility fence and silt fence shall be placed around the site where sedimentation is most likely to escape and potentially harm any Low -Impact Development BMPs. Davido Consulting Group, Inc. Page 11 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds TABLE 2 Proposed ESC Measures (All ESC Measures Shall Comply with the Stormwater Manual) April 2019 ESC Measure Comment 1 Identify Project Limits Mark by fencing or other means to contain the grubbing and grading activities. 2 Catch Basin Inlet Protection Install catch basin inlet protection in any drainage structures that may collect any stormwater flowing from the construction site. 3 Phase Grubbing and Grading Phase clearing so that only those areas that are actively being worked are uncovered. From October 1 through April 30, no soils shall remain exposed for more than 2 days. From May 1 through September 30, no soils shall remain exposed for more than 7 days. 4 Install Straw Wattles Install straw wattles around disturbed areas where sediment could be transported off - site. Adjust straw wattles as required by site conditions and construction sequencing. 5 Sod/Seed Exposed Areas Cleared areas will be sod/seeded as soon as possible after grading completed (few weeks). 6 Soil Removal Remove excess soil from the site as soon as possible after backfillin . 7 Protect Adjacent Properties Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs. 8 Street Cleaning Provide for periodic street cleaning to remove any sediment that may have been tracked out. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re -eroded. 9 Inspect ESC BMPs Inspect all erosion and sediment control BMPs installed regularly, especially after any large storm. Maintenance, including removal and proper disposal of sediment should be done as necessary. Davido Consulting Group, Inc. Page 12 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 5. PERMANENT STORMWATER CONTROL PLAN Total areas for new plus replaced impervious surfaces are shown in TABLE 1. The stormwater facility requirement thresholds are as follows: 0 On -site stormwater management BMPs are required to handle site stormwater runoff. 0 Flow Control is not required for the site (< 10,000 SF of effective impervious surface) 0 Water quality treatment is not required for the site (< 5,000 SF new PGIS). The following sections address and summarize site specifics and requirements: 5.1 Flow Control N/A. oo the total effective impervious surface in the threshold discharge area will be less than 10,000 SF; and oo the project will not convert 0.75 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area; and oo that through a combination of hard surfaces and converted vegetation areas cause less than a 0.10 cubic feet per second (cfs) increase or greater in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model using one -hour time steps (or a 0.15 cfs increase or greater using 15-minute time steps). See APPENDIX B for the full WWHM Report. 5.2 Water Quality N/A. Since the project is not adding greater than 5,000 SF of pollution generating impervious surface, it is exempt from water quality requirements. 5.3 Source Control & Operation and Maintenance The infiltration drywells, permeable pavement, Type I catch basins, and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. 5.4 Conveyance System Analysis and Design The proposed onsite conveyance system is comprised of three new Type I catch basins and four to six inch storm drain pipe which routes stormwater collected onsite to the proposed infiltration drywells. Any overflow from the infiltration drywells will be routed to the City's storm system in Bell St. All proposed storm drains onsite have been sized to handle anticipated site runoff from a 100-year storm event. See conveyance calculations located in APPENDIX E for sizing results. Davido Consulting Group, Inc. Page 13 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 6. SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report A geotechnical analysis was performed PanGEO Inc. and summarized in a report dated April 21, 2017. PanGEO drilled two borings at the site at depths of 21.5 and 16.5 feet below the existing ground surface. In general, PanGEO determined that the site is underlain by Advance Outwash. See Section 3.3 for additional soils information and APPENDIX A for the full geotechnical report. 7. OTHER PERMITS Additional permits are not anticipated for the proposed project at this time. 8. BONDS The bond amount for the project has been calculated using the King County Site Improvement Bond Quantity Worksheet. A completed King County Site Improvement Bond Quantity Worksheet is included in APPENDIX F. Davido Consulting Group, Inc. Page 14 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds 9. ADDITIONAL FIGURES April 2019 Davido Consulting Group, Inc. Page 15 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Stormwater Site Plans — Rev 650 Bell St Edmonds FIGURE 2 Site Assessment and Summary April 2019 Davido Consulting Group, Inc. Page 16 20190418_650 Bell St Edmonds Drainage Report _Rev 1 3Q P< A B v C D v E v F v G H I v J K LF TRENCH DRAIN KEY NOTES O APPROXIMATE LOCATION EX 6" a1 12 LF 6" SD @ELEV 491.50 u RI RIM 496.00 IRM SSS. CONTRACTOR TO CONFIRM � w a2 11 LF 6" SO @ ELEV 491.50 N KEY DESCRIPTION DETAIL/ SHEET 4" SOLID WALL SD FOOTING DRAIN 10 LOCATION, SIZE, DEPTH, AND CONDITION OF SSS PRIOR TO w < INSTALL OBSERVATION PORT IN Oi 53 LF 6" SD @ 2.00% MIN SLOPE _ TIGHTLINE @ 2.00 % MIN SLOPE _ 10 5 0 10 20 INSTALLATION OF ONSITE SEWER w< w CB -TYPE 1, #1 W/ SOLID LOCKING LID 6" SDCO 11 RIM 498.80 N/C07 SYSTEM. IF LESS THAN 6" DIAMETER, 43 CENTER OF DRYWELL W/ TRAFFIC RATED LID H/C06 v, w m = o' o w r w SCALE IN FEET & 2' MIN SUMP 6" IE 494.00 A NEW 6" SSS AND CONNECTION TO RIM 495.50 r z w° r a U F w RIM 495.06 1 z G/C05 LEGEND: O THE 8" SS IN THE ALLEY IS REQUIRED. z o 0 i i < o _ _ as 6 LF 6" SD @ 2.00% MIN SLOPE 6"IE(S)491.00 6"SDCO 12 RIM 495.80 N/C07 IF THE EX SEWER LATERAL IS W o 0 0�5wo ° ¢ w F 12" IE (E) 490.30± 6" IE 493.00 PROPOSED TO BE REUSED, THE 7 LF 6" SD 2.00 % MIN SLOPE m w o o a ASPHALT 12" IE (W) 490.20, 1a CITY'S PUBLIC WORKS DEPARTMENT - 45 @ - v w w S LL ° e UTILITY TRENCH PATCH. 13 8 LF 6" SSS @ 2.00% MIN SLOPE - G CONCRETE O J,K/C06 MUST REVIEW A VIDEO OF THE w n w > w � WE CB - TY E 1, #3 ° SAWCUT AND MATCH EG LATERAL LATERAL TO DETERMINE IF IT IS W/ SOLID LOCKING LID & 2' MIN SUMP o a y o LANDSCAPE Oa 10 LF 4" SD @ 2.00% MIN SLOPE ACCEPTABLE TO RE -USE. CONTACT as O RIM 497.80 G/C05 z ° ~ w > > cD w w i on EDMONDS PUBLIC WORKS SEWER w za 4" ROOF DOWNSPOUT TIGHTLINE @ DIVISION, 435-771-0234, TO SCHEDULE 6" IE W) 494.00 w PERMEABLE PAVEMENT SEE DETAIL O/C07 ) Os 2.00 % MIN SLOPE & 2' MIN COVER AN INSPECTION. THE EX SEWER < a .2 w w w z aT 57 LF 6" SD 2.00 % MIN SLOPE °@ - (TYP) ROOF HATCH LATERAL WILL NEED TO BE TV'D BY m m 3 J O 6" SDCO 4" ROOF DOWNSPOUT THE CONTRACTOR AND VIDEO MUST 3 Os (TYP) - Oi ROOF OVERHANG TYP GRAVEL FILLED DRYWELL (TYP) BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL TO RE -USE as RIM 511.70 " I 0 N/C07 a a CB- TYPE 1, #2 1-1/2" PE WATER SERVICE LINE TO BE PERIMETER FOOTING DRAIN - 4" W/ HERRINGBONE GRATE & 2'MIN SEE PVC PIPE IN 6" MIN SUMPWASHED INSTALLED FROM THE BACK OF THEPERFORATED Rm GRAVEL, WRAPPED IN GEOTECHNICAL RIM495.75 METERS TO THE BUILDING. 14 GA. z GENERAL NOTES: REPORT 1s G/C05& P/C07 VINYL COATED WIRE TRACER TO BE NON -WOVEN FILTER FABRIC (TYP) "r AIC- 6" IE (N) 493.00 INSTALLED ON THE WATER SERVICE -AIC-A1C-AIC AIC AIC-Alc-Alc-AIc-Alc-ac-Alc-Alc 6" IE (W)493.10 AND GROUNDED AT THE METER 1. ALL FINAL RESTORATION RESULTING FROM THEzz 6" IE (E) 493.50 (OVERFLOW) INSTALL OBSERVATION PORT IN INSTALLATION OF UTILITIES IS TO BE COMPLETED BY THE OVERFLOW DISCHARGE 4" IE (S) 493.60 (FTG DRN) _ ` CONTRACTOR. z 50 CENTER OF DRYWELL W/ TRAFFIC H/C06 z a o PLUMBING FIXTURES FOR UNITS B & D TO BE ROUTED INTERNALLY TO A LOCATION TO PUBLIC RATED LID a 2. MAINTAIN A MINIMUM OF 3' HORIZONTAL SEPARATION $ r _ sq sD SINGLE POINT OF COMPLIANCE AT RIM 495.60 w o k w o INSTALL OBSERVATION PORT IN BETWEEN DRY UTILITIES (GAS, POWER, ETC) AND WET SD- sP- s STORM SYSTEM J 16 THE PERIMETER OF THE BUILDING. CENTER OF DRYWELL W/ TRAFFIC m a 16 w UTILITIES (WATER, SEWER, AND STORM) a NO PLUMBING FIXTURES ARE s1 H/C06 m y vi a PROPOSED BELOW LEVEL 3 OF UNIT B RATED LID RIM 496.22 3. MAINTAIN A MINIMUM OF 10' HORIZONTAL SEP INFILTRATION ( 3 (ELEV 514.00) COMM AND UGP SERVICES TO BE BELL STREET BETWEEN WATER AND SEWER LINES 659 °' 6" IE 506.50± D RYW E LLS��_.S,89;2 mac- N NEW GAS SERVICE CONNECTION TO ROUTED FROM POWER POLE AT SW CORNER OF 7TH AVE N AND BELL ST E 4. MAINTAIN A MINIMUM OF 5' HORIZONTAL SEPA T EX 2" GAS MAIN. CONTRACTOR 1 I C ORDINATE WITH PSE PER DIRECTION FROM SNOHOMISH BETWEEN SEWER AND STORM LINES 1 COUNTY PUD. SERVICES TO BE 1a 6" SSSCO RIM 508.75 E/CO5 \ 52 PLACED IN COMMON TRENCH AND 5. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR ol� 1 6" IE 505.00 DISTURBED PAVEMENT IN ROW SHALL za z4 0l 0 HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON I I 23 M BE REPLACED IN -KIND. FINAL DESIGN PLUMBING FIXTURES FOR UNITS A & C TO BE ROUTED INTERNALLY TO A 8 THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES 1 Q AND SERVICE SIZES TO BE u u _ _ _ _ _ u u FALL ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY COORDINATED W/ SNOHOMISH SHALL EXTEND TO THE CENTERLINE OF ROADWAY. WHERE SINGLE POINT OF COMPLIANCE AT COUNTY PUD & COMM SERVICE • ,a • UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES, A FULL c •.' a 19 THE PERIMETER OF BUILDING C. NO PLUMBING FIXTURES ARE _ PROVIDER HANDHOLE TO BE INSTALLED ON WIDTH OVERLAY IS REQUIRED / s1 ° PROPOSED BELOW LEVEL 3 OF UNIT A ° a ° °as a (ELEV 514.00) 53 PRIVATE PROPERTY IF DETERMINED _ 6. SIDE SEWER MUST MAINTAIN A 2.00% MIN SLOPE. IF PIPE °' 3 6" IE 506.50± NECESSARY BY SNOHOMISH COUNTY PUD. LOCATION TBD NpAIN a /� of SLOPE EXCEEDS 20 % THE PIPE MUST BE ANCHORED. - - 43 o pE ed h - Be i 20 EXISTING 2" MPE GAS MAIN - 6" SSSCO ROCKERY 4yg_ 52 (TYPICAL) 4 DEVELOPED AREA CALCULATIONS za S°a sa RIM 514.10 s" IE 506.35 E/CO5 � 'ns B.oa. 21 O 6 LF 6" SSS @ 2.00 % MIN SLOPE - 38� _ _ (PROPOSED CONDITIONS) 39 41 29 42 46 5 30 � t & Po° a ,• as3� 22 APPROXIMATE LOCATION OF ss 19 LF 6" SSS @ 2.00% MIN SLOPE a 9 3 m NEAREST FIRE HYDRAN SSS/ONAL ENO 2a ER ETER AND SERVICE TO 6" SSSCO AREA DESCRIPTION AREA IN SO FT AREA IN ACRESEX TOTAL SITE AREA (ON SITE) 6,593 0.15 p e BE RETIRED ss RIM 514.10 E/C05 11 ao 6" IE 505.95 24 (4) NEW 1" WATER SERVICE 57 54 LF 6" SSS @ 2.00% MIN SLOPE - GARAGE AREA DESCRIPTION AREA IN SO FT AREA IN ACRES 10 G RAGE 12 53 CONNECTIONS TO 8" CI WATERMAIN BUILDING (ON SITE) 3,358 GARAGE j' FF 496.00 25 (4) NEW 1 "WATER METERS M/C06 sa 29 LF 6" SSS @ 2.00% MIN SLOPE - DRIVEWAY (ON SITE) 1,217 0.03 / a� (COMBINATION DOMESTIC & FIRE) 2s NOT USED _ CONNECT TO EX 6" SSS AND INSTALL DRIVEWAY/ROAD/ALLEY (ROW) 1,089 J = J WALKWAYS (ON SITE) 49e / / PERMEABLE h 3 6" SSSCO W/ 12" LAMPHOLE COVER W/ HEXBOLTS. REMOVE EX 27 16 LF TRENCH DRAIN - TOTAL IMP SURFACES 6,162 / 3 s9 UPSTREAM ( ORTH) OF T1/2" HE E/C05 5' 0INFILTRATION DRYWELL # 1 PAVEMENT s CONNECTION POINT _ _ _ _ _ _ _ PERVIOUS AREAS AREA IN SO FT i v7 FG 495.50 6" IE 504.40± LANDSCAPING (ON SITE) 1,520 1 0.03 5p2 j a 506_ - �r._ 28 TOP OF DRYWELL 493.50 H/C06 CONTRACTOR TO CONFIRM DEPTH OF EX SS Z / 3 EYANCE BOTTOM OF DRYWELL 487.25 6" IE (E) 491.50 af o w Z N o Q o N 0- 0 EX 6" SSS CONNECTION TO 8" SS FIRE PROTECTION NOTES: UNIT. UNIT ENTRY FF 505.00 ENTRY FF 505.00 EROUTE 6" IE so 8"IE503.00± 00 OD 5' 0 INFILTRATION DRYWELL # 2 i 6" IE 503.84± (D Q Q 0 Q s 1. A NFPA 13D FIRE SPRINKLER SYSTEM IS REQUIRED FOR o °°° FG 496.00 a ?� J 3 F ALL UNITS (TO BE DESIGNED BY OTHERS). / 5os O TOP OF DRYWELL 493.50 H/C06 Z W 7 BOTTOM OF DRYWELL 487.25 _ (/j m 0 .6 2. 4" STORZ TYPE FITTINGS ARE REQUIRED TO BE �s 9 s \ 6" IE (E) 491.50 m N Z o Z W INSTALLED ON THE EX FIRE HYDRANT IN FRONT OF 632 s 6" IE (W) 491.50 W o O c`nD O Q 5' 0 INFILTRATION DRYWELL # 3 BELL STAND THE EX FIRE HYDRANT ON THE CORNER OF -� ae - 510 \� 0 o Z_ 7TH AVE N AND BELL ST. FG 496.70 = W w Q o $ 3 30 TOP OF DRYWELL 493.50 H/C06 U [fir �1s BOTTOM OF DRYWELL 487.25 ABBREVIATIONS: LF =LINEAL FEET I UNIT UNITC ENTRY FF 505.00 ENTRY FF 5" 00 6"IE(W)491.50 LS =LAND SURVEYOR \ s1s 6" IE ) 4 2.50 BLDG = BUILDING OHP = OVERHEAD POWER 13 \ z1 4 LF 4" SO CONNECTING TRENCH BM = BENCHMARK PL = PROPERTY LINE -508 - ' 31 DRAINS _ BOTS = BOTTOM OF STEP(S) PVI = POINT OF VERTICAL - 54 1s \ s1a INTERSECTION `'° 32 7 LF 4" SO @ 2.00% MIN SLOPE - CB = CATCH BASIN 1a 6'SDCO ROW =RIGHT OF WAY 7 CL =CENTERLINE GARAGE GARAGE SD =STORM DRAIN y CW = CONCRETE WALK / FF 514.00 FF 514.00 a3 RIM 512.85 N/C07 DRN = FOOTING DRAIN SDCO = STORM DRAIN CLEANOUT m o 58 % s1s 6" IE 509.85 w w EG = EXISTING GRADE SDFM = STORM DRAIN FORCE 32 I K EL = ELEVATION MAIN / Oz as 97 LF 6" SD @ 2.00% MIN SLOPE - D a ELEV =ELEVATION SDMH = STORM DRAIN MANHOLE h y I 55 PROJ. MANAGER: BI ESMT =EASEMENT SS =SANITARY SEWER y° ti - �° - - - - - ss °° as NOT USED - DESIGNED BY: BI, JL 2-°- EX = EXISTING SSMH = SANITARY SEWER a\ 31 °° 27 / CB -TYPE 1, #4 W/ HERRINGBONE DRAWN BY: RB, JA FF = FINISHED FLOOR MANHOLE ssss-o-ssgs-sss sss-sss FG = FINISHED GRADE SSS =SANITARY SIDE SEWER I ° ° ° 36 GRATE & 2' MIN SUMP RIM GRATE& 2 G/COS & P/C07 CHECKED BY: BI, TG SCALE: Ass11DWN y/ °d SSSCO = SANITARY SIDE SEWER �° ° ° .45 FH =LOCATION OF NEAREST ) 6" IE (W) 510.00 REV. sheer CLEANOUT FIRE HYDRANT 69 57 TOC = TOP OF CURB ° a ° - _ - 17 37 NOT USED FL = FLOW LINE h^ �, ° a °� - 411W2W9 1 OF 7 G =GAS TOPS =TOP OFSTEP(S) �° _ _ _ .-. _ _ _ _ SHEET NUMBER HMA =HOT MIX ASPHALT TYP =TYPICAL APPROVAL FOR CONSTRUCTION ID =INNER DIAMETER W =WATER IE = INVERT ELEVATION WDF = WOOD FENCE ITE ASSESSMENT AND ° oA SUMMARY CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION A C 04 Stormwater Site Plans — Rev 1 650 Bell St Edmonds FIGURE 3 Drainage Plan April 2019 Davido Consulting Group, Inc. Page 17 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Aol�� 10 5 0 10 20 SCALE IN FEET ASPHALT a A G e CONCRETE LANDSCAPE PERMEABLE PAVEMENT (SEE DETAIL O/CO7) ROOF HATCH GRAVEL FILLED DRYWELL GENERAL NOTES: 1. ALL FINAL RESTORATION RESULTING FROM THE INSTALLATION OF UTILITIES IS TO BE COMPLETED BY THE CONTRACTOR. 2. MAINTAIN A MINIMUM OF 3' HORIZONTAL SEPARATION BETWEEN DRY UTILITIES (GAS, POWER, ETC) AND WET KEY NOTES KEY DESCRIPTION Oi 53 LF 6" SD @ 2.00% MIN SLOPE CB -TYPE 1, #1 W/ SOLID LOCKING LID & 2' MIN SUMP RIM 495.06 6" IE (S) 491.00 12" IE (E) 490.30± 12" IE (W) 490.20, O UTILITY TRENCH PATCH. SAWCUT AND MATCH EG Oa 10LF4"SD@2.00%MIN SLOPE 4" ROOF DOWNSPOUT TIGHTLINE @ Os 2.00% MIN SLOPE & 2' MIN COVER (TYP) Os 4" ROOF DOWNSPOUT (TYP) O7 ROOF OVERHANG (TYP) PERIMETER FOOTING DRAIN - 4" O PERFORATED PVC PIPE IN 6" MIN WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) U I ILI I ICJ (VVA I CK, JCVVCK, AINU J 1 UKIM) 3. MAINTAIN A MINIMUM OF 10' HORIZONTAL SEPARATION > BETWEEN WATER AND SEWER LINES < > 4. MAINTAIN A MINIMUM OF 5' HORIZONTAL SEPARATION < > BETWEEN SEWER AND STORM LINES > 5. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR < HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON > THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES < > FALL ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY SHALL EXTEND TO THE CENTERLINE OF ROADWAY. WHERE < > UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES, A FULL < WIDTH OVERLAY IS REQUIRED > > 6. SIDE SEWER MUST MAINTAIN A 2.00% MIN SLOPE. IF PIPE SLOPE EXCEEDS 20% THE PIPE MUST BE ANCHORED. < < DEVELOPED AREA CALCULATIONS > (PROPOSED CONDITIONS) AREA DESCRIPTION AREA IN SQ FT AREA IN ACRES < > TOTAL SITE AREA (ON SITE) 6,593 0.15 1 < AREA DESCRIPTION AREA IN SO FT AREA IN ACRES BUILDING (ON SITE) 3,358 0.08 DRIVEWAY (ON SITE) 1,217 0.03 DRIVEWAY/ROAD/ALLEY(ROW) 1,089 0.03 WALKWAYS (ON SITE) 498 0.01 TOTAL IMP SURFACES 6,162 OA4 > PERVIOUS AREAS I AREA IN SO FT AREA IN ACRES > LANDSCAPING (ON SITE) 1 1,520 0.03 > FIRE PROTECTION NOTES: 1. A NFPA 13D FIRE SPRINKLER SYSTEM IS REQUIRED FOR > ALL UNITS (TO BE DESIGNED BY OTHERS). > 2.4" STORZ TYPE FITTINGS ARE REQUIRED TO BE > INSTALLED ON THE EX FIRE HYDRANT IN FRONT OF 632 BELL ST AND THE EX FIRE HYDRANT ON THE CORNER OF > 7TH AVE N AND BELL ST. - - - - - - - - - - - - - - ABBREVIATIONS: LF =LINEAL FEET L1 _�l LS = LAND SURVEYOR BLDG = BUILDING OHP = OVERHEAD POWER BM = BENCHMARK PL = PROPERTY LINE BOTS = BOTTOM OF STEP(S) PVI = POINT OF VERTICAL CB = CATCH BASIN INTERSECTION CL = CENTERLINE ROW = RIGHT OF WAY CW = CONCRETE WALK SO = STORM DRAIN DRN = FOOTING DRAIN SDCO = STORM DRAIN CLEANOUT EG = EXISTING GRADE SDFM = STORM DRAIN FORCE EL = ELEVATION MAIN ELEV = ELEVATION SDMH = STORM DRAIN MANHOLE ESMT = EASEMENT SS = SANITARY SEWER EX = EXISTING SSMH = SANITARY SEWER FF = FINISHED FLOOR MANHOLE FG = FINISHED GRADE SSS = SANITARY SIDE SEWER FH = LOCATION OF NEAREST SSSCO = SANITARY SIDE SEWER FIRE HYDRANT CLEANOUT FL = FLOW LINE TOC = TOP OF CURB G = GAS TOPS = TOP OF STEP(S) HMA = HOT MIX ASPHALT TYP = TYPICAL - ID = INNER DIAMETER W = WATER IE = INVERT ELEVATION WDF = WOOD FENCE A AIC -AIC -AIC N AIC -T AIC O 16 LF 6" TRENCH DRAIN RIM 496.00 DETAIL/ SHEET 10 4" SOLID WALL SD FOOTING DRAIN TIGHTLINE @ 2.00% MIN SLOPE _ 6" SDCO RIM 498.80 N/C07 Q11 1 6" IE 494.00 G/C05 6" SDCO 12 RIM 495.80 N/C07 6" IE 493.00 a 8 LF 6" SSS @ 2.00% MIN SLOPE - J,K/C06 SEE GEOTECHNICAL REPORT -AIC-AIC-AIC-AIC-AIC-AIC-AIC V-AIC- zz �_S� sSD-aO-SDI SD-SD-SD-SD-sD-- -7 / ��a - I- - BELL STREET - - 659�0' s se *yv'z e I--- �c r 24� I u 1 I11 59 i 6� �� ® Iww Jam■ �1 �IS I� 0 ■ liww ■ I Illlww I�I UNIT B ENTRY 1 0 1 11 - 0 :7 © e- . ��©� i rill w■■ ENTRY FF 505.0011 1 i �JI GARAGE �L ■� 00 11 I1 ® )�!L L� - soS � =0 APPROXIMATE LOCATION OF EX 6" SSS. CONTRACTOR TO CONFIRM LOCATION, SIZE, DEPTH, AND CONDITION OF SSS PRIOR TO INSTALLATION OF ONSITE SEWER SYSTEM. IF LESS THAN 6" DIAMETER, A NEW 6" SSS AND CONNECTION TO THE 8" SS IN THE ALLEY IS REQUIRED. IF THE EX SEWER LATERAL IS PROPOSED TO BE REUSED, THE 1a CITY'S PUBLIC WORKS DEPARTMENT MUST REVIEW A VIDEO OF THE LATERAL TO DETERMINE IF IT IS ACCEPTABLE TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 435-771-0234, TO SCHEDULE AN INSPECTION. THE EX SEWER LATERAL WILL NEED TO BE TV'D BY THE CONTRACTOR AND VIDEO MUST BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL TO RE -USE CB - TYPE 1, #2 W/ HERRINGBONE GRATE & 2' MIN SUMP s RIM 495.75 6" IE (N) 493.00 6" IE (W) 493.10 6" IE (E) 493.50 (OVERFLOW) 4" IE (S) 493.60 (FTG DRN) PLUMBING FIXTURES FOR UNITS B & D TO BE ROUTED INTERNALLY TO A SINGLE POINT OF COMPLIANCE AT s THE PERIMETER OF THE BUILDING. NO PLUMBING FIXTURES ARE PROPOSED BELOW LEVEL 3 OF UNIT B (ELEV 514.00) 6" IE 506.50± - - NEW GAS SERVICE CONNECTION TO 17 EX 2" GAS MAIN. CONTRACTOR TO C ORDINATE WITH PSE 6" SSSCO 1a RIM 508.75 6" IE 505.00 PLUMBING FIXTURES FOR UNITS A & C TO BE ROUTED INTERNALLY TO A SINGLE POINT OF COMPLIANCE AT 19 THE PERIMETER OF BUILDING C. NO PLUMBING FIXTURES ARE PROPOSED BELOW LEVEL 3 OF UNIT A (ELEV 514.00) 6" IE 506.50± 6 LF 6" SSS @ 2.00% MIN SLOPE 23 to VVA I tK Mt I tK ANU JCK' BE RETIRED 2a (4) NEW 1" WATER SERVICE CONNECTIONS TO 8" CI WAT 25 (4) NEW 1" WATER METERS (COMBINATION DOMESTIC & 16 LF 6" TRENCH DRAIN 5' 0 INFILTRATION DRYWELL # 1 FG 495.50 2a TOP OF DRYWELL 493.50 BOTTOM OF DRYWELL 487.25 6" IE (E) 491.50 6" IE (S) 492.50 60 INFILTRATION DRYWELL # 2 FG 496.00 29 TOP OF DRYWELL 493.50 BOTTOM OF DRYWELL 487.25 6" IE (E) 491.50 6" IE (W) 491.50 5' 0 INFILTRATION DRYWELL # 3 FG 496.70 3o TOP OF DRYWELL 493.50 BOTTOM OF DRYWELL 487.25 6" IE (W) 491.50 6" IE )412.5K 31 4 LF 4" SD CONNECTING TRENCH DRAINS 32 7 LF 4" SD @ 2.00% MIN SLOPE 6' SDCO 33 RIM 512.85 6" IE 509.85 O 97 LF 6" SD @ 2.00% MIN SLOPE 3s NOT USED CB - TYPE 1, #4 W/ HERRINGBONE 3s GRATE & 2' MIN SUMP RIM 513.45 6" IE (W) 510.00 at 12 LF 6" SD @ ELEV 491.50 a2 11 LF 6" SD @ ELEV 491.50 INSTALL OBSERVATION PORT IN a3 CENTER OF DRYWELL W/ TRAFFIC RATED LID RIM 495.50 as 6 LF 6" SD @ 2.00% MIN SLOPE LF 6" SD @ 2.00 % MIN SLOPE CB- TY E1,#3 W/ SOLID LOCKING LID & 2' MIN SUMP as RIM 497.80 6" IE (S) 494.10 6"IE W)494.00 a7 57 LF 6" SD @ 2.00% MIN SLOPE 6" SDCO ae RIM 511.70 "I 0 1-1/2" PE WATER SERVICE LINE TO BE INSTALLED FROM THE BACK OF THE G/C05& P/C07 as METERS TO THE BUILDING. 14 GA. VINYL COATED WIRE TRACER TO BE INSTALLED ON THE WATER SERVICE AND GROUNDED AT THE METER INSTALL OBSERVATION PORT IN so CENTER OF DRYWELL W/ TRAFFIC RATED LID RIM 495.60 INSTALL OBSERVATION PORT IN - 51 CENTER OF DRYWELL W/ TRAFFIC RATED LID RIM 496.22 COMM AND UGP SERVICES TO BE ROUTED FROM POWER POLE AT SW _ CORNER OF 7TH AVE N AND BELL ST PER DIRECTION FROM SNOHOMISH COUNTY PUD. SERVICES TO BE E/CO5 sz PLACED IN COMMON TRENCH AND DISTURBED PAVEMENT IN ROW SHALL Q BE REPLACED IN -KIND. FINAL DESIGN AND SERVICE SIZES TO BE 1 COORDINATED W/ SNOHOMISH COUNTY PUD & COMM SERVICE PROVIDER HANDHOLE TO BE INSTALLED ON s3 PRIVATE PROPERTY IF DETERMINED NECESSARY BY SNOHOMISH COUNTY PUD. LOCATION TBD sa 6"SSSCO RIM 514.10 Q 6" IE 506.35 - ss 19 LF 6" SSS @ 2.00% MIN SLOPE 6" SSSCO ss RIM 514.10 6" IE 505.95 57 54 LF 6" SSS @ 2.00% MIN SLOPE M/C06 sa 29 LF 6" SSS @ 2.00% MIN SLOPE CONNECT TO EX 6" SSS AND INSTALL - 6" SSSCO W/ 12" LAMPHOLE COVER W/ 1/2" HEXBOLTS. REMOVE EX SSS _ 59 UPSTREAM (NORTH) OF THE CONNECTION POINT 6" IE 504.40± CONTRACTOR TO CONFIRM DEPTH OF H/C06 EX SS EX 6" SSS CONNECTION TO 8" SS so 8" IE 503.00± 6" IE 503.84, H/C06 H/C06 N/C07 G/CO5 & P/C07 sa 17 LF 6" SD @ 2.00% MIN SLOPE 39 8 LF 6" SD @ 2.00% MIN SLOPE - Y Z w w w a w o °aw w�� 1 H/C06 =-z'owr Z 4 w �OUO�y ZUZUZ ,o�z >y L O >U> F Oa_wO ¢m0¢ w W Z Z V rc w a °I a�0aw wo=i G/C05 Z Lw. -O ww z w �irzo W U SaGFm �,ww m m woz. o< a 3 N/C07 w a ¢ a o; N � � oa W 3a H/CO6 > 3 a >MG m¢ H/CO6 m y w a NpAIN Be i E/CO5 eB .04. g P 46:3 E/CO5 E/C05 Z Q Z o o EL 00°t F-M (D Q Q O> Q J E Z d W F 7 m aj$ U) z CD Z ILL � o 19 2 Q Q v 0 0 Z U LU LU w w Z O 30 a PROJ. MANAGER: BI DESIGNED BY: BI,A DRAWN BY: RB, JA CHECKED BY: BL TG SCALE- ASSHOWN 4/19/201s APPROVAL FOR CONSTRUCTION SHEETNUMBER CITY OF EDMONDS A DATE: C 0 /' T BV: CITY ENGINEERING DIVISION K 2" x 2" WOOD/STEEL FILTER FABRIC SECU TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIALS I W U FILTER FABRIC MATERIAL IN CON INOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS WIRE MESH FENCE FA SUPPORT FILTER I FABRIC •I BURY BOTTOM OF FILTER MATERIAL 8" TO 12" NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS ACTIVITY. I BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS A PER CITY OF EDMONDS STANDARD PLAN ER-900 C01 RESIDENCE (TYP) BEND AND CAP TO EXCEED 100' BETWEEN CLEANOUIS CLEANOUT (WYE WITH CAP AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR 12't FINISHED GRADE TWATERP 4OR6SIDE SEWER GENERAL CLFANOIff DETAIL Mil NOTES: 2' MIN SAWCUT STANDARD TYPE "A" CURB ER (NOT TO SCALE) OR MATCH WHICHEVER IS IM 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO UNE AND GRADE AND SECURELY STAKED. 3. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. EXPANSION JOINTS SHALL BE EVERY 10 FEET. S. EXPANSION JOINTS SHALL HAVE 1/2• TO 5/8• WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000. 7. FINISH SHALL BE UG14T BROOM. B. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CRY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 11. CURB/GUTTER SHALL BE 18' OR AS DIRECTED BY CITY ENGINEER. 12. ALL VERTICAL EDGES SILLLL BE TACKED. CONCRETE CURB AND GUTTER B PER CITY OF EDMONDS STANDARD PLAN TR-520 203 12- LOCKING COVER SEE NOTE 3 END OF PIPER GRIPPER PLUG / EQUAL)E 27081 OR APPROVED LEVELING COLLAR J SEE NOTE 4 12" PVC SLEEVE 6" RISER 6" WYE AND r6" CITY STUB 45' BEND 4' OR 6" 12' LOCKING COVER SIDE SEWER CLEANOUT DETAIL � SEE NOTE 3 AT PROPIERN LINE/GIN EASE;�(T LEVELING COLLAR NOTES: Z SEE NOTE 4 no ASPHALT SURFACE 1. SEWER PIPE SHAIl BE SDR-35 AND JOINTS SHALL BE GASKETED. tt�- 12.3 2. PIPE SLOPE TO BE 2% MIN AND UP TO SDR MAX. 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS 1 FOOT LONG 12" PVC PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED SLEEVE EQUAL. 6' RISER END OF PIPE GRIPPER 4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: PLUG (CHERNE 270261 OR APPROVED EQUAL) IN ROADWAYS PER COE STD DWG GU-424 TYPICAL CLEANOUT IN SIDEWALK/LANDSCAPED AREAS, EITHER 24"x24"x6" DEEP CONCRETE COLLAR OR 24" DIAMETER x 6' DEEP UNDER ASPHALT OR CONCRETE CONCRETE COLLAR SEWER CLEANOUT DETAILS %E1 PER CITY OF EDMONDS STANDARD DETAIL SS-200 \ (04 0 to DETAIL NOTES \ GRATE FILTER SOCK WITH OVER FLOW HOLES (TYP) CATCH BASIN /`CATCH BASIN 1 C TOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS C PER CITY OF EDMONDS STANDARD DETAIL ER-902 C01 MIN RADIUS QUARRY SPALLS 2-4" MIN DIA 12" MIN DEPTH 15' MIN PROVIDE FULL WIDTH OF INGRESS/EGRESS �D THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. (2 ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. f4OTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. :!. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDMONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLS, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDATELY. S. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABIUZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 44. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS- < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 *PROVIDE ATB OR ASPHALT TRANSMON WHERE FRONTAGE ROAD IS AN ARTERIAL LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN STABILIZED CONSTRUCTION ENTRANCE / I- � PER CITY OF EDMONDS STANDARD DETAILS ER-901 C01 Y W ¢ (7 g0°4W � 2 m�zir 1 mpwti Z W <Uy- `4 (U7ZwZ CONTOUR LINE O ¢ O - U O O a K 0 ANGLE 4 d. U N¢mWf p z z V w ,AW4 END UPHILLTERMINAL HILL 24' TO 48' TO PREVENT FLOW Df w ] LL Uw w m AROUND WATTLE (TYP) 2"x2"x24' UN-TREATEC WOODEN STAKE (TYP) W n d U O¢ W ❑ < ai po U �� WATTLE �G(x?l s TRENCH. SEE NOTE 2 4" MIEN vO-i - w p> z i r z '` l Ualm�. STAGGER �?0 . 2' MIN S• w i Z OVERLAPS SQO' z ' m - m -w O � (TYP) z O o 3 2'x2"x24' UN -TREATED 9 WOODEN STAKE (TYP) U, ~ m n Q < 8' DIAMETER MIN O A PLAN VIEW WATTLE DETAIL i W J AREA AVAILABLE FOR SPACING VARIES SEDIMENT TRAPPING SEE WATTLE SPACING (TYP) TABLE (TYP) 8" DIAMETER WATTLE SPACING TABLE SLOPE MAXIMUM SPACING WATTLE (TYP) SEE DETAIL IH:1V 10'-0" 2H:1V '.-0' 3111V 30'-0' 4H:1V SECTION A -A WATTLE INSTALLATION ON SLOPES >4H:1v ONE RUN ONLY AIMS - 1. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION. 2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS. INSTALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(10). 3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDTTONAL STAKING MAY BE NECESSARY TO PREVENT UNDERCUTTING. 4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE SEDIMENT AND ACCUMULATIONS WHEN EXCEEDING 1/2 HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. WATTLE INSTALLATION D PER CITY OF EDMONDS STANDARD DETAIL ER-903 C01 O SEE APPUCABLE STANDARD DEVILS FRAME AND GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP- 1Y• (WSDOT STO SPEC 9-05.20) SOUD WALL PVC 15" (WSDOT STD SPEC 9-05.12.(1)) PROFILI= WALL PVC (WSDOT STD SPEC 9-05.72(2)) 15' 5 SAN. • CORRUGATED POLYETHYLENE ��3• STORM SEVVER PIPE 5 \2", 4"„ EI OR 12' T NOTES: RISER SECTION 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-0550(3) (MEASUREMENT AT THE'. TOP OF THE BASE) PRECAST BA"E SECTION 2. AS AN ACCEPTABLE ALTERNATIVE TO REPAR, WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 QASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. ,411, 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF �� ALL JOINTS, RINGS. RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS W-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE FINISHED TO ,ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL CATCH BASIN TYPE 1 / PER CITY OF EDMONDS STANDARD DETAIL SD-303 C04 E � 3 ' "�G o�m m rn� aLL IN J. Yp� ed 1 Be i �d Rs 04. PO ] 6:4 �(t4 '°FS.SecisaO�2 ONAL H O LU Z N � W CO Zak O w O QV 2 UU U O N O GO h 0) J > J_ J LIJ Q DO 0 LU LLo Z ❑ (O 0 W W W Z 03 a PROJ. MANAGER: el DESIGNED BY: BI, JL DRAWN BY: IRS, JA CHECKED BY: BI, TG SCALE: ASSHOWN UAI REV. SHEET r_ 4/19/2019 1 OF CITY OF EDMONDS DATE: O BY: CITY ENGINEERING DIVISION 8 o� as oy ow of �Q ow 'o'aM ms Ewp LL�o Wig¢ CENTER�OF DRYWELi7 "V TYPE 1 OR 1-L CATCH TRAFFIC RATED LID REQUIRED BASIN W/ SOLID LID PER 48" DIA. (MIN) DRYWELL CITY STANDARD DETAIL SD-303 OR SD-304 4" (MIN) PERFORATED / `\\ PVC UNDERDRAIN PIPE \ CLEANOUT - 5' \ �rw (MIN) / a�P (MIN) \ \ GUTTER - ROOF 4" (MIN) PVC DRAIN PIPE (TYP) ® 5' (MIN) 0' (MIN) �- - - PROPERTY LINE/EASEMENT PLAN _YlooF NTS REMOVABLE PUSH -ON PVC CAP 4' (MIN) PVC DRAIN PIPEWSDOT- C: SPE. 9-05.1 (5), iR (MIN)) SLOPE TEST PLUG IN PLASTIC BOX MARKED "DRAIN." WFIC RATED LID REQUIRED 12" BUILDING 12" (MIN) 12" 4" (MIN) PVC DRAIN PIPE PER TOPSOIL WSDOT SPEC. 9-05.1(5), POSITIVE ..........77 -. 6" (MIN) SLOPE .. GENERAL NOTES: 12" (MIN) %� 4" (MIN) 1. REFER TO THE 2017 CITY OF 3 OO ,.Q PERFORATED PVC EDMONDS STORMWATER ADDENDUM REMOVABLE ' UNDERDRAIN FOR SETBACK (CHECKLIST 13) AND PUSHES SC-J PIPE PER WSDOT INFEASIBILITY REQUIREMENTS. SPEC. 9-05.1(6) PVC TEE 0 O 2 MINIMUM VEHCULAR COVER LOADING. DESIGNER TO -GEOTEXTILE, SEE NOTE 1 SPECIFY COVER DEPTHS IF VEHICULAR TRAFFIC ANTICIPATED. WASHED DRAIN 17 3. PROVIDE 10 FEET (MIN) SPACING SEE NOTE 2 = UNCOMPACTED NATIVE J BETWEEN DRY WELLS. NOTES: MATERIAL, SCARIFY 3" 1. PLACE GEOTEXTILE FABRIC ALONG WALLS AND TOP OF WASHED (MIN) 1' (MIN) ABOVE SEASONAL ROCK. GEOTEXTILE SHALL CONFORM TO WSDOT SPEC, 9-33.2(1), HIGH GROUNDWATER TABLE GEOTEXTILE FOR SEPARATION, NON -WOVEN TYPE. OR HYDRAULICALLY RESTRICTIVE LAYER 2, WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC. 9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS. PROFILE TUTS 3, OBSERVATION WELL SHALL CONFORM TO WSDOT SPEC. OBSERVATION PERFORATED PVC UNDERDRAIN PIPE. TYPICAL DOWNSPOUT INFILTRATION DRYWELL %H1 PER CITY OF EDMONDS STANDARD DETAIL SD-638 C04 SEE COE STD DTL GU-410 IEDDING MATERIAL (5/8" MINUS) :RUSHED PER COE MOD 9-03.16.A2 )R SUDABIE EXCAVATED MATERIAL AS APPROVED BY CITY ENGINEER SEE NOTE 2 BELOW) OUNDATION (IF REQUIRED) ZE NOTE 4 NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE • 36" FOR PIPE UP TO AND INCLUDING 12" DIAMETER • O.D. PLUS 18" FOR PIPE LARGER THAN 12" 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 COMPACTION OF 95% DENSITY PER ASTM D 1557. 4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. TYPICAL TRENCH SECTION K PER CITY OF EDMONDS STANDARD DETAIL GU400 (,04 SEE CURE TITAN DETAI © TCROESSTD DTL20 6' \ EXISTING PAVEMENT FULL DEPTH MAX 15 1/2' EXPANSION 2' MIN SAWC 7 2% MAX JOINT 6" CURB SLOPE 7 3 2 SECTION A -A DRIVEWAY CURB TRANSITIONAL DETAIL FOR CURB AND GUTTER OR VERTICAL CURBS O CPR� RB AND GGU R. SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK IOR TO2O DRIVEWAY APRON INCLUDING WING RAMPS SHALL BE A MINIMUM OF 6' THICK AND SHALL BE PLACED ON 2' OF 5/8" CSTC COMPACTED TO 95% MAXIMUM DENSITY. 3O SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. ® 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. O$ CONCRETE SHALL BE CUSS 3000. © CURB TRANSITION SHOULD MAINTAIN A SLOPE NO GREATER THAN 8.3%. IF THE SLOPE REQUIREMENT CANNOT BE ACHIEVED, MAXIMUM CURB THE TRANSITION LENGTH SHALL BE 15-FEET. O7 MAINTAIN 1/2- UP AT GUTTER. O6 IF DRIVEWAY WIDTH EXCEEDS 15% INSTALL A FULL DEPTH EXPANSION JOINT AT CENTER OF DRIVEWAY. O INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. DRIVEWAY ENTRANCE I PER CITY OF EDMONDS STANDARD DETAIL TR-541 CO3 EXPANSION DUMMY JOINT .IOINT d' d d ° < a PLAN VIEW (NOT TO SCALE) CURB/GUTTER FULL DEPTH 1/2- EXPANSION JOINT MATERIAL Y M^ SEE STD MAX i DTL TR-521 .2X d . 1/2' R Nq). °a a a a - d ux ID 2" MIN 5/8" MINUS CSTC ON NATIVE BEPRING SOIL ' SEE NOTE 9 SECTION VIEW NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. CONCRETE SHALL BE CLASS 3000. 3. FINISH SHALL BE LIGHT BROOM. 4. SIDEWALK THICKNESS SHALL BE 4". 5. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK. 6. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. UDS FOR JUNCTION BOXES AND UTIUTY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION. 9. SUBGRADE SHALL BE COMPACTED TO 95X MAXIMUM DENSITY. CONCRETE SIDEWALK L PER CITY OF EDMONDS STANDARD DETAIL TR-531 CO3 TRAIGHT HMA CLASS 1/2' ES SHALL PG 64-22 STANDARD (SEE NOTES 4 d 5) ZOVED TACK D PER 1. EXCAVATION PAVEMENT. ........ ... ........... . . .................. ... . ... . . . . EXISTING J HMA IXISTING.S/��\�� MATERIAL �� . d a . d .. Q .d C . ��\�� z rn o J o o CRUSHED SURFACE BASE COURSE PER WSDOT STD SPEC 9-03.9(3) IMPORT OR NATIVE MATERIAL BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY (SEE NOTE 2) S c w N N a M w c W (SEE NOTE 3) TRENCH WIDTH oni y VI a NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFTWNG REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557. 3. CSBC DEPTH SHALL BE A MINIMUM 6" OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTING CSBC DEPTH GREATER THEN 6'. THEN CSBC SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS (LIFTS NOT EXCEEDING 6". 4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 4' SHALL MATCH EXISTING. 5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2" THICK. UNLESS APPROVED BY THE ENGINEER. ANY DEPTH GREATER THAN 2' SHALL MATCH EXISTING. 6. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2". 7. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT STANDARD SPECIFICATIONS 5-04.3(5)C APPROVED JOINT SEALANT OR APPROVED EQUAL. TYPICAL HMA AND UTILITY PATCH / PER CITY OF EDMONDS STANDARD DETAIL GU-410 C04 PROPERTY NE O R.O.W. FINISHED GRADE IIi II II II I II II I II A II Li B WATER MAIN F Irl -�BY SUOPPLIED i I� � I BALL V7- ALVE/!L----- I I H (el-• I MATERIAL LIST: O ALL 1" SERVICES TO BE TYPE 'K" SOFT COPPER TUBING OB 1" BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET (FORD OR MUELLER) © DUAL PURPOSE UNION O MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD 884-444Q FOR 1' OWHEN REPLACING ENSDNG SERVICES: 1" METER SETTER WITH ANGLE BALL METER VALVE 15" HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, HORIZONTAL IN HORIZONTAL, OUTLET EQUAL TO FORD V874-15W-11-44 WHEN PLACING NEW SERVICES: USE SAME AS ABOVE AND ADD A SINGLE CHECK, EQUAL TO FORD VBH74-15W-11-44 OF 1" CC TAP SERVICE SADDLE EQUAL TO ROMAC 1015 © IN UNPAVED AREAS: CARSON 1324 MSBCF WITH DUCTILE IRON COVER AND CAST IRON READER DOOR; N PAVED AREAS: ARMOR CAST A6001946PCX12 BOX W/ A600196969 RCI UD OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2- X 4' STATUE WITH 'WATER' STENCILED ON IT OI 14 GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE OJ SCHEDULE 40 3/4" OR 1" PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE WITH COMPRESSION FITTING 8-ER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR (PER PLUMBING CODE) PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4" OR 1" METER THROUGH THE CITY AT DEVELOPMENT SERVICES DEPARTMENT; CITY WILL SUPPLY AND INSTALL METER AFTER PURCHASE; IF USING 3/4' METER, CONTRACTOR WILL PROVIDE REDUCERS O BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE UNLESS APPROVED BY THE CITY ENGINEER. METER BOXES SHALL NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RATED BOX IS APPROVED BY CITY ENGINEER. 3/4" - 1" WATER SERVICE INSTALLATION M PER CITY OF EDMONDS STANDARD DETAIL WA-130 CO4 p).AINWA,I 0 E oT UI ed 44Be y - nS e: .04. & mo qqyy r0 RfGIST'E"R NG� SSJONAL E W Z CV N O U z a J O=(n m(nr W Z 0 Z O CD 2 2 wW W C) w w Z O 30 a PROJ. MANAGER: BI DESIGNED BY: BL JL DRAWN BY: IRS, JA I SCALE: AS SHOWN 4/19/2019 CITY OF EDMONDS ///'''111 DATE: O (v•'� BY: CITY ENGINEERING DIVISION MECHANICAL PLUG TRAFFIC RATED, CIRCULAR LOCKING EXTEND CLEANOUT 2" ABOVE CAST VALVE SO % PER DESIGN PONDING ELEVATION ASPHALTIE -1 MANUFACTURER OR PER PLAN CONCRETE \ RECOMMENDATIONS, \ SEE NOTES 1 AND 2 4" STREAMBEDOB CBLES PER WSDOT 9-03.11(2) DESIGN PONDING ELEVATION_ FEE�Cll ENSIOANICAL PLUG AVALVE BOX N OR SOIL PIPE AS NECESSARY TO ACCOMMODATE O.D. OF RISER PIPE SOIL TIGHT 45' BEND CLEANOUT COVER IPJ PAVED AREA WYE� SOIL TIGHT LAWN/ NOS PRO SERIES VALV COUPLER LANDSCAPE BOX WITH LOCKING 6 (F', OR EQUAL. SE UNDERDRAIN PIPEMIN, )I' COVENOTE'_ 1 AND 2. PER PLANS �^I(r 4- (MIN)LsUa PLUG OR CONTINUED UNDERDRAIN CRUSHED SURFACING 66 CONNECTION TOP COURSE (CSTC) MECHANICAL PLUG CLEANOUT PER WSDOT 9-03.9(3) (SHOWN WITHIN BIORETENTION FACILITY) CLEANOUT COVER IN LANDSCAPE AREA GENERAL NOTES: 1. CLEANOUT PIPE SHALL BE SAME SIZE AND MATERIAL AS UNDERDRAIN PIPE. 2. CLEANOUT SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 3. ALL FITTINGS SHALL BE SOIL. TIGHT. 4. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF PONDING AREAS WHERE POSSIBLE. NOTES: 1. CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "DRAIN CLEANOUT," "CLEANOUT." "CO." OR SIMILAR. 2. TRAFFIC RATED LID REQUIRED IN AREAS WITH VEHICULAR LOADING. STORM DRAINAGE CLEANOUT N PER CITY OF EDMONDS STANDARD DETAIL SD-619 C04 18'x24' I-B/18 L I ,-,/2- 4' 16-x22' OPENING /4" 17-3 4'x23-3 4' + 25" SECTION A -A 25" 7-7 8" I I 2-1/2. Tui oira. 1 PERMEABLE UNIT PAVERS PER 2" MANUFACTURERS RECOMMENDATIONS, 1.5" (MIN) SEE NOTE 1 (MIN) JOINT FILLER AND LEVELING COURSE (AASHTO GRADING N0. 8), SEE NOTE 2 t -CRUSHED SURFACING CHOKER ) COURSE. SEE NOTE 4 PAVEMENT BASE COURSE,SEE NOTE 3) PERMEABLE BALLAST, SEE NOTE 5 6- RUNOFF TREATMENT LAYER (MIN) (IF REQUIRED PER EDMONDS 1' (MIN) ABOVE SEASONAL STORMWATER CODE), SEE NOTE 6 HIGH GROUNDWATER TABLE SUBGRADE, OR HYDRAULICALLY 17 SEE NOTE 7 RESTRICTIVE LAYER _ GENERAL NOTES: 1. REFER TO THE 2017 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 11) AND INFEASIBILITY REQUIREMENTS. 2. THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPLICATIONS. A PROJECT SPECIFIC PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN CIVIL ENGINEERING TO: 2.1. SUPPORT THE ANTICIPATED LOADING (E.G. PAVEMENT DESIGN LIFE, INITIAL AND TERMINAL SERVICEABILITY, RELIABILITY, ETC.) AND 2.2. TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE CITY OF EDMONDS STORMWATER CODE (I.E., CODE MAY WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED). 3. FOR SUBGRADE SLOPES 3% OR GREATER, SUBSURFACE CHECK DAMS OR OTHER METHODS TO PROMOTE SUBSURFACE PONDING ARE REQUIRED. 4. GEOTEXTILE SHALL NOT BE USED IN PAVEMENT SECTION UNLESS REQUIRED BY GEOTECHNICAL ENGINEER. IF REQUIRED, GEOTEXTILE SHALL CONFORM TO WSDOT 9.33.2(1) GEOTEXTILE FOR SEPARATION, WOVEN TYPE. S. REFER TO WSDOT LOCAL AGENCY GSP. DIVISIONS 2-9 FOR APWA GSP.. NOTES: 1. SURFACE SLOPE SHALL BE 0.5% MINIMUM. MAXIMUM SLOPE PER MANUFACTURER. 2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTIAND CEMENT CONCRETE, AASHTO GRADING NO. 8. 3. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION. 4. CRUSHED SURFACING CHOKER COURSE SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT2. 5. PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OK1. 6. RUNOFF TREATMENT LAYER SHALL MEET THE REQUIREMENTS OF 2017 CITY OF EDMONDS STORMWATER ADDENDUM. 7. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS. TYPICAL PERMEABLE UNIT PAVER SYSTEM �1 PER CITY OF EDMONDS STANDARD DETAIL SD-623 C04 CEMENT CONCRETE CURB PAVEMENT, DEPTH VARIES ,r: I PRECAST CONCRETE RISERS' - - CATCH BASIN WALL SECTION 2-0VERTICAL CURB OR CURB AND GUTTER PLANTING STRIP OR SIDEWALK TI x LLEVELPAD 16 -:.*: .• nY�c.,°;':;i' 3/4" 2-1/4' x 1/8' ELAN NOTES: PLAN ffi W �w CONCRETE GUTTER u W 1. DRILL AND TAP FOR, AND PROVIDE, TWO LOCKING BOLTS 5/8--11 NO STAINLESS TYPE 304 STEEL. SOCKET HEAD (ALLEN HEAD) BOLTS, 2" LONG. 2. FRAME MATERIAL IS CAST IRON PER ASTM A48 CLASS 30 OR BETTER. 3. SET FRAME TO GRADE AND CONSTRUCT ROAD AND GUTTER TO BE FLUSH WITH FRAME. 4. MATCH CENTERUNE OF CATCH BASIN TO CURB LINE FOR TYPE 1 AND 1-L 5. VANED GRATE SHALL BE INSTALLED ON CONTINUOUS ROAD SLOPES. HERRINGBONE GRATES SHALL BE INSTALLED IN ALL SAGS AND SUMPS. 6. CURB/CURB AND GUTTER AS REQUIRED BY THE CITY ENGINEER. STANDARD FRAME INSTALLATION O PER CITY OF EDMONDS STANDARD DETAIL SD-320 C04 FOUNDARY NAME 1/2" LETTERS RECESSED TO BE FLUSH THIS SIDE TO CURB 1-1/8" O O BAR (TYP) 1 E 7/8" SLOT E �) 0000 �u�il_olImsus of TNi11 r1-1/4• TOP VIEW J K 7-1/4" FOR 11' MACHINING CLEARANCE THIS BAR 1" THICK (TYR, 4 PLACES) L® BARS 1-5/8' THICK THIS AREA O n 1 BARS 1-3/8' N THICK THIS AREA n 1--3/4'_T K `LEVELING PAILS SEE 8-3/4" x 3,14' x 1/8' DETNL BELOW aoTTOM VIEW 23-3/4" r1-3/11' I.� 17-3//,. .1 _ r1-7/16' I -C-1 L �( 2" II 3/4' I I�T R-7-1/4" 1-3f4" 3,/4' 1-;S/4' 23-1/2. 17-1/2' SIDE VIEW END VIEW 1 -�r3�/4� -1�1 "'I ROUND /2' 15/8' ELLIPTICAL TANGENT BETWEEN TWO RADII SLOT DETAIL OPTIO14AL DESIGN FOR SEE NOTE 1 GRATE OPENINGS ENDS NOTES: 1. SLOT FORMED AND RECESSED FOR 5/8"-11 NC X 2 SOCKET HEAD (ALLEN HEAD) BOLT. 2. GRATE SHALL BE DUCTILE IRON. 3. SHALL CONFORM TO SEC. 9-05.15 OF THE WSDCT STANDARD SPECIFICATIONS. 4. USE HERRINGBONE GRATE IN CURB LINE OF SAGS AND SUMPS. 5. USE FRAME SHOWN IN STANDARD DETAIL PARKING LOT/AREA GRATE (HERRINGBONE) / r PER CITY OF EDMONDS STANDARD DETAIL ;D-324 C04 ,`pPAIN a YOOi 0�j''E °F DI Si ed Be i h ns e: p .04. g P 4T2 4 O"°PSSFON �NO�4r I- af O O W Z N CV 00°T F-O) zap w a > 0 DO 0 w U) z CD z n 1 Lo d Q v 0 0 Uw w w w Z O o a PROJ. MANAGER: BI DESIGNED BY: BI,A DRAWN BY: RB, JA CHECKED BY: BL Tc SCALE: ASSHOWN REV I SHEET 7 E 4/19/2019 1 GE �55a CITY OF EDMONDS DATE: C 0 7 BY: I CITY ENGINEERING DIVISION Stormwater Site Plans — Rev 1 650 Bell St Edmonds FIGURE 4 TESC Plan April 2019 Davido Consulting Group, Inc. Page 18 20190418_650 Bell St Edmonds Drainage Report _Rev 1 I N 10 5 0 10 20 SCALE IN FEET KEY NOTES KEY DESCRIPTION OINSTALL TEMPORARY STORM DRAIN INLET PROTECTION INSTALL TEMPORARY STORM DRAIN O INLET PROTECTION TO STORM DRAIN INLETS WITHIN 50' OF THE SITE CONTRACTOR TO SWEEP O STREETS/ALLEY DAILY OR AT MORE FREQUENT INTERVALS AS NEEDED OINSTALL APPROXIMATELY 275 LF PERIMETER PROTECTION` ALL EXISTING IMPERVIOUS SURFACE O AND VEGETATION ONSITE TO BE REMOVED OINSTALL TEMPORARY STABILIZED CONSTRUCTION ENTRANCE PRELIMINARY STOCKPILE LOCATION. O CONTRACTOR TO DETERMINE FINAL COMPACTION DURING CONSTRUCTION FROM HEAVY Oe EQUIPMENT AND SOIL STOCKPILING BY INSTALLING CONSTRUCTION FENCING AROUND PERIMETER OF DETAIL/ SHEET C/CO5 C/C05 A & D/CO5 F/C05 COMPOST SOCKS, OR STRAW WATTLES IN ACCORDANCE WITH VOL. II OF THE DOE 2012 (2014 AMENDED) STORMWATER MANAGEMENT MANUAL FOR WESTERN - WASHINGTON - ° I ORGANIC MATERIAL IS PRESENT AT SUBGRADE CONSTRUCTION. SEE EROSION DRAWINGS. FIELD ADJUSTMENTS SHALL BE ELEVATION, REMOVE AND REPLACE WITH CONTROL PLANS FOR SPECIFIC GRADING AND APPROVED BY OWNER'S REPRESENTATIVE AND CITY. COMPACTED STRUCTURAL FILL PER GEOTECHNICAL EROSION CONTROL REQUIREMENTS. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY REPORT. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS LINE. '- CLEAN AT ALL TIMES BY SWEEPING. WASHING OF CONSTRUCTION SEQUENCE NOTES GENERAL NOTES: NECESSARILY COMPLETE. IT IS THE SOLE 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR PRIOR APPROVAL. RESPONSIBILITY OF THE CONTRACTOR TO DIMENSIONS AND LOCATIONS OF BUILDINGS, 25. THIS PROJECT IS NOT A BALANCED EARTHWORK INDEPENDENTLY VERIFY THE ACCURACY OF ALL LANDSCAPED AREAS AND OTHER PROPOSED OR PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS UTILITY LOCATIONS SHOWN AND TO FURTHER EXISTING SITE FEATURES. ROCK MATERIALS ARE REQUIRED. SHALL CONFORM TO THE CITY OF EDMONDS DISCOVER AND PROTECT ANY OTHER UTILITIES NOT 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT STANDARD PLANS AND DETAILS, THE FOLLOWING SHOWN HEREON WHICH MAY BE AFFECTED BY THE FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BETWEEN FINISHED CONTOURS OR SPOT SPECIFICATIONS AND CODES, AND ALL OTHER IMPLEMENTATION OF THIS PLAN. CONTRACTOR BE INDEPENDENT OF OTHER SITE DRAIN LINES AND ELEVATIONS SHOWN. APPLICABLE LOCAL MUNICIPAL, STATE, AND SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM 27. FINISHED GRADE SHALL SLOPE AWAY FROM CODES, RULES AND REGULATIONS: CONDITION OF EXISTING UTILITY LINES AT WHERE INDICATED ON THE PLANS. BUILDING WALLS AT MINIMUM 5 % SLOPE FOR A QFEDERAL CONNECTION OR CROSSING POINTS BEFORE 17. ALL REQUIRED STORMWATER FACILITIES MUST BE MINIMUM DISTANCE OF 10 FEET. DOT/APWA STANDARD SPECIFICATIONS TRENCHING FOR NEW UTILITIES. ENGINEER CONSTRUCTED AND IN OPERATION PRIOR TO 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND RI GEAN UN CIP L IFOU ASSUMES NO RESPONSIBILITY FOR THE INSTALLATION OF ANY PAVEMENT UNLESS SHALL INSTALL AND MAINTAIN SHORING AND , I COMPLETENESS OR ACCURACY OF THE EXISTING OTHERWISE APPROVED BY THE ENGINEER. BRACING AS NECESSARY TO PROTECT WORKERS, - WASHINGTON STATE DEPARTMENT OF ECOLOGY UTILITIES AND SITE FEATURES PRESENTED ON 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, EXISTING BUILDINGS, STREETS, WALKWAYS, STORMWATER MANAGEMENT MANUAL FOR THE THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL UTILITIES AND OTHER EXISTING PUGET SOUND BASIN (CURRENT EDITION). IMMEDIATELY OF CONFLICTS THAT ARISE. BE CONNECTED TO THE STORM DRAINAGE SYSTEM, AND PROPOSED IMPROVEMENTS AND 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL I EXCAVATIONS AGAINST LOSS OF GROUND OR THESE DRAWINGS REFER TO CITY OF EDMONDS UTILITIES DURING CONSTRUCTION AND SHALL 19. VING BUILDINGS, WALLS, ALL FOOTING DRAIN!FOR CAVING EMBANKMENTS. CONTRACTOR SHALL STANDARD DETAILS, UNLESS NOTED OTHERWISE. CONTACT THE UNDERGROUND UTILITIES. LOCATION ROCKERIES, ETC. SONNECT TO THE ONSITE ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING 3. A COPY OF THESE APPROVED PLANS MUST BE ON SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR DRAINAGE SYSTEM E ROUTED THROUGH A AND BRACING, AS REQUIRED. THE JOBSITE WHENEVER CONSTRUCTION IS IN TO CONSTRUCTION. SUMP PRIOR TO DISGING TO THE PUBLIC 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE PROGRESS. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND S O YS E CITY AND FOLLOW CITY PROCEDURES FOR ALL 4. DEVIATIONS FROM THESE PLANS MUST BE DIMENSIONS AT THE PROJECT SITE BEFORE 20. CONTRACTOR SHALAIN AND PAY FOR ALL Q 1 WATER SERVICE INTERRUPTIONS, HYDRANT APPROVED BY THE ENGINEER OF RECORD AND THE STARTING WORK AND SHALL NOTIFY OWNER'S PERMITS REQUIRED SHUTOFFS, STREET CLOSURES OR OTHER ACCESS LOCAL GOVERNING AUTHORITY. REPRESENTATIVE OF ANY DISCREPANCIES. INSTALLATION OF ALL SITE IMPROVEMENTS RESTRICTIONS. CONTRACTOR SHALL NOT 5. CONTRACTOR SHALL RECORD ALL APPROVED 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE INDICATED ON THESE DRAWINGS. RELOCATE OR ELIMINATE ANY HYDRANTS DEVIATIONS FROM THESE PLANS ON A SET OF AND MAY CHANGE DUE TO FIELD CONDITIONS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED WITHOUT FIRST OBTAINING WRITTEN APPROVAL "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL 11. CONTRACTOR SHALL OBTAIN A COPY OF THE FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR FROM THE FIRE MARSHAL. AS -BUILT CONDITIONS ON ONE SET OF GEOTECHNICAL REPORT (WHERE APPLICABLE) AND TO FINAL CONSTRUCTION ACCEPTANCE, 30. COORDINATE AND ARRANGE FOR ALL UTILITY REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE PROVIDE TO THE CITY WATER QUALITY CONNECTIONS, UTILITY RELOCATIONS AND/OR OWNER PRIOR PROJECT COMPLETION AND CONTENTS THEREOF. ALL SITE WORK SHALL BE TECHNICIAN, A COPY OF THE BACKFLOW TEST SERVICE INTERRUPTIONS WITH THE AFFECTED ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL PERFORMED IN STRICT COMPLIANCE WITH THE REPORT. TEST REPORTS CAN BE FAXED TO OWNERS AND APPROPRIATE UTILITY COMPANIES. BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO RECOMMENDATIONS OF THIS REPORT. 425-744-6057 OR EMAI LED TO CONNECTIONS TO EXISTING UTILITIES SHALL BE APPROVAL OF THE BUILDING 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL JEFF.KOBLYK@EDMONDSWA.GOV. BACKFLOW MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF OCCUPANCY/FINAL PROJECT APPROVAL. CONFORM TO THE RECOMMENDATIONS OF THE TESTING SHALL BE COMPLETED BY THE OWNER THE AUTHORITIES GOVERNING SAID UTILITIES. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR PROJECT GEOTECHNICAL REPORT. ANNUALLY THEREAFTER. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. BENCHMARK INFORMATION. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE IAFINAL 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS AREAS ON AND OFF SITE SHALL BE RETURNED TO DAMAGED DUE TO CONSTRUCTION WORK SHALL BE FEATURES SHOWN HEREON HAVE BEEN FURNISHED TO BE PLACED SHALL BE DELINEATED AND THE EQUIVALENT OF THEIR PRECONSTRUCTION REPAIRED AT CONTRACTOR'S EXPENSE AND BY OTHERS BY FIELD SURVEY OR OBTAINED FROM PROTECTED AT ALL TIMES FROM COMPACTIVE CONDITION IN ACCORDANCE WITH APPROPRIATE INSPECTED AND ACCEPTED BY CITY OF EDMONDS AVAILABLE RECORDS AND SHOULD THEREFORE BE ACTIVITIES (I.E. HEAVY EQUIPMENT, STOCKPILING). REQUIREMENTS AND STANDARDS. AND OWNER'S REPRESENTATIVE PRIOR TO CONSIDERED APPROXIMATE ONLY AND NOT 14. MANHOLES, CATCH BASINS, UTILITIES AND 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST BACKFILLING. PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY AMENDED AND SEEDED OR STABILIZED BY OTHER 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN DENSE NATIVE SOIL OR COMPACTED STRUCTURAL ACCEPTABLE METHODS FOR THE PREVENTION OF BY DIMENSION, WHERE NO DIMENSIONS ARE FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ON -SITE EROSION AFTER THE COMPLETION OF INDICATED, LOCATIONS MAY BE SCALED FROM 1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY q96 I ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW ESC NOTES. 3. CALL FOR UTILITY LOCATES. a 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL WHILE i PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION v 518 a OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF < o EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY I a S SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN w I I ° ( B PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE ° 3.Z0.00.00 N = �S6'604 M.Z0.00.00 S " CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES a - .00'oe AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT I I m ., ° rx x-x I I x-x-x-x x x x-x x-x x x x-x-x-x- I VEGETATION IS ESTABLISHED.) 1 I I / 6. DEMOLISH EXISTING STRUCTURES. 3 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE i FEATURES. 8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE - DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING a FRONTAGEIMPROVEMENTS. 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL a TEMPORARY EROSION CONTROL MEASURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. w ABBREVIATIONS: LF = LINEAL FEET m I LS = LAND SURVEYOR 1 N BLDG = BUILDING OHP = OVERHEAD POWER a BM = BENCHMARK PL = PROPERTY LINE / BDTS = BOTTOM OF STEP(S) PVI = POINT VERTICAL CB = CATCH BASIN INTERSECTION ° CL = CENTERLINE ROW = RIGHT OF WAY a CW = CONCRETE WALK SD = STORM DRAIN DRN = FOOTING DRAIN SDCO = STORM DRAIN CLEANOUT EG = EXISTING GRADE SDFM = STORM DRAIN FORCE I / EL = ELEVATION MAIN ELEV = ELEVATION SDMH = STORM DRAIN MANHOLE ESMT = EASEMENT SS = SANITARY SEWER EX = EXISTING SSMH = SANITARY SEWER FF = FINISHED FLOOR MANHOLE ° FG = FINISHED GRADE SSS = SANITARY SIDE SEWER ¢ FH = LOCATION OF NEAREST SSSCO = SANITARY IIANDUT SIDE SEWER p FIRE HYDRANT a FL = FLOW LINE TOC = TOP OF CURB G = GAS TOPS = TOP OF STEP(S) HMA = HOT MIX ASPHALT TYP = TYPICAL ID = INNER DIAMETER W = WATER a a IE = INVERT ELEVATION WDF = WOOD FENCE I I go10 7 o w 0 5\\ \ \ a m rc ° I \ 6 i a 0 \ >A g a \ \ ris cl ° a x IL �sss sss sxss sss \ ss sss�sss \ ° .S6'60l 3..SO.00.COS '2 I KQ q °� ° v I �a I--ors-- a> I 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE p UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR m APPROVAL PRIOR TO INSTALLATION. TEMPORARY CONSTRUCTION ENTRANCE -x- PERIMETER PROTECTION STOCKPILE LOCATION CIVIL PLAN SHEET INDEX SHEET DESCRIPTION: C01 TESC PLAN CO2 GRADING PLAN CO3 FRONTAGE IMPROVEMENTS PLAN C04 DRAINAGE & UTILITY PLAN C05 DETAILS C06 DETAILS C07 DETAILS IN UTILITY PROVIDERS Y . W w wa�s p °aw wwomow, 1 0 Diwz Z,o�z SWo amoa W W W Z U Ita�oaw pwypU FJ>>o w ,m, - on - U�>O� U 5a0Fa0 a Ww wzzo ��o3 a a MAI STORMWATER.WATER,&SEWER: CITY OF EDMONDS PUBLIC WORKS ENGINEERING DIVISION CITY HALL - SECOND FLOOR 121 STH AVE N EDMONDS, WA 98020 PHONE (425) 771-0220 GAS: PUGET SOUND ENERGY 19900 NORTH CREEK PKWY BOTHELL, WA 98011 PHONE (888) 225-5773 F- POWER: LU O O SNOHOMISH COUNTY PUD 0 Z O O 21014 63RD AVE W LYNNWOOD, WA 98036 0 U (3) F O) Z PHONE (425) 783-1000 (D Q Q Q Q 6 Z d PHONE & CABLE COMCAST 0 (n W d (n 3105 ALDERWOOD MALL BLVD, SUITE Q _ i H (� m 0 (n LYNNWOOD, WA 98036 U) N Z CD Z W PHONE (800) 934-6489 W O (0 O H' 0 0 FRONTIER 4320 196TH ST SW = W W LYNNWOOD, WA 98036 0PHONE (509) 593-8356 FIRE CITY OF EDMONDS DEPT. OF FIRE PREVENTION (SNOHOMISH COUNTY FIRE DIST. #1) KARL FITTERER, DEPUTY FIRE MARSHAL OFFICE - EDMONDS CITY HALL, 3RD FLOOR 7 121 5TH AVE N LYNNWOOD, WA 98020 PHONE (425) 771-0213 r w w POLICE CITY OF EDMONDS POLICE DEPT. Z 3 O 250 5TH AVE N o a LYNNWOOD, WA 98020 PROJ. MANAGER: 61 PHONE (425) 771-0200 DESIGNED BY: el, 7 DRAWN BY: RE, JA W�-yll1lA■ 4/19/2019 1 1 �PROVAL FOR CONSTRUCTION SHEETNUMBER CITY OF EDMONDS DATE: C O 1 BY: CITY ENGINEERING DIVISION 2" x 2" WOOD/STEEL FILTER FABRIC SECU TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIALS I W U FILTER FABRIC MATERIAL IN CON INOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS WIRE MESH FENCE FA SUPPORT FILTER I FABRIC •I BURY BOTTOM OF FILTER MATERIAL 8" TO 12" NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS ACTIVITY. I BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS A PER CITY OF EDMONDS STANDARD PLAN ER-900 C01 RESIDENCE (TYP) BEND AND CAP TO EXCEED 100' BETWEEN CLEANOUIS CLEANOUT (WYE WITH CAP AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR 12't FINISHED GRADE TWATERP 4OR6SIDE SEWER GENERAL CLFANOIff DETAIL Mil NOTES: 2' MIN SAWCUT STANDARD TYPE "A" CURB ER (NOT TO SCALE) OR MATCH WHICHEVER IS IM 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO UNE AND GRADE AND SECURELY STAKED. 3. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. EXPANSION JOINTS SHALL BE EVERY 10 FEET. S. EXPANSION JOINTS SHALL HAVE 1/2• TO 5/8• WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000. 7. FINISH SHALL BE UG14T BROOM. B. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CRY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 11. CURB/GUTTER SHALL BE 18' OR AS DIRECTED BY CITY ENGINEER. 12. ALL VERTICAL EDGES SILLLL BE TACKED. CONCRETE CURB AND GUTTER B PER CITY OF EDMONDS STANDARD PLAN TR-520 203 12- LOCKING COVER SEE NOTE 3 END OF PIPER GRIPPER PLUG / EQUAL)E 27081 OR APPROVED LEVELING COLLAR J SEE NOTE 4 12" PVC SLEEVE 6" RISER 6" WYE AND r6" CITY STUB 45' BEND 4' OR 6" 12' LOCKING COVER SIDE SEWER CLEANOUT DETAIL � SEE NOTE 3 AT PROPIERN LINE/GIN EASE;�(T LEVELING COLLAR NOTES: Z SEE NOTE 4 no ASPHALT SURFACE 1. SEWER PIPE SHAIl BE SDR-35 AND JOINTS SHALL BE GASKETED. tt�- 12.3 2. PIPE SLOPE TO BE 2% MIN AND UP TO SDR MAX. 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS 1 FOOT LONG 12" PVC PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED SLEEVE EQUAL. 6' RISER END OF PIPE GRIPPER 4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: PLUG (CHERNE 270261 OR APPROVED EQUAL) IN ROADWAYS PER COE STD DWG GU-424 TYPICAL CLEANOUT IN SIDEWALK/LANDSCAPED AREAS, EITHER 24"x24"x6" DEEP CONCRETE COLLAR OR 24" DIAMETER x 6' DEEP UNDER ASPHALT OR CONCRETE CONCRETE COLLAR SEWER CLEANOUT DETAILS %E1 PER CITY OF EDMONDS STANDARD DETAIL SS-200 \ (04 0 to DETAIL NOTES \ GRATE FILTER SOCK WITH OVER FLOW HOLES (TYP) CATCH BASIN /`CATCH BASIN 1 C TOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS C PER CITY OF EDMONDS STANDARD DETAIL ER-902 C01 MIN RADIUS QUARRY SPALLS 2-4" MIN DIA 12" MIN DEPTH 15' MIN PROVIDE FULL WIDTH OF INGRESS/EGRESS �D THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. (2 ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. f4OTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. :!. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDMONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLS, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDATELY. S. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABIUZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 44. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS- < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 *PROVIDE ATB OR ASPHALT TRANSMON WHERE FRONTAGE ROAD IS AN ARTERIAL LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN STABILIZED CONSTRUCTION ENTRANCE / I- � PER CITY OF EDMONDS STANDARD DETAILS ER-901 C01 Y W ¢ (7 g0°4W � 2 m�zir 1 mpwti Z W <Uy- `4 (U7ZwZ CONTOUR LINE O ¢ O - U O O a K 0 ANGLE 4 d. U N¢mWf p z z V w ,AW4 END UPHILLTERMINAL HILL 24' TO 48' TO PREVENT FLOW Df w ] LL Uw w m AROUND WATTLE (TYP) 2"x2"x24' UN-TREATEC WOODEN STAKE (TYP) W n d U O¢ W ❑ < ai po U �� WATTLE �G(x?l s TRENCH. SEE NOTE 2 4" MIEN vO-i - w p> z i r z '` l Ualm�. STAGGER �?0 . 2' MIN S• w i Z OVERLAPS SQO' z ' m - m -w O � (TYP) z O o 3 2'x2"x24' UN -TREATED 9 WOODEN STAKE (TYP) U, ~ m n Q < 8' DIAMETER MIN O A PLAN VIEW WATTLE DETAIL i W J AREA AVAILABLE FOR SPACING VARIES SEDIMENT TRAPPING SEE WATTLE SPACING (TYP) TABLE (TYP) 8" DIAMETER WATTLE SPACING TABLE SLOPE MAXIMUM SPACING WATTLE (TYP) SEE DETAIL IH:1V 10'-0" 2H:1V '.-0' 3111V 30'-0' 4H:1V SECTION A -A WATTLE INSTALLATION ON SLOPES >4H:1v ONE RUN ONLY AIMS - 1. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION. 2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS. INSTALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(10). 3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDTTONAL STAKING MAY BE NECESSARY TO PREVENT UNDERCUTTING. 4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE SEDIMENT AND ACCUMULATIONS WHEN EXCEEDING 1/2 HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. WATTLE INSTALLATION D PER CITY OF EDMONDS STANDARD DETAIL ER-903 C01 O SEE APPUCABLE STANDARD DEVILS FRAME AND GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP- 1Y• (WSDOT STO SPEC 9-05.20) SOUD WALL PVC 15" (WSDOT STD SPEC 9-05.12.(1)) PROFILI= WALL PVC (WSDOT STD SPEC 9-05.72(2)) 15' 5 SAN. • CORRUGATED POLYETHYLENE ��3• STORM SEVVER PIPE 5 \2", 4"„ EI OR 12' T NOTES: RISER SECTION 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-0550(3) (MEASUREMENT AT THE'. TOP OF THE BASE) PRECAST BA"E SECTION 2. AS AN ACCEPTABLE ALTERNATIVE TO REPAR, WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 QASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. ,411, 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF �� ALL JOINTS, RINGS. RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS W-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE FINISHED TO ,ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL CATCH BASIN TYPE 1 / PER CITY OF EDMONDS STANDARD DETAIL SD-303 C04 E � 3 ' "�G o�m m rn� aLL IN J. Yp� ed 1 Be i �d Rs 04. PO ] 6:4 �(t4 '°FS.SecisaO�2 ONAL H O LU Z N � W CO Zak O w O QV 2 UU U O N O GO h 0) J > J_ J LIJ Q DO 0 LU LLo Z ❑ (O 0 W W W Z 03 a PROJ. MANAGER: el DESIGNED BY: BI, JL DRAWN BY: IRS, JA CHECKED BY: BI, TG SCALE: ASSHOWN UAI REV. SHEET r_ 4/19/2019 1 OF CITY OF EDMONDS DATE: O BY: CITY ENGINEERING DIVISION Stormwater Site Plans — Rev 1 650 Bell St Edmonds FIGURE 5 Offsite Analysis Photos April 2019 Davido Consulting Group, Inc. Page 19 20190418_650 Bell St Edmonds Drainage Report _Rev 1 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Aerial Photo w/ Corresponding Photo Locations Discharge location to Shell Creek M._- I North Page 1 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 1 (looking south) —Storm. drain manhole #1. Photo 3 (looking inside CB# 1) —Catch basin Type I #1. 12" concrete pipe inlet, outlet not Visible, flowing northerly. Photo 5 (looking inside CB#2) — 12" & 8" PVC pipe inlet, 8" outlet flowing northerly. Photo 2 (looking north) — Catch basin Type I # 1. 12" concrete pipe flowing northerly Photo 4 (looking north) - Catch basin Type I #2. 12" concrete pipe flowing northerly. Photo 6 (looking north) — Catch basin Type I #3. 12" concrete pipe flowing westerly. Page 2 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 7 (looking inside CB #3) — 12" HDPE pipe inlet, 12" HDPE pipe outlet, flowing northerly. Photo 9 (looking west) — Storm drain manhole #3. Photo 11 (looking west) — Catch basin Type I #4 w/ solid locking lid. 12" concrete pipe flowing westerly. Photo 8 (looking west) — Storm drain manhole #2. System flowing westerly. Photo 10 (looking west) — Storm drain manhole #4. Photo 12 (looking south) — Catch basin Type I #4. Trenching for new connection to Type I catch basin is shown. Page 3 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 13 (looking west) —Catch basin Type I #5 w/ solid locking lid. 12" Concrete pipe flowing westerly. Photo 15 (looking north) — Storm drain manhole #6. 12" concrete pipe flowing northerly. Photo 17 (looking north) —Storm drain manhole #7. Photo 14 (looking northwest) —Storm drain manhole #5. Photo 16 (looking north) — Catch basin Type I #6. 12" concrete pipe flowing northerly. Page 4 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 19 (looking north) — Storm drain manhole #8. Photo2l (looking north) — Storm drain manhole #9. Photo23 (looking north) —Storm drain manhole # 10. Photo 20 (looking north) — Catch basin Type I #8 w/ solid locking lid. 12" concrete pipe flowing northerly. Photo 22 (looking north) — Catch basin Type I #9 w/ solid locking lid. 12" concrete pipe flowing northerly. Photo 24 (looking east from MH # 10)— unable to walk through. Page 5 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 25 (looking north) — Storm Drain manhole #11. Photo 26 (looking north) — Outlet to shell creek on the other side of Fence, flowing northerly. Page 6 of 6 Stormwater Site Plans — Rev 1 650 Bell St Edmonds FIGURE 6 Offsite Drainage System Analysis April 2019 Davido Consulting Group, Inc. Page 20 20190418_650 Bell St Edmonds Drainage Report _Rev 1 UPSTREAM DRAINAGE SYSTEM ANALYSIS Date: 4/18/2019 Project: 650 Bell St Owner: Charles Von Goedert Parcels: 00434209801700 Basin: Shell Creek Subbasin: N/A Subbasin #: N/A Date of Inspection: 6/27/2017 Weather: Sunny and Clear Observations of field Drainage Component Drainage Component Distance from site inspector, resource Symbol Type, Name, and Size Description Slope Length discharge Existing Problems Potential Problems reviewer, or resident Type: sheet flow, swale, stream, drainage basin, vegetation, constrictions, under capacity, ponding, overtopping, flooding, habitat tributary area, likelihood of see map channel, pipe, pond; Size: cover, depth, type of sensitive % ft % ml = 1,320 ft. or organism destruction, scouring, bank sloughing, sedimentation, problem, overflow pathways, diameter, surface area area, volume incision, other erosion potential impacts From SDMH #1 at intersection of Main Street 1 to 3 and 7th Ave N through 8" Pavement 2.0% 18 323 to 305 No Problems No Problems None concrete pipe to catch basin Type 1 #1 in 7th Ave N. From catch basin #1 through 3 to 5 8" concrete pipe to catch basin Type 1 #2 in 7th Ave Pavement 2.0% 112 305 to 193 No Problems No Problems None N. From catch basin #2 through 5 to 7 8" concrete pipe to catch basin Type 1 #3 in 7th Ave Pavement 2.0% 132 193 to 61 No Problems No Problems None N. From catch basin #3 through 7 to 8 8" PVC pipe to SDMH #2 in Pavement 2.0% 29 61 to 32 No Problems No Problems None 7th Ave N. From SDMH #2 through 8" 8 to 9 concrete pipe to SDMH #3 in Pavement 2.0% 32 32 to 0 No Problems No Problems None Bell Street. DOWNSTREAM DRAINAGE SYSTEM ANALYSIS Project: 650 Bell St Basin: Shell Creek Date of Inspection: Owner: Charles Von Goedert Subbasin: N/A Weather: Parcels: 00434209801700 Subbasin #: N/A Date: 4/18/2019 6/27/2017 Sunny and Clear Observations of field Drainage Component Drainage Component Distance from site inspector, resource Symbol Type, Name, and Size Description drainage basin, vegetation, Slope Length discharge Existing Problems Potential Problems constrictions, under capacity, ponding, overtopping, flooding, habitat or reviewer, or resident tributary area, likelihood of problem, Type: sheet flow, swale, stream, see map channel, pipe, pond; Size: cover, depth, type of sensitive a /o ft /, ml = 1,320 ft. organism destruction, scouring, bank sloughing, sedimentation, incision, overflow pathways, potential impacts diameter, surface area area, volume other erosion From SDMH #3 northeast 9 to 10 intersection from property Pavement 2.0% 365 0 to 365 No Problems No Problems None through 8" concrete pipe to SDMH #4 in Bell Street. From SDMH #4through 12" 10 to 12 concrete pipe to catch basin Pavement 2.0% 70 365 to 435 No Problems No Problems None Type 1 #4 in Bell Street. From catch basin #4 12 to 13 through 12" concrete pipe to Pavement 2.0% 84 435 to 519 No Problems No Problems None catch basin Type 1 #5 in Bell Street. From catch basin #5 13 to 14 through 12" concrete pipe to Pavement 2.0% 143 519 to 662 No Problems No Problems None SDMH #5 in Bell Street. From SDMH #5 through 12" 14 to 15 concrete pipe to SDMH #6 Pavement 2.0% 216 662 to 878 No Problems No Problems None in 6th Ave N. From SDMH #6 through 12" 15 to 16 concrete pipe to catch basin Pavement 2.0% 66 878 to 944 No Problems No Problems None Type 1 #6 in 6th Ave N. From catch basin #6 16 to 17 through 12" concrete pipe to Pavement 2.0% 47 944 to 991 No Problems No Problems None SDMH #7 in 6th Ave N. From SDMH #7 through 12" 17 to 18 concrete pipe to catch basin Pavement 2.0% 394 991 to 1385 No Problems No Problems None Type 1 #7 in 6th Ave N. From catch basin #7 18 to 19 through 12" concrete pipe to Pavement 2.0% 144 1385 to 1529 No Problems No Problems None SDMH #8 in 6th Ave N. From SDMH #8 through 12" 19 to 20 concrete pipe to catch basin Pavement 2.0% 259 1529 to 1788 No Problems No Problems None Type 1 #8 in 6th Ave N. Page 1 of 1 DOWNSTREAM DRAINAGE SYSTEM ANALYSIS Date: 4/18/2019 From catch basin #8 20 to 21 through 12" concrete pipe to Pavement 2.0% 40 1788 to 1828 No Problems No Problems None SDMH #9 in 6th Ave N. From SDMH #9 through 12" 21 to 22 concrete pipe to catch basin Pavement 2.0% 35 1828 to 1863 No Problems No Problems None Type 1 #9 in 6th Ave N. From catch basin #9 22 to 24 through 12" HDPE pipe to Pavement 2.0% 102 1863 to 1965 No Problems No Problems None SDMH #10 in 6th Ave N. From SDMH #10 through 12" concrete pipe to SDMH 24 to 25 #11 in private property Pavement 2.0% unknown 1965 to unknown No Problems No Problems None between Glen Street and Carol Way. From SDMH #11 through 12" concrete pipe to outlet 25 to 26 at Shell Creek in private Pavement 2.0% unknown unknown to unknown No Problems No Problems None property between 6th Ave N and 7th Ave N. Page 1 of 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds APPENDIX A Geotechnical Report April 2019 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 F-)anGE@ C O R P O R A T E Q Geotechnical & Earthquake Engineering Consultants April 21, 2017 Project No. 17-081 Mr. Charles Von Goedert 440 12th Place N Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed Townhomes 650 Bell Street, Edmonds, Washington Dear Mr. Von Goedert, As requested, PanGEO Inc. (PanGEO) completed a geotechnical engineering study to assist you and the design team for the proposed townhomes located at 650 Bell Street in the City of Edmonds, Washington. This study was performed in general accordance with our mutually agreed scope of work outlined in our proposal dated February 28, 2017, and subsequently approved by you on March 15, 2017. Our service scope included reviewing readily available geologic and geotechnical data, drilling two test borings, conducting a site reconnaissance, performing engineering analysis, and developing the conclusions and recommendations presented in this report. SITE AND PROJECT DESCRIPTION The project site is located at 650 Bell Street in the City of Edmonds, Washington (see Figure 1, Vicinity Map). The subject property is an approximately 6,600 square foot, rectangular -shaped lot. It is bordered to the north by Bell Street, to the south by an alley, and to the east and west by existing single- and multi -family buildings. An existing one-story house with a partial basement currently occupies the northern portion of the she site. The existing grade of the site generally slopes down from southeast to northwest with an average gradient of about 16 percent (see Plates 1 and 2 on the next page). 3213 Eastlake Ave E, Ste B Seattle, WA 98102 Tel (206) 262-0370 Fax (206) 262-0374 Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Plate 1. View of the front of the house, looking south from Plate 2. View of the back yard, looking north from the alley. Bell Street. We understand that you plan to remove the existing house, and to construct a 4-unit townhouse building at the site. Based on the review of the preliminary design plans, the proposed building will be a 2-story wood frame structure with a partial daylight basement. The proposed building will setback 10 feet from the east and west property lines. Temporary excavations up to 10 to 11 feet will likely be needed for the daylight basement construction. The deepest excavation will occur at the southeast corner of the building. The conclusions and recommendations outlined in this report are based on our understanding of the proposed development, which is in turn based on the project information provided to us. If the above project description is substantially different from your proposed improvements, or if the project scope changes, PanGEO should be consulted to review the recommendations contained in this study and make modifications, if needed. SUBSURFACE EXPLORATIONS Two borings (PG-1 and PG-2) were drilled at the site on March 29, 2017, using a hand -operated portable drill rig owned and operated by CN Drilling of Seattle, Washington. The approximate test boring locations were taped in the field from on -site features, and are plotted on Figure 2. The hand borings were excavated to depths of about 21.5 and 16.5 feet below the existing grade in PG-1 and PG-2, respectively. 17-081650 Ben St, Edmonds Page 2 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 The drill rig was equipped with 4-inch outside diameter hollow stem augers. Soil samples were obtained from the borings at 21/2- and 5-foot depth intervals in general accordance with Standard Penetration Test (SPT) sampling methods (ASTM test method D-1586) in which the samples are obtained using a 2-inch outside diameter split -spoon sampler. The sampler was driven into the soil a distance of 18 inches using a 140-pound weight freely falling a distance of 30 inches. The number of blows required for each 6-inch increment of sampler penetration was recorded. The number of blows required to achieve the last 12 inches of sample penetration is defined as the SPT N-value. The N-value provides an empirical measure of the relative density of cohesionless soil, or the relative consistency of fine-grained soils. A geologist from PanGEO was present during the field exploration to observe the drilling, assist in sampling, and to describe and document the soil samples obtained from the borings. The soil samples were described and field classified in general accordance with the symbols and terms outlined in Figure 3, and the summary boring logs are included as Figures 4 and 5. SITE GEOLOGY AND SUBSURFACE CONDITIONS SITE GEOLOGY Based on a review of the Composite Geologic Map of the Sno-King Area (Booth, et al. 2004) the primary geologic unit in the vicinity of the site is Advance Outwash (Map Unit Qva). Advance Outwash consists of a silt and sand soil unit deposited by meltwater streams emerging from an advancing glacier. SOIL The test borings drilled at the site generally encountered a thin layer of fill overlying medium dense to dense sand (Advance Outwash). The soils encountered in the test borings are generally consistent with the mapped geology at the site. The following is a brief description of the soils encountered in the test borings drilled at the site. Please refer to the summary boring logs Figures 4 and 5 for additional details. UNIT I — Fill: Both test borings encountered fill to about 3.5 and 1.5 feet in PG-1 and PG-2, respectively. The fill encountered generally consisted of very loose to medium dense, sand and gravelly sand with trace silt, roots, and organics. i 7-081 650 Ben St, Edmonds Page 3 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 UNIT 2 — Advance Outwash: Below fill, both test borings encountered fine to coarse grained, poorly graded sand with trace of silt and gravel. This soil unit was typically medium dense to dense in density, and is weathered in the upper portion of the unit. This unit appears to be consistent with the mapped Advance Outwash. This unit extended to the bottom of the test borings at 21.5 and 16.5 feet below the surface in PG-1 and PG-2, respectively. GROUNDWATER Groundwater was not observed in the test borings within the drilling depths during our field exploration. It should be noted that groundwater elevations and seepage rates are likely to vary depending on the season, tidal fluctuation, local subsurface conditions, and other factors. Groundwater levels and seepage rates are normally highest during the winter and early spring (typically October through May). GEOLOGY HAZARDS ASSESSMENT LANDSLIDE HAZARDS AND STEEP SLOPES Based on review of the topographic survey map provided to us and our field observations, the site generally slopes down from the south to the north with an average slope gradient of about 16 percent. Based on the City of Edmonds Community and Development Code, it is our opinion that the site is not considered as a Landslide Hazard area. A site reconnaissance of the subject property was conducted on March 29, 2017. During our site reconnaissance, we did not observe obvious evidence of past slope instability or ground movement at the subject site. Based on our field observations, the relatively gentle topography at the site and vicinity, and the results of our subsurface explorations, in our opinion, the subject site appears to be globally stable in its current configuration. Furthermore, it is our opinion that the proposed development as currently planned is feasible from a geotechnical engineering standpoint. It is our further opinion that the proposed residence as currently planned will not adversely affect the overall stability of the site or adjacent properties, provided the recommendations outlined herein are followed and the proposed development is properly design and constructed. EROSION HAZARDS Based on the results of our test borings, the sandy soils encountered in the borings are anticipated to exhibit slight to moderate erosion potential. In our opinion, the erosion hazards i 7-081 650 Ben St, Edmonds Page 4 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 at the site can be effectively mitigated with the best management practice during construction and with properly designed and implemented landscaping for permanent erosion control. During construction, the temporary erosion hazard can be effectively managed with an appropriate erosion and sediment control plan, including but not limited to installing silt fence at the construction perimeter, limiting removal of vegetation to the construction area, placing rocks or hay bales at the disturbed/traffic areas and on the downhill side of the project, covering stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to control surface runoff and sediment trap if needed, placing rocks at the construction entrance, etc. Permanent erosion control measures should include establishing vegetation, landscape plants, and hardscape established at the end of project. SEISMIC HAZARDS Liquefaction is a process that can occur when soils lose shear strength for short periods of time during a seismic event. Ground shaking of sufficient strength and duration can result in the loss of grain -to -grain contact and an increase in pore water pressure, causing the soil to behave as a fluid. Soils with a potential for liquefaction are typically cohesionless, predominately silt and sand sized, must be loose, and be below the groundwater table. According to Liquefaction Susceptibility Map of Snohomish County, Washington (S. Palmer et. al, 2004), the site is mapped within an area with very low soil liquefaction susceptibility, which is consistent with the subsurface soil and groundwater conditions encountered in the borings. The site is underlain by medium dense to dense sand without a defined groundwater table. Based on these conditions, it is our opinion that the liquefaction potential of the site is very low. Therefore, special design considerations associated with soil liquefaction and seismic - induced landsliding are not necessary for this project. GEOTECHNICAL DESIGN RECOMMENDATIONS SEISMIC DESIGN PARAMETERS The Table 1 on page 6 provides seismic design parameters for the site that are in conformance with the 2015 edition of the International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2015 USGS seismic hazard maps. The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. i 7-081 650 Ben St, Edmonds Page 5 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Table 1— 2015 IBC Seismic Design Parameters Spectral Spectral Design Spectral Site Site Acceleration Acceleration at Coefficients Response Class at 0.2 sec. (g) 1.0 sec. (g) Parameters Fa Fv SDs SDI Ss S1 D 1.271 0.498 1.00 1.50 0.847 0.499 BUILDING FOUNDATIONS Soil Bearing Pressure Based on the planned finished floor elevations and subsurface conditions, it is our opinion that the proposed building may be supported on conventional footings bearing on the undisturbed native sand or compacted structural fill placed on the native sand. The foundation soils should be compacted to a dense condition. We recommend that an allowable soil bearing pressure of 2,500 pounds per square foot (psf) be used to size the footings. The recommended allowable bearing pressure is for dead plus live loads. For allowable stress design, the recommended bearing pressure may be increased by one- third for transient loading, such as wind or seismic forces. Continuous and individual spread footings should have minimum widths of 18 and 24 inches, respectively. In designing the footings, the shape of footings will need to be considered in regards to the available space for temporary excavations. Where space may be limited for an unsupported open cut, it may be necessary to use L-shaped perimeter footings in order to conserve space and to allow the temporary excavations to be made within the property limits. Foundation Performance Footings designed and constructed in accordance with the above recommendations should experience total settlement of less than one inch and differential settlement of less than 1/2 inch. Most of the anticipated settlement should occur during construction as dead loads are applied. 17-081 650 Ben St, Edmonds Page 6 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Lateral Resistance Lateral loads on the structures may be resisted by passive earth pressure developed against the embedded faces of the foundation system and by frictional resistance between the bottom of the foundation and the supporting subgrade soils. For footings bearing on the firm native soil or compacted sand/structural fill, a frictional coefficient of 0.3 may be used to evaluate sliding resistance developed between the concrete and the compacted subgrade soil. Passive soil resistance may be calculated using an equivalent fluid weight of 300 pcf, assuming properly compacted structural fill will be placed against the footings. The above values include a factor of safety of 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 12 inches of soil should be neglected. Footing Drains Footing drains should be installed around the building perimeter footings, at or just below the invert of the footings. Under no circumstances should roof downspout drain lines be connected to the footing drain systems. Roof downspouts must be separately tightlined to appropriate discharge locations. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Footing Excavation and Subgrade Preparation All footing subgrade should be carefully prepared. The footing subgrade should be compacted to a dense and unyielding condition prior to concrete pour. Depending on the footing subgrade, foundation over -excavation may be needed to remove the existing fill and disturbed outwash sand. Any loose/soft footing subgrade soil or subgrade soil that cannot be compacted to a dense condition should be removed from the footing subgrade and backfilled with lean -mix concrete, Control Density Fill (CDF) or structural fill. Foundation excavations and subgrade conditions should be observed by PanGEO to confirm that the exposed subgrade is consistent with the expected conditions and adequate to support the proposed building. i 7-081 650 Ben St, Edmonds Page 7 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 CONCRETE SLAB -ON -GRADE It is our opinion that conventional slab -on -grade concrete floors are appropriate for this project. We recommend that floor slabs be supported on the recompacted sand or structural fill placed on recompacted on -site sand. If loose or soft soils are encountered at the slab subgrade elevation that cannot be adequately compacted, the loose or soft soil should be over -excavated to competent native and replaced with compacted structural fill, such as WSDOT Gravel Borrow or approved equivalent. The concrete slab -on -grade floors should be underlain by at least 4 inches of capillary break, which consists of free -draining, clean crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 20 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a minimum 10-mil polyethylene vapor barrier be placed below the proposed basement slab. RETAINING AND BASEMENT WALL DESIGN PARAMETERS Retaining and basement walls should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater that may be present behind the walls. Our geotechnical recommendations for the design and construction of the retaining/basement walls are presented below. Lateral Earth Pressures Concrete cantilever walls should be designed for an equivalent fluid pressure of 35 pcf for level backfills behind the walls assuming the walls are free to rotate. If walls are to be restrained at the top from free movement, such as basement walls, equivalent fluid pressures of 45 pcf should be used for level backfills behind the walls. Walls with a maximum 2H:1 V backslope should be designed for an active and at rest earth pressure of 45 and 55 pcf, respectively. Permanent walls should be designed for an additional uniform lateral pressure of 7H psf for seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. i 7-081 650 Ben St, Edmonds Page 8 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Surcharge Surcharge loads, where present, should also be included in the design of retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one-half wall height. Lateral Resistance Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pcf. This value includes a factor of safety of 1.5, assuming the footing is poured against dense native sand, re -compacted on -site sandy soil or properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.3 may be used to determine the frictional resistance at the base of the footings. The coefficient includes a factor safety of 1.5. Wall Drainage Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea gravel wrapped with a layer of filter fabric. Where applicable, in -lieu of conventional footing drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls. A minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a suitable outlet. Wall Backfill In our opinion, the clean sand at the site may be used as wall backfill, provided they can be compacted to a dense condition. Imported wall backfill, if needed, should consist of free draining granular material, such as WSDOT Gravel Borrow. In areas where the space is limited i 7-081 650 Ben St, Edmonds Page 9 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 between the wall and the face of excavation, pea gravel or clean crushed rock may be used as backfill without compaction. Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall, the backfill should be compacted with hand -operated equipment to at least 90 percent of the maximum dry density. CONSTRUCTION CONSIDERATIONS SITE PREPARATION Site preparation for the proposed project includes removing existing house, and excavations/fill to the design subgrade. All stripped surface materials should be properly disposed off -site or be "wasted" on site in non-structural landscaping areas. Following site clearing and excavations, the adequacy of the subgrade where structural fill, foundations, slabs, or pavements are to be placed should be verified by a representative of PanGEO. The subgrade soil in the improvement areas, if recompacted and still yielding, should also be over - excavated and replaced with compacted structural fill or CDF/lean-mix concrete. TEMPORARY EXCAVATIONS As currently planned, the proposed construction will require excavations up to 10 to 11 feet below the existing grade. We anticipate the excavations to mainly encounter loose to dense sand. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. All temporary excavations deeper than a total of 4 feet should be sloped or shored. Based on the soil conditions at the site, for planning purposes, it is our opinion that temporary excavations for the proposed construction may be sloped 1H:1V (Horizontal:Vertical) or flatter. Based on our current understanding of the anticipated building layout and finished floor elevation, it appears that sufficient space is available for unsupported open cuts, except small areas along the east and west property lines. Where space may be limited, the use of L-shaped footings may be required i 7-081 650 Ben St, Edmonds Page 10 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 to conserve space for the temporary cuts. In event that sufficient space is not available for unsupported open cuts, temporary shoring will be needed to support the temporary excavations. The temporary excavations and cut slopes should be re-evaluated in the field during construction based on actual observed soil conditions, and may need to be flattered in the wet seasons and should be covered with plastic sheets. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 1/3 the slope height from the top of any excavation. Temporary Shoring — As previously indicated, if sufficient space is not available for unsupported open cuts in several small areas, temporary shoring will be needed to support the excavations. Based on the 10 feet setback distance from the east and west property lines, in our opinion, temporary shoring, if needed, likely can be accomplished using ultrablock walls. The Ultrablock wall (2t/2x2%2x5%2 feet in block dimension) should have a height of 71/2 feet (three blocks high), combined with a 1H:1V slope above the wall, if needed. Since some sloughing of the sand is anticipated, the backside of the ultrablock should at least setback 5 feet from the property lines. Additionally, we recommend that the following be incorporated into the excavation and shoring plans: • The wall height of staggered blocks is 7%2 feet (i.e., 3 blocks in height); • The vertical wall face is no steeper than I (Horizontal): I OV (Vertical); • The back slope above the wall shall be no steeper than 1H:1V (Maximum 5 feet high); • The ground surface in front of the wall shall be level; • The subgrade at the base of the blocks shall consist of 3 inches of leveling clean crushed rock placed on medium dense to dense native sand; • No excavation shall be made until blocks are available on site; • The width of unsupported cut face for block placement shall be limited to no more than about 12 feet at any given time; • Blocks shall be placed immediately after the cut is made, otherwise the cut face shall be buttressed with on -site soils until the blocks can be placed; • The blocks should be installed to avoid vertical seams between the two adjacent rows; and 17-081 650 Ben St, Edmonds Page 11 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 • Any voids behind blocks shall be backfilled with clean crushed rocks immediately after the block wall are installed. Alternatively, cantilevered soldier pile walls may also be used to support the temporary excavations. PanGEO can provide soldier pile design recommendations if requested. MATERIAL REUSE In the context of this report, structural fill is defined as compacted fill placed under footings, concrete stairs and landings, and slabs, or other load -bearing areas. In our opinion, the on -site sand is poorly graded and will be difficult to compact to a dense condition. As such, on -site sand is not suitable to be used as structural fill, but can be used as wall backfill and general fill in the non-structural areas. Structural fill, if needed, should consist of imported, well -graded, granular material, such as WSDOT Gravel Borrow, or approved equivalent. Well -graded recycled concrete may also be considered as a source of structural fill. Use of recycled concrete as structural fill should be approved by the geotechnical engineer. The on -site silty soil may be used as general fill in the non-structural and landscaping areas. If use of the on -site soil is planned, the excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall in the wet season. STRUCTURAL FILL PLACEMENT AND COMPACTION Structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Depending on the type of compaction equipment used and depending on the type of fill material, it may be necessary to decrease the thickness of each lift in order to achieve adequate compaction. PanGEO can provide additional recommendations regarding structural fill and compaction during construction. WET WEATHER EARTHWORK In our opinion, the proposed site construction may be accomplished during wet weather (such as in winter) without adversely affecting the site stability. However, earthwork construction i 7-081 650 Ben St, Edmonds Page 12 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 performed during the drier summer months likely will be more economical. Winter construction will require the implementation of best management erosion and sedimentation control practices to reduce the chance of off -site sediment transport. Some of the site soils contain a high percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened either by disturbance or rainfall should be removed and replaced with structural fill, Controlled Density Fill (CDF), or lean -mix concrete. General recommendations relative to earthwork performed in wet conditions are presented below: • Site stripping, excavation and subgrade preparation should be followed promptly by the placement and compaction of clean structural fill or CDF; • The size and type of construction equipment used may have to be limited to prevent soil disturbance; • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water; • Geotextile silt fences should be strategically located to control erosion and the movement of soil; • Structural fill should consist of less than 5% fines; and • Excavation slopes should be covered with plastic sheets. SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms in conjunction with silt fences to collect runoff and prevent water from entering excavations or to prevent runoff from the construction area from leaving the immediate work site. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed under control to a positive and permanent discharge system. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures. Potential problems associated with erosion may also be i 7-081 650 Ben St, Edmonds Page 13 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 reduced by establishing vegetation within disturbed areas immediately following grading operations. ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the proposed addition, PanGEO should be retained to conduct a review of the final project plans and specifications, and to monitor the construction of geotechnical elements. The City of Edmonds, as part of the permitting process, will also require geotechnical construction inspection services. PanGEO can provide you a cost estimate for construction monitoring services at a later date. We anticipate that the following additional services will be required: • Review final project plans and specifications • Verify implementation of erosion control measures; • Verify soil bearing; • Verify the adequacy of subsurface drainage installation; • Confirm the adequacy of the compaction of structural backfill; and • Other consultation as may be required during construction Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. CLOSURE We have prepared this report for Mr. Charles Von Goedert and the project design team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. if any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. i 7-081 650 Ben St, Edmonds Page 14 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. We appreciate the opportunity to be of service. i 7-081 650 Ben St, Edmonds Page 15 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Sincerely, John Manke Staff Geologist Attachments: H. Michael Xue, P.E. Senior Geotechnical Engineer Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Terms and Symbols for Boring and Test Pit Logs Figure 4 Log of Test Boring PG-1 Figure 5 Log of Test Boring PG-2 17-081 650 Ben St, Edmonds Page 16 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 REFERENCES International Code Council, 2015, International Building Code. Palmer S. P. et. al., 2004, The Liquefaction Susceptibility Map of Snohomish County, Washington, scale 1:150, 000. WSDOT, 2016, Standard Specifications for Road, Bridge and Municipal Construction, M 41-10, Washington State Department of Transportation. i 7-081 650 Ben St, Edmonds Page 17 PanGEO, Inc. ' � \ - Picnfc Point -North ! \.� pmw_d / m � . ( .MarthaI } . � "Z3 � \ __(_ ¢ Aid erw dV»I0 . .� , k C troj S!e ,mwmAmole@ mmumty Cdlege0 r Lynnwood � A mE Aldrwd � mod@ _n» � � Manor �Woodway E ��. { p _ $_ .. w UL e $W ;. 2utw{a _ , ]7er .e, .. . Brier2f . ( .}� • Shoreline a& Forest Pa & Not bScale PanGEO Proposed T tree m e 850 Bell m?d I N C 0 R P 0 R A T E D Edmonds, WA Reference: Go /eTerrain 9ap VICINITY MAP Man BELL STREET s ea59'as' e �1 fA'WER M6 R WiIE I I PG-2 FNO TK&LO f _ 2-0'(N) & 0.0'(E) t O i Ig 1 W� 1'7 sp0 EMTING HOUSE BASEMENT FF-501.3' MAIN FF=508.26' x - ROOF PEAK=524-6' � >m e1Y ,0' PPG-1 1 t /N 89,59-15- W 59.96' �' d Approx. Scale IN ill =30' Approx. Test Boring Locations PanGEO Inc., 2016 s9 9r - - -41 I I RELATIVE DENSITY / CONSISTENCY SAND / GRAVEL SILT / CLAY SPT Approx. Relative SPT Approx. Undrained Shear Density N-values Density (%) Consistency N-values Strength (psf) Very Loose <4 <15 Very Soft <2 <250 Loose 4 to 10 15 - 35 Soft 2 to 4 250.500 Med. Dense : 10 to 30 35.65 Med. Stiff 4 to 8 500 -1000 Dense 30 to 50 65 - 85 Stiff 8 to 15 1000.2000 Very Dense >50 85 -100 Very Stiff 15 to 30 2000.4000 Hard >30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Gravel GRAVEL (<5% fines) •�' GW: Well -graded GRAVEL .....:...................................................... 50% or more of the coarse , o GP : Poorly -graded GRAVEL : fraction retained on the #4 sieve. Use dual symbols (eg. GP -GM) for 5% to 12% fines. GRAVEL (>12% fines) o o ...................................................... GM Silty GRAVEL ••I••••••••••••••••••••••••••• ........................••• GC: Clayey GRAVEL ......................................................................:::............................................................... Sand SAND <5/° fines) ( SW: Well -graded SAND ...................................................... 50% or more of the coarse SP : Poorly -graded SAND ..................:... fra. SP-SMction passing the #4 sieve. Use dualsymbols e for 5% to 12% fines. g ) SAND (>12% fines) ........................................................ SM : Silty SAND ...................................................... SC : Clayey SAND ...................................................................... ........................................................ ML : SILT : Liquid Limit < 50 ...................................................... CL : Lean CLAY ........................................................... _ _ � Silt and Clay OL : Organic SILT or CLAY 50%or more passing #200 sieve MH : Elastic SILT Liquid Limit > 50 CH Fat CLAY .................................................................... OH : Organic SILT or CLAY .............................................................. HighlyOrganic Soils � PT : PEAT Notes: 1. Soil exploration to s contain material descriptions based on visual observation and Feld tests using a system modified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have been conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs. Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials. DESCRIPTIONS OF SOIL STRUCTURES Layered: Units of material distinguished by color and/or Fissured: Breaks along defined planes composition from material units above and below Slickensided: Fracture planes that are polished or glossy Laminated: Layers of soil typically 0.05 to 1 mm thick, max. 1 cm Blocky: Angular soil lumps that resist breakdown Lens: Layer of soil that pinches out laterally Disrupted: Soil that is broken and mixed Interlayered: Alternating layers of differing soil material Scattered: Less than one per foot Pocket: Erratic, discontinuous deposit of limited extent Numerous: More than one per foot Homogeneous: Soil with uniform color and composition throughout BCN: Angle between bedding plane and a plane normal to core axis COMPONENT DEFINITIONS COMPONENT SIZE / SIEVE RANGE COMPONENT SIZE / SIEVE RANGE Boulder: > 12 inches Sand Cobbles: 3 to 12 inches Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm) Gravel Medium Sand: #10 to #40 sieve (2.0 to 0.42 mm) Coarse Gravel:: 3 to 3/4 inches Fine Sand: #40 to #200 sieve (0.42 to 0.074 mm) Fine Gravel: 3/4 inches to #4 sieve Silt 0.074 to 0.002 mm Clay <0.002 mm TEST SYMBOLS for In Situ and Laboratory Tests listed in "Other Tests" column. ATT Atterberg Limit Test Comp Compaction Tests Con Consolidation DD Dry Density DS Direct Shear %F Fines Content GS Grain Size Perm Permeability PP Pocket Penetrometer R R-value SG Specific Gravity TV Torvane TXC Triaxial Compression UCC Unconfined Compression SYMBOLS Sample/In Situ test types and intervals 2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) 3.25-inch OD Spilt Spoon H (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core MVane Shear MONITORING WELL SZ Groundwater Level at time of drilling (ATD) 1 Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfill Slotted tip Slough Bottom of Boring MOISTURE CONTENT Dry Dusty, dry to the touch Moist Damp but no visible water Wet Visible free water PanGEO Terms and Symbols for I N C O R P O R A T E D Boring and Test Pit Logs Figure 3 Phone: 206.262.0370 Project: Proposed Townhomes Surface Elevation: 513.0ft Job Number: 17-081 Top of Casing Elev.: N/A Location: 650 Bell Street, Edmonds, WA Drilling Method: HSA Coordinates: Northing: , Easting: Sampling Method: SPT N-Value A O Z p PL Moisture LL C Q Q N E MATERIAL DESCRIPTION CL 0 E E U 3 >1 Recovery El El U) m O 0 50 100 0 Very loose, dark brown to tan, gravelly SAND; medium to coarse, S-1 1 with roots and organics in the top 5 inches, moist (FILL). 1 O` S-2 2 Medium dense, gray -brown SAND with trace gravel and silt; medium to coarse grained sand, moist (WEATHERED ADVANCE OUTWASH). 5 6 S-3 8 9 8 S-4 11 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Medium dense, gray, SAND with trace gravel and silt; medium to 12 coarse grained sand, moist (ADVANCE OUTWASH). 10 7 S-5 10 13 15 10 Becomes dense. S-6 X 16 18 20 11 S-7X 17 20 Boring terminated at 21.5 feet below grade. No groundwater seepage encountered during drilling. 25 Completion Depth: 21.5ft Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT) Date Borehole Started: 3/29/18 sampler driven with a 140 lb. safety hammer. Hammer operated with a rope and cathead Date Borehole Completed: 3/29/17 mechanism. Surface elevation estimated from Boundary and Topographic Survey. Logged By: J. Manke Drilling Company: CN Drilling RnGE9 LOG OF TEST BORING PG-1 I N C 0 R P 0 R A T E D Figure The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of Project: Proposed Townhomes Surface Elevation: 503.0ft Job Number: 17-081 Top of Casing Elev.: N/A Location: 650 Bell Street, Edmonds, WA Drilling Method: HSA Coordinates: Northing: , Easting: Sampling Method: SPT N-Value A O Z p PL Moisture LL C Q Q N E MATERIAL DESCRIPTION CL 0 E E U 3 >1 Recovery El El U) m O 0 50 100 0 Medium dense, dark brown to brown SAND with silt and gravel; fine S-1 X1 9 to medium sand, moist (FILL). 12 Medium dense, brown SAND with trace gravel; medium to coarse sand, moist (ADVANCE OUTWASH). 3 Becomes gray -brown. S-2 5 6 5 3 S-3 5 8 5 S-4 6 7 10 7 S-5 7 8 Layer of minor iron oxidation: 1 inch thick. Medium dense, brown -gray SAND with trace gravel and silt; medium to coarse grained sand, moist (ADVANCE OUTWASH). 15 11 S-6X 12 15 Boring terminated at 16.5 feet below grade. No groundwater seepage encountered during drilling. 20 25 Completion Depth: 16.5ft Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT) Date Borehole Started: 3/29/17 sampler driven with a 140 lb. safety hammer. Hammer operated with a rope and cathead Date Borehole Completed: 3/29/17 mechanism. Surface elevation estimated from Boundary and Topographic Survey. Logged By: J. Manke Drilling Company: CN Drilling RnGE9 LOG OF TEST BORING PG-2 I N C 0 R P 0 R A T E D Figure The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 Of Ben Iddins From: Michael Xue <mxue@pangeoinc.com> Sent: Friday, June 23, 2017 5:39 PM To: Ben Iddins Subject: RE: 650 Bell St Edmonds - Infiltration Hi Ben, Based on the borings, you can assume medium sand (30 LF). Let me know if you need anything else. Thanks, H. Michael Xue, P.E. PmGRO � Y! 8 X f 8 h V� Y i i 3213 Eastlake Ave E, Ste B Seattle, WA 98102-7127 Cell (206)491-0081 Office (206)262-0370 Fax (206)262-0374 Email mxue@pangeoinc.com From: Ben Iddins [mailto:ben@dcgengr.com] Sent: Friday, June 23, 2017 2:54 PM To: Michael Xue <mxue@pangeoinc.com> Subject: 650 Bell St Edmonds - Infiltration Hi Michael, I am working on the stormwater design for the project at 650 Bell St in Edmonds for which you completed a geotechnical analysis and report for. I have attached your report for reference. We are required to evaluate infiltration on the site and it appears at first glance that it may be feasible given the Advance Outwash soils that were encountered. We would be using the pre -sized infiltration method in the DOE Stormwater Manual and would have an overflow pipe connecting to the City's stormwater system. In order to use the pre -sized approach we need to determine which category from below best describes the soils encountered: I _ The following minimum lerlgths (linear feet) per 1,000 square feet of roof area based on soil type maybe used for sizing downspout infiltration trenches. Coarse sands and cobbles 20 LF Medium sand 30 LF Fine sand, loamy sand 75 LF Sandy loam l25 LF Loarn 190 LF Assuming you don't have any other issues with infiltration at the site, can you please provide me with the length of trench I should use per 1,000 SF of roof area contributing? Thanks, Ben Iddins, PE Davido Consulting Group, Inc. T 206.523.0024 x115 I C 425.232.5729 Lake Forest Park I Mount Vernon I Whidbey Island Stormwater Site Plans — Rev 1 650 Bell St Edmonds APPENDIX B WWHM Summary April 2019 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 WWH? PROJECT General Model Information Project Name: Flow Control Exemption Site Name: 650 Bell St Site Address: 650 Bell St City: Edmonds Report Date: 4/18/2019 MGS Region: Puget East Data Start: 1901/10/1 Data End: 2058/09/30 Timestep: 15 Minute DOT Data Number03 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Flow Control Exemption 4/18/2019 11:49:55 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Steep 0.18 Pervious Total 0.18 Impervious Land Use acre Impervious Total 0 Basin Total 0.18 Element Flows To: Surface Interflow Groundwater Flow Control Exemption 4/18/2019 11:49:55 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Steep 0.03 Pervious Total 0.03 Impervious Land Use acre ROOF TOPS FLAT 0.08 DRIVEWAYS MOD 0.06 SIDEWALKS FLAT 0.01 Impervious Total 0.15 Basin Total 0.18 Element Flows To: Surface Interflow Groundwater Flow Control Exemption 4/18/2019 11:49:55 AM Page 4 Routing Elements Predeveloped Routing Flow Control Exemption 4/18/2019 11:49:55 AM Page 5 Mitigated Routing Flow Control Exemption 4/18/2019 11:49:55 AM Page 6 Analysis Results POC 1 ol o.m 10E-5 10E-4 10E 3 10E 2 10E 1 1 10 100 o.o Percent Time Exce edirig + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.18 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.03 Total Impervious Area: 0.15 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000171 5 year 0.000429 10 year 0.000775 25 year 0.001591 50 year 0.002663 100 year 0.004381 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.046258 5 year 0.062399 10 year 0.074417 25 year 0.09119 50 year 0.10489 100 year 0.119666 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.000 0.054 1903 0.000 0.059 1904 0.000 0.064 1905 0.000 0.033 1906 0.000 0.036 1907 0.000 0.043 1908 0.000 0.038 1909 0.000 0.049 1910 0.000 0.042 1911 0.000 0.051 Flow Control Exemption 4/18/2019 11:49:55 AM Page 7 1912 0.028 0.088 1913 0.000 0.036 1914 0.000 0.134 1915 0.000 0.030 1916 0.000 0.058 1917 0.000 0.028 1918 0.000 0.046 1919 0.000 0.028 1920 0.000 0.040 1921 0.000 0.030 1922 0.000 0.045 1923 0.000 0.038 1924 0.000 0.064 1925 0.000 0.028 1926 0.000 0.058 1927 0.000 0.044 1928 0.000 0.035 1929 0.000 0.061 1930 0.000 0.073 1931 0.000 0.031 1932 0.000 0.037 1933 0.000 0.036 1934 0.012 0.056 1935 0.000 0.032 1936 0.000 0.044 1937 0.000 0.054 1938 0.000 0.031 1939 0.000 0.043 1940 0.000 0.074 1941 0.000 0.074 1942 0.000 0.054 1943 0.000 0.051 1944 0.000 0.070 1945 0.000 0.055 1946 0.000 0.042 1947 0.000 0.033 1948 0.000 0.041 1949 0.000 0.076 1950 0.000 0.036 1951 0.000 0.068 1952 0.001 0.072 1953 0.002 0.066 1954 0.000 0.040 1955 0.000 0.037 1956 0.000 0.031 1957 0.000 0.039 1958 0.004 0.046 1959 0.003 0.045 1960 0.000 0.036 1961 0.001 0.105 1962 0.000 0.044 1963 0.000 0.030 1964 0.000 0.098 1965 0.002 0.058 1966 0.000 0.037 1967 0.000 0.052 1968 0.000 0.039 1969 0.000 0.035 Flow Control Exemption 4/18/2019 11:51:07 AM Page 8 1970 0.000 0.046 1971 0.000 0.042 1972 0.002 0.164 1973 0.001 0.088 1974 0.000 0.060 1975 0.000 0.061 1976 0.000 0.063 1977 0.000 0.028 1978 0.001 0.045 1979 0.000 0.047 1980 0.000 0.052 1981 0.000 0.057 1982 0.000 0.038 1983 0.001 0.052 1984 0.000 0.048 1985 0.000 0.056 1986 0.000 0.029 1987 0.000 0.056 1988 0.000 0.031 1989 0.000 0.042 1990 0.000 0.037 1991 0.000 0.053 1992 0.001 0.052 1993 0.000 0.064 1994 0.000 0.040 1995 0.000 0.029 1996 0.001 0.043 1997 0.000 0.037 1998 0.000 0.044 1999 0.000 0.054 2000 0.000 0.046 2001 0.000 0.057 2002 0.000 0.068 2003 0.000 0.041 2004 0.000 0.058 2005 0.002 0.116 2006 0.000 0.044 2007 0.000 0.056 2008 0.000 0.046 2009 0.000 0.037 2010 0.000 0.047 2011 0.000 0.045 2012 0.000 0.042 2013 0.000 0.046 2014 0.000 0.038 2015 0.000 0.092 2016 0.000 0.038 2017 0.000 0.068 2018 0.005 0.044 2019 0.004 0.064 2020 0.000 0.054 2021 0.001 0.046 2022 0.000 0.062 2023 0.000 0.078 2024 0.005 0.094 2025 0.000 0.059 2026 0.000 0.056 2027 0.000 0.060 Flow Control Exemption 4/18/2019 11:51:07 AM Page 9 2028 0.000 0.025 2029 0.000 0.033 2030 0.000 0.074 2031 0.000 0.026 2032 0.000 0.039 2033 0.000 0.040 2034 0.000 0.034 2035 0.000 0.043 2036 0.000 0.037 2037 0.000 0.052 2038 0.000 0.043 2039 0.000 0.086 2040 0.000 0.039 2041 0.000 0.042 2042 0.000 0.059 2043 0.000 0.062 2044 0.002 0.043 2045 0.000 0.036 2046 0.000 0.034 2047 0.000 0.046 2048 0.000 0.039 2049 0.000 0.061 2050 0.000 0.034 2051 0.000 0.056 2052 0.000 0.045 2053 0.000 0.039 2054 0.000 0.075 2055 0.000 0.046 2056 0.000 0.060 2057 0.000 0.030 2058 0.000 0.058 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Rank Predeveloped Mitigated 1 0.0283 0.1637 2 0.0124 0.1338 3 0.0055 0.1161 4 0.0045 0.1052 5 0.0044 0.0979 6 0.0036 0.0943 7 0.0032 0.0919 8 0.0023 0.0882 9 0.0021 0.0880 10 0.0019 0.0856 11 0.0018 0.0784 12 0.0016 0.0761 13 0.0015 0.0752 14 0.0011 0.0742 15 0.0010 0.0737 16 0.0008 0.0736 17 0.0008 0.0734 18 0.0007 0.0717 19 0.0007 0.0699 20 0.0006 0.0685 21 0.0005 0.0679 22 0.0005 0.0677 23 0.0004 0.0663 Mitigated. POC #1 Flow Control Exemption 4/18/2019 11:51:07 AM Page 10 24 0.0004 0.0645 25 0.0003 0.0644 26 0.0002 0.0641 27 0.0002 0.0640 28 0.0002 0.0627 29 0.0002 0.0623 30 0.0002 0.0618 31 0.0002 0.0614 32 0.0002 0.0612 33 0.0002 0.0609 34 0.0002 0.0602 35 0.0002 0.0601 36 0.0002 0.0597 37 0.0002 0.0591 38 0.0002 0.0590 39 0.0002 0.0587 40 0.0002 0.0583 41 0.0001 0.0582 42 0.0001 0.0578 43 0.0001 0.0578 44 0.0001 0.0576 45 0.0001 0.0567 46 0.0001 0.0566 47 0.0001 0.0565 48 0.0001 0.0564 49 0.0001 0.0561 50 0.0001 0.0557 51 0.0001 0.0556 52 0.0001 0.0556 53 0.0001 0.0550 54 0.0001 0.0540 55 0.0001 0.0540 56 0.0001 0.0539 57 0.0001 0.0538 58 0.0001 0.0535 59 0.0001 0.0527 60 0.0001 0.0523 61 0.0001 0.0520 62 0.0001 0.0518 63 0.0001 0.0517 64 0.0001 0.0517 65 0.0001 0.0507 66 0.0001 0.0507 67 0.0001 0.0487 68 0.0001 0.0481 69 0.0001 0.0469 70 0.0001 0.0465 71 0.0001 0.0462 72 0.0001 0.0462 73 0.0001 0.0459 74 0.0001 0.0459 75 0.0001 0.0459 76 0.0001 0.0458 77 0.0001 0.0457 78 0.0001 0.0455 79 0.0001 0.0455 80 0.0001 0.0454 81 0.0001 0.0451 Flow Control Exemption 4/18/2019 11:51:07 AM Page 11 82 0.0001 0.0448 83 0.0001 0.0448 84 0.0001 0.0447 85 0.0001 0.0445 86 0.0001 0.0445 87 0.0001 0.0444 88 0.0001 0.0443 89 0.0001 0.0441 90 0.0001 0.0436 91 0.0001 0.0435 92 0.0001 0.0428 93 0.0001 0.0428 94 0.0001 0.0425 95 0.0001 0.0425 96 0.0001 0.0425 97 0.0001 0.0422 98 0.0001 0.0422 99 0.0001 0.0420 100 0.0001 0.0419 101 0.0001 0.0416 102 0.0001 0.0415 103 0.0001 0.0410 104 0.0001 0.0405 105 0.0001 0.0403 106 0.0001 0.0403 107 0.0001 0.0399 108 0.0001 0.0396 109 0.0001 0.0395 110 0.0001 0.0393 111 0.0001 0.0390 112 0.0001 0.0387 113 0.0001 0.0386 114 0.0001 0.0385 115 0.0001 0.0381 116 0.0001 0.0381 117 0.0001 0.0379 118 0.0001 0.0378 119 0.0001 0.0376 120 0.0001 0.0374 121 0.0001 0.0372 122 0.0001 0.0370 123 0.0001 0.0369 124 0.0001 0.0367 125 0.0001 0.0367 126 0.0001 0.0365 127 0.0001 0.0365 128 0.0001 0.0362 129 0.0001 0.0358 130 0.0001 0.0357 131 0.0001 0.0356 132 0.0001 0.0355 133 0.0001 0.0351 134 0.0001 0.0349 135 0.0001 0.0345 136 0.0001 0.0335 137 0.0001 0.0335 138 0.0001 0.0334 139 0.0001 0.0332 Flow Control Exemption 4/18/2019 11:51:07 AM Page 12 140 0.0001 0.0327 141 0.0001 0.0316 142 0.0001 0.0312 143 0.0001 0.0311 144 0.0001 0.0310 145 0.0001 0.0307 146 0.0001 0.0304 147 0.0001 0.0303 148 0.0001 0.0302 149 0.0001 0.0301 150 0.0001 0.0291 151 0.0001 0.0285 152 0.0001 0.0284 153 0.0001 0.0283 154 0.0001 0.0278 155 0.0001 0.0275 156 0.0001 0.0261 157 0.0001 0.0254 Flow Control Exemption 4/18/2019 11:51:07 AM Page 13 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 14247 1045955 7341 Fail 0.0001 6903 983197 14243 Fail 0.0001 1981 934203 47158 Fail 0.0002 560 894566 159743 Fail 0.0002 494 861536 174400 Fail 0.0002 447 832910 186333 Fail 0.0002 405 807037 199268 Fail 0.0003 373 784466 210312 Fail 0.0003 349 764648 219096 Fail 0.0003 328 745931 227417 Fail 0.0003 315 728865 231385 Fail 0.0004 299 713451 238612 Fail 0.0004 278 698588 251290 Fail 0.0004 268 685375 255736 Fail 0.0004 254 672714 264848 Fail 0.0005 241 660052 273880 Fail 0.0005 232 648492 279522 Fail 0.0005 219 638032 291338 Fail 0.0006 212 627573 296025 Fail 0.0006 197 618214 313814 Fail 0.0006 191 608856 318772 Fail 0.0006 173 600048 346848 Fail 0.0007 165 591790 358660 Fail 0.0007 160 583533 364708 Fail 0.0007 153 575826 376356 Fail 0.0007 147 568118 386474 Fail 0.0008 134 560962 418628 Fail 0.0008 126 553805 439527 Fail 0.0008 121 546979 452048 Fail 0.0008 118 540428 457989 Fail 0.0009 115 534097 464432 Fail 0.0009 111 528097 475763 Fail 0.0009 107 522152 487992 Fail 0.0009 105 516261 491677 Fail 0.0010 103 510536 495666 Fail 0.0010 102 504921 495020 Fail 0.0010 98 499581 509776 Fail 0.0010 94 494461 526022 Fail 0.0011 89 489452 549946 Fail 0.0011 88 484442 550502 Fail 0.0011 84 479488 570819 Fail 0.0012 82 474643 578832 Fail 0.0012 81 469964 580202 Fail 0.0012 81 465285 574425 Fail 0.0012 80 460881 576101 Fail 0.0013 79 456532 577888 Fail 0.0013 78 452238 579792 Fail 0.0013 76 448054 589544 Fail 0.0013 75 444035 592046 Fail 0.0014 72 440017 611134 Fail 0.0014 70 436053 622932 Fail 0.0014 69 432199 626375 Fail 0.0014 68 428401 630001 Fail 0.0015 66 424713 643504 Fail Flow Control Exemption 4/18/2019 11:51:07 AM Page 14 0.0015 63 421024 668292 Fail 0.0015 61 417446 684337 Fail 0.0015 60 414033 690055 Fail 0.0016 60 410565 684275 Fail 0.0016 59 407152 690088 Fail 0.0016 58 403738 696100 Fail 0.0016 57 400435 702517 Fail 0.0017 57 397187 696819 Fail 0.0017 57 393995 691219 Fail 0.0017 55 390802 710549 Fail 0.0018 53 387774 731649 Fail 0.0018 53 384746 725935 Fail 0.0018 52 381773 734178 Fail 0.0018 51 378801 742747 Fail 0.0019 51 375883 737025 Fail 0.0019 51 372910 731196 Fail 0.0019 50 370158 740316 Fail 0.0019 47 367240 781361 Fail 0.0020 46 364488 792365 Fail 0.0020 46 361680 786260 Fail 0.0020 46 358983 780397 Fail 0.0020 46 356340 774652 Fail 0.0021 46 353698 768908 Fail 0.0021 46 351055 763163 Fail 0.0021 44 348468 791972 Fail 0.0021 44 345936 786218 Fail 0.0022 44 343403 780461 Fail 0.0022 44 340871 774706 Fail 0.0022 43 338449 787090 Fail 0.0022 43 336137 781713 Fail 0.0023 43 333770 776209 Fail 0.0023 42 331402 789052 Fail 0.0023 41 329145 802792 Fail 0.0024 41 326888 797287 Fail 0.0024 41 324631 791782 Fail 0.0024 41 322264 786009 Fail 0.0024 41 320062 780639 Fail 0.0025 41 317915 775402 Fail 0.0025 41 315768 770165 Fail 0.0025 41 313511 764660 Fail 0.0025 40 311419 778547 Fail 0.0026 39 309272 793005 Fail 0.0026 39 307180 787641 Fail 0.0026 39 305199 782561 Fail 0.0026 39 303217 777479 Fail 0.0027 38 301125 792434 Fail The development has an increase in flow durations from 1 /2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Flow Control Exemption 4/18/2019 11:51:07 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Flow Control Exemption 4/18/2019 11:51:07 AM Page 16 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit ❑uration Compliance with LID Analysis Standard 0% of2-yrto 50% of Result = 2 yr Failed Flow Control Exemption 4/18/2019 11:51:07 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Flow Control Exemption 4/18/2019 11:52:01 AM Page 18 Appendix Predeveloped Schematic Flow Control Exemption 4/18/2019 11:52:01 AM Page 19 Mitigated Schematic MENNEN MENEEMEN Wpm iNEEMEN MENEEMEN MENEEMEN MENEEMEN MENEEMEN MENEEMEN MENEEMEN MENEEMEN Flow Control Exemption 4/18/2019 11:52:01 AM Page 20 Predeveloped UC/ File Flow Control Exemption 4/18/2019 11:52:01 AM Page 21 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2058 09 30 UNIT SYSTEM FILES <File> <Un#> OPN SEQUENCE 1 <----------- File Name--------- --------------------->*** *** INGRP INDELT 00:15 PERLND 9 IMPLND 4 IMPLND 6 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 9 A/B, Lawn, Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 9 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* Flow Control Exemption 4/18/2019 11:52:01 AM Page 22 9 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 9 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 9 0 5 0.8 400 0.15 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 9 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 9 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 9 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 6 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 6 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 Flow Control Exemption 4/18/2019 11:52:01 AM Page 23 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 6 0 0 8 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 6 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 9 PERLND 9 IMPLND 4 IMPLND 6 IMPLND 8 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.03 COPY 501 12 0.03 COPY 501 13 0.08 COPY 501 15 0.06 COPY 501 15 0.01 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** Flow Control Exemption 4/18/2019 11:52:01 AM Page 24 # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN Flow Control Exemption 4/18/2019 11:52:01 AM Page 25 Predeveloped HSPF Message File Flow Control Exemption 4/18/2019 11:52:01 AM Page 26 Mitigated HSPF Message File Flow Control Exemption 4/18/2019 11:52:01 AM Page 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Flow Control Exemption 4/18/2019 11:52:01 AM Page 28 Stormwater Site Plans — Rev 1 650 Bell St Edmonds APPENDIX C Operation and Maintenance Manual April 2019 20190418_650 Bell St Edmonds Drainage Report _Rev 1 650 Bell St — Edmonds 4-Unit Multi -family Building Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On -Site Storm System: Charles Von Goedert 440 121h Place N Edmonds, WA 98020 Phone: 425-778-6673 The Location Where the Operation and Maintenance Manual is to be Kept: 650 Bell St Edmonds, WA 98020 *Note: The manual and maintenance activity log must be made available to the City of Edmonds for inspection purposes. Description of On -Site Storm System The on -site storm system for the 650 Bell St 4-unit multi -family building project consists of 4-6" storm drain pipe, permeable pavement, three infiltration drywells, and three Type I catch basins, two of which is equipped with a spill control elbow for oil and water separation. Stormwater runoff from the proposed multi -family building will be collected in a gutter and downspout system and routed to one of two Type I catch basins located within the driveway north of the building prior to being conveyed to the three infiltration drywells. The drywells are hydraulically connected and also located beneath the northern driveway (the low point of the site). Permeable pavement will be utilized for the northern driveway and all walkways onsite. The southern driveway, which is too steep for permeable pavement to be utilized, will be concrete and stormwater runoff will be collected and conveyed to the infiltration drywells north of the building. Any overflows from the drywells or permeable pavement will be conveyed and discharged to the City's storm system in Bell St. The proposed infiltration drywells, permeable pavement, Type I catch basins, and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See the attached sheets for operation and maintenance requirements pertaining to the project. Contact Information for Stormwater Facility Manufacturers and Installers: Contractor (Installer of On -Site Stormwater Facilities) TBD Civil Engineer(Designer of On -Site Stormwater Facilities Ben Iddins, P.E. Davido Consulting Group, Inc 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone — 206.523.0024 bengdcgen rg com Attachments oo SWMMWW Operation and Maintenance Manual for Infiltration oo SWMMWW Operation and Maintenance Manual for Catch Basins oo SWMMWW Operation and Maintenance Manual for Permeable Pavement No. 2 — Infiltration Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. Treatment basins so that infiltration system should infiltrate Water Quality Design Storm works according to Volume within 48 hours, and empty within design. 24 hours after cessation of most rain events. (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris Volume V — Runoff Treatment BMPs — December 2014 4-35 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Volume V — Runoff Treatment BMPs — December 2014 4-38 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Mechanism cannot be opened by one Mechanism opens with sm F maintenance person with proper tools. Bolts proper tools. king into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the rate is in place and Fry Missing. grate. eets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When Components Needed Maintenance is Performed General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20% of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bars in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to deterioration to any part of barrier. design standards. Inlet/Outlet Debris barrier missing or not attached to Barrier firmly attached to pipe Pipe pipe Volume V — Runoff Treatment BMPs — December 2014 4-39 No. 22 - Maintenance Standards and Procedures for Permeable Pavement. Note that the inspection and routine maintenance frequencies listed below are recommended by Ecology. They do not supersede or replace the municipal stormwater permit requirements for inspection frequency required of municipal stormwater permittees for "stormwater treatment and flow control BMPs/facilities." Recommended Frequency • Component Condition when Maintenance is Needed Action Needed Inspection Routine (Standards) (Procedures) Maintenance Surface/Wearing Course Permeable A, S Runoff from adjacent pervious areas deposits soil, mulch or Clean deposited soil or other materials from permeable pavement or other adjacent surfacing Pavements, all sediment on paving Check if surface elevation of planted area is too high, or slopes towards pavement, and can be regraded (prior to regrading, protect permeable pavement by covering with temporary plastic and secure covering in place) • Mulch and/or plant all exposed soils that may erode to pavement surface Porous asphalt or A or B None (routine maintenance) Clean surface debris from pavement surface using one or a combination of the following methods: pervious concrete • Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used for removing leaves) • Vacuum/sweep permeable paving installation using: o Walk -behind vacuum (sidewalks) o High efficiency regenerative air or vacuum sweeper (roadways, parking lots) o ShopVac or brush brooms (small areas) • Hand held pressure washer or power washer with rotating brushes Follow equipment manufacturer guidelines for when equipment is most effective for cleaning permeable pavement. Dry weather is more effective for some equipment. Ab Surface is clogged: • Review the overall performance of the facility (note that small clogged areas may not reduce overall performance of facility) Ponding on surface or water flows off the permeable • Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform one test per installation, pavement surface during a rain event (does not infiltrate) up to 2,500 square feet. Perform an additional test for each additional 2,500 square feet up to 15,000 square feet total. Above 15,000 square feet, add one test for every 10,000 square feet. • If the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore permeability. To clean clogged pavement surfaces, use one or combination of the following methods: • Combined pressure wash and vacuum system calibrated to not dislodge wearing course aggregate. • Hand held pressure washer or power washer with rotating brushes • Pure vacuum sweepers Note: If the annual/biannual routine maintenance standard to clean the pavement surface is conducted using equipment from the list above, corrective maintenance may not be needed. A Sediment present at the surface of the pavement • Assess the overall performance of the pavement system during a rain event. If water runs off the pavement and/or there is ponding then see above. • Determine source of sediment loading and evaluate whether or not the source can be reduced/eliminated. If the source cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year instead of once per year). Summer Moss growth inhibits infiltration or poses slip safety hazard • Sidewalks: Use a stiff broom to remove moss in the summer when it is dry • Parking lots and roadways: Pressure wash, vacuum sweep, or use a combination of the two for cleaning moss from pavement surface. May require stiff broom or power brush in areas of heavy moss. A Major cracks or trip hazards and concrete spalling and • Fill potholes or small cracks with patching mixes raveling • Large cracks and settlement may require cutting and replacing the pavement section. Replace in -kind where feasible. Replacing porous asphalt with conventional asphalt is acceptable if it is a small percentage of the total facility area and does not impact the overall facility function. • Take appropriate precautions during pavement repair and replacement efforts to prevent clogging of adjacent porous materials a Frequency: A= Annually; B= Biannually (twice per year); 5 = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). b Inspection should occur during storm event. Volume V — Runoff Treatment BMPs — December 2014 4-60 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement. Recommended Frequency • Component Condition when Maintenance is Needed Action Needed Inspection Routine (Standards) (Procedures) Maintenance Surface/Wearing Course (cont'd) None (routine maintenance) Interlocking concrete A or B Clean pavement surface using one or a combination of the following methods: paver blocks and • Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used aggregate pavers for removing leaves) • Vacuum/sweep permeable paving installation using: o Walk -behind vacuum (sidewalks) o High efficiency regenerative air or vacuum sweeper (roadways, parking lots) o ShopVac or brush brooms (small areas) • Note: Vacuum settings may have to be adjusted to prevent excess uptake of aggregate from paver openings or joints. Vacuum surface op enin s in dry weather to remove dry, encrusted sediment. A b Surface is clogged: • Review the overall performance of the facility (note that small clogged areas may not reduce overall performance of facility) Ponding on surface or water flows off the permeable • Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform one test per installation, pavement surface during a rain event (does not infiltrate)] up to 2,500 square feet. Perform an additional test for each additional 2,500 square feet up to 15,000 square feet total. Above 15,000 square feet, add one test for every 10,000 square feet. • If the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore permeability. • Clogging is usually an issue in the upper 2 to 3 centimeters of aggregate. Remove the upper layer of encrusted sediment, and fines, and/or vegetation from openings and joints between the pavers by mechanical means and/or suction equipment (e.g., pure vacuum sweeper). • Replace aggregate in paver cells, joints, or openings per manufacturer's recommendations A Sediment present at the surface of the pavement • Assess the overall performance of the pavement system during a rain event. If water runs off the pavement and/or there is ponding, then see above. • Determine source of sediment loading and evaluate whether or not the source can be reduced/eliminated. If the source cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year instead of once per year). Summer Moss growth inhibits infiltration or poses slip safety hazard • Sidewalks: Use a stiff broom to remove moss in the summer when it is dry • Parking lots and roadways: Vacuum sweep or stiff broom/power brush for cleaning moss from pavement surface A Paver block missing or damaged Remove individual damaged paver blocks by hand and replace or repair per manufacturer's recommendations A Loss of aggregate material between paver blocks Refill per manufacturer's recommendations for interlocking paver sections A Settlement of surface May require resetting Open -celled paving A or B None (routine maintenance) • Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used grid with gravel for removing leaves) • Follow equipment manufacturer guidelines for cleaning surface. A b Aggregate is clogged: • Use vacuum truck to remove and replace top course aggregate Ponding on surface or water flows off the permeable • Replace aggregate in paving grid per manufacturer's recommendations pavement surface during a rain event (does not infiltrate)] A Paving grid missing or damaged • Remove pins, pry up grid segments, and replace gravel • Replace grid segments where three or more adjacent rings are broken or damaged • Follow manufacturer guidelines for repairing surface. A Settlement of surface May require resetting A Loss of aggregate material in paving grid Replenish aggregate material by spreading gravel with a rake (gravel level should be maintained at the same level as the plastic rings or no more than 1/4 inch above the top of rings). See manufacturer's recommendations. A Weeds present • Manually remove weeds • Presence of weeds may indicate that too many fines are present (refer to Actions Needed under "Aggregate is clogged" to address this issue) a Frequency: A= Annually; B= Biannually (twice per year); S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). b Inspection should occur during storm event. Volume V — Runoff Treatment BMPs — December 2014 4-61 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement. Recommended Frequency. Component Condition when Maintenance is Needed Action Needed Inspection Routine (Standards) (Procedures) Maintenance Surface/Wearing Course (cont'd) Open -celled paving A or B None (routine maintenance) Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used grid with grass for removing leaves) • Follow equipment manufacturer guidelines for cleaning surface. A b Aggregate is clogged: . Rehabilitate per manufacturer's recommendations. Ponding on surface or water flows off the permeable pavement surface during a rain event (does not infiltrate)] A Paving grid missing or damaged . Remove pins, pry up grid segments, and replace grass . Replace grid segments where three or more adjacent rings are broken or damaged • Follow manufacturer guidelines for repairing surface. A Settlement of surface . May require resetting A Poor grass coverage in paving grid . Restore growing medium, reseed or plant, aerate, and/or amend vegetated area as needed • Traffic loading may be inhibiting grass growth; reconsider traffic loading if feasible As needed None (routine maintenance) . Use a mulch mower to mow grass A None (routine maintenance) . Sprinkle a thin layer of compost on top of grass surface (1/2" top dressing) and sweep it in . Do not use fertilizer A Weeds present . Manually remove weeds • Mow, torch, or inoculate and replace with preferred vegetation Inlets/Oudets/Pipes �01- I pipe A Pipe is damaged Repair/replace A Pipe is clogged Remove roots or debris Underdrain pipe Clean pipe as Clean orifice at least Plant roots, sediment or debris reducing capacity of . Jet clean or rotary cut debris/roots from underdrain(s) needed biannually (may underdrain (may cause prolonged drawdown period) . If underdrains are equipped with a flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly need more frequent cleaning during wet season) Raised subsurface Clean pipe as Clean orifice at least Plant roots, sediment or debris reducing capacity of . Jet clean or rotary cut debris/roots from underdrain(s) overflow pipe needed biannually (may underdrain . If underdrains are equipped with a flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly need more frequent cleaning during wet season) Outlet structure A, S Sediment, vegetation, or debris reducing capacity of outlet Clear the blockage structure . Identify the source of the blockage and take actions to prevent future blockages a Frequency: A= Annually; B= Biannually (twice per year); 5 = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). b Inspection should occur during storm event. Volume V — Runoff Treatment BMPs — December 2014 4-62 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement. Recommended Frequency. Component Condition when Maintenance is Needed Action Needed Inspection Routine (Standards) (Procedures) Maintenance InletalOudeta/Pipes (cont'd) Overflow B Native soil is exposed or other signs of erosion damage are Repair erosion and stabilize surface present at discharge point Aggregate Storage Reservoir Observation port A, S Water remains in the storage aggregate longer than If immediate cause of extended ponding is not identified, schedule investigation of subsurface materials or other potential anticipated by design after the end of a storm causes of system failure. Vegetation Adjacent large shrubs As needed Vegetation related fallout clogs or will potentially clog voids . Sweep leaf litter and sediment to prevent surface clogging and ponding or trees . Prevent large root systems from damaging subsurface structural components Once in May and Vegetation growing beyond facility edge onto sidewalks, Edging and trimming of planted areas to control groundcovers and shrubs from overreaching the sidewalks, paths and street Once in September paths, and street edge edge improves appearance and reduces clogging of permeable pavements by leaf litter, mulch and soil. Leaves, needles, and In fall (October to Accumulation of organic debris and leaf litter Use leaf blower or vacuum to blow or remove leaves, evergreen needles, and debris (i.e., flowers, blossoms) off of and away organic debris December) after leaf from permeable pavement drop (1-3 times, depending on canopy cover) . Frequency: A= Annually; B= Biannually (twice per year); S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). b Inspection should occur during storm event. Volume V — Runoff Treatment BMPs — December 2014 4-63 Stormwater Site Plans — Rev 1 650 Bell St Edmonds APPENDIX D Declaration of Covenant April 2019 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 After recording return to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Document Title(s) Declaration of Covenant - Private Stormwater Facility Reference Number(s) of Related Documents City of Edmonds (permit number) BLD20181634 Grantor(s) (Last, First and Middle Initial) Von Goedert, Charles Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated form; i.e., lot, plat or section, township, range, quarter/quarter) LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH Assessor's Property Tax Parcel/Account Number at the Time of Recording: PARCEL NUMBER 00434209801700 The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned Declarant(s) have installed one or more stormwater facilities under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" as selected below: 0 Permeable Pavement ❑ ❑ Rain Garden / Bioretention Cell ❑ 0 Drywell ❑ Infiltration Trench Gravelless Chamber Other WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: 650 Bell Street in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. 3. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners shall inspect LID BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working properly. The Owners also shall maintain all LID BMPs so they function as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the Property described on Exhibit A at all reasonable times for the purpose of inspecting the private stormwater LID BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP(s), the installation and presence of the LID BMP(s), and the acts or omissions of the Owners, their officers, employees, contractors, and agents relating to the construction, operation and maintenance of the LID BMP(s) on the Property, except for the City's intentional and willful tortious acts, and waive and release the City of Edmonds from any and all claims for damages and injunctive relief which the Owners may themselves have now or in the future, by reason of the construction, maintenance and operation of said LID BMP(s). 8. This covenant shall run with the land and be binding upon the Owners. Dated: DECLARANT(S): (Signature) (Print Name) (Signature) (Print Name) State of Washington ss. County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me {Declarant(s)} to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this day of , 201_ (Signature) (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: My commission expires Exhibit A Legal description LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH COUNTY AUDITOR. PARCEL No. 00434209801700 ADDRESS: 650 BELL STREET, EDMONDS, WASHINGTON 98020 Exhibit B Site Plan GRAVEL DRYWELL (TYP) o w (3) @ 5'0 x 6.25' D x� LL� r �IAL m I — ;Q: J I w I m I K U O OW LLU 2� N 20 0 20 40 SCALE IN FEET PERMEABLE PAVERS (TYP) 1,043 SF TOTAL BUILDING BUILDING'A A C 'I BUILDING BUILDING — B D I dw EXHIBIT B - SITE PLAN 650 BELL ST w J J Q Stormwater Site Plans — 650 Bell St Edmonds APPENDIX E Conveyance Calculations April 2049 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 RATIONAL METHOD for Conveyance Facility Sizing Project: 650 Bell St Edmonds Description: Rational method for SD pipe sizing Design Storm: 100 yr Q=CIA Where: Q = peak flow (cfs) I = peak rainfall intensity (inches/hour) C = estimated composite runoff coefficient A = drainage subbasin area (acres) Composite Runoff Coefficient Cc = (Cl *A1+C2*A2... )/At Where: Cc = composite runoff coefficient A# = area of land cover (acres) C# = runoff coefficient for Area # At = total area (acres) Area C # Description Area (sf) (acres) C A*C 1 Onsite/New Impervious Surface 5,073 0.12 0.90 0.10 2 Onsite/New Pervious Surface 0 0.00 0.25 0.00 Totals: 0.12 0.10 Cc = 0.90 (total C#*A#)/(total area) Time of Concentration Travel Upper Lower Slope Time Seg. # Description of Flow Path Segment Length (ft) kr Elev Elev (ft/ft) (minutes) 1 Paved Area (sheet flow) and shallow gutter flow 200 20 475 466 0.045 0.79 Totals: 200 0.8 Unity Peak Intensity Factor it = ar*Tc^-br where: Tc = time of concentration (minutes) ar and br = coefficients from Table 3.2.1.13 Tc = 6.30 minutes (from table above or 6.3 minimum or 100 max) ar = 2.61 (from Table 3.2.1.B) br = 0.63 (from Table 3.2.1.B) it = 0.82 Peak Rainfall Intensity Ir = Pr*ir where: Ir = peak rainfall intensity (inches/hour) Pr = total 24-hour precipitation for design return period (inches/24 hours) it = unit peak rainfall intensity factor Pr = 4 precipitation (inches) it = 0.82 unit peak intensity factor (from above) Ir= 3.27 inches/hour Peak Runoff Rate Q = C*lr*A C = 0.90 Cc (unitless) from above Ir = 3.27 Ir (inches/hour) from above A = 0.12 total area (acres) from above Q = 0.343 cfs Pipe Capacity Calculations (Manning's Equation) Full Flow (d/D = 0.90) Description ID (inches) Area (sf) 6" for Entire site 6 0.196349541 Wetted Per. Hyd. Manning's Slope Velocity (ft) Radius (ft) n (ft/ft) (ft/s) 1.570796327 0.125 0.013 0.02 4.05 12/14/2018 Pipe Capacity Req'd Flow (cfs) (cfs) 0.796 0.343 Capacity OK Storm Drain Pipe Sizing_Rational Method_BI Calculations DCG, Inc. Page 1 of 1 Stormwater Site Plans — Rev 1 650 Bell St Edmonds April 2019 APPENDIX F King County Site Improvement Bond Quantity Worksheet 20190418_650 Bell St Edmonds_ Drainage Report Rev 1 Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 LIM King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 206-296-6600 TTY Relay 711 Project Name: Location: 650 Bell St Edmonds 650 Bell St Edmonds Clearing greater than or equal to 5,000 board feet of timber? yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 KC BQ Worksheet_Complete X no For alternate formats, call 206-296-6600. Date: Project No.: Activity No.: 4/18/2019 BLD20181634 Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 Reference # Unit Price Unit Quantity # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment ESCA $ 6.00 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 80.00 Each Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 95.00 CY Ditching ESC-4 $ 9.00 CY Excavation -bulk ESC-5 $ 2.00 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.50 LF 275 1 $ 412.50 Fence, Temporary (NGPE) ESC-7 $ 1.50 LF 50 1 $ 75.00 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.80 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 3.50 SY $ - Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.50 SY $ - Mulch, by machine, straw, 2" deep ESCA1 SWDM 5.4.2.1 $ 2.00 SY $ - Piping, temporary, CPP, 6" ESC-12 $ 12.00 LF $ - Piping, temporary, CPP, 8" ESC-13 $ 14.00 LF $ - Piping, temporary, CPP, 12" ESC-14 $ 18.00 LF $ - Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 4.00 SY $ - Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 45.00 CY $ - Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,800.00 Each 1 1 $ 1,800.00 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 3,200.00 Each Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 2,200.00 Each $ - Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 19.00 LF $ - Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF $ - Seeding, by hand Sodding, 1" deep, level ground ESC-22 SWDM 5.4.2.4 $ 1.00 SY $ - ESC-23 SWDM 5.4.2.5 $ 8.00 SY $ - Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 10.00 SY $ - TESC Supervisor ESC-25 $ 110.00 HR 40 1 $ 4,400.00 Water truck, dust control ESC-26 SWDM 5.4.7 $ 140.00 HR $ - WRITE -IN -ITEMS **** (see page 9) Inlet Protection $ 74.00 Each 5 1 370 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 KC BO Worksheet_Complete $ 7,057.50 $ 2,117.25 $ 9,174.75 A Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right -of -Way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Cost Quant. Cost Quant. Cost GENERAL ITEMS No. Backfill & Compaction- embankment GI - 1 $ 6.00 CY Backfill & Compaction- trench GI - 2 $ 9.00 CY 20 180.00 392 3,528.00 Clear/Remove Brush, by hand GI - 3 $ 1.00 SY Clearing/Grubbing/Tree Removal GI - 4 $ 10,000.00 Acre 0.2 2,000.00 Excavation - bulk GI - 5 $ 2.00 CY 150 300.00 Excavation - Trench GI - 6 $ 5.00 CY 20 100.00 200 1,000.00 Fencing, cedar, 6' high GI - 7 $ 20.00 LF Fencing, chain link, vinyl coated, 6' high GI - 8 $ 20.00 LF Fencing, chain link, gate, vinyl coated, 20' GI - 9 $ 1,400.00 Each Fencing, split rail, 3' high GI - 10 $ 15.00 LF Fill & compact - common barrow GI - 11 $ 25.00 CY Fill & compact - gravel base GI - 12 $ 27.00 CY Fill & compact - screened topsoil GI - 13 $ 39.00 CY Gabion, 12" deep, stone filled mesh GI - 14 $ 65.00 SY Gabion, 18" deep, stone filled mesh GI - 15 $ 90.00 SY Gabion, 36" deep, stone filled mesh GI - 16 $ 150.00 SY Grading, fine, by hand GI - 17 $ 2.50 SY Grading, fine, with grader GI - 18 $ 2.00 SY 500 1,000.00 Monuments, 3' long GI - 19 $ 250.00 Each Sensitive Areas Sin GI - 20 $ 7.00 Each Sodding, 1" deep, sloped ground GI - 21 $ 8.00 SY Surveying, line & grade GI - 22 $ 850.00 Day Surveying, lot location/lines GI - 23 $ 1,800.00 Acre Traffic control crew ( 2 flaggers) GI - 24 $ 120.00 HR 40 4,800.00 Trail, 4" chipped wood GI - 25 $ 8.00 SY Trail, 4" crushed cinder GI - 26 $ 9.00 SY Trail, 4" top course GI - 27 $ 12.00 SY Wall, retaining, concrete GI - 28 $ 55.00 SF 29 1,595.00 Wall, rockery GI - 29 $ 15.00 SF Page 3 of 9 SUBTOTAL 5,080.00 9,423.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit QuantT Cost QuantT Cost QuantT Cost ROAD IMPROVEMENT No. AC Grinding, 4' wide machine < 1000sy RI - 1 $ 30.00 SY AC Grinding, 4' wide machine 1000-2000 RI - 2 $ 16.00 SY AC Grinding, 4' wide machine > 2000sy RI - 3 $ 10.00 SY AC Removal/Disposal RI - 4 $ 35.00 SY 45 1,575.00 Barricade, type III Permanent RI - 6 $ 56.00 LF Curb & Gutter, rolled RI - 7 $ 17.00 LF Curb & Gutter, vertical RI - 8 $ 12.50 LF 60 750.00 Curb and Gutter, demolition and disposal RI - 9 $ 18.00 LF 60 1,080.00 Curb, extruded asphalt RI - 10 $ 5.50 LF Curb, extruded concrete RI - 11 $ 7.00 LF Sawcut, asphalt, 3" depth RI - 12 $ 1.85 LF 197 364.45 Sawcut, concrete, per 1" depth RI - 13 $ 3.00 LF Sealant, asphalt RI - 14 $ 2.00 LF Shoulder, AC, ( see AC road unit price ) RI - 15 $ - SY Shoulder, gravel, 4" thick RI - 16 $ 15.00 SY Sidewalk, 4" thick RI - 17 $ 38.00 SY 28 1,064.00 Sidewalk, 4" thick, demolition and disposal RI - 18 $ 32.00 SY 67 2,144.00 Sidewalk, 5" thick RI - 19 $ 41.00 SY Sidewalk, 5" thick, demolition and disposal RI - 20 $ 40.00 SY Sign, handicap RI - 21 $ 85.00 Each Striping, per stall RI - 22 $ 7.00 Each Striping, thermoplastic, ( for crosswalk ) RI - 23 $ 3.00 SF Striping, 4" reflectorized line RI - 24 $ 0.50 1 LF I 1 1 4491 224.50 Page 4 of 9 SUBTOTAL 977.45 224.50 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant, Cost Quant. Cost Quant. Cost ROAD SURFACING No. (4" Rock = 2.5 base & 1.5" top course) 9 1/2" Rock= 8" base & 1.5" top course) Additional 2.5" Crushed Surfacing RS - 1 $ 3.60 SY HMA 1/2" Overlay, 1.5" RS - 2 $ 14.00 SY HMA 1/2" Overlay 2" RS - 3 $ 18.00 SY HMA Road, 2", 4" rock, First 2500 SY RS - 4 $ 28.00 SY HMA Road, 2", 4" rock, Qty. over 2500 SY RS - 5 $ 21.00 SY HMA Road, 3", 9 1/2" Rock, First 2500 SN RS-6 $ 42.00 SY HMA Road, 3", 9 1/2" Rock, Qty Over 250 RS - 7 $ 35.00 SY Not Used RS-8 Not Used RS - 9 HMA Road, 6" Depth, First 2500 SY RS - 10 $ 33.10 SY 55 1,820.50 HMA Road, 6" Depth, Qty. Over 2500 SY RS - 11 $ 30.00 SY HMA 3/4" or 1 ", 4" Depth RS - 12 $ 20.00 SY Gravel Road, 4" rock, First 2500 SY RS - 13 $ 15.00 SY Gravel Road, 4" rock, Qty. over 2500 SY RS - 14 $ 10.00 SY PCC Road (Add Under Write -Ins w/Desig RS - 15 Thickened Edge IRS - 17 $ 8.60 LF Page 5 of 9 SUBTOTAL 1,820.50 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Cost Quant. I Cost Quant. Cost DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe. Access Road, R/D D - 1 $ 21.00 SY Bollards - fixed D - 2 $ 240.74 Each Bollards - removable D - 3 $ 452.34 Each * (CBs include frame and lid CB Type I D - 4 $ 1,500.00 Each 1 1,500.00 3 4,500.00 CB Type IL D - 5 $ 1,750.00 Each CB Type II, 48" diameter D - 6 $ 2,300.00 Each for additional depth over 4' D - 7 $ 480.00 FT CB Type II, 54" diameter D - 8 $ 2,500.00 Each for additional depth over 4' D - 9 $ 495.00 FT CB Type 11, 60" diameter D - 10 $ 2,800.00 Each for additional depth over 4' D - 11 $ 600.00 FT CB Type II, 72" diameter D - 12 $ 3,600.00 Each for additional depth over 4' D - 13 $ 850.00 FT Through -curb Inlet Framework (Add) D - 14 $ 400.00 Each Cleanout, PVC, 4" D - 15 $ 150.00 Each Cleanout, PVC, 6" D - 16 $ 170.00 Each 10 1,700.00 Cleanout, PVC, 8" D - 17 $ 200.00 Each Culvert, PVC, 4" D - 18 $ 10.00 LF Culvert, PVC, 6" D - 19 $ 13.00 LF 41 533.00 331 4,303.00 Culvert, PVC, 8" D - 20 $ 15.00 LF Culvert, PVC, 12" D - 21 $ 23.00 LF Culvert, CMP, 8" D - 22 $ 19.00 LF Culvert, CMP, 12" D - 23 $ 29.00 LF Culvert, CMP, 15" D - 24 $ 35.00 LF Culvert, CMP, 18" D - 25 $ 41.00 LF Culvert, CMP, 24" D - 26 $ 56.00 LF Culvert, CMP, 30" D - 27 $ 78.00 LF Culvert, CMP, 36" D - 28 $ 130.00 LF Culvert, CMP, 48" D - 29 $ 190.00 LF Culvert, CMP, 60" D - 30 $ 270.00 LF Culvert, CMP, 72" D - 31 $ 350.00 LF Page 6 of 9 SUBTOTAL 2,033.00 10,503.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 DRAINAGE CONTINUED Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Culvert, Concrete, 8" D- 32 $ 25.00 LF Culvert, Concrete, 12" D - 33 $ 36.00 LF Culvert, Concrete, 15" D - 34 $ 42.00 LF Culvert, Concrete, 18" D - 35 $ 48.00 LF Culvert, Concrete, 24" D - 36 $ 78.00 LF Culvert, Concrete, 30" D - 37 $ 125.00 LF Culvert, Concrete, 36" D - 38 $ 150.00 LF Culvert, Concrete, 42" D - 39 $ 175.00 LF Culvert, Concrete, 48" D - 40 $ 205.00 LF Culvert, CPP, 6" D - 41 $ 14.00 LF Culvert, CPP, 8" D - 42 $ 16.00 LF Culvert, CPP, 12" D - 43 $ 24.00 LF Culvert, CPP, 15" D - 44 $ 35.00 LF Culvert, CPP, 18" D - 45 $ 41.00 LF Culvert, CPP, 24" D - 46 $ 56.00 LF Culvert, CPP, 30" D - 47 $ 78.00 LF Culvert, CPP, 36' D - 48 $ 130.00 LF Ditching D - 49 $ 9.50 CY Flow Dispersal Trench (1,436 base+) D - 50 $ 28.00 LF French Drain (3' depth) D - 51 $ 26.00 LF 48 1248 Geotextile, laid in trench, polypropylene D - 52 $ 3.00 SY 38 114 Mid -tank Access Riser, 48" dia, 6' deep D - 54 $ 2,000.00 Each Pond Overflow Spillway D - 55 $ 16.00 SY Restrictor/Oil Separator, 12" D - 56 $ 1,150.00 Each Restrictor/Oil Separator, 15" D - 57 $ 1,350.00 Each Restrictor/Oil Separator, 18" D - 58 $ 1,700.00 Each Riprap, placed D - 59 $ 42.00 CY Tank End Reducer (36" diameter) D - 60 $ 1,200.00 Each Trash Rack, 12" D - 61 $ 350.00 Each Trash Rack, 15" D - 62 $ 410.00 Each Trash Rack, 18" D - 63 $ 480.00 Each Trash Rack, 21" 1 D - 64 $ 550.00 1 Each Page 7 of 9 6-M 1Eel /_11 1362 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Quant. Price Quant. I Cost Quant. Cost PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders No. 2" AC, 2" top course rock & 4" borrow PL - 1 $ 21.00 SY NA NA 2" AC, 1.5" top course & 2.5" base cours PL - 2 $ 28.00 SY NA NA 4" select borrow PL - 3 $ 5.00 SY NA NA 1.5' top course rock & 2.5" base course PL - 4 $ 14.00 SY NA NA UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Estimate Utility Pole(s) Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 $ 7,500.00 Each WRITE -IN -ITEMS (Such as detention/water quality vaults.) No. Washed Rock, 1.5-1.75" WI - 1 $ 5.00 CY 368 1,840.00 Pervious Pavers WI-2 $ 120.00 SY 56 6,720.00 Remove OHP, Install UGP WI-3 $ 5,000.00 LS 1 5000 1 5,000.00 New 1" Water Service/Meter/Connection WI-4 $ 1,500.00 LS 4 6000 New Gas Services/Connection WI-5 $ 3,000.00 LS 1 3000 6" Concrete Driveway WI-6 $ 65.00 SY 27 1755 79 5,135.00 Concrete Stairs WI-7 $ 50.00 SY 22 1,100.00 WI-8 WI-9 WI-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30%CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page 8 of 9 15,755.00 31,665.95 9,499.79 41,165.74 B C 41,307.50 12,392.25 53,699.75 D Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Ben Iddins, PE Date: PE Registration Number: 54904 Tel. #: Firm Name: Davido Consulting Group, Inc. Address: 9706 4th Ave NE Suite 300, Seattle, WA 98115 Project No: Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right -of Way and/or Site Restoration Bond*/** (First $7,500 of bond* shall be cash.) Performance Bond* Amount (A+B+C+D) = TOTAL Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: (A) Web date: 04/03/2015 4/18/2019 206-523-0024 BLD20181634 FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND* TEMPORARY OCCUPANCY AT $ 9,174.8 SUBSTANTIAL COMPLETION *** (B) $ 41,165.7 (C) $ - (D) $ 53,699.8 (A+B) $ 50,340.5 (T) $ 104,040.2 Minimum is $2000. Tx0.30 $ 31,212.1 Minimum is $2000. (B+C) x 0.25 = $ 10,291.4 Minimum is $2000. Date: * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. *** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kinpcountV._goy/permits Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019