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APPROVED STM RESUB 2-BLD2024-0804+Storm_Drainage_Report+8.23.2024_3.18.36_PM+4460032BLD2024-0804 306 DALEY ST - FILL GRADE September 2022 December 2022 September 2023 February 2024 June 2024 July 2024 August 2024 Owner: HERE Investments c% Augie Bukowski 1951 3Yd Ave W Seattle, WA 98119 RESUB Aug 23 2024 For Submittal to: DAVIDO CONSULTING GROUP, INC. City of Edmonds CIVIL ■ STRUCTURAL ■ LAND USE COMPLIES WITH APPLICABLE CITY STORMWATER CODE 09/10/2024 EXCLUDING STORMWATER PUMP AND DETENTION VAULT DESIGN Stormwater Report 310 Dalev St August 2024 CERTIFICATE OF ENGINEER 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. s J. ALF� OF WASN�'1'GGq� �P itall�o < r A icho c ander 08. oTSRF °` F4: LISTER Davido Consulting Group, Inc. Page i 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 QUICK REFERENCE PROJECT INFORMATION General Proiect Information Project Description Demolition of existing duplex and the construction of (4) four new townhomes at 310 Daley St with associated driveway, walkways, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. The project will divide the subject parcel into two resultant lots via Short Plat. Project Address 310 Daley St Edmonds, WA 98020 Project Size onsite only) Site = 4,641 SF 0.11 acres Owner/Developer HBRE Investments c/o Augie Bukowski 1951 3rd Ave W Seattle, WA 98119 Consulting Engineer Nick Alexander, PE Davido Consulting Group, Inc. 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone: 206 523-0024 ext. 128 Drama e Drainage 2019 DOE Stormwater Management Manual for Western Requirements Washington (as Amended in December 2014) and City of Edmonds amendments in the 2024 Stormwater Code Supplement (the combination of which is hereafter known as "The Stormwater Manual"). • Minimum Requirements # 1-9 Tributary Drainage Predeveloped Conditions: Developed Conditions: Area & Land Cover Impervious Surface = 2,559 SF Total Impervious = 3,984 SF Summary (onsite only) Pervious Surface = 2,042 SF Pervious Surface = 657 SF Total = 4,641 SF 0.11 Acres Total = 4,641 SF 0.10 Acres Soils Geotechnical analysis was performed by PanGEO Inc and summarized in an Infiltration Report dated June 2022. The Infiltration Report states that the site is underlain by Pre -Frasier Deposits (geologic map unit Qpf) with Whidbey Formation (Qw) mapped to the southwest of the site. See APPENDIX A for the full geotechnical report. Drainage • (1) Non -Infiltrating Bioretention Planter Improvements • (1) Detention Vault ESC Measures TESC plan required per the Stormwater Manual. TESC measures include storm drain inlet protection, perimeter protection, construction entrance, construction fencing, interceptor swales, sediment trap, and street cleaning. Davido Consulting Group, Inc. Page ll 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St TABLE OF CONTENTS August 2024 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............................................................................... 2 1.5 Predeveloped Stormwater Runoff Conditions................................................................. 3 1.6 Post -developed Stormwater Runoff Conditions.............................................................. 4 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..... 5 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............................................................................................... 7 3.1 Offsite Analysis............................................................................................................... 8 3.2 Sub -basin Description...................................................................................................... 9 3.3 Soils/Infiltration Rates..................................................................................................... 9 3.4 Critical Areas and Flood Plain....................................................................................... 10 3.5 Assessment Summary.................................................................................................... 10 3.6 Stormwater BMP Sizing................................................................................................ 10 4. Construction Stormwater Pollution Prevention Plan(SWPPP)..................................... 11 5. Permanent Stormwater Control Plan............................................................................. 15 5.1 Flow Control.................................................................................................................. 15 5.2 Water Quality................................................................................................................. 15 5.3 Source Control & Operation and Maintenance.............................................................. 15 5.4 Conveyance System Analysis and Design..................................................................... 15 6. Special Reports and Studies........................................................................................... 15 6.1 Geotechnical Report....................................................................................................... 15 7. Other Permits................................................................................................................. 16 8. Bonds............................................................................................................................. 16 9. Additional Figures......................................................................................................... 17 Davido Consulting Group, Inc. Page iii 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 APPENDICES APPENDIX A Geotechnical Report APPENDIX B Operation and Maintenance Manual APPENDIX C Declaration of Covenant APPENDIX D Conveyance Calculations APPENDIX E King County Site Improvement Bond Quantity Worksheet APPENDIX F WWHM Stormwater Model for Pump Sizing APPENDIX G Pump Specifications APPENDIX H Vault Stage/Storage Discharge Table APPENDIX I Pump Cut Sheet APPENDIX J WWHM Model for MR#7 LIST OF TABLES TABLE 1 Project Site Area and Size of Improvements... TABLE 2 BMP Sizing Table ........................................... TABLE 3 Proposed ESC Measures .................................. LIST OF FIGURES ... 3 .10 .14 FIGURE1 Site Location............................................................................................................ 1 FIGURE 2 Site Assessment and Summary.............................................................................. 18 FIGURE 3 Drainage Plan........................................................................................................ 19 FIGURE4 TESC Plan............................................................................................................. 20 FIGURE 5 Offsite Analysis Photos......................................................................................... 21 FIGURE 6 Developed Conditions Sub -Basin Exhibit............................................................. 22 Davido Consulting Group, Inc. Page iv 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 1. PROJECT OVERVIEW The project involves the demolition of the existing duplex and the construction of four (4) new townhomes with associated driveways, walkways, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. The project will divide the subject parcel into two resultant lots via a Short Plat. Vehicular access to the site to the site will be via the alley adjacent to the east property line of the site. The project site is bound to the north by Daley St, the west by the existing SFR which will be converted to an office building under a separate permit, to the east by the unnamed alley, and to the south by an existing apartment building. The project location is shown in Figure 1. The City of Edmonds has adopted the 2019 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin, City of Edmonds Stormwater Management Code, and the 2024 City of Edmonds Stormwater Addendum, with the Requirements for the Design and Operation of Stormwater Pumping Systems for Private Development, dated 3/6/2023; 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. 4 j'• Figure 1- Site Location Davido Consulting Group, Inc. Page 1 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 1.1 General Description of Project The project involves the demolition of the existing duplex and the construction of four (4) new townhomes with associated driveways, walkways, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. The project will divide the subject parcel into two resultant lots via a Short Plat. Vehicular access to the site will be via the alley adjacent to the east property line of the site. The project site is bound to the north by Daley St, the west by the existing SFR which will be converted to an office building under a separate permit, to the east by the unnamed alley, and to the south by an existing apartment building. Frontage improvements include a new sidewalk along Daley St which will be along the whole frontage and connects into the newly installed sidewalk along 3rd Ave N, new curb where utility connections are needed, one (1) new street tree along 3rd Ave N, and two (2) new driveways along Daley St. Additionally, the alley pavement adjacent to the east property line is being widened to encompass the entirety for the alley width. Grind and overlay will be utilized for the limits of where the new utility cuts are along Daley St for the whole street width. 1.2 Predeveloped Site Conditions Existing impervious surfaces on the site include an existing duplex, garage, concrete walkways, asphalt parking, and a driveway at the alley entrance. The remainder of the site is vegetation which also includes three (3) trees. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover will include four (4) new townhomes, walkways, two (2) driveways along Daley St, parking along the east side of the property line adjacent to the alley, landscaping, and associated frontage improvements. Drainage for the developed site will include one (1) non -infiltrating bioretention planter — which will mitigate the existing roof area to remain, and a detention vault northeast of the new townhome building. New stormwater collection includes area drains for all at -grade surfacing. Stormwater overflow from the non -infiltrating bioretention planter and detention vault will be routed to the existing 12" PSD main in the Daley St ROW. Table 1 summarizes the predeveloped and developed site conditions and land cover. 1.4 Site Area and Size of Improvements The project site is a 0.11-acre parcel located on Daley St. The drainage basin for the project site is the site itself in addition to the adjacent alley to the south and the frontage improvements along Daley St and 3rd Ave N. 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. See FIGURE 6 for an exhibit showing the sub -basin areas within the site. Davido Consulting Group, Inc. Page 2 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 TABLE 1- Project Site Area and Size of Improvements AREA DESCRIPTION SF AC ON -SITE AREA ON -SITE 4,641 0.11 OFF -SITE AREA ROW 4,125 0.09 TOTAL PROJECT AREA ON -SITE PLUS ROW 8,766 0.20 EXISTING ON -SITE AREA IMPERVIOUS AREAS) 2,599 0.06 EXISTING ON -SITE AREA (PERVIOUS AREAS) 2,042 0.05 PROPOSED AREA DESCRIPTION — IMPERVIOUS AREAS ON -SITE ROOF AREA TO DETENTION VAULT 2,805 0.06 CONCRETE SURFACING 805 0.02 TOTAL IMPERVIOUS AREA ON -SITE 3,610 0.08 EX ROOF AREA TO BPI EX HARD SURFACE TO REMAIN 248 0.01 PROPOSED AREA DESCRIPTION — PERVIOUS AREAS ON -SITE LANDSCAPING 1,031 0.02 TOTAL PERVIOUS AREA 1,031 0.02 PROPOSED AREA DESCRIPTION — IMPERVIOUS AREAS (OFF -SITE ALLEY FULL -DEPTH TRENCHING TO DETENTION 792 0.02 DALEY ST FULL -DEPTH TRENCHING UNMITIGATED 624 0.01 CONCRTE CURB, GUTTER, AND DWY UNMITIGATED 1,655 0.04 EXISTING ALLEY TO DETENTION 598 0.01 TOTAL EFFECTIVE IMPERVIOUS AREA 3,669 0.08 PROPOSED AREA DESCRIPTION — PERVIOUS AREAS (OFF -SITE) LANDSCAPING 456 0.010 TOTAL PERVIOUS AREA 456 0.010 COMBINED PERVIOUS SURFACE ON -SITE PLUS ROW 1,487 0.03 The existing areas in Table 1 were determined by area measurements in AutoCAD from a topographic survey dated January 5, 2021. As shown in Table 1, the developed site impervious surfaces total 7,279 SF consisting of the new building, driveways, alley pavement, walkways, and associated frontage improvements. The areas in Table 1 represent the site coverage in the basin draining to the proposed non -infiltrating bioretention planter, detention vault and/or the 12" storm system within Daley St. 1.5 Predeveloped Stormwater Runoff Conditions Stormwater runoff from the existing duplex is collected in a gutter and downspout system and is likely conveyed to the City's storm system in Daley St. The stormwater collected via the alley is Davido Consulting Group, Inc. Page 3 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Daley St August 2024 conveyed to the existing catch basin southeast of the project site, which eventually connects into the PSD main along 3rd Ave N, which is where the Daley St Stormwater connects into. All existing stormwater infrastructure on the site will be removed. 1.6 Post -developed Stormwater Runoff Conditions Stormwater from the new building will be routed directly to the detention vault. The difference in areas from the Daley St and 3rd Ave N of 1,818 and the new and existing alley area of 1,303 SF is equal to 515 SF, which totals to the unmitigated areas for the project site, allowable up to 1,000 SF per the COE Addendum in Section 6.3. Flows from the detention vault will be routed to the existing 12" PSD within the Daley St ROW. See Sections 2.5 and 5 for additional information on the proposed stormwater system and BMPs. See Figure 6 for an exhibit showing the sub -basin areas within the site. 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 non -infiltrating bioretention planter, detention vault, Type 2 catch basins, and spill control elbows serve as source control. 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 recommendation found in Volume 5 of 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. Davido Consulting Group, Inc. Page 4 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Daley St August 2024 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed drainage system consisting of non -infiltrating bioretention planter, and detention vault will emulate the natural pre -developed conditions of the site (i.e., forested conditions) as much as possible as stormwater will be detained on -site or enter the City's stormwater system in Daley St and eventually drain into Shellabarger Creek, thus maintaining the natural drainage course from the site. 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 using 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: Law and Landscaped Areas: • 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. Roofs: 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. Downspout Full Infiltration in accordance with BMP T5.10A in Chapter 5 of Volume V of the SWMMWW is infeasible as the infiltration rates are not large enough to stage an infiltration facility on -site. Bioretention will be utilized to mitigate the building roof onsite to remain on Parcel A. This non -infiltrating bioretention planter will mitigate a minimum of 25% of the existing unmanaged surface, per City of Edmonds Stormwater Addendum Section 3.1.3, Item 3 Other Hard Surfaces: 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. Full Infiltration and/or permeable pavement is infeasible as the infiltration rate is too low to allow a facility to fit on -site. Rain Gardens in accordance with BMP T5.14 is infeasible as the infiltration rate is too low to allow a facility to fit on -site. Davido Consulting Group, Inc. Page 5 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 • Sheet Flow Dispersion in accordance with BMP T5.12, or Concentrated Flow Dispersion in accordance with BMP T5.11 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. • Onsite Detention was evaluated in accordance with BMP D.3 Detention Vaults in Chapter 5 of Volume V of the SWMMWW, and selected due to its ability to detain flows prior to release into the City of Edmonds System. A stage/storage table is provided in Appendix H, which displays the constant pump output from the detention tank. 2.6 Minimum Requirement #6: Runoff Treatment Since this project is proposing less than 5,000 SF of new plus replaced pollution generating hard surface (PGHS), runoff treatment is not required. 2.7 Minimum Requirement #7: Flow Control This project is not required to implement Minimum Requirement #7 since the total effective impervious surface is less than 10,000 SF, the project will not convert 3/4 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 will not create a 0.15-cfs increase (using 15-minute timesteps) in the 100-year flow frequency from a threshold discharge area. The total effective impervious area for the project totals to 7,279 SF per Table 1 in Section 1.4. By definition per Chapter 18.30 of the stormwater management, ""Effective impervious surface" means those impervious surfaces that are connected via sheet flow or discrete conveyance to a drainage system. Impervious surfaces on residential development sites are considered ineffective if (1) the runoff is dispersed through at least 100 feet of native vegetation in accordance with BMP T5.30 — "Full Dispersion, " as described in Chapter 5 of Volume V of the SWMMWW; (2) residential roof runoff is infiltrated in accordance with downspout full infiltration systems in MP TS.IOA in Volume III of the SWMMWW,- or (3) approved continuous runoff modeling methods indicate the entire runoff file is infiltrated". A separate WWHM model was created to show that the total increase of flow with development, including offsite ROW areas, does not increase by 0.15-cfs. The model utilized area and basin characteristics only, no pump or detention vault, to clearly show the project does not exceed a 0.15-cfs increase in flows. The model output is included in Appendix J, and summarized below: Predeveloped Forested Flows Developed Flow Delta 100-Year 0.00018 cfs 0.133125 cfs 0.132945 cfs < 0.15 cfs 2.8 Minimum Requirement #8: Wetlands Protection The is not tributary to a wetland, therefore MR #8 is not triggered, making the wetlands protections standard not applicable. 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. Davido Consulting Group, Inc. Page 6 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 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. Davido Consulting Group, Inc. Page 7 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 Existing Site Conditions: A. Topography The site generally slopes from the east to the west, and south to the north with an approximate grade change of 1.6 feet to the Daley St ROW with a maximum slope of approximately 2.00%. B. Existing ground cover The existing site contains 2,599 SF of impervious surface and 2,042 SF of pervious surface. 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, Daley St, or the 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 exists. Stormwater appears to be routed to the City's storm system in Daley St. G. Points of exit for existing drainage from the property Existing stormwater runoff from the site appears to be routed north to the existing storm system in Daley 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 1,932 SF of buildings (duplex and garage) 362 SF of concrete walkway, and 259 SF of asphalt drive aisles. J. New Structures Improvements Four townhouses totaling 2,805 SF of roof area 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 no 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 to the City's storm system in Daley St. Although only the alley upgrades and some minor road/sidewalk replacement in Daley St will drain directly to the public storm system, all ofsite runoff, after being routed through the detention facility, will reach the public storm system. An offsite analysis was conducted on June 24, 2022 by DCG, Inc staff. 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 Shellabarger Creek. Davido Consulting Group, Inc. Page 8 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 The downstream drainage system was followed from the site discharge point in the alley east of the project site to the discharge location to Shellabarger creek, which is approximately 0.30 miles downstream. The project is proposing to discharge to the existing public storm system (MS4) in Daley St. The inspection for the analysis was as follows (note that all lineal feet are approximate): From CB 8-1015 (locked); 107 LF southwest via 8" PVC pipe to MH 8-1014 (locked), 121 LF northwest via 12" concrete pipe to MH 7-298 (locked), 46 LF north via 6" concrete pipe to MH 7-484 (locked), 134 LF northeast via 12" concrete pipe to MH 7-303 (locked), 115 LF northeast via 12" concrete pipe to MH 8-34 (locked), 138 LF northeast via 15" concrete pipe to MH 8-1038 (locked), 230 LF 15" concrete pipe northeast via 15" concrete pipe to MH 8-36 (locked), 77 LF northeast via 18" concrete pipe to MH 8-39 (locked), 27 LF via 18" concrete pipe northeast via 18" concrete pipe to MH 8-1066 (locked), 293 LF northeast via 18" concrete pipe to MH 8-40 (locked), 142 LF northeast via 18" concrete pipe to MH 8-1064 (locked), 122 LF northeast via 18" concrete pipe to CB 8-43 (unsafe to open), 171 LF northeast via 18" concrete pipe to MH 8-45 (locked), 96 LF northeast via 18" concrete pipe to MH 8-46 (locked), 118 LF northeast via 18" concrete pipe to MH 8-48 (locked), 88 LF northeast via unknown pipe diameter to MH 8-50 (locked), 315 LF east via unknown pipe diameter to CB 8- 52 (unsafe to get to) where it then discharges into Shellabarger Creek. Downstream of the creek the stormwater crosses Edmonds Way and discharges into Edmonds Marsh, where it ultimately discharges to The Sound via Admiral Way. There was no visual indication of conveyance system capacity problems, localized flooding, erosion impacts, or violations of surface water quality standards. See Figure 5 for offsite analysis photos and mapping 3.2 Sub -basin Description Offsite flow from the alley east of the site will be captured via an existing Type 1 catch basin and conveyed on -site into the detention vault, which eventually is conveyed into the city's MS4 Storm System. All on -site drainage will be collected via area drains. The existing roof to remain will have a single non -infiltrating bioretention planter which mitigates 25% minimum of the existing hard surface to remain. The non -infiltrating bioretention planter overflow and site runoff will be routed to the detention vault. As mentioned in Section 1.6, the frontage hard surface runoff will bypass the detention vault, and be collected via the existing catch basin adjacent to the new ADA ramp at the intersection of 3rd Ave N and Daley St, which will connect into the existing MS4 Storm System along 3rd Ave N. 3.3 Soils/Infiltration Rates A geotechnical analysis was performed by PanGEO Inc and summarized in an Infiltration Assessment dated June 23, 2022. PanGEO Inc. excavated two (2) Small Pilot Infiltration Test Pits (PITS) at depths of about 5 feet and 4.5 feet yielding infiltration rates of approximately 0.00 and 0.13 inches per hour, respectively. In general, it was determined that the site is underlain by Pre -Fraser Deposits (geologic map unit Qpf) which consists of interbedded sand, gravel, and silt that has been glacially overridden and typically dense to very dense. Per the Infiltration Report "Pre -Fraser deposits generally exhibit a low infiltration capacity. Groundwater or seepage was not observed in the test pits. See APPENDIX A for the full geotechnical report. Davido Consulting Group, Inc. Page 9 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 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, Daley St, 3rd Ave N, and the paved alley east of the site. While the proposed project adds more impervious surface to the site than the existing conditions, runoff from all impervious surfaces on the site will be routed to a detention vault, where overflows will be routed to the 12" Storm Main in the Daley St ROW. 3.6 Stormwater BMP Sizing One (1) detention vault was selected to manage stormwater runoff from the entirety of the roof area for the proposed new structure and the alley stormwater runoff. The new and existing alley surfaces will be routed to the detention vault located north of the site. The detention facility was sized per the ECDC 18.30 Section 6.3. All on -site hard surfaces (roof surfaces routed to non - infiltrating bioretention planter, roof surfaces not routed to non -infiltrating bioretention planters, and at grade hard surfaces) will be collected and routed to onsite detention. To comply with City of Edmonds Stormwater Addendum Section 3.1.3, Item 3, a non -infiltrating bioretention planter (BP#1) has been added to account for 25% of the existing unit's roof hard surface, which is then routed to the offsite point of discharge for the short plat. TABLE 1 BMP Sizing Table BMP Area Minimum Area Area BMP Dimensions Tributary Required (SF) Provided (SF) SF Detention Vault 3,610 50 50 See Plan BPI 248 13 13 5' X 2.6' To accurately size the pump coming from the detention facility to the point of discharge, a WWHM model was run taking into account the tributary runoff area flowing to the detention vault, and matching the allowable discharge flows leaving the site. Per Section 6.3.1 of the City of Edmonds Stormwater Addendum, Requirements for the Design and Operation of Stormwater Pumping Systems for Private Development, Item 10, the peak discharge from the vault shall not exceed 0.25 cfs per acre of impervious contributing hard surface area. See table below for area and discharge summary: Tributary Area Allowable Release 10-Year 1 3,610 sf 0.082 ac 0.0205 cfs 9.18 m As the project cannot meet discharge elevations to the site discharge location utilizing gravity flow from the vault outlet due to a shallow City system fronting the site, a pump system will be utilized to convey stormwater runoff to the project point of discharge. These pump outflows are less than or equal to the allowable release rate of 0.0205 cfs. Davido Consulting Group, Inc. Page 10 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 Allowable Release Design Pumping Release Rate Storm 1 0.0205 cfs 9.18 m 0.0205 cfs 9.18 m Additionally, the project will utilize only detention to meet MR#5 for the proposed development, as gravity flow from non -infiltrating bioretention planters would cause a backwater condition within the planters due to the shallow discharge invert elevation for gravity overflow. To provide redundancy, a gravity overflow will be provided in the event of pump failure. Each pump in the duplex system will be sized to individually handle the maximum allowable discharge flow rate, and be programmed to not exceed this discharge rate. Should flows enter the vault exceeding modeled rates both pumps will turn on simultaneously, just prior to runoff overtopping the emergency gravity overflow until the flow condition have equalized. Pump Float Elevations are listed on Sheet C04 of the Design Plans, as well as below: Pump Off 49.00 Pump 1 On 49.50 Pump 2 On 52.42 Overflow 52.52 Alarm 52.55 See Appendix F for the WWHM Stormwater Model. 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: • BMP C103: High Visibility Fence • 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 Section 90). Element 2: Establish Construction Access BMPs used: • BMP C105: Stabilize Construction Entrance/Exit Davido Consulting Group, Inc. Page 11 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Daley St August 2024 The project site will have one construction access connecting to the 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: • BMP C235: Wattles • BMP C240: Sediment Trap A sediment trap will be placed at the low spot (SW corner) of the site. If necessary, the contractor will implement compost socks and/or straw wattles to supplement the sediment trap to control flow rates. Element 4: Install Sediment Controls BMPs used: • BMP C233: Silt Fence • BMP C235: Wattles • BMP C240: Sediment Trap A sediment trap will be placed at the low spot (SW corner) of the site to allow for sedimentation prior to stormwater discharge offsite. Additionally, 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: • BMP C 121: Mulching • 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 from the site. Element 6: Protect Slopes BMPs used: • 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: • 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 8: Stabilize Channels and Outlets BMPs used: Davido Consulting Group, Inc. Page 12 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Daley St August 2024 • 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: • BMP C 153: Material Delivery, Storage and Containment • BMP C154: 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. Element 10: Control De -Watering BMPs used: • 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: • BMP C150: Materials On Hand • 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: • BMP C150: Materials On Hand • BMP C160: Certified Erosion and Sediment Control Lead • 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: • BMP C 102: Buffer Zone BMP C 103: High Visibility Fence 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 13 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 TABLE 2 Proposed ESC Measures (All ESC Measures Shall Comply with the Stormwater Manual) 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 14 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 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: ➢ On -site stormwater management BMPs are required to handle site stormwater runoff. See Section 2.5. ➢ Flow Control is not triggered (< 10,000 SF of effective impervious surface). ➢ Water quality treatment is 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. See Section 2.7. 5.2 Water Quality Since this project is proposing less than 5,000 SF of new plus replaced pollution generating hard surface (PGHS), water quality is not required. 5.3 Source Control & Operation and Maintenance The proposed non -infiltrating bioretention planter, detention vault, Type 2 catch basins, and spill control elbows serve as source control. 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 recommendation found in Volume 5 of 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 Stormwater from new building will be routed directly to the detention vault. All on -site stormwater at grade will be collected via concrete pavement and routed to the detention system. The difference in areas from the Daley St and 3rd Ave N of 1,818 SF and the new and existing alley area of 1,303 SF is equal to 515 SF, which totals to the unmitigated areas for the project site, allowable up to 1,000 SF per the COE Addendum in Section 6.3. Flows from the detention vault will be pumped to an onsite catch basin and be routed to the existing 12" PSD within the Daley St ROW. All proposed storm drains onsite have been sized to handle an anticipated site runoff from a 100 year storm event, except for the pump system which as been sized as described in Section 3.6. See conveyance calculations located in APPENDIX E. 6. SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report A geotechnical analysis was performed by PanGEO Inc, and summarized in an Geotechnical Report dated September 2021. PanGEO Inc. See APPENDIX A for the full geotechnical report. Davido Consulting Group, Inc. Page 15 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 7. OTHER PERMITS N/A 8. BONDS Will be provided at the time of building permit submittal. Davido Consulting Group, Inc. Page 16 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 9. ADDITIONAL FIGURES Davido Consulting Group, Inc. Page 17 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Stormwater Report 310 Dalev St August 2024 Site Assessment and Summary Davido Consulting Group, Inc. Page 18 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 0 C n W. 0 0 N N x 0 0 (7 A E� zw JJ o_ m J J J = U_ �I �5 oz za p ui 2N ❑U) wI.- �_I w U)w w J J 0 Q Z o CD M � �o zU) �� z w o� oa �oa ❑� z oz 20 ❑2 w0 w J z ow ow Y c%� U z� ww N U) UW OW 0 2 0jU) CO oa o� N O N N N� O N N CD f, >' �w 0 � 5 ❑ cnw "iU) wW ❑oN � WQo x 2 J 5;U) Z U z Wmo m❑U5 Mww ::,LL> H2O U_Q 1 10 5 0 10 20 SCALE IN FEET 3 KEY NOTES KEY DESCRIPTION DETAIL/ SHEET O 6" SDCO #1 RIM 54.71 SD-619/ C08 6" IE 51. 54 2O D 26 LF 6,DIP SD @ 0.50 /o MIN - O 6" SDCO #2 RIM 53.75 SD-619/ C08 6" IE 51.41 O 46LF6"PVC SD@0.50%MIN - O 6" SDCO #3 RIM 54.13 SD-619/ C08 6" IE 51.18 NEW 6" CONNECTION TO EX CB #1 RIM 53.71 O 6" IE (NW) 51.21 - EX 6" IE (NE) 51.21± EX 10" IE (SW) 51.81± O 10 LF 6" PVC SD @ 2.00% MIN - FOOTING DRAIN PUMP STATION RIM 54.70 sO 6" IE (W) 52.70 - 2" IE (NE) 52.70 (SDFM) W/ 3' MIN SUMP PERIMETER FOOTING DRAIN - 6" OPERFORATED s PVC PIPE IN 6" MIN 12/A5.3 WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) 10 11 LF 6" DIP @ 0.50% MIN - 11 19 LF 6" SCH 40 PVC SD @ 1.00% MIN - ROOF DOWNSPOUT TIGHTLINE ALONG 12 FACE OF BUILDING AND INTO TOP OF - BP#1 13 4 LF 6" SOLID WALL PVC FROM FOOTING DRAIN - CAST IN PLACE CONCRETE DETENTION VAULT (4.88' W x 10.25' L) W/ DUPLEX STORMWATER PUMP STATION. SEE STRUCTURAL PLANS FOR DETAILS RIM 54.50 TOP OF VAULT INTERIOR 53.02 TOP OF PONDING 52.52 M/C09 14 6" IE (S) 50.80 (INLET) W/C11 2" IE (N) 52.72 (SDFM) 2" IE (N) 52.72 (SDFM) 6" IE (N) 52.52 (OVERFLOW) BOTTOM OF VAULT 48.52 WET WELL SUMP 45.52 SEE UTILITY INSET (C04) FOR PUMP FLOAT ELEVATIONS 05 0 LF 6" DIP @ 1.00% MIN (OVERFLOW) - 16 G (2) 10 LF 2" SDFM DISCHARGE LINES - HIGH MOLECULAR POLYETHYLENE PIPE CB#1 TYPE 1 RIM 54.23 2" IE (S) 53.00 (SDFM) 2" IE (S) 53.00 (SDFM) SD-303/ 02" 0 IE (E) 53.00 (FTG DRN SDFM) C08 8" IE (N) 52.47 6" IE (S) 52.47 W/ 2' SUMP TRANSITION TO GRAVITY FLOW 1s 49 LF 8" DIP SD @ 0.50% MIN NEW 8" SD CONNECTION TO EX 12" CP PSD W/ TYPE 1 CATCH BASIN W/ SOLID LOCKING LID 19 RIM 53.85 SD-303/ 8" IE (S) 52.09 C08 =X 12" PSD IE (W,E) 51.99 CHANNELIZE SUMP TO DIRECT FLOW IN DIRECTION OF MAINLINE FLOW 20 0 17 LF 6" PVC SD @ 0.50% MIN - 24" 0 ACCESS MH AND LADDER KN14/ 21 SEE KEYNOTE 14 FOR DETENTION C04 VAULT INVERT INFORMATION @ROOF DOWNSPOUT TIGHTLINE ALONG - BUILDING FACE AND INTO TOP OF BP#4 6" SDCO #4 23 RIM 54.83 - 6" IE 51.10 CB#2 TYPE 1 RIM 53.80 24 8" IE (N) 52.34 L/C09 8" IE (S) 52.44 W/ 2' SUMP 25 6LF8"DIP SD@0.50%MIN - CURB AND GUTTER RESTORATION MAY 26 BE REQUIRED DEPENDENT ON EXTENT - OF DISTURBANCE TO SUPPORT SADDLE MH INSTALLATION CB#3 TYPE 1 RIM 54.76 27 6" IE (N) 51.47 L/C09 6" IE (S) 51.47 W/ 2' MIN SUMP 2s 25 LF 2" SDFM FOOTING DRAIN - DISCHARGE 2Ea o 26LF6 DIP SD@0.50%MIN - RENOVATE EXISTING GUTTER SYSTEM 3o TO PROVIDE DOWNSPOUT TO - DISCHARGE DIRECTLY TO BP#1 31 58 LF 6" PVC SD @ 0.50% MIN - 32 PUMP CONTROL PANEL - NON -INFILTRATING BIORETENTION PLANTER #1 W/ VERTICAL SIDE SLOPES - SERVES SURFACE #2 TOP OF WALL 55.50 0 4" OVERFLOW 55.17 - 4" INLET 54.67 TOP OF MULCH 54.57 4" UNDERDRAIN 52.17 PONDING DEPTH 0.5' PROJECT AREAS I. AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 4,641 0.11 TOTAL SITE AREA (ROW) 4,125 0.09 TOTAL SITE AREA (ON-SITE+ROW) 8,766 0.20 EXISTING ON -SITE AREA - IMPERVIOUS AREAS 2,599 0.06 EXISTING ON -SITE AREA - PERVIOUS AREAS 2,042 0.05 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (ON -SITE): ROOF AREA TO DETENTION VAULT 2,805 0.06 CONCRETE SURFACE TO DETENTION VAULT 805 0.02 TOTAL IMPERVIOUS AREA 3,610 0.09 EX ROOF AREA TO BP1 (EX HARD SURFACE TO REMAIN) 248 0.01 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (ON -SITE) LANDSCAPING 1,031 0.02 TOTAL PERVIOUS AREA: 1,031 0.02 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING (TO DETENTION VAULT) 792 0.02 DALEY ST FULL -DEPTH TRENCHING (UNMITIGATED) 624 0.01 CONCRETE CURB, GUTTER, AND DWY (UNMITIGATED) 1,655 0.04 EXISTING ALLEY TO DETENTION VAULT 598 0.01 TOTAL EFFECTIVE IMPERVIOUS AREA: 3,669 0.08 COMBINED ON-SITE+ROW IMPERVIOUS 0.17 SURFACE AREAS 7,279 COMBINED PGIS ON-SITE+ROW 1,995 0.05 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF -SITE) LANDSCAPING 456 0.010 TOTAL PERVIOUS AREA: 456 0.010 COMBINED PERVIOUS SURFACE (ON-SITE+ROW) 1,487 0.03 �� \U 4, J / / I / I L - / �o SA ANH, iP RIM - 52. ELEV. = 82.81 FT. UTILITY INSET SCALE 1 " = 5' 1� �a 0 I / I I �a II 1\ STORM °ca MANHOLE RIM = 51.77 FT. \ I.E. = 46.62 FT. N.-S.) I.E. = 48.97 FT. E.) \ PSD I 36" ET °tea F,,,-DA PSD PSD PSD pSn/ . \H BASIN J \ / 51.25 FT. \48.45 FT. BOTTOM) / WV49.55 FT. �8", W.) / W w W w w w�� w EY STREET �� S 88°46'18" E 168.99' CATCH BASIN RIM = 51.58 FT. I F = 49.38 FT. (BOTTON INNER SURFACE DIMENSIONS INNER AREA (FT2) Contributing Area TOPW OVERFLOW 4" INLET TOP OF 4" UNDERDRAIN PONDING DEPTH SIDE SLOPES (FT) (FT 2) MULCH (FT) 1 DIRECTLY DISCHARGES TO THE DETENTION VAULT 2 5' X 2.6' 13 248 55.50 55.17 54.67 54.57 52.17 0.50 VERTICAL/STEEL n n n 1 PUMP 1 ON PUMP 2 ON ALARM 10 BLDG. T BUILDING TOP OF TRANSFORMER ELEV. = 89.06 FT. oy A ASPHALT oy q iD PSD/ PSD / / / / / W_ w- CATCH BASIN N kk C+� *k 07 Y z H F- H � w ❑ Q w� Z Z 22 Z LLI2S� .-. ^ ,^ I- w Q 0 Q❑mow Q J 2 wUJS 1 00 0 UU UZZZ 2W00W� QQ Q22� °�0UzwU) a_ a_ O a000 QOzc�z ~~ ~UUU ❑ J Z 00 (n > o>->� ZJJ °Q�w° 0 0 w= H H H m❑ Q u5❑ ZZ U) U) cnUUU 0 � �'�'�'�' O Jwcnv_ ? w J w a0C7QW 0-0- MMMM (n0 ZZ cncncncn ZZZZ ❑Qvip0 w(D Q PSI 00 0000 oJwoz U) U) cncncnW ww=z❑ _ � _ J W W W W W W W T0 m 0~ IY�� Q_m0 W_ z z m z z z z w Z� W JO0Q N M Q Q 2 O O w O N o0 N N 2 t0 O Q 0 N, p �- m co H NOS o C\V 0o1ao (0�N Da LU �® Z Uj Q .J / CALCULATED II AS PER SNOHC / RECORDING N( / N=300,635.4686 / E=1,261,167.01E RIM = 53.71 FT. I.E. = 51.71 FT. (BOTTOM) I.E. = 51.81 FT. (10", S.W.) I.E. = 51.21 FT. (6", N.E.) I.E. = 51.21 FT. (6", N.W.) CONCRETE NEW ASPHALT, FULL DEPTH NEW ASPHALT, GRIND & OVERLAY r r r BIORETENTION PLANTER W/ UNDERDRAIN r r r (SEE DETAIL BP/C09) LANDSCAPE O ROOF SURFACE #, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES UNIT ENTRY (TYP) DRIP THROUGH BALCONY (NOT A HARD i SURFACE) ROOF SURFACES, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES I 25" 1 ET E W N Z N o0 8, > o rn rn LO LO w 0) O N N rn 2 BUSINESS DAYS 4 BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) P,S AtF VI 2 I n holll � l% R a s a9GJL'�. ESL 7- ass/ONAL �R 0 ' BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES, & ALL OTHER EX FEATURES & CONDITIONS. IF 5 CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT DCG PRIOR TO CONSTRUCTION. J O F- I- LU WLLj Z W V_ 0) J F- U) Qco o z Z 6 U W m _ C- Q W _o M W (n I- Z LLI 7 W w z o U w 0 PROJ. MANAGER: NA DESIGNED BY: iv DRAWN BY: iv CHECKED BY: NA BLDG2024-0804 SCALE: ASSHOWN APPROVAL FOR CONSTRUCTION CITY OF EDMONDS 8/23/2024 REV. 6 SHEET 4 8 of 11 SHEET NUMBER DATE: C04 BY: CITY ENGINEERING DIVISION K Stormwater Report 310 Dalev St August 2024 Drainage Plan Davido Consulting Group, Inc. Page 19 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 0 C n W. 0 0 N N x 0 0 (7 A E� zw JJ o_ m J J J = U_ �I �5 oz za p ui 2N ❑U) wI.- �_I w U)w w J J 0 Q Z o CD M � �o zU) �� z w o� oa �oa ❑� z oz 20 ❑2 w0 w J z o0� ow Y c%� U z� ww N U) UW OW 0 2 0jU) CO oa o� N O N N N'IT O N N CD f, >' �w 0 � 5 ❑ cnw �U) wW ❑oN � WQo x 2 J 5;Z U z Wmo m❑U5 Mww ::1LL> � 2o U_Q N 1 10 5 0 10 20 SCALE IN FEET 3 KEY NOTES KEY DESCRIPTION DETAIL/ SHEET O 6" SDCO #1 RIM 54.71 SD-619/ C08 6" IE 51. 54 2O D 26 LF 6,DIP SD @ 0.50 /o MIN - O 6" SDCO #2 RIM 53.75 SD-619/ C08 6" IE 51.41 O 46LF6"PVC SD@0.50%MIN - O 6" SDCO #3 RIM 54.13 SD-619/ C08 6" IE 51.18 NEW 6" CONNECTION TO EX CB #1 RIM 53.71 O 6" IE (NW) 51.21 - EX 6" IE (NE) 51.21± EX 10" IE (SW) 51.81± O 10 LF 6" PVC SD @ 2.00% MIN - FOOTING DRAIN PUMP STATION RIM 54.70 sO 6" IE (W) 52.70 - 2" IE (NE) 52.70 (SDFM) W/ 3' MIN SUMP PERIMETER FOOTING DRAIN - 6" OPERFORATED s PVC PIPE IN 6" MIN 12/A5.3 WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) 10 11 LF 6" DIP @ 0.50% MIN - 11 19 LF 6" SCH 40 PVC SD @ 1.00% MIN - ROOF DOWNSPOUT TIGHTLINE ALONG 12 FACE OF BUILDING AND INTO TOP OF - BP#1 13 4 LF 6" SOLID WALL PVC FROM FOOTING DRAIN - CAST IN PLACE CONCRETE DETENTION VAULT (4.88' W x 10.25' L) W/ DUPLEX STORMWATER PUMP STATION. SEE STRUCTURAL PLANS FOR DETAILS RIM 54.50 TOP OF VAULT INTERIOR 53.02 TOP OF PONDING 52.52 M/C09 14 6" IE (S) 50.80 (INLET) W/C11 2" IE (N) 52.72 (SDFM) 2" IE (N) 52.72 (SDFM) 6" IE (N) 52.52 (OVERFLOW) BOTTOM OF VAULT 48.52 WET WELL SUMP 45.52 SEE UTILITY INSET (C04) FOR PUMP FLOAT ELEVATIONS 05 0 LF 6" DIP @ 1.00% MIN (OVERFLOW) - 16 G (2) 10 LF 2" SDFM DISCHARGE LINES - HIGH MOLECULAR POLYETHYLENE PIPE CB#1 TYPE 1 RIM 54.23 2" IE (S) 53.00 (SDFM) 2" IE (S) 53.00 (SDFM) SD-303/ 02" 0 IE (E) 53.00 (FTG DRN SDFM) C08 8" IE (N) 52.47 6" IE (S) 52.47 W/ 2' SUMP TRANSITION TO GRAVITY FLOW 1s 49 LF 8" DIP SD @ 0.50% MIN NEW 8" SD CONNECTION TO EX 12" CP PSD W/ TYPE 1 CATCH BASIN W/ SOLID LOCKING LID 19 RIM 53.85 SD-303/ 8" IE (S) 52.09 C08 =X 12" PSD IE (W,E) 51.99 CHANNELIZE SUMP TO DIRECT FLOW IN DIRECTION OF MAINLINE FLOW 20 0 17 LF 6" PVC SD @ 0.50% MIN - 24" 0 ACCESS MH AND LADDER KN14/ 21 SEE KEYNOTE 14 FOR DETENTION C04 VAULT INVERT INFORMATION @ROOF DOWNSPOUT TIGHTLINE ALONG - BUILDING FACE AND INTO TOP OF BP#4 6" SDCO #4 23 RIM 54.83 - 6" IE 51.10 CB#2 TYPE 1 RIM 53.80 24 8" IE (N) 52.34 L/C09 8" IE (S) 52.44 W/ 2' SUMP 25 6LF8"DIP SD@0.50%MIN - CURB AND GUTTER RESTORATION MAY 26 BE REQUIRED DEPENDENT ON EXTENT - OF DISTURBANCE TO SUPPORT SADDLE MH INSTALLATION CB#3 TYPE 1 RIM 54.76 @6" IE (N) 51.47 L/C09 6" IE (S) 51.47 W/ 2' MIN SUMP 2s 25 LF 2" SDFM FOOTING DRAIN - DISCHARGE 026LF6 0 o DIP SD@0.50%MIN - RENOVATE EXISTING GUTTER SYSTEM 3o TO PROVIDE DOWNSPOUT TO - DISCHARGE DIRECTLY TO BP#1 31 G 58 LF 6" PVC SD @ 0.50% MIN - 0PUMPCONTROL 0 PANEL - NON -INFILTRATING BIORETENTION PLANTER #1 W/ VERTICAL SIDE SLOPES - SERVES SURFACE #2 TOP OF WALL 55.50 P1 4" OVERFLOW 55.17 - 4" INLET 54.67 TOP OF MULCH 54.57 4" UNDERDRAIN 52.17 PONDING DEPTH 0.5' AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 4,641 0.11 TOTAL SITE AREA (ROW) 4,125 0.09 TOTAL SITE AREA (ON-SITE+ROW) 8,766 0.20 EXISTING ON -SITE AREA - IMPERVIOUS AREAS 2,599 0.06 EXISTING ON -SITE AREA - PERVIOUS AREAS 2,042 0.05 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (ON -SITE): ROOF AREA TO DETENTION VAULT 2,805 0.06 CONCRETE SURFACE TO DETENTION VAULT 805 0.02 TOTAL IMPERVIOUS AREA 3,610 0.09 EX ROOF AREA TO BP1 (EX HARD SURFACE TO REMAIN) 248 0.01 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (ON -SITE) LANDSCAPING 1,031 0.02 TOTAL PERVIOUS AREA: 1,031 0.02 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING (TO DETENTION VAULT) 792 0.02 DALEY ST FULL -DEPTH TRENCHING (UNMITIGATED) 624 0.01 CONCRETE CURB, GUTTER, AND DWY (UNMITIGATED) 1,655 0.04 EXISTING ALLEY TO DETENTION VAULT 598 0.01 TOTAL EFFECTIVE IMPERVIOUS AREA: 3,669 0.08 COMBINED ON-SITE+ROW IMPERVIOUS 0.17 SURFACE AREAS 7,279 COMBINED PGIS ON-SITE+ROW 1,995 0.05 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF -SITE) LANDSCAPING 456 0.010 TOTAL PERVIOUS AREA: 456 0.010 COMBINED PERVIOUS SURFACE (ON-SITE+ROW) 1,487 0.03 ♦ ` �� \U 4, J / / I / I L 61 �o SA ANH, iP RIM = 52. ELEV. = 82.81 FT. UTILITY INSET SCALE 1 " = 5' 1� �a 0 I / I I �a II 1\ STORM °ca MANHOLE RIM = 51.77 FT. \ I.E. = 46.62 FT. N.-S.) I.E. = 48.97 FT. E.) \ PSD I 36" ET ^1 °tea PSD PSD PSD PSD PSD Snp/ . \ CATCH BASIN J \ / RIM = 51.25 FT. \ I.E. = 48.45 FT. BOTTOM) / WV I.E. = 49.55 FT. �8", W.) / W W w w w W w w W�� w --,DALEY STREET S 88°46'18" E 168.99' CATCH BASIN RIM = 51.58 FT. I F = 49.38 FT. (BOTTON INNER SURFACE DIMENSIONS INNER AREA (FT2) Contributing Area TOPW OVERFLOW 4" INLET TOP OF 4" UNDERDRAIN PONDING DEPTH SIDE SLOPES (FT) (FT 2) MULCH (FT) 1 DIRECTLY DISCHARGES TO THE DETENTION VAULT 2 5' X 2.6' 13 248 55.50 55.17 54.67 54.57 52.17 0.50 VERTICAL/STEEL n n n rr11 1 PUMP 1 ON PUMP 2 ON ALARM 10 BLDG. T CONCRETE SIDEWALK BUILDING TOP OF TRANSFORMER ELEV. = 89.06 FT. oy A ASPHALT oy q iD PSD/ PSD / / / / / / w m W- CATCH BASIN N kk C+) *k 07 Y z F- F- H 0-1 w ❑ Q w� Z Z 22 Z LLI2LO .-ItT. ^ ,^ I- w Q 0 Q❑mow Q J 2 wUJS 1 00 OHHH UU UZZZ 1:w0Lu vzU) QQ Q22� 0rsOCD a_ a_ O a000 QOzUz ~~ ~UUU ❑ J Z 00 (n > o>->� ZJJ °Q�w° w= H H H m❑ Q 2 2 U50 ZZ U) U) cnUUU LL �� '�'�'�' O Jwcnv_ ? w J w a 0- 0- M M M M 0 0< W (n (n ZZ (A ZZZZ (n cn (D ❑ Q v)❑p U PSI 00 0000 wwjQC7 Q Jwoz (n (n (A (n (n (n w Lu = Z ❑ _ _ J W W W W W W W U~ CO O m �� IY�� Q�m0 00 W_ z z m z z z z w z� w JOOQ N M 0 Q 2 Q t O O I1J O N o 0 F- N N (0 � O Q ❑ N�� p 0) CO H N m o 04 0o100 (0 0 � LU �® Z Q .J / CALCULATED II AS PER SNOHC / RECORDING N( / N=300,635.4686 / E=1,261,167.01E RIM = 53.71 FT. I.E. = 51.71 FT. (BOTTOM) I.E. = 51.81 FT. (10", S.W.) I.E. = 51.21 FT. (6", N.E.) I.E. = 51.21 FT. (6", N.W.) CONCRETE NEW ASPHALT, FULL DEPTH NEW ASPHALT, GRIND & OVERLAY r r r BIORETENTION PLANTER W/ UNDERDRAIN r r r (SEE DETAIL BP/C09) LANDSCAPE O ROOF SURFACE #, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES UNIT ENTRY (TYP) DRIP THROUGH BALCONY (NOT A HARD i SURFACE) ROOF SURFACES, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES I 25" 1 ET wLO It N Z N - o0 >o 0) LO w LO 0) oo� co m N N rn 0- U_ 2 BUSINESS DAYS 4 BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) P,S AtF vj l% R 4sa9GJL'�. SL 7- ass/ONAL �R 0 ' BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES, & ALL OTHER EX FEATURES & CONDITIONS. IF 5 CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT DCG PRIOR TO CONSTRUCTION. J O F- I- LU WLLj Z W V_ r 0) J F- U) Qco o CO z Z 6 U W m _ C- Q W _o M W (n I- Z LLI 7 W LU z o U w 0 PROJ. MANAGER: NA DESIGNED BY: iv DRAWN BY: iv CHECKED BY: NA BLDG2024-0804 SCALE: ASSHOWN APPROVAL FOR CONSTRUCTION CITY OF EDMONDS 8/23/2024 REV. 6 SHEET 4 8 of 11 SHEET NUMBER DATE: C04 BY: CITY ENGINEERING DIVISION K Stormwater Report 310 Dalev St August 2024 TESC Plan Davido Consulting Group, Inc. Page 20 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 A o f- C f- u i i v 9 mw W. 0 0 t`i N x 0 0 (D A C zw Q J LL m J_ J > Z) LL �IW oz z.. Ow 2N oW W 1I- �w U)w ww J J Q C< z o0 M � �o zw az w o� oa o� zo Oz 20 C)2 W w w CD J Z_ 0 w ow Y Ma z� ww N fn H Uw W o= c3i w o oa o� �o N N v O N (14 CD N C14 >' �w o � 5 I.-w oW dwo 0 p N W Q m x 2 J >_ Z U N Z Wmo mom 2ww ::1LL> [z2o U_Q I � 1 10 5 0 10 20 SCALE IN FEET go 3 HE KEY NOTES KEY DESCRIPTION DETAIL/ SHEET OINSTALL TEMPORARY STABILIZED CONSTRUCTION ER-901/C07 ENTRANCE INSTALL APPROXIMATELY 260 LF PERIMETER O PROTECTION.* INSTALL J-HOOKS AS NECESSARY ER-900/C07 TO INCREASE RETENTION TIME O3 INSTALL APPROXIMATELY 145 LF HIGH VISIBILITY - FENCE ALONG ROW SOIL AMENDMENT TO BE USED AS CONSTRUCTION BMP. CONTRACTOR TO INSTALL POST O CONSTRUCTION SOIL QUALITY AND DEPTH SD-642/C08 INSTALLED PER DETAIL PRIOR TO DEMOBILIZATION OINSTALL TEMPORARY STORM DRAIN INLET ER-902/C07 PROTECTION INSTALL TEMPORARY STORM DRAIN INLET O PROTECTION TO ALL STORM DRAIN INLETS 50' ER-902/C07 DOWNSTREAM OF PROPERTY LINE CONTRACTOR TO SWEEP STREETS, SEE GENERAL GENENOTER O NOTE 24 4L C01 CONSTRUCTION MATERIAL STOCKPILE, COVER O WITH PLASTIC SHEETING DURING NOW IV-5.7/C07 CONSTRUCTION HOURS O INTERCEPTOR SWALE D/C07 10 PHASE SEDIMENT TRAP AS -NEEDED E/C07 POST -DEMOLITION CONNECTION TO SD MAIN SHALL BE MADE PRIOR TO ONSITE CONSTRUCTION TO ENSURE ALLOWABLE POINT OF CONSTRUCTION 0STORMWATER 0 DISCHARGE IS AVAILABLE. ONCE E/C07 THIS CONNECTION HAS BEEN MADE, CONSTRUCTION STORMWATER TO DISCHARGE TO NEW SD CONNECTION, SEE SD DESIGN ON SHEET C04 . 12 REPLACE EX CONC DRIVEWAY - 13 LANDSCAPE STRIP TO BE REMOVED ALONG PROJECT FRONTAGE 14 G POLE HAS BEEN RELOCATED TO PROPERTY CORNER SINCE TIME OF SURVEY 15 DEMOLISH EX BUILDING AS SHOWN - 16 CUT AND CAP AND ABANDON EX SSS AT PL - 17 DEMOLISH EX GARAGE AS SHOWN - 18 G PROTECT ADJACENT BUILDING ON ADJACENT SHORT PLAT LOT - 19 REMOVE ALL OVERHEAD UTILITY CONNECTIONS - 20 ALL PAVEMENT ON PARCEL BE TO BE REMOVED (TYP) SOIL AMENDMENT NOTE: AMENDED TO MEET THE SOIL QUALITY AND DEPTH REQUIREMENT PER BMP T5.13 OF THE 2019 DOE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (SEE DETAIL SA/C07). I \ / P / 0 \ HAUL ROUTE PLAN -- I `\ 6"0 \ Jy/ / \ w w -�\FTT \ y /� \ �� o�wof / z z z < (D ssr 310 Dale St, \ / Brackett's Fy�oo� LU Edmonds WA 98020 H \ \ \ \ Q _j _ .� .� Q I- \ ❑ HHH wwZm Landing North Bella Soul Hair D�g `"'df1VP r°1P \ \ 6� °tea \ O O o (n (n (n w U LU j _� I ❑ 1 UU Uzzz =�0LU �www Civic Field f T-poranlyclosedQ P / I J J J °'5 o (Dr Z CO / a 3 I 36"ET I 0-0 Z IL �UZ(wjZ Ror 's dfEdmonds® y ?,Contemporary / I f F_F ° �000 ZgoJZ w zZL)(n (n (n U U U wtandIron Bell St 4 / I OJLL LLj wLL fishing pier AfflnRusty Pelican Cafe `- / w w w w w w �� as aaaa D_bc�Qw Dentistry© Q Dentist 15" ET I 1 O \ (n (n 0 w 0 0 0 Q 0 U Dods Ferry Terming a STORM ✓a Z Z Z Z Z z w (7 r/ �esg OStarbucks Main � / / � � � \ O MANHOLE 5 CONCRETE SIDEWALK � � Z RIM = 51.77 FT. o 0 0 0 0 D J w- Scratch Distillery N y� I.E. = 46.62 FT. (N.-S.) w p (n U) U)U)U)(n �2HZJ Slate Salon and Spa J / \ I.E. =48.97 FT. (E.) U wwoo / WM \ ww wwww V~?F-m W Dayton St Dayton St T N L a oft / Q / a PSD PSD P PSD -7 vvvwj PSD PSD TELE - - - - - - - - - - U off$ m ~ ° MM PS? PSD PSD U&Q_- Q - 0 / \ // LE wpm TELE wwoo TELE wwoo TELE p j CATCH B SIN / PSD / PSD PSD Z Z CO Z Z Z Z w Z RIM=51.2 FT. w � V ` I.E. = 49.5 T. (8", W.) // / / J w 0 2 W W W W W W W W/ / NN �/ �V - W W W W opNW W W NNH- N NW W W W- gQ Q c\O4 Q N pdrncY) v SA . AN G°MM \ ° O O 0 1- C0LL, a ��V P li E""-4. T. �- DALEY STREET-`��o�°�� W ®z Q / S 88°46'18" E 168.99' / O Jy M �Oa ss / � � / > o °) C3 rn QMQ Mri c a?� �� rn \ <v e 12 0 / CALCULATED INTERSECTIO 10 o°� AS PER SNOHOMISH COUNTo U) N N / 5 13 0 M/ RECORDING NO.2014111450 r� �° CATCH BASIN �/ / 21 so, 7 11 ^G / N=300,635.4686 U) d 3 E=1,261,167.0192 �a RIM =51.58FT. / _- o I.E. = 49.38 FT. BOTTOM) � �1 � I.E. = 49.78 FT. 8", W.) o W WM / \\ O i D/W7--- 25MP qPFFn � // CONCRETE SIDE ALK�\ / p \ / / SIGN W � / `� $� �a oM y / 10o W , v\ v v v v 4, 1 v � � � o \ 1 ss sss SSS SSS 1 2Cb 5e L0 ET o 0 �� \ \ \ \ I >> FLOOR FINISHED I / 9 1 I _ _ I �1 ` \ \ CALL 811 a �a , I �° I\\ ASPHALT \ \ 2 BUSINESS DAYS / O ELEV. = 54.81 0 8 \ \ \ a FT. \ \ \ \ \ 4 LEGEND: TESC/EROSION CONTROL NOTES STABILIZED CONSTRUCTION 1. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY PEAK HEIGHT 4 18 ELEV - - 10 ' CIO PARCE A 4ETER IC \ • 20 / ` 1 PARCEL B I I � IAl .BUILDING PEAK \ 4/0 \ i HEIGHT \ \ i - / -� 15 ELEV. = 82.81 FT. 1.2' Sg 4 BLDG. 17 1 BEFORE YOU DIG _ \ APPROXIMATE \ (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) LIMITS \DRIPLINEF TREE TYPICAL) �P.S WA F� Digi ed 8 \ \ / // ASPHA'L/T � ode \ 3 / BUILDING �'�� QFGISTE (j Or SS/ONAL E� PEAK HEIGHT / / BASE MAP/TOPOGRAPHY PROVIDED BY ELEV. = 67.80 ASPHALT / OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FT. / FIELD VERIFY GRADES, UTILITIES, & ALL 5 / OTHER EX FEATURES & CONDITIONS. IF / CONDITIONS ARE NOT AS SHOWN &/OR 19 / PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT DCG PRIOR TO CONSTRUCTION. C!O \ CATCH BASIN RIM = 53.94 FT. 0 \ I.E. _ >>) UNAVAILABL Sg. (FILLED IN) r ASPHAI T DISCONNECT EX WATER SERVICE AT THE METER. INSTALL HOSE BIB WITH ATMOSPHERIC VACUUM BREAKER (AVB) AT THE METER J 21 _ ANY DAMAGE TO ROAD OR FRONTAGE BLDG. IMPROVEMENTS SHALL BE RESTORED TO CITY STANDARDS AS DETERMINED BY THE CITY / o a ENGINEERING INSPECTOR ENTRANCE 2. EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SHALL BE MAINTAINED AS *INSTALL PERIMETER PROTECTION SUCH AS SILT FENCING, LONG AS POSSIBLE DURING THE COURSE OF CONSTRUCTION. COMPOST SOCKS, OR STRAW WATTLES IN ACCORDANCE WITH VOL. x PERIMETER PROTECTION 3. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, II OF THE DOE (2019 AMENDED) STORMWATER MANAGEMENT CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY MANUAL FOR WESTERN WASHINGTON HVF HIGH VISIBILITY FENCING BE REQUIRED DURING CONSTRUCTION. 7 4. SIDEWALK ALONG 3RD AVE N AND DALEY ST PROPERTY FRONTAGE SHALL CONSTRUCTION STORMWATER TURBIDITY SHALL BE MONITORED REMAIN OPEN EXCEPT AS NEEDED TO PERFORM SPECIFIC ACTIVITIES SUCH AS PRIOR TO OUTFALL TO THE PUBLIC MAIN. OVER 5 NTUs IS LIMITS EXTENTS OF DISTURBANCE SIDEWALK REPLACEMENT AND UTILITY CONNECTIONS. CONSIDERED AN ILLICIT DISCHARGE 5. ALLEY SHALL BE KEPT CLEAR OF CONSTRUCTION DEBRIS AND EQUIPMENT. 1 6. ALLEY WILL BE PAVED FOR FULL WIDTH AND THE LENGTH OF THE ALLEY STOCKPILE LOCATION ADJACENT TO PROPERTY LINE. y y y y 7. INGRESS AND EGRESS OF ALLEY SHALL NOT BE BLOCKED WITHOUT y y ENGINEERING INSPECTOR APPROVAL. SOIL AMENDMENT 8. PRE -CON INSPECTION REQUIRED. STREET TO BE CLEANED OF DEBRIS. SIDE10 h' J J J W O SEWER MUST BE CAPPED AT PROPERTY LINE. WATER SERVICE MUST BE \ TREE TO BE REMOVED DISCONNECTED FROM WATER METER AND OR HOSE BIB WITH AVB INSTALLED. DUMP AT APPROVED DUMP SITE ONLY. On/ 9. CONTRACTOR TO PROTECT INTERCEPTOR SWALES SO THEY CONVEY YO CONSTRUCTION STORMWATER TO THE POINT OF COLLECTION AT ALL TIMES. S \ TREE HAS ALREADY BEEN REMOVED s� 3 TREE PROTECTION FENCING 01 F � INTERCEPTOR SWALE \ 0 A R A r, A n 7 o� e CONCRE E ASPHALT o� o� o� / �6, / U° o� o/ ,v - 'Ole r_ N BUILDING TOP OF I TRANSFORMER TFZZ wwoo ELEV. = 89.06 FTC wwoo W OC,4 z \ �� _ TELE _ z O Q 6 wwoo 00 J w 00 14 C 7ZLe W d-5 (n wwoo i Q w > O CATCH BASIN Q oy M = 53.71 FT. W IE�'- 51.71 FT. (BOTTOM) w A I.E. - 5 1 FT. (10", S.W.) LLI Q Q 0 I.E. = 51.21*D 6", N.E.) z COJ I.E. = 51.21 FT. (6",W.) - = O z ASPHALT J�6 \ TF<F\ w O Q 00 O 00 C) � W L oy o 'Z<e Wwo,� 7 oy w LU z O O 0-4 PROJ. MANAGER: NA DESIGNED BY: iv DRAWN BY: iv °�A CHECKED BY: NA BLDG2024-0804 SCALE: ASSHOWN REV. SHEET APPROVAL FOR CONSTRUCTION 2 8 CITY OF EDMONDS 8/23/2024 6 of 11 SHEET NUMBER DATE: BY: CO2 CITY ENGINEERING DIVISION I IA K Stormwater Report 310 Dalev St August 2024 Offsite Analysis Photos Davido Consulting Group, Inc. Page 21 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Ir rl City of Edmonds Sheet 1 C 7-167 � i 166 0 : ` 8-1038 a� 1 Photo 7 \` Legend Storm Catch Basins Edmonds 138' MH 8-1038 \ ■ Private \ ■ Infiltration Storm Manholes +• �" / t PD7-1 • } ' 11� 11 Edmonds � ` Photo 6 ii Private Infiltration / ! / MH 8 34 Detention Facilities O�\ I ! Culvert <all other values> 3 Sewer on 4th & Daley. T f Pi a ey. op o Pipe: Yes _ Facility Feature Creeks _ _ ?,7 7 ! I 7_3� Photo 5 MH 7-303 +r 1 119 below RIM 1 3 Storm Line — <all other values> — No, BNSF; No, COUNTY; No, LYNI MOUNTLAKE TERRACE; No, POF / 2 8- 035 SHORELINE; No, STATE; No, WO, \ / \ +/ ! , [�nAl � � �/ O� NC TE FV ST O C? , , ��^ P 12"C'h 12 .M Yes, EDMONDS; Yes, PRIVATE; 1 Facility Lines 134 Q' �8-1030 4 V ®� . 8-1034 - Storm Ditch Sections Boundary ! -314 PD7-2 �' -' ®Ds 9 Sections -774.\' Photo 4 ` Edmonds Boundary ArcSDE.GIS.PROPERTY_BUILDIN( - M H 7 484 4�10 �OS ArcSDE.GIS.STREET_CENTERLINE <all 7-252 �c \. jdQ A PD7-3 tiJ 7-4 7-485 7-2 0 _ Q 1 M rf'-1015 J �\// r Photo 1 0 A' ` ° other values> Interstate Principal Arterial - -:V 46 u 7-299� I 1 nl 107 4 _ 1015 CB 8 - Minor Arterial; Collector - Local street Z Photo 3 Z -298 I ; ' 10" M H 7-298 /4 state Highways _ <all other values> 0 Photo 2 _ 1 cRF� MH 8-1014 =— 3 2 ! 1: 758 Notes c� CCS 126.3 .re This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may WGS_1984_Web _Mercator —Auxiliary © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION TW City of Edmonds Sheet 2 8-1203 � 529 2 so ��j 524 709 71 508 Legend 509 Storm Catch Basins o Edmonds 8-15 8-141 � 121, , - - o Photo 11 MH 8-1065 Private Infiltration Storm Manholes o Edmonds 065 _ O Private Infiltration I p 62' — Photo 10 - 1 • Detention Facilities Culvert <all values> • other UO2 -10 MH 8-1066 �� -1067 27 3 CB 8-1067 Yes 0 Facility Feature Creeks 8-3 8-38 5 04 5C, t Z Storm Line l ✓tn, I LLJ <all other values> 7T -- / \ Q No, BNSF; No, COUNTY; No, LYNI MOUNTLAKE TERRACE; No, POF = SHORELINE; No, STATE; No, WO, Yes, EDMONDS; Yes, PRIVATE; 1 A 7[ �� / �� -36 Photo 9 MH F—. � — Facility Lines p � � _ 7-17 8-39 — Storm Ditch / \ CB 8-38 1 "CQ R TE 12"C(DrLLE Sections Boundary Sections I 8-37 Edmonds Boundary ArcSDE.GIS.PROPERTY_BUILDIN( Q / u o ArcSDE.GIS.STREET_CENTERLINE: \ ^ ' 230' 8-1191 _ N <all other values> Interstate J/ I I Principal Arterial I � �� p Photo 8 -1194 8-9 5 MinorAterial;Collector / I MH 8-36 1 "HOPE 8T95 _955 \� Local street State Highways -41 \ 10` 8-95 ,2 J 2 9 El2"HOPE — <all other values> - 0 - \I / 1038 I 432 -9 c o -948 1 2 r^,rnf,, 11—nA— A 8- 20 1: 758 Vo w Notes 126.3 0 63.15 126.3 Feet I l This map is a user generated static output from an Internet mapping WGS_1984_Web _Mercator_Auxiliary_Sphere site and is for reference only. Data layers that appear on this map may © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION City of Edmonds Sheet 3 626 628 630 632 - r� l 611 L Legend 3 6 611 615 617 619 Storm Catch Basins o Edmonds l i o Private v 607 ■Storm -43 8-1039 12' \;c; 8-1041 ■ Infiltration Manholes p Edmonds 122' - �- p Private 602 603 Photo 14 _ CB 8-43 C C 616 ,o Infiltration ♦ Detention Facilities Culvert -3 3 -42 t . <all other values> 8-1 8- % 5 34 a �� -1064 /xy, j 41 ;k Yes o Facility Feature Creeks $� 45 i 5 47 6 0 1.. 6 2 5 ," Storm Line — <all other values> / �- -:� 142' _ Photo 13 _ , L�r' No, BNSF; No, COUNTY; No, LYNI -- MOUNTLAKE TERRACE; No, POF 8-144 / -- N _ H 8-1 06 A ^ �� _ SHORELINE; No, STATE; No, WO, / CB 8-41 _ x v, — Yes, EDMONDS; Yes, PRIVATE; 1 8-142 5220f 541 8-1262 548 630 Facility Lines — Storm Ditch tr , Sections Boundary / 11" ':'N(:RL IE 8-962 `' Sections ��- 8-95 - Edmonds Boundary ArcSDE.GIS.PROPERTY_BUILDIN( 10 535 35 293' 36 � �( 58 / 1 6 2 4 8 ArcSD E.G IS.STREET_CENTERLI W — <all other values> ` \ Interstate Photo 12 rsl. Principal Arterial Minor Arterial; Collector M H 8-40 . _ -... 529 _ Local Street State Highways � 524 712 6 � 6 6 2 2 <all other values> 0 -- 509 2 !'nrrn4v Rn„ A- / 1: 758 520 705 62:3 Notes �3 702 126.3 0 63.15 126.3 Feet I I This map is a user generated static output from an Internet mapping WGS_1984_Web_Mercator_Auxiliary_Sphere site and is for reference only. Data layers that appear on this map may © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION 4 City of Edmonds Sheet 4 TILE 8-1q 8"CONCRETE _ ' 88 _ 5 8-1199 CASPERS ST 1 NC E 8-155 fi -148 8-149 607� 651 M. 611 1039 209 O M. Photo 18 8-3 '0 M H 8-50 I- 8-1197 8-5 - 19" 8-51 315' ASPERS ST 2 -DFL 52-4 z _ - 88' Photo 19 '^t'RE CB 8-52 �_. 300 314 =� 2 8-4 1342 8- 8.�=1042 Photo 15 M H 8-45 8-1 SATER _ N - 8-1215 N::RETE 632 M W All O 8- 8-52�f- , e43 Private 825 - Local Street State Highways <all other values> 0 — 1 Minor Arterial; Collector � Infiltration � t Facilities her values> f nature her values> NSF; No, COUNTY; No, LYNI 909 TLAKE TERRACE; No, POF SHORELINE; No, STATE; No, WOE — Yes, EDMONDS; Yes, PRIVATE; 1 Facility Lines Storm Ditch Sections Boundary Sections 905 Edmonds Boundary ArcSDE.GIS.PROPERTY_BUILDIN( ArcSDE.GIS.STREET_CENTERLINE — <all other values> Interstate Principal Arterial 3 0 63.15 126.3 Feet I I This map is a user generated static output from an Internet mapF site and is for reference only. Data layers that appear on this map r iS_1984_Web _Mercator_AuxiIiary_Sphere :ity of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTI 1: 758 Notes O Ir 1 City of Edmonds Sheet 1 rc 7-167 c f _ ' 51O% `1 7-166 ! o �h 43 2 8-1038 / 7 l Q� \ � � 7 O� � Legend Storm Catch Basins I�- jjj - - / �O % J ■ 42 8 ■ ■ Edmonds ■ Private ■ Infiltration 400 Storm Manholes PD7-1 �f Edmonds � Private -34 i III Infiltration ♦ Detention Facilities l / I I Culvert <all other values> Yes � �Frontagephotos M 00 +l Facility Feature � + Creeks Storm Line � / �' 7-30 1 �` <all other values> - / 1 36 1 8-1035 MOUNTLAKE TERRACE; No, OF SHORELINE; No, STATE; No, WO — Yes, EDMONDS; Yes, PRIVATE; 1 Facility Lines t_ -314 Q' 8-1030 7 _8-1034 P D S-9 7 ® Storm Ditch Sections Boundary Sections G I, L Edmonds Boundary O ('� / p ._ ArcSDE.GIS.PROPERTY_BUILDIN( ArcSDE.GIS.STREET_CENTERLINE 7-418 7 �O� 101 0 �n7-485 //�k' 7-4 �: f -1015 /� I — <all other values> Interstate A PD7-3�G 4 7-29T�� 7-�01 O I �� 7-299r �■ Principal Arterial Minor Arterial; Collector IL U 744 7-300 Z -298-�_ n , — Local Street State Highways <all other values> c 0 c O CN r^,,nf-,, R —.,A— 1: 758 �• / � o �, 304 cv N Notes � 8-1029 O 8-1 0" 126.3 0 63.15 l l 126.3 Feet This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may WGS_1984_Web _Mercator_AuxiIiary_Sphere © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION Stormwater Report 310 Dalev St August 2024 Developed Conditions Sub -Basin Exhibit Davido Consulting Group, Inc. Page 22 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 0 r% C C n u v 9 T 0 0 N N x 0 0 (7 A E� zw JJ ca J J J = LL UI z oz za U ui 2N ❑U) w�_ �I w �w ww J J �Q Z o0 M � �o zw �� z w o� oa �a zo oZ 20 ❑2 W ❑ w w CD J z ow ow Y c%� U .LL z� ww N (,) UW W 0 2 6u) CO oa N O N N N� O N C14 CD N fM5 >' �zw U� 5 ❑ �w �W � 0 ❑WNo WQo x 2 J >_ - Z U z Wmo m❑U5 2ww ::,LL> _j�o _j U Q N 1 10 5 0 10 20 SCALE IN FEET ME :! 7 3 KEY NOTES KEY DESCRIPTION DETAIL/ SHEET O 6" SDCO #1 RIM 54.71 SD-619/ C08 6" IE 51. 54 2O 0 26 LF 6,DIP SD @ 0.50 /o MIN - O 6" SDCO #2 RIM 53.75 SD-619/ C08 6" IE 51.41 O 46 LF 6" PVC SD @ 0.50% MIN - O 6" SDCO #3 RIM 54.13 SD-619/ C08 6" IE 51.18 NEW 6" CONNECTION TO EX CB #1 RIM 53.71 O 6" IE (NW) 51.21 - EX 6" IE (NE) 51.21± EX 10" IE (SW) 51.81± C 10 LF 6" PVC SD @ 2.00% MIN - FOOTING DRAIN PUMP STATION RIM 54.70 SC 6" IE (W) 52.70 - 2" IE (NE) 52.70 (SDFM) W/ 3' MIN SUMP PERIMETER FOOTING DRAIN - 6" OPERFORATED 9 PVC PIPE IN 6" MIN 12/A5.3 WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) 10 11 LF 6" DIP @ 0.50% MIN - 11 19 LF 6" SCH 40 PVC SD @ 1.00% MIN - ROOF DOWNSPOUT TIGHTLINE ALONG 12 FACE OF BUILDING AND INTO TOP OF - BP#1 13 4 LF 6" SOLID WALL PVC FROM FOOTING DRAIN - CAST IN PLACE CONCRETE DETENTION VAULT (4.88' W x 10.25' L) W/ DUPLEX STORMWATER PUMP STATION. SEE STRUCTURAL PLANS FOR DETAILS RIM 54.50 TOP OF VAULT INTERIOR 53.02 TOP OF PONDING 52.52 M/C09 14 6" IE (S) 50.80 (INLET) W/C11 2" IE (N) 52.72 (SDFM) 2" IE (N) 52.72 (SDFM) 6" IE (N) 52.52 (OVERFLOW) BOTTOM OF VAULT 48.52 WET WELL SUMP 45.52 SEE UTILITY INSET (C04) FOR PUMP FLOAT ELEVATIONS 15 5 LF 6" DIP @ 1.00% MIN (OVERFLOW) - 16 (2) 10 LF 2" SDFM DISCHARGE LINES - HIGH MOLECULAR POLYETHYLENE PIPE CB#1 TYPE 1 RIM 54.23 2" IE (S) 53.00 (SDFM) 2" IE (S) 53.00 (SDFM) SD-303/ 17 2" IE (E) 53.00 (FTG DRN SDFM) C08 8" IE (N) 52.47 6" IE (S) 52.47 W/ 2' SUMP TRANSITION TO GRAVITY FLOW 1s 49 LF 8" DIP SD @ 0.50% MIN - NEW 8" SD CONNECTION TO EX 12" CP PSD W/ TYPE 1 CATCH BASIN W/ SOLID LOCKING LID 19 G RIM 53.85 SD-303/ 8" IE (S) 52.09 C08 =X 12" PSD IE (W,E) 51.99 CHANNELIZE SUMP TO DIRECT FLOW IN DIRECTION OF MAINLINE FLOW 20 17 LF 6" PVC SD @ 0.50% MIN - 24" 0 ACCESS MH AND LADDER KN14/ 21 SEE KEYNOTE 14 FOR DETENTION C04 VAULT INVERT INFORMATION @ROOF DOWNSPOUT TIGHTLINE ALONG - BUILDING FACE AND INTO TOP OF BP#4 6" SDCO #4 23 RIM 54.83 - 6" IE 51.10 CB#2 TYPE 1 RIM 53.80 24 8" IE (N) 52.34 L/C09 8" IE (S) 52.44 W/ 2' SUMP 25 6LF8"DIP SD@0.50%MIN - CURB AND GUTTER RESTORATION MAY 2s BE REQUIRED DEPENDENT ON EXTENT - OF DISTURBANCE TO SUPPORT SADDLE MH INSTALLATION CB#3 TYPE 1 RIM 54.76 27 6" IE (N) 51.47 L/C09 6" IE (S) 51.47 W/ 2' MIN SUMP 28 25 LF 2" SDFM FOOTING DRAIN - DISCHARGE 29 o 26LF6 DIP SD MIN - RENOVATE EXISTING GUTTER SYSTEM 3o TO PROVIDE DOWNSPOUT TO - DISCHARGE DIRECTLY TO BP#1 31 58 LF 6" PVC SD @ 0.50% MIN - 32 PUMP CONTROL PANEL - NON -INFILTRATING BIORETENTION PLANTER #1 W/ VERTICAL SIDE SLOPES - SERVES SURFACE #2 TOP OF WALL 55.50 P1 4" OVERFLOW 55.17 - 4" INLET 54.67 TOP OF MULCH 54.57 4" UNDERDRAIN 52.17 PONDING DEPTH 0.5' AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 4,641 0.11 TOTAL SITE AREA (ROW) 4,125 0.09 TOTAL SITE AREA (ON-SITE+ROW) 8,766 0.20 EXISTING ON -SITE AREA - IMPERVIOUS AREAS 2,599 0.06 EXISTING ON -SITE AREA - PERVIOUS AREAS 2,042 0.05 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (ON -SITE): ,ROOF AREA TO DETENTION VAULT 2,805 0.06 CONCRETE SURFACE TO DETENTION VAULT 805 0.02 TOTAL IMPERVIOUS AREA 3,610 0.09 EX ROOF AREA TO BP1 (EX HARD SURFACE TO REMAIN) ............................................................ 248 ................... 0.01 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (ON -SITE) LANDSCAPING 1,031 0.02 TOTAL PERVIOUS AREA: 1,031 0.02 PROPOSED AREA DESCRIPTION - IMPERVIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING (TO DETENTION VAULT) 792 0.02 DALEY ST FULL -DEPTH TRENCHING (UNMITIGATED) 624 0.01 CONCRETE CURB, GUTTER, AND DWY (UNMITIGATED) 1,655 0.04 EXISTING ALLEY TO DETENTION VAULT 598 0.01 TOTAL EFFECTIVE IMPERVIOUS AREA: 3,669 0.08 COMBINED ON-SITE+ROW IMPERVIOUS 0.17 SURFACE AREAS 7,279 COMBINED PGIS ON-SITE+ROW 1,995 0.05 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF -SITE) LANDSCAPING 456 0.010 TOTAL PERVIOUS AREA: 456 0.010 COMBINED PERVIOUS SURFACE (ON-SITE+ROW) 1,487 0.03 P4,/ I 41 / I / I ' I ca STORM 4o / I `� o MANHOLE RIM = 51.77 FT. I.N. E. = 48.97 FT. �E.)S ) PSD PSD 61 j \ wV \ P SA ANHOLE / \ i I RIM = 52. FT. ELEV. = 82.81 FT. \ \ SQL . . . . . . . . . ............ S� o CONTRACTOR TO WO / PUMP MANUFACTURE CONFIRM A DISCHARC \ / RATE OF 9.18 GPM UTILITY INSET - SCALE 1" = 5' rind INNER SURFACE DIMENSIONS INNER AREA (FT2) Contributing Area TOPW OVERFLOW 4" INLET TOP OF 4" UNDERDRAIN PONDING DEPTH SIDE SLOPES (FT) (FT 2) MULCH (FT) 1 DIRECTLY DISCHARGES TO THE DETENTION VAULT 2 5' X 2.6' 13 248 55.50 55.17 54.67 54.57 52.17 0.50 VERTICAL/STEEL I^ n n r� r� 36" ET C^1 / ❑ PUMP ON/OFF FLOAT ELEVATIONS PUMP 1 ON PUMP 2 ON ALARM rx t* CONCRETE SIDEWAL' BUILDING TOP OF TRANSFORMER ELEV. = 89.06 FT. oy A ASPHALT oy q �D / PSD/ PSD / / / / w w w- ---wR - /PSG CATCH BASIN k k *k U) Y z HH � ❑Qw�w z z w w z .-..-. ,-. W w Q C7 Q ❑mow Q J 2 wLU LUzco� 1 00 0 S co U U U z z z 1: 0 ws QQ Q222 0600ZU) O a000 Q0-0- ~~ ~UUU ❑ J z 00 (n o>->� 0D_ E0Q=w0 > w= H H H m❑ Q 2 2 U)❑ zzU (n(n cnUUU OLL JwZ)IL ? w J aU0<w 0-0- M M M M (n(n zz w(n(n(n z z z z ❑QU)0U PSI 00 000 D wwj�C7 oJwoz 7 (n (%1 (n (n (n W w = z ❑ W W W W W W U~ CO O m Uo�jQH � w o z z z m z z z z JOOQ � � 2 0 o w 0 0 NNI F- NNOND g (00 4 C) Q ❑ C 4 C) H NO') T_ o 04CDCD o o rl- N 00 G0 LV <1® z LU J Q / CALCULATED II AS PER SNOHC RECORDING N( N=300,635.4686 \ / E=1,261,167.01E RIM = 53.71 FT. I.E. = 51.71 FT. (BOTTOM) I.E. = 51.81 FT. (10", S.W.) I.E. = 51.21 FT. (6", N.E.) I.E. = 51.21 FT. (6", N.W.) CONCRETE NEW ASPHALT, FULL DEPTH NEW ASPHALT, GRIND & OVERLAY r r r BIORETENTION PLANTER W/ UNDERDRAIN r r r (SEE DETAIL BP/C09) LANDSCAPE O ROOF SURFACE #, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES UNIT ENTRY (TYP) i DRIP THROUGH BALCONY (NOT A HARD SURFACE) ROOF SURFACES, SEE DRAINAGE REPORT FOR DESCRIPTION OF DELINEATED HARD SURFACES 25" ET w NT N E Z N - 00 8)o > o rn rn LO LO m 0) aS oo� O N N ■K 2 BUSINESS DAYS 4 BEFORE YOU DIG (UNDERGROUND UTILITY LOCATIONS ARE APPROX.) Pg J. ACF IPn holll aG�b1L'�. 'SL kNAC Z 7-0 ' BASE MAP/TOPOGRAPHY PROVIDED BY OTHERS. DCG CANNOT BE HELD LIABLE FOR ACCURACY. CONTRACTOR SHALL FIELD VERIFY GRADES, UTILITIES, & ALL OTHER EX FEATURES & CONDITIONS. IF 5 CONDITIONS ARE NOT AS SHOWN &/OR PLANS CANNOT BE CONSTRUCTED AS SHOWN, CONTACT DCG PRIOR TO CONSTRUCTION. J O F- U) W Z W Q coJ V_ r 8) Q F.- U) W Q 0 o z Z O 6 U W Q IYcy)Q m _ W cf) _o M2 0 W (n W Q 7 W 0- LU z o U w 0 PROJ. MANAGER: NA DESIGNED BY: iv DRAWN BY: iv CHECKED BY: NA BLDG2024-0804 SCALE: ASSHOWN APPROVAL FOR CONSTRUCTION CITY OF EDMONDS 8/23/2024 REV. 6 SHEET 4 8 of 11 SHEET NUMBER DATE: C04 BY: CITY ENGINEERING DIVISION K Stormwater Report 310 Dalev St August 2024 APPENDIX A Geotechnical Report 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 PanGEO C O R P O R A T E D Geotechnical & Earthquake Engineering Consultants June 23, 2022 Project No. 22-237 HBRE Investments Attn: Augustus Bukowski 1951 3rd Avenue West Seattle, WA 98119 Subject: Infiltration Testing Report Proposed Townhomes 310 Daley Street, Edmonds, Washington Dear Mr. Bukowski: As requested, PanGEO, Inc. completed an infiltration assessment of the site soils to assist the project team with the drainage design at the above referenced property. Our service consisted of excavating two test pits, performing two Small Pilot Infiltration Tests (PITS), and preparing this summary report. In summary, the two small pilot infiltration tests completed at the site at depths of about 5 feet and 41/2 feet yielded steady-state infiltration rates of approximately 0.00 and 0.13 inches per hour, respectively. We appreciate the opportunity to be of service. Please call if you have any questions. Sincerely, Michael H. Xue, P.E. Principal Geotechnical Engineer 3213 Eastlake Avenue E, Ste B Seattle, WA 98102 Tel (206) 262-0370 www.pangeoinc.com TABLE OF CONTENTS 1.0 INTRODUCTION................................................................................................................... 1 2.0 SITE AND PROJECT DESCRIPTION............................................................................... 1 3.0 SUBSURFACE EXPLORATIONS....................................................................................... 1 4.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS.................................................... 2 4.1 SITE GEOLOGY....................................................................................................................... 2 4.2 SOIL CONDITIONS................................................................................................................... 3 4.3 GROUNDWATER..................................................................................................................... 4 5.0 INFILTRATION TESTING AND RECOMMENDATIONS ............................................ 4 5.1 TEST METHOD........................................................................................................................ 4 5.2 CORRECTION FACTORS.......................................................................................................... 5 5.3 LONG TERM INFILTRATION RATE FOR DESIGN....................................................................... 5 5.4 CONSTRUCTION CONSIDERATIONS......................................................................................... 6 6.0 LIMITATIONS....................................................................................................................... 7 7.0 LIST OF REFERENCES....................................................................................................... 9 LIST OF ATTACHMENTS Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A Summary Test Pit Logs Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Test Pit PIT-1 Figure A-3 Log of Test Pit PIT-2 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc i PanGEO, Inc. INFILTRATION TESTING REPORT 310 - DALEY STREET EDMONDS, WASHINGTON 1.0 INTRODUCTION As requested, PanGEO, Inc. completed an infiltration assessment and testing of the site soils to assist the project team with the drainage design at the above referenced property. Our service consisted of excavating two test pits, performing two Small Pilot Infiltration Tests (PITS), and preparing this summary report. The intent of our work is to evaluate the infiltration feasibility of the site soils and to provide a design infiltration rate, if feasible, for the design of the proposed infiltration system to be constructed at the site. 2.0 SITE AND PROJECT DESCRIPTION The project site consists of an approximate 0.17-acre parcel in downtown Edmonds, Washington (see Figure 1, Vicinity Map). The site is currently occupied by a single -story house in the west half of the parcel (304 Daley Street), and a single -story duplex with a detached garage in the east half of the parcel (312 and 316 Daley Street). The site is bordered by 3rd Avenue North to the west, Daley Street to the north, single-family residences to the south, and a private alley to the east. The grade gently slopes down from about Elevation 54.5 feet in the east end of the site, to about Elevation 52.5 feet in the west end. We understand that you plan to remove the existing building at 312/316 Daley Street and construct a new 4-unit townhome building. We also understand that you plan to convert the exiting building at 304 Daley Street into an office building under a separate permit. Based on review of the preliminary plans, the proposed townhome building will be a 3-story, wood -frame structure. We predict that site grading for the proposed project will include cuts and fill up to about 4 feet for the foundation construction. We understand it is planned to infiltrate surface water from the proposed improvements into the site soils, if feasible. The approximate layout of the site is shown on the attached Figure 2, Site and Exploration Plan. 3.0 SUBSURFACE EXPLORATIONS Two test pits (PIT-1 and PIT-2) were excavated at the project site on May 26, 2022. PIT-1 was excavated to about 5 feet below the existing ground surface for infiltration. PIT-2 was initially 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 1 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 excavated to about 4'/2 feet for infiltration testing and was then excavated to at about 8 feet deep after the test to look for groundwater mounding or seepage. The approximate test pit locations are shown on the attached Figure 2. The relative in -situ density of cohesionless soils, or the relative consistency of fine-grained soils, was estimated from the excavating action of the excavator, probing the sidewalls with a 1/2-inch diameter steel rod, and the stability of the test pit sidewalls. Where soil contacts were gradual or undulating, the average depth of the contact was recorded in the log. After the infiltration test was completed, the excavations were backfilled with the excavated soils and the surface was tamped and re -graded smooth. A geologist from our firm was present throughout the boring and infiltration test program to observe the explorations, assist in sampling, and to document the soil samples obtained from the explorations and perform the tests. The summary boring and test pit logs are included in Appendix A. 4.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS 4.1 SITE GEOLOGY Based on our review of the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington (Minard, 1983), and the Composite Geologic Map of the Sno-King Area (Booth et al, 2004) the site is underlain by Pre -Fraser deposits (geologic map unit Qpf) with Whidbey Formation (Qw) mapped to the southwest of the site. Pre -Fraser deposits are typically massive to laminated silts and clays with variable oxidation and bedded sands and gravels. This unit is diamict in parts and typically dense to hard. Pre -Fraser deposits generally exhibit a low infiltration capacity. The Whidbey Formation generally consists of bedded, commonly oxidized, medium -to -coarse - grained sand, and are typically dense to very dense. This unit is similar to the younger Vashon Advance Outwash deposits but is characterized by its stratigraphic position and generally heterogenous grain size. The Whidbey Formation generally has moderate infiltration capability. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 2 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 4.2 SOIL CONDITIONS For a detailed description of the subsurface conditions encountered at each exploration location, please refer to our summary exploration logs provided in Appendix A. The stratigraphic contacts indicated on the logs represent the approximate depth to boundaries between soil units. Actual transitions between soil units may be more gradual or occur at different elevations. The descriptions of groundwater conditions and depths are likewise approximate. The following is a generalized description of the soils encountered in the test pits. UNIT 1: Topsoil / Fill Both test pits encountered approximately 2 to 3 feet of fill below surface vegetation. The fill encountered in the test pits generally consisted of loose, silty, poorly graded sand with some gravel and organic material. UNIT 2: Pre -Fraser Deposits - Qpf Directly below the fill in PIT-1, we observed dense to very dense, moderately cemented, silty sand with gravel. The upper 2 feet of this unit showed indications of weathering, including iron oxide staining, a disturbed appearance, and was less dense. We interpreted this unit as the Pre -Fraser Possession Drift deposits mapped near the area based on its similarities with glacial till and its proximity to the Whidbey Formation deposits observed in PIT-2. This unit was only observed in PIT-1 and extended to the maximum exploration depth of 5 feet. UNIT 3: Whidbey Formation — Qw Directly below the fill in PIT-2, we observed medium dense to dense, medium -grained sand with trace silt and gravel. We interpreted this unit as the mapped Pre -Fraser Whidbey Formation deposits within the project vicinity based on its heterogenous grain size and oxidized appearance. This unit was only observed in PIT-2, and extended to the maximum exploration depth of 8 feet. Our subsurface descriptions are based on the conditions encountered at the time of our exploration. Soil conditions between our exploration locations may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, PanGEO should be requested to reevaluate the recommendations in this report and to modify or verify them in writing prior to proceeding with earthwork and construction. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 3 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 4.3 GROUNDWATER Groundwater or seepage was not observed in PIT-1 at the time of our exploration. However, we observed minor groundwater seepage at the bottom of PIT-2 at about 73/4 feet below grade, following the infiltration testing procedure. It should be noted that groundwater levels will fluctuate depending on the season, amount of rainfall, surface water runoff, tides, and other factors. Generally, the water level is higher and seepage rates are greater in the wetter, winter months (typically October through May). 5.0 INFILTRATION TESTING AND RECOMMENDATIONS Two field infiltration tests, PIT-1 and PIT-2 were performed at the project site on May 26, 2022. The test locations are indicated on the attached Figure 2. The test method and the results are discussed below. 5.1 TEST METHOD The field infiltration tests were conducted in general accordance with the procedure for Small - Scale Pilot Infiltration Test (PIT) as outlined in section B.3.2 of the June 2017 — Edmonds Stormwater Addendum. In general, the test consisted of the following procedure: • A test pit was excavated to the approximate design bottom of the proposed infiltration facilities with a minimum bottom area of 12 square feet. • The test pit was pre-soaked by maintaining a water level of at least 12 inches above the bottom of the pit. • At the end of pre-soak period, a flow meter was used to monitor the amount of water needed to maintain a constant head of 12 inches for at least one hour and until at least a point at which a constant volume of water per time unit was achieved. • At the end of the constant head test, we measured the falling head infiltration rate by shutting off the water flow and recording the drop in water level over regular time intervals for one hour or until all of the water was infiltrated. The field infiltration rate was then calculated based on the final measured volume per time unit, and the surface area of the hole. Based on the site conditions, test equipment and method, and test results, we selected a constant head rate of 0.0 inches per hour and 0.13 inches per hour as the field infiltration rate for PIT-1 and PIT-2, respectively. The results of our test are summarized in Table 1, below. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 4 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 5.2 CORRECTION FACTORS The infiltration rates calculated based on field measurements are considered short-term rates and should be reduced through correction factors for design. The corrections factors account for site variability, test method, and number of locations tested, degree of long-term maintenance, and degree of influent control to prevent siltation and bio-buildup. The correction factors are outlined in Appendix B.2 of the June 2017 — Edmonds Stormwater Addendum, and are summarized and discussed below: • Site Variability (CF,) — A range of 0.33 to 1.0 is provided in the Edmonds Stormwater Addendum. Based on the test pits excavated across the project site, the soil conditions at the site vary slightly at the proposed infiltration depth. However, within the footprint of the proposed infiltration facility, the soils remained consistent. In our opinion, a CFI of 1.0 is appropriate for this site. • Test Method (CFt) — For small scale infiltration tests, we assume CFt = 0.5. • Degree of influent control to prevent siltation and bio-buildup (CFm) — Assuming a good degree of control, we assume CFm of 0.9. The Total Correction Factor (CFT) is then calculated as: CFT = CFv x CFt x CFm = 0.45. 5.3 LONG TERM INFILTRATION RATE FOR DESIGN With the Total Correction Factor (CFT) of 0.45, the long-term design rate can be calculated from the field measured rates. Table 1, below, details the infiltration data collected and the long-term design rates calculated for each location. During installation of the infiltration facility, the soil conditions at bottom of the excavation shall be verified by a qualified professional, to verify that the excavation is sufficiently to into the sand unit of the Whidbey Formation as observed in test pit PIT-2. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 5 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 TABLE 1: Small Pilot Infiltration Test Data Corrected for Long Term Design Rate Field Pre -Soak Long Term Test Test Test Measured Correction Duration Design Rate Location Stage Duration Rate Factor (hrs) (in/hr) (in/hr) PIT-1 at 5 6 Constant 1 hour 0 0.45 0.0 feet Head PIT-2 at 4.5 6 Constant 1 hour 0.13 0.45 0.06 feet Head 5.4 CONSTRUCTION CONSIDERATIONS Infiltration facilities are post -construction facilities which are designed to improve the quality and manage the volume of stormwater runoff by encouraging natural infiltration on -site. In order to protect the infiltration receptor soils from becoming clogged with sediment and/or becoming compacted during construction, we recommend the following measures be implemented during construction: • The infiltration facilities should be constructed as late in the schedule as feasible and should not be constructed until after the upstream areas are stabilized. • Heavy equipment traffic on prepared subgrades should be limited, especially during wet weather. • If fine grained sediment is deposited or tracked onto the infiltration system subgrade, it should be removed using an excavator with a grade plate, a small dozer or a vacuum truck. • The subgrade should be scarified prior to placing fill to prevent sealing of the receptor soils. • Structural fill and aggregate base materials should be end -dumped at the edge of the fill area and the material pushed out over the subgrade. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 6 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 • Grading of the infiltration galleries should be accomplished using low -impact earth - moving equipment to prevent compaction of the underlying soils. Wide tracked vehicles such as excavator, small dozers and bobcats are suggested. • The infiltration system subgrade soils should be reviewed after excavation to verify the soils encountered are as anticipated. Test Pit Backfill: It should be noted that the backfill in the test pit locations was not compacted to a dense condition or the requirements of structural fill. As such, during construction of the project, the earthwork contractor should locate the test pits, remove the loose backfill and replace it with properly compacted structural fill, if they are located with the structural loading areas. 6.0 LIMITATIONS We have prepared this report for Augustus Bukowski 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. 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. 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. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 7 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 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. Sincerely, as f� 21034819 g 1�t�Sod Geo��i Joseph a e Joe Dapcevich, L.G. Staff Geologist 1,e Michael H. Xue, P.E. Principal Geotechnical Engineer 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 8 PanGEO, Inc. Infiltration Assessment Proposed Townhomes: 310 — Daley Street, Edmonds, Washington June 23, 2022 7.0 LIST OF REFERENCES Booth, D. B., Cox, B.F., Troost, K. A., and Shimel, S. A., 2004, The Composite Geologic Map of Sno-King Area, Central Puget Lowland, Washington: scale 1: 24, 000. Minard, J.P., 1983, Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington: United States Geological Survey, scale 1:24000. City of Edmonds, 2017, Appendix B, Edmonds Stormwater Addendum. 22-237 310 Daley St, Edmonds - Infiltration Rpt.doc 9 PanGEO, Inc. Puget G°trer V 5'd F Sound _ __ �` AIOR7 st i Q1 C Z Q Project Site F L—d,nR- i C'.K Cantor PUYtrtl f7% swags JI roc\ens = �3 Z .y C— CaaO! Bra s 2 P6yf.1d Landn3Man mouth c' - Q Z r! E �d. NW 95th St 2 < / F son J P� / Ferry � A Mra4 Ed —Ads Sounder- Gelrry Edmonds Be II St Edmonds �a °sS YbYYn fir, S.:1.nn P4c, �� I Odi Epub 6mou BId10 6 c W Daylon St Dayton St _ o ~ Q JI V p < c - Map, to y Aklet V Q 6ecM L r ..-A—t d L n od i FB n E Anderwn Cooler Q Y ds Ceial St 1_�m.a emnen ,A m � SFvucr S. HO ReNb' c - �rcuu.vvir L II 1 vml„ s tYiv "I Base Map: ESRI Topographic A PanGEO Infiltration Test VICINITY MAP 310 Daley Street t N C O R P O R A T E U Edmonds, Washington Project No. 22-237 Figure No. 1 PEAK HEIGHT ELEV. = 82.81 Fr. Legend DALEY STREET .'i w owm oft 63 E 1,0 T �W A L K, T87: 7 PORCH FINISHED FLOOR 51 ELEV- = 54-81 Fr, PEAK HEIGHT IS- ET O ELEV. = 66.89 FT. BUILDING 304 DALEY ST. EC7RIC METER 0 PORCH 46 w 5- DT 1.2' f DT S' D7 Qw J I BUILDING 312 /316 DALEY ST. GARAGE 12" ET 0 • 12' E7 R • • • • PEAK H110iT 67.50 FT, • • Project Site Proposed Structures 7W OF TRANSFORMER ELEV. 9906 FT - Existing Structures 4,- Scale: Approx. Infiltration Test Pit Location BLDG. 1 inch = 12 feet Note: Base map modified from Topographic Survey provided by Chadwick & Winters, 7/29/2021 APPENDIX A SUMMARY TEST PIT LOGS RELATIVE DENSITY / CONSISTENCY SAND / GRAVEL SILT / CLAY SPT Approx. Relative SPT Approx. Undrained Shear DensityN-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 •�' GW: Well -graded GRAVEL Gravel GRAVEL (<5% fines) '' •••••I...................................................... 50% or more of the coarse GP : Poorly -graded GRAVEL fraction retained on the #4 sieve. Use dual symbols leg. .......... ................... o p .....:...................................................... GM Silty GRAVEL GP -GM) for 5% to 12% fines. ° GRAVEL (>12/ofines) •••••••••••••••••••••••••••••• GC : ........................••• Clayey GRAVEL ...................................................................... .......................................................... SW: Well -graded SAND "" Sand SAND (<5 /o fines) " i:.; 50% or more of the coarse SP Poorly -graded SAND fraction passing the #4 sieve. Use duals leg. SP-SM 9 ) :..................... ;; ; SM : ..................................................... Silt SAND SiltySAND %fin 5% to 12% fines. SAND (>12%fines) ......................................................... 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 field 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: 3A 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 DID 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) B3.25-inch OD Spilt Spoon (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core ® Vane 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 PanGE@ Terms and Symbols for I N C O R P O R A T E D Boring and Test Pit Logs Figure A-1 Phone: 206.262.0370 Test Pit Logs Project No: Project Name: Project Location: Excavated: 22-237 Proposed Residential Development 310 Daley Street, Edmonds, WA 5/26/2022 by Hilltop Excavation Test Pit No. PIT-1 Location: 47.81362,-122.37759 (WGS84) Approximate ground surface elevation: 52.5 feet (Topographic Survey) Depth ft Material Description Loose, dark brown, silty, fine SAND with trace gravel, moist; numerous roots 0-2 and organics [Topsoil / Fill] Medium dense to dense, brown -gray, slightly silty, f-m SAND with trace gravel, 2 — 41h moist; minor iron oxide staining [Weathered Pre -Fraser Deposits] .................................................................................................................................................................................................................................................................................................................................. Very dense, gray -blue, silty, f-m SAND with some f-m gravel, moist; moderately 41/2 — 5 cemented [Pre -Fraser Deposits - Qpf] SI' Image of PIT-1 at approximately 5 feet below the existing ground surface (testing depth). Groundwater seepage was not observed during excavation. Logged by: J. Dapcevich PanGEO O R P O R A T E D Ge ,hW,,1 & Earthquake Engineering C....1 ft Figure A-2 Test Pit Logs Project No: Project Name: Project Location: Excavated: 22-237 Proposed Residential Development 310 Daley Street, Edmonds, WA 5/26/2022 by Hilltop Excavation Test Pit No. PIT-2 Location: 47.81364,-122.37709 (WGS84) Approximate ground surface elevation: 54.5 feet (Topographic Survey) Depth ft Material Description 0 — 3'/2 Loose, dark brown, silty, fine SAND with trace gravel, moist; numerous tree roots and organics [Topsoil / Fill] Medium dense to dense, brown -gray, medium SAND with trace silt and gravel, moist; iron oxide staining [Whidbey Formation - Qw] 3'/2 — 8 - Becomes very moist at 4 feet, and gray -blue at 4'/2 feet - Occasional lenses of m-c sand from 6 to 8 feet All Image of PIT-2 at approximately 4'/2 feet below the existing ground surface (testing depth). PIT-2 was excavated to approximately 8 feet below grade following the infiltration test. Minor groundwater seepage was observed at about 73/4 feet below grade. Logged by: J. Dapcevich PanGEO I N C O R P O R A T E D G"o hW,,1 & Earthquake Engineering C....1 ft Figure A-3 Stormwater Report 310 Dalev St Auizust 2024 APPENDIX B Operation and Maintenance Manual 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 310 Daley St Edmonds, WA Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On -Site Storm System: Augie Bukowski 310 Daley St Edmonds, WA 98020 The Location Where the Operation and Maintenance Manual is to be Kept: 310 Daley 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 310 Daley St townhouses consists of 6" storm drain pipe, a detention vault, and two Type II catch basins. Stormwater runoff from the proposed townhome buildings will be collected in a gutter and downspout system, Stormwater from the building will be routed to the detention vault. The alley runoff will be routed to the detention vault. The differ- ence in areas from the Daley St and 3rd Ave N of 1,818 and the new and existing alley area of 1,303 SF is equal to 515 SF, which totals to the unmitigated areas for the project site, allowable up to 1,000 SF per the COE Addendum in Section 6.3. Flows from the detention vault will be routed to the existing 12" PSD within the Daley St ROW. The proposed non -infiltrating bioretention planter, detention vault, Type 2 catch basins, and spill control elbows serve as source control. In order to control pollutants, proper main- tenance and cleaning of debris, sediments, and oil from stormwater collection and con- veyance systems is required per the operation and maintenance recommendation found in Volume 5 of Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2 Contact Information for Stormwater Facility Manufacturers and Installers: Contractor (Installer of On -Site Stormwater Facilities) TBD Civil Engineer Designer of On -Site Stormwater Facilities) Nick Alexander, P.E. Davido Consulting Group, Inc 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone — 206.523.0024 benndcgen rg com Attachments • SWMMWW Operation and Maintenance Manual for Catch Basins • SWMMWW Maintenance Standards and Procedures for Infiltration Facilities Table V-A.3: Maintenance Standards - Closed Detention Systems (Tanks/Vaults) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Per - Component formed Plugged Air Vents One-half of the cross section of a vent is blocked at any point or the vent is damaged. Vents open and functioning. Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1 /2 length of storage vault or any point Debris and Sediment depth exceeds 15% of diameter. All sediment and debris removed from storage (Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than 1/2 length of area. Storage Area tank.) Any openings or voids allowing material to be transported into facility. Joints Between Tank/Pipe Section All joint between tank/pipe sections are sealed. (Will require engineering analysis to determine structural stability). Tank Pipe Bent Out of Shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. (Review required by engineer to determine Tank/pipe repaired or replaced to design. structural stability). Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or main- Vault replaced or repaired to design spe- Vault Structure Includes Cracks in Wall, Bottom, tenance/inspection personnel determines that the vault is not structurally sound. cifications and is structurally sound. Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the No cracks more than 1/4-inch wide at the joint of walls. the inlet/outlet pipe. 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1007 Table V-A.S: Maintenance Standards - Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Maintenance is per - Component formed Trash or debris which is located immediately in front of the catch basin opening or is blocking inletting capacity of the basin by more than 10%. No Trash or debris located immediately in front of Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the catch basin or on grate opening. basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. No trash or debris in the catch basin. Trash & Debris Trash or debris in an inlet or outlet pipe blocking more than 1/3 of its height. Y p�p 9 9 Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within the catch basin. Sediment (in the basin) that exceeds 60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the Sediment basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. No sediment in the catch basin General Structure Damage to To slab has holes larger than 2 square inches or cracks wider than 1/4 inch. Intent is to make sure no material is running into basin p 9 q ( 9 )• Top slab is free of holes and cracks. Frame and/or Top Slab Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame not securely attached Frame is sitting flush on the riser rings or top slab and firmly attached. Fractures or Cracks in Maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at thejoint of any inlet/outlet pipe or any evidence of soil particles entering Pipe is regrouted and secure at basin wall. catch basin through cracks. Settlement/ Mis- alignment If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Contamination and Pol- See Table V-A.1: Maintenance Standards - Detention Ponds No pollution present. lution Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. Cover/grate is in place, meets design standards, and is secured Catch Basin Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Cover Difficult to One maintenance person cannot remove lid after applying normal lifting pressure. Cover can be removed by one maintenance per - Remove (Intent is keep cover from sealing off access to maintenance.) son. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows main- tenance person safe access. Grate opening Unsafe Grate with opening wider than 7/8 inch. Grate opening meets design standards. Metal Grates Trash and Debris Trash and debris that is blocking more than 20% of grate surface inletting capacity. Grate free of trash and debris. (If Applicable) Grate is in place, meets the design standards, and Damaged or Missing. Grate missing or broken member(s) of the grate. is installed and aligned with the flow path. 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1009 Table V-A.18: Maintenance Standards - Catch Basin Inserts Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Sediment Accumulation When sediment forms a cap over the insert media of the insert and/or unit. No sediment cap on the insert media and its unit. Trash and Debris Accumulation Trash and debris accumulates on insert unit creating a blockage/restriction. Trash and debris removed from insert unit. Runoff freely flows into catch basin. General Media Insert Not Removing Oil Effluent waterfrom media insert has a visible sheen. Effluent water from media insert is free of oils and has no visible sheen. Media Insert Water Saturated Catch basin insert is saturated with water and no longer has the capacity to absorb. Remove and replace media insert Media Insert -Oil Saturated Media oil saturated due to petroleum spill that drains into catch basin. Remove and replace media insert. Media Insert Use Beyond Product Life Media has been used beyond the typical average life of media insert product. Remove and replace media at regular intervals, depending on insert product. 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A - Page 1017 Table V-A.21: Maintenance Standards - Bioretention Facilities Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance Facility Footprint • Eliminate cause of erosion and stabilize damaged area (regrade, rock, vegetation, erosion control matting) • For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures should be put in place Erosion (gullies/ rills) greater than 2 inches deep until permanent repairs can be made. B' S around inlets, outlet, and alongside slopes • Properly designed, constructed and established facilities with appropriate flow velocities should not have erosion prob- lems except perhaps in extreme events. If erosion problems persist, the following should be reassessed: (1) flow volumes from contributing areas and bioretention facility sizing; (2) flow velocities and gradients within the facility; and (3) flow dissipation and erosion protection strategies at the facility inlet. Earthen side slopes and berms A Erosion of sides causes slope to become a hazard Take actions to eliminate the hazard and stabilize slopes A, S Settlement greater than 3 inches (relative to undis- Restore to design height turbed sections of berm) A, S Downstream face of berm wet, seeps or leaks evid- Plugan holes and compact berm ma require consultation with engineer, articular) for larger berms Y P (may q 9 particularly 9 ) • Eradicate rodents (see "Pest control") A Any evidence of rodent holes or water piping in berm • Fill holes and compact (may require consultation with engineer, particularly for larger berms) • Repair/ seal cracks Concrete sidewalls A Cracks or failure of concrete sidewalls • Replace if repair is insufficient Rockery sidewalls A Rockery side walls are insecure Stabilize rockery sidewalls (may require consultation with engineer, particularly for walls 4 feet or greater in height) All maintenance vis- Facility area its (at least bian- Trash and debris present Clean out trash and debris nually) • Remove excess sediment Accumulated sediment to extent that infiltration rate • Replace any vegetation damaged or destroyed by sediment accumulation and removal A, S is reduced (see "Ponded water") or surface storage • Mulch newly planted vegetation Facility bottom area capacity significantly impacted • Identify and control the sediment source (if feasible) • If accumulated sediment is recurrent, consider adding presettlement or installing berms to create a forebay at the inlet During/afterfall leaf drop Accumulated leaves in facility Remove leaves if there is a risk to clogging outlet structure orwaterflow is impeded Sediment, vegetation, or debris accumulated at or A, S blocking (or having the potential to block) check dam, Clear the blockage Low permeability flow control weir or orifice check dams and weirs A, S Erosion and/or undercutting present Repair and take preventative measures to prevent future erosion and/or undercutting A Grade board or top of weir damaged or not level Restore to level position 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1019 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance Determine cause and resolve in the following order: 1. Confirm leaf or debris buildup in the bottom of the facility is not impeding infiltration. If necessary, remove leaf lit- ter/debris. Excessive ponding water: Water overflows during 2. Ensure that underdrain (if present) is not clogged. If necessary, clear underdrain. Ponded water B, S storms smaller than the design event or ponded water 3. Check for other water inputs (e.g., groundwater, illicit connections). remains in the basin 48 hours or longer after the end of a storm. 4. Verify that the facility is sized appropriately for the contributing area. Confirm that the contributing area has not increased. If steps #14 do not solve the problem, the bioretention soil is likely clogged by sediment accumulation at the surface or has become overly compacted. Dig a small hole to observe soil profile and identify compaction depth or clogging front to help determine the soil depth to be removed or otherwise rehabilitated (e.g., tilled). Consultation with an engineer is recommended. • Minimize all loading in the facility footprint (foot traffic and other loads) to the degree feasible in order to prevent com- paction of bioretention soils. • Never drive equipment or apply heavy loads in facility footprint. Bioretention soil mix protection is needed when per- . Because the risk of compaction is higher durin saturated soil conditions, an type of loading in the cell (includingfoot p g g y yp g Bioretention soil mix As needed forming maintenance requiring entrance into the facil- traffic) should be minimized during wet conditions. ity footprint • Consider measures to distribute loading if heavy foot traffic is required or equipment must be placed in facility. As an example, boards may be placed across soil to distribute loads and minimize compaction. • If compaction occurs, soil must be loosened or otherwise rehabilitated to original design state. 1 nl ets/Outlets/Pipes Splash block inlet A Water is not being directed properly to the facility and Reconfigure/ repair blocks to direct water to facility and away from structure away from the inlet structure M during the wet season and Weekly during fall Curb cut inlet/outlet before severe leaf drop Accumulated leaves at curb cuts Clear leaves (particularly important for key inlets and low points along long, linear facilities) storm is fore- casted A Pipe is damaged Repair/ replace W Pipe is clogged Remove roots or debris A, S Sediment, debris, trash, or mulch reducing capacity • Clear the blockage of inlet/outlet • Identify the source of the blockage and take actions to prevent future blockages Pipe inlet/outlet Weekly during fall leaf drop Accumulated leaves at inlets/outlets Clear leaves articulart important for key inlets and low points along Ion linear facilities (particularly p y p g g' ) • Clear vegetation (transplant vegetation when possible) within 1 foot of inlets and outlets, maintain access pathways A Maintain access for inspections • Consultation with a landscape architect is recommended for removal, transplant, or substitution of plants 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1020 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance Erosion control at inlet A Concentrated flows are causing erosion Maintain a cover of rock or cobbles or other erosion protection measure (e.g., matting) to protect the ground where con- centrated water enters the facility (e.g., a pipe, curb cut or swale) S Trash or other debris present on trash rack Remove/dispose Trash rack A Bar screen damaged or missing Repair/replace Overflow A, S Capacity reduced by sediment or debris Remove sediment or debris/dispose Clean orifice at • Plant roots, sediment or debris reducing capa- Clean pipe as least biannually city of underdrain Y • Jet clean or rota cut debris/roots from underdrain s rotary ( ) Underdrain pipe needed (may need more fre- quent cleaning dur- • Prolonged surface ponding (see "Ponded • If underdrains are equipped with a flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly. ing wet season) water" Vegetation • Determine cause of poor vegetation growth and correct condition Vegetation survival rate falls below 75% within first • Replant as necessary to obtain 75% survival rate or greater. Refer to original planting plan, or approved jurisdictional Facility bottom area two years of establishment (unless project O&M species list forappropriate lant re replacements See Appendix 3 - Bioretention Plant List, in the LID Technical Guid- Pp p ( PP and upland slope veget- Fall and Spring manual or record drawing stipulates more or less than ance Manual for Puget Sound, (Hinman and Wulkan, 2012)). ation 75% survival rate). Confirm that plant selection is appropriate for site growing conditions • Consultation with a landscape architect is recommended for removal, transplant, or substitution of plants • Remove any diseased plants or plant parts and dispose of in an approved location (e.g., commercial landfill) to avoid risk of spreading the disease to other plants • Disinfect gardening tools after pruning to prevent the spread of disease Vegetation (general) As needed Presence of diseased plants and plant material • See the Pacific Northwest Plant Disease Management Handbook (Pscheidt and Ocamb, 2016) for information on dis- ease recognition and for additional resources • Replant as necessary according to recommendations provided for "facility bottom area and upland slope vegetation". All pruning seasons • Prune trees and shrubs in a manner appropriate for each species. Pruning should be performed by landscape pro - (timing varies by Pruning as needed fessionals familiar with proper pruning techniques species) . All pruning of mature trees should be performed by or under the direct guidance of an ISA certified arborist Large trees and shrubs interfere with operation of the • Prune trees and shrubs using most current ANSI A300 standards and ISA BMPs. A facilityor access for maintenance Remove trees and shrubs, if necessary. Trees and shrubs • Remove standing dead vegetation • Replace dead vegetation within 30 days of reported dead and dying plants (as practical depending on weather/planting season) Fall and Spring Standing dead vegetation is present • If vegetation replacement is not feasible within 30 days, and absence of vegetation may result in erosion problems, temporary erosion control measures should be put in place immediately. • Determine cause of dead vegetation and address issue, if possible 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1021 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance • If specific plants have a high mortality rate, assess the cause and replace with appropriate species. Consultation with a landscape architect is recommended. • When working around and below mature trees, follow the most current ANSI A300 standards and ISA BMPs to the extent practicable (e.g., take care to minimize any damage to tree roots and avoid compaction of soil). Fall and Spring Planting beneath mature trees • Planting of small shrubs or groundcovers beneath mature trees may be desirable in some cases; such plantings should use mainly plants that come as bulbs, bare root or in 4-inch pots; plants should be in no larger than 1-gallon con- tainers. • Verify location of facility liners and underdrain (if any) prior to stake installation in order to prevent liner puncture or pipe damage Fall and Spring Presence of or need for stakes and guys (tree growth, • Monitor tree support systems: Repair and adjust as needed to provide support and prevent damage to tree. maturation, and support needs) • Remove tree supports (stakes, guys, etc.) after one growing season or maximum of 1 year. • Backfill stake holes after removal. • Maintain appropriate height for sight clearance Trees and shrubs adja- cent to vehicle travel • When continued, regular pruning (more than one time/ growing season) is required to maintain visual sight lines for areas (or areas where A Vegetation causes some visibility (line of sight) or safety or clearance along a walk or drive, consider relocating the plant to a more appropriate location. visibility needs to be driver safety issues . Remove or transplant if continual safety hazard maintained) • Consultation with a landscape architect is recommended for removal, transplant, or substitution of plants Flowering plants A Dead or spent flowers present Remove spent flowers (deadhead) Perennials Fall Spent plants Cut back dying or dead and fallen foliage and stems Emergent vegetation Spring Vegetation compromises conveyance Hand rake sedges and rushes with a small rake orfingers to remove dead foliage before new growth emerges in spring or earlieronly if the foliage is blocking waterflow (sedges and rushes do not respond well to pruning) • Leave dry foliage for winter interest Ornamental grasses (perennial) Winter and Spring Dead material from previous year's growing cycle or dead collapsed foliage • Hand rake with a small rake orfingers to remove dead foliage back to within several inches from the soil before new growth emerges in spring or earlier if the foliage collapses and is blocking water flow • Hand rake with a small rake or fingers to remove dead growth before new growth emerges in spring Ornamental grasses (evergreen) Fall and Spring Dead growth present in spring • Clean, rake, and comb grasses when they become too tall • Cut back to ground or thin every 2-3 years as needed • By law, class A & B noxious weeds must be removed, bagged and disposed as garbage immediately M (March - October, • Reasonable attempts must be made to remove and dispose of class C noxious weeds Noxious weeds preceding seed dis- p g Listed noxious vegetation is present (refer to current county noxious weed list) • It is strongly encouraged that herbicides and pesticides not be used in order to protect water quality; use of herbicides persal) and pesticides may be prohibited in some jurisdictions • Apply mulch after weed removal (see "Mulch") Weeds M (March - October, Weeds are present • Remove weeds with their roots manually with pincer -type weeding tools, flame weeders, or hot water weeders as 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1022 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance appropriate preceding seed dis- persal) • Follow IPM protocols forweed management (see "Additional Maintenance Resources" section for more information on IPM protocols) Once in early to Low-lying vegetation growing beyond facility edge • Edge or trim groundcovers and shrubs at facility edge mid- May and once onto sidewalks, paths, or street edge poses ped- estrian safety hazard or may clog adjacent permeable . Avoid mechanical blade -type edger and do not use edger or trimmer within 2 feet of tree trunks in early- to mid- September pavement surfaces due to associated leaf litter, • While some clippings can be left in the facility to replenish organic material in the soil, excessive leaf litter can cause mulch, and soil surface soil clogging • Determine whether pruning or other routine maintenance is adequate to maintain proper plant density and aesthetics Excessive vegetation • Determine if planting type should be replaced to avoid ongoing maintenance issues (an aggressive grower under per - Excessive vegetation density inhibits stormwater fect growing conditions should be transplanted to a location where it will not impact flow) As needed flow beyond design ponding or becomes a hazard for . Remove plants that are weak, broken or not true to form; replace in -kind pedestrian and vehicular circulation and safety • Thin grass or plants impacting facility function without leaving visual holes or bare soil areas • Consultation with a landscape architect is recommended for removal, transplant, or substitution of plants As needed Vegetation blocking curb cuts, causing excessive Remove vegetation and sediment buildup sediment buildup and flow bypass Mulch • Supplement mulch with hand tools to a depth of 2 to 3 inches Mulch Following weeding Bare spots (without mulch cover) are present or • Replenish mulch per O&M manual. Often coarse compost is used in the bottom of the facility and arborist wood chips mulch depth less than 2 inches are used on side slopes and rim (above typical water levels) • Keep all mulch away from woody stems Watering Based on man- ufacturer's instruc- Irrigation system present Follow manufacturer's instructions for O&M Irrigation system (if tions any) A Sprinklers or drip irrigation not directed/located to Redirect sprinklers or move drip irrigation to desired areas properly water plants • 10 to 15 gallons per tree • 3 to 5 gallons per shrub Once every 1-2 Summer watering (first weeks or as needed Trees, shrubs and groundcovers in first year of estab- • 2 gallons water per square foot for groundcover areas year) during prolonged lishment period • Water deeply, but infrequently, so that the top 6 to 12 inches of the root zone is moist dry periods • Use soaker hoses or spot water with a shower type wand when irrigation system is not present o Pulse water to enhance soil absorption, when feasible 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1023 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance Pre -moisten soil to break surface tension of dry or hydrophobic soils/mulch, followed by several more passes. With this method, each pass increases soil absorption and allows more water to infiltrate prior to runoff • Add a tree bag or slow -release watering device (e.g., bucket with a perforated bottom) for watering newly installed trees when irrigation system is not present • 10 to 15 gallons per tree - 3 to 5 gallons per shrub Once every 2-4 • 2 gallons water per square foot for groundcover areas Summer watering (second and third weeks or as needed Trees, shrubs and groundcovers in second or third . Water deeply, but infrequently, so that the top 6 to 12 inches of the root zone is moist years) during prolonged year of establishment period • Use soaker hoses or spot water with a shower type wand when irrigation system is not present dry periods • Pulse water to enhance soil absorption, when feasible • Pre -moisten soil to break surface tension of dry or hydrophobic soils/mulch, followed by several more passes. With this method, each pass increases soil absorption and allows more water to infiltrate prior to runoff • Plants are typically selected to be drought tolerant and not require regular watering after establishment; however, trees may take up to 5 years of watering to become fully established Summer watering (after establishment) As needed Established vegetation after 3 ears g ( y ) • Identifytrigger mechanisms for drought -stress a leaf wilt, leaf senescence, etc. of different species and water gg g (�g�' ) p immediately after initial signs of stress appear • Water during drought conditions or more often if necessary to maintain plant cover Pest Control • Identify the cause of the standing water and take appropriate actions to address the problem (see "Ponded water") • To facilitate maintenance, manually remove standing water and direct to the storm drainage system (if runoff is from Standing water remains for more than 3 days after the non pollution -generating surfaces) or sanitary sewer system (if runoff is from pollution -generating surfaces) after get - Mosquitoes B, S end of a storm ting approval from sanitary sewer authority. • Use of pesticides or Bacillus thuringiensis israelensis (Bti) may be considered only as a temporary measure while addressing the standing water cause. If overflow to a surface water will occur within 2 weeks after pesticide use, apply for coverage under the Aquatic Mosquito Control N PDES General Permit. Reduce site conditions that attract nuisance species where possible (e.g., plant shrubs and tall grasses to reduce open areas for geese, etc.) Place predator decoys Nuisance animals As needed Nuisance animals causing erosion, damaging plants, . Follow IPM protocols for specific nuisance animal issues (see "Additional Maintenance Resources" section for more or depositing large volumes of feces information on IPM protocols) • Remove pet waste regularly • For public and right-of-way sites consider adding garbage cans with dog bags for picking up pet waste. Every site visit Signs of pests, such as wilting leaves, chewed • Reduce hiding places for pests by removing diseased and dead plants Insect pests associated with leaves and bark, spotting or other indicators p 9 For infestations, follow IPM protocols (see "Additional Maintenance Resources" section for more information on IPM 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1024 Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Recommended Frequency a Maintenance Com- Condition when Maintenance is Needed (Stand- Action Needed (Procedures) ponent Inspection Routine Main- ards) tenance vegetation man - protocols) agement Note that the inspection and routine maintenance frequencies listed above are recommended by Ecology. They do not supersede or replace the municipal stormwater permit requirements for inspection frequency required of municipal stormwater per- mittees for "stormwater treatment and flow control BMPs/facilities". a Frequency: A = Annually; B = Biannually (twice per year); M = Monthly; W = At least one visit should occur during the wet season (for debris/clog related maintenance, this inspection/maintenance visit should occur in the early fall, after deciduous trees have lost their leaves); S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). IPM - Integrated Pest Management ISA - International Society of Arboriculture 2019 Stormwater Management Manual for Western Washington Volume V - Appendix A - Page 1025 Stormwater Report 310 Dalev St Auiust 2024 APPENDIX C Declaration of Covenant 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 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 Grantor(s) (Last, First and Middle Initial) Buwkoski, Augie Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated form; i.e., lot, plat or section, township, range, quarter/quarter) LOT 3 AND THE WEST 15 FT. OF LOT 4, BLOCK 18, GILMAN PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 3 OF PLATS, PAGE 31, RECORDS OF KING COUTNY, WA Assessor's Property Tax Parcel/Account Number at the Time of Recording: 00434202600101 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: ❑ Permeable Pavement ® Rain Garden / Bioretention Cell ❑ Drywell ❑ Infiltration Trench ❑ Gravelless Chamber © Other DETENTION VAULT 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: 310 Daley St 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: 1. 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 RIM County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me {Declarant(s)I 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 1201 (Signature) (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: My commission expires Stormwater Report 310 Dalev St Auiust 2024 APPENDIX D Conveyance Calculations 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 RATIONAL METHOD for Conveyance Facility Sizing Project: 310 Daley St 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 *At +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 3,984 0.09 0.90 0.08 2 Onsite/New Pervious Surface 400 0.01 0.25 0.00 Totals: 0.10 0.08 Cc = 0.84 (total C#*A#)/(total area) Time of Concentration Seg. # Description of Flow Path Segment 1 Paved Area (sheet flow) and shallow gutter flow Totals: Travel Upper Lower Slope Time Length (ft) kr Elev Elev (ft/ft) (minutes) 50 20 55.01 53.28 0.035 0.22 50 0.2 Unity Peak Intensity Factor it = ar*TcA-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 3.2.1.13) br = 0.63 (from Table 3.2.1.13) 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*Ir*A C = 0.84 Cc (unitless) from above Ir = 3.27 Ir (inches/hour) from above A = 0.10 total area (acres) from above Q = 0.277 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) 1.57079633 0.125 0.013 0.01 2.87 7/13/2022 Pipe Capacity Req'd Flow (cfs) (cfs) 0.563 0.277 Capacity OK Storm Drain Pipe Sizing_Rational Method.xls Calculations DCG, Inc. Page 1 of 1 Stormwater Report 310 Dalev St Auizust 2024 APPENDIX E King County Site Improvement Bond Quantity Worksheet 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Site Improvement Bond Quantity Worksheet S15 Webdate: 04/03/2011 �� Kir�g Gour�ty Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: 310 Daley St Location: 310 Dalev 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 Appendix E - KC Bond Quanitty Worksheet X no Date: 8/23/2024 Project No.: Activity No.: 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. a, m -o CD m Co 0 o rn o � o v 0 Q N Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 8/23/2024 Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/201� Reference # Unit Price Unit Quantity # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment ESC-1 $ 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 260 1 390 Fence, Temporary (NGPE) ESC-7 $ 1.50 LF 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 ESC-11 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 ESCA6 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 1800 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 1 1 2200 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 19.00 LF 43 1 817 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF 5 1 350 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 20 1 2200 Water truck, dust control ESC-26 SWDM 5.4.7 $ 140.00 HR 20 1 2800 WRITE -IN -ITEMS **** (see page 9) Catch Basin Inlet Protection $ 200.00 Each 6 1 1200 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 Appendix E - KC Bond Quanitty Worksheet $ 11,757.00 $ 3,527.10 $ 15,284.10 A Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 8/23/2024 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 Clear/Remove Brush, by hand GI-3 $ 1.00 SY Clearing/Grubbing/Tree Removal GI - 4 $ 10,000.00 Acre Excavation - bulk GI-5 $ 2.00 CY Excavation - Trench GI-6 $ 5.00 CY 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 Monuments, 3' long GI - 19 $ 250.00 Each Sensitive Areas Sign 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 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 Wall, rockery GI - 29 $ 15.00 SF Page 3 of 9 SUBTOTAL Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 Appendix E - KC Bond Quanitty Worksheet Report Date: 8/23/2024 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 ROADIMPROVEMENT No. AC Grinding, 4' wide machine < 1000sy RI - 1 $ 30.00 SY 270 8,100.00 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 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 166 2,075.00 Curb and Gutter, demolition and disposal RI - 9 $ 18.00 LF 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 200 370.00 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 Sidewalk, 4" thick, demolition and disposal RI - 18 $ 32.00 SY Sidewalk, 5" thick RI - 19 $ 41.00 SY 170 6,970.00 103 4,223.00 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 200 600.00 Striping, 4" reflectorized line RI - 24 $ 0.50 LF 65 32.50 Page 4 of 9 SUBTOTAL 10,545.00 7,602.50 4,223.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 Appendix E - KC Bond Quanitty Worksheet Report Date: 8/23/2024 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 270 4,860.00 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 155 6,510.00 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 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 $ 200.00 SY 1051 21,000.00 Thickened Edge IRS - 17 $ 8.60 LF Page 5of9 SUBTOTAL 4,860.00 6,510.00 21,000.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 Appendix E - KC Bond Quanitty Worksheet Report Date: 8/23/2024 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 2 3,000.00 1 1,500.00 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 II, 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 4 680.00 Cleanout, PVC, 8" D - 17 $ 200.00 Each Culvert, PVC, 4" D - 18 $ 10.00 LF Culvert, PVC, 6" D - 19 $ 13.00 LF 150 1,950.00 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 *KCC 27A authorizes only one bond reduction. Appendix E - KC Bond Quanitty Worksheet Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 8/23/2024 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Page 6 of 9 *KCC 27A authorizes only one bond reduction. Appendix E - KC Bond Quanitty Worksheet SUBTOTAL 3,000.00 4,130.00 Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 8/23/2024 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 Geotextile, laid in trench, polypropylene D - 52 $ 3.00 SY 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" D - 64 $ 550.00 Each Page 7of9 SUBTOTAL Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 Appendix E - KC Bond Quanitty Worksheet Report Date: 8/23/2024 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 I Lump Sum I 11 7,500.00 Street Light Poles w/Luminaires UP-2 1 $ 7,500.00 1 Each WRITE -IN -ITEMS (Such as detention/water quality vaults.) No. Stormwater Vault W I - 1 $ 25,000.00 Each 1 25,000.00 Block Wall WI-2 $ 16.00 SY Yard Drain WI-3 $ 225.00 CY 6" Ductile Iron Pipe (Storm) W I - 4 $ 315.00 LF 68 21,420.00 Sanitary Cleanout WI-5 $ 170.00 Each 2 340.00 8" Ductile Iron Pipe (Storm) WI-6 $ 335.00 LF 49 16,415.00 Hydrant and Valve Assembly WI-7 $ 8,125.00 Each 1 8,125.00 6" Ductile Iron Pipe (Water) WI-8 $ 315.00 LF 11 3,465.00 WI-9 WI-10 SUBTOTAL 35,505.00 SUBTOTAL (SUM ALL PAGES): 15,405.00 52,617.50 30%CONTINGENCY & MOBILIZATION: 4,621.50 15,785.25 GRANDTOTAL: 20,026.50 68,402.75 COLUMN: B C Page 8 of 9 *KCC 27A authorizes only one bond reduction. Appendix E - KC Bond Quanitty Worksheet 46,760.00 76,113.00 22,833.90 98,946.90 D Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 8/23/2024 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: PE Registration Number: Firm Name: Address: Stabilization/Erosion Sediment Control (ESC) Nick Alexander 46905 Facet 9706 4th Ave S, Suite 300 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) Date: Tel. #: Web date: 04/03/2015 6/7/2024 206-523-0024 x 128 Project No: 310 Daley St, Edmonds, WA FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND* TEMPORARY OCCUPANCY AT SUBSTANTIAL COMPLETION *** (B) (C) (D) (A+B) $ - (T) $ - Minimum is $2000. T x 0.30 $ - Minimum is $2000. Date: (B+C) x 0.25 = $ - Minimum is $2000. * 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. Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at.www.kin-qcounty.-goyli3ermits Version: 03/02/2015 Appendix E - KC Bond Quanitty Worksheet Report Date: 8/23/2024 Site Improvement Bond Quantity Worksheet REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 Check out the DDES Web site at.www.kin-qcounty.-goylpermits Appendix E - KC Bond Quanitty Worksheet Web date: 04/03/2015 Unit prices updated Version Report Date 03/02/2015 03/02/2015 : 8/23/2024 Stormwater Report 310 Dalev St Auizust 2024 APPENDIX F WWHM Stormwater Model for Pump Sizing 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 WWHM2012 PROJECT REPORT General Model Information Project Name: 310 Daley Vault - StageStorage Discharge Site Name: 310 Daley St Site Address: 310 Daley St City: Edmonds Report Date: 8/22/2024 MGS Region: Puget East Data Start: 1901 /10/1 Data End: 2058/09/30 Timestep: Hourly DOT Data Number03 Version Date: Version: 2018/10/10 4.2.16 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:11 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Pasture, Flat 0.082 Pervious Total 0.082 Impervious Land Use acre Impervious Total 0 Basin Total 0.082 Element Flows To: Surface Interflow Groundwater 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:11 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.082 Impervious Total 0.082 Basin Total 0.082 Element Flows To: Surface Interflow SSD Table 1 SSD Table 1 Groundwater 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:11 PM Page 4 Routing Elements Predeveloped Routing 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:11 PM Page 5 Mitigated Routing SSD Table 1 Depth: 4.55 ft. Discharge Structure: 2 Riser Height: 4 ft. Riser Diameter: 6 in. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet (feet) (ac.) (ac-ft.) Manual Struct NotUsed NotUsed NotUsed 0.050 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.100 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.150 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.200 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.300 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.350 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.400 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.450 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.500 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.550 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.600 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.650 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.700 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.750 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.800 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.850 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.900 0.001 0.001 0.021 0.000 0.000 0.000 0.000 0.950 0.001 0.001 0.021 0.000 0.000 0.000 0.000 1.000 0.001 0.001 0.021 0.000 0.000 0.000 0.000 1.050 0.001 0.001 0.021 0.000 0.000 0.000 0.000 1.100 0.001 0.001 0.021 0.000 0.000 0.000 0.000 1.150 0.001 0.001 0.021 0.000 0.000 0.000 0.000 1.200 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.250 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.300 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.350 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.400 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.450 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.500 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.550 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.600 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.650 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.700 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.750 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.800 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.850 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.900 0.001 0.002 0.021 0.000 0.000 0.000 0.000 1.950 0.001 0.002 0.021 0.000 0.000 0.000 0.000 2.000 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.050 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.100 0.001 0.003 0.021 0.000 0.000 0.000 0.000 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:11 PM Page 6 2.150 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.200 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.250 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.300 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.350 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.400 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.450 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.500 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.550 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.600 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.650 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.700 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.750 0.001 0.003 0.021 0.000 0.000 0.000 0.000 2.800 0.001 0.004 0.021 0.000 0.000 0.000 0.000 2.850 0.001 0.004 0.021 0.000 0.000 0.000 0.000 2.900 0.001 0.004 0.021 0.000 0.000 0.000 0.000 2.950 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.000 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.050 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.100 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.150 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.200 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.250 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.300 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.350 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.400 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.450 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.500 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.550 0.001 0.004 0.021 0.000 0.000 0.000 0.000 3.600 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.650 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.700 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.750 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.800 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.850 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.900 0.001 0.005 0.021 0.000 0.000 0.000 0.000 3.950 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.000 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.050 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.100 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.150 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.200 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.250 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.300 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.350 0.001 0.005 0.021 0.000 0.000 0.000 0.000 4.400 0.001 0.006 0.021 0.000 0.000 0.000 0.000 4.450 0.001 0.006 0.021 0.000 0.000 0.000 0.000 4.500 0.001 0.006 0.021 0.000 0.000 0.000 0.000 4.550 0.001 0.006 0.021 0.000 0.000 0.000 0.000 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:11 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.082 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.082 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 5 year 10 year 25 year X 50 year 100 year Flow Frequency Return Periods for Mitigated Return Period Flow(cfs) 2 year .01854 5 year 207 8 0A23 10 year 25 year 50 year 100 year Annual Peaks Annual Peaks for Predeveloped and Mitigated Year Predeveloped Mitigated 1902 0.000 0.019 1903 0.000 0.018 1904 0.000 0.021 1905 0.000 0.014 1906 0.000 0.015 1907 0.000 0.021 1908 0.000 0.018 1909 0.000 0.021 1910 0.000 0.021 1911 0.000 0.021 POC #1 POC #1 See next sheet for pre and post developed flow frequencies based on the Gringorten Flood Frequency Method See next sheet for pre and post developed flow frequencies based on the Gringorten Flood Frequency Method 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:11 PM Page 8 Gringorten Flood Frequency Method 0.1 - C3 0 tL Cumulative Probability 0.1 0.01 0.01 0.5 1 2 5 10 20 30 50 70 80 90 95 98 9999.5 1 Stream Protection Duration I LID Duration Flow Frequency I Water Quality j Hydrograph f Wetland Input Volumes LID Report Recharge Duration Recharge Redeveloped Recharge Mitigated Analyze datasets Compact WDM I Delete Selected I r- Monthly FF �] 501 POC 1 PredevelODed flow 701 Inflow to 'Orf 1 Mitigated 1000 SSD Table 1 ALL OUTLETS Mitigated 1001 SSD Table 1 OUTLET 1 Mitigated 1002 SSD Table 1 OUTLET 2 Mitigated All Datasets Flow Stage Precip Evap POC 1 Flood Frequency Method r Log Pearson Type III 17B f Weibull r Cunnane r Gringorten Stage Frequency (feet) 1003 hr 2 Year = 0.7998 5 Year = 1.1983 10 Year = 1.6176 25 Year = 2.5909 50 Year = 3.2088 100 Year = 3.5249 Relative Stage 0 0.7998 1.1983 1.6176 2.5909 3.2088 3.5249 Flov(efs)+v0701 hr 0801 hr 2 Year = 0.0209 0.0200 5 Year = 0.0268 0.0205 10 Year = 0.0315 0.0205 25 Year = 0.0363 0.0205 50 Year = 0.0449 0.0205 100 Year = 0.0520 0.0205 Annual Peaks 1902 0.0227 0.0187 1903 0.0254 0.0180 1904 0.0287 0.0205 1905 0.0134 0.0138 1906 0.0151 0.0151 1907 0.0205 0.0205 1908 0.0181 0.0180 1909 0.0233 0.0205 1910 0.0208 0.0205 1911 0.0222 0.0205 1912 0.0360 0.0205 1913 0.0133 0.0137 1914 0.0520 0.0205 1915 0.0140 0.0142 1916 0.0222 0.0205 1917 0.0137 0.0144 1918 0.0202 0.0157 1919 0.0119 0.0120 1920 0.0176 0.0202 1921 0.0130 0.0134 1922 0.0178 0.0179 1923 0.0186 0.0200 1924 0.0244 0.0205 1925 0.0133 0.0129 1926 0.0257 0.0205 1927 0.0183 0.0205 1928 0.0167 0.0162 1929 0.0279 0.0205 10.0 Cumulative Probability +++++ zT 1.0 m jj400+ C3 10.0 0.1 0.1 0.5 1 2 5 10 20 30 50 70 80 90 95 98 9999.5 1 Absolute Stage 48.52 49.32 49.72 50.14 51.11 51.73 52.05 1912 0.000 0.021 1913 0.000 0.014 1914 0.000 0.021 1915 0.000 0.014 1916 0.000 0.021 1917 0.000 0.014 1918 0.000 0.016 1919 0.000 0.012 1920 0.000 0.020 1921 0.000 0.013 1922 0.000 0.018 1923 0.000 0.020 1924 0.000 0.021 1925 0.000 0.013 1926 0.000 0.021 1927 0.000 0.021 1928 0.000 0.016 1929 0.000 0.021 1930 0.000 0.021 1931 0.000 0.015 1932 0.000 0.019 1933 0.000 0.015 1934 0.000 0.021 1935 0.000 0.015 1936 0.000 0.015 1937 0.000 0.021 1938 0.000 0.015 1939 0.000 0.021 1940 0.000 0.021 1941 0.000 0.021 1942 0.000 0.021 1943 0.000 0.021 1944 0.000 0.021 1945 0.000 0.021 1946 0.000 0.015 1947 0.000 0.019 1948 0.000 0.020 1949 0.000 0.021 1950 0.000 0.014 1951 0.000 0.021 1952 0.000 0.021 1953 0.000 0.021 1954 0.000 0.020 1955 0.000 0.016 1956 0.000 0.012 1957 0.000 0.017 1958 0.000 0.021 1959 0.000 0.021 1960 0.000 0.019 1961 0.000 0.021 1962 0.000 0.018 1963 0.000 0.013 1964 0.000 0.021 1965 0.000 0.021 1966 0.000 0.015 1967 0.000 0.017 1968 0.000 0.016 1969 0.000 0.019 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 9 1970 0.000 0.019 1971 0.000 0.021 1972 0.000 0.021 1973 0.000 0.021 1974 0.000 0.021 1975 0.000 0.021 1976 0.000 0.021 1977 0.000 0.012 1978 0.000 0.021 1979 0.000 0.016 1980 0.000 0.017 1981 0.000 0.021 1982 0.000 0.015 1983 0.000 0.019 1984 0.000 0.021 1985 0.000 0.021 1986 0.000 0.015 1987 0.000 0.021 1988 0.000 0.015 1989 0.000 0.014 1990 0.000 0.016 1991 0.000 0.021 1992 0.000 0.021 1993 0.000 0.020 1994 0.000 0.019 1995 0.000 0.014 1996 0.000 0.018 1997 0.000 0.016 1998 0.000 0.017 1999 0.000 0.016 2000 0.000 0.021 2001 0.000 0.019 2002 0.000 0.021 2003 0.000 0.016 2004 0.000 0.021 2005 0.000 0.021 2006 0.000 0.016 2007 0.000 0.021 2008 0.000 0.018 2009 0.000 0.019 2010 0.000 0.021 2011 0.000 0.012 2012 0.000 0.021 2013 0.000 0.021 2014 0.000 0.020 2015 0.000 0.021 2016 0.000 0.013 2017 0.000 0.021 2018 0.000 0.021 2019 0.000 0.021 2020 0.000 0.019 2021 0.000 0.021 2022 0.000 0.021 2023 0.000 0.021 2024 0.000 0.021 2025 0.000 0.015 2026 0.000 0.021 2027 0.000 0.020 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 10 2028 0.000 0.011 2029 0.000 0.017 2030 0.000 0.021 2031 0.000 0.012 2032 0.000 0.013 2033 0.000 0.012 2034 0.000 0.016 2035 0.000 0.021 2036 0.000 0.016 2037 0.000 0.019 2038 0.000 0.019 2039 0.000 0.021 2040 0.000 0.019 2041 0.000 0.017 2042 0.000 0.021 2043 0.000 0.021 2044 0.000 0.021 2045 0.000 0.017 2046 0.000 0.017 2047 0.000 0.021 2048 0.000 0.019 2049 0.000 0.021 2050 0.000 0.018 2051 0.000 0.021 2052 0.000 0.018 2053 0.000 0.018 2054 0.000 0.021 2055 0.000 0.018 2056 0.000 0.021 2057 0.000 0.015 2058 0.000 0.021 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0004 0.0205 2 0.0002 0.0205 3 0.0001 0.0205 4 0.0001 0.0205 5 0.0001 0.0205 6 0.0001 0.0205 7 0.0000 0.0205 8 0.0000 0.0205 9 0.0000 0.0205 10 0.0000 0.0205 11 0.0000 0.0205 12 0.0000 0.0205 13 0.0000 0.0205 14 0.0000 0.0205 15 0.0000 0.0205 16 0.0000 0.0205 17 0.0000 0.0205 18 0.0000 0.0205 19 0.0000 0.0205 20 0.0000 0.0205 21 0.0000 0.0205 22 0.0000 0.0205 23 0.0000 0.0205 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 11 24 0.0000 0.0205 25 0.0000 0.0205 26 0.0000 0.0205 27 0.0000 0.0205 28 0.0000 0.0205 29 0.0000 0.0205 30 0.0000 0.0205 31 0.0000 0.0205 32 0.0000 0.0205 33 0.0000 0.0205 34 0.0000 0.0205 35 0.0000 0.0205 36 0.0000 0.0205 37 0.0000 0.0205 38 0.0000 0.0205 39 0.0000 0.0205 40 0.0000 0.0205 41 0.0000 0.0205 42 0.0000 0.0205 43 0.0000 0.0205 44 0.0000 0.0205 45 0.0000 0.0205 46 0.0000 0.0205 47 0.0000 0.0205 48 0.0000 0.0205 49 0.0000 0.0205 50 0.0000 0.0205 51 0.0000 0.0205 52 0.0000 0.0205 53 0.0000 0.0205 54 0.0000 0.0205 55 0.0000 0.0205 56 0.0000 0.0205 57 0.0000 0.0205 58 0.0000 0.0205 59 0.0000 0.0205 60 0.0000 0.0205 61 0.0000 0.0205 62 0.0000 0.0205 63 0.0000 0.0205 64 0.0000 0.0205 65 0.0000 0.0205 66 0.0000 0.0205 67 0.0000 0.0205 68 0.0000 0.0205 69 0.0000 0.0205 70 0.0000 0.0205 71 0.0000 0.0205 72 0.0000 0.0205 73 0.0000 0.0205 74 0.0000 0.0202 75 0.0000 0.0202 76 0.0000 0.0201 77 0.0000 0.0200 78 0.0000 0.0200 79 0.0000 0.0200 80 0.0000 0.0198 81 0.0000 0.0195 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 12 82 0.0000 0.0194 83 0.0000 0.0193 84 0.0000 0.0193 85 0.0000 0.0193 86 0.0000 0.0192 87 0.0000 0.0190 88 0.0000 0.0189 89 0.0000 0.0189 90 0.0000 0.0188 91 0.0000 0.0188 92 0.0000 0.0187 93 0.0000 0.0187 94 0.0000 0.0186 95 0.0000 0.0185 96 0.0000 0.0185 97 0.0000 0.0184 98 0.0000 0.0184 99 0.0000 0.0181 100 0.0000 0.0180 101 0.0000 0.0180 102 0.0000 0.0180 103 0.0000 0.0179 104 0.0000 0.0179 105 0.0000 0.0178 106 0.0000 0.0172 107 0.0000 0.0171 108 0.0000 0.0171 109 0.0000 0.0171 110 0.0000 0.0167 111 0.0000 0.0167 112 0.0000 0.0167 113 0.0000 0.0165 114 0.0000 0.0163 115 0.0000 0.0163 116 0.0000 0.0162 117 0.0000 0.0159 118 0.0000 0.0158 119 0.0000 0.0158 120 0.0000 0.0157 121 0.0000 0.0156 122 0.0000 0.0156 123 0.0000 0.0156 124 0.0000 0.0155 125 0.0000 0.0155 126 0.0000 0.0155 127 0.0000 0.0154 128 0.0000 0.0154 129 0.0000 0.0154 130 0.0000 0.0151 131 0.0000 0.0151 132 0.0000 0.0151 133 0.0000 0.0150 134 0.0000 0.0147 135 0.0000 0.0146 136 0.0000 0.0146 137 0.0000 0.0145 138 0.0000 0.0145 139 0.0000 0.0144 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 13 140 0.0000 0.0142 141 0.0000 0.0142 142 0.0000 0.0139 143 0.0000 0.0138 144 0.0000 0.0138 145 0.0000 0.0137 146 0.0000 0.0134 147 0.0000 0.0133 148 0.0000 0.0133 149 0.0000 0.0129 150 0.0000 0.0125 151 0.0000 0.0125 152 0.0000 0.0124 153 0.0000 0.0123 154 0.0000 0.0120 155 0.0000 0.0120 156 0.0000 0.0115 157 0.0000 0.0109 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:22 PM Page 14 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0000 4291 287225 6693 Fail 0.0000 3976 287225 7223 Fail 0.0000 3596 287225 7987 Fail 0.0000 3281 287225 8754 Fail 0.0000 3053 287225 9407 Fail 0.0000 2786 287225 10309 Fail 0.0000 2514 287225 11425 Fail 0.0000 2353 287225 12206 Fail 0.0000 2108 287225 13625 Fail 0.0000 1872 287225 15343 Fail 0.0000 1690 287225 16995 Fail 0.0000 1484 287225 19354 Fail 0.0000 1310 287225 21925 Fail 0.0000 1169 287225 24570 Fail 0.0000 992 287225 28954 Fail 0.0000 844 287225 34031 Fail 0.0000 751 287225 38245 Fail 0.0000 591 287225 48599 Fail 0.0000 466 287225 61636 Fail 0.0000 332 287225 86513 Fail 0.0000 249 287225 115351 Fail 0.0000 145 287225 198086 Fail 0.0000 54 287225 531898 Fail 0.0000 54 287225 531898 Fail 0.0000 54 287225 531898 Fail 0.0000 51 287225 563186 Fail 0.0000 49 287225 586173 Fail 0.0000 48 287225 598385 Fail 0.0000 47 287225 611117 Fail 0.0000 47 287225 611117 Fail 0.0000 47 287225 611117 Fail 0.0000 47 287225 611117 Fail 0.0000 47 287225 611117 Fail 0.0000 46 287225 624402 Fail 0.0000 45 287225 638277 Fail 0.0000 44 287225 652784 Fail 0.0000 43 287225 667965 Fail 0.0000 40 287225 718062 Fail 0.0000 40 287225 718062 Fail 0.0000 40 287225 718062 Fail 0.0000 38 287225 755855 Fail 0.0000 36 287225 797847 Fail 0.0000 36 287225 797847 Fail 0.0000 35 287225 820642 Fail 0.0000 35 287225 820642 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 34 287225 844779 Fail 0.0000 33 287225 870378 Fail 0.0000 33 287225 870378 Fail 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:22 PM Page 15 0.0000 33 287225 870378 Fail 0.0000 33 287225 870378 Fail 0.0000 31 287225 926532 Fail 0.0000 31 287225 926532 Fail 0.0000 31 287225 926532 Fail 0.0000 31 287225 926532 Fail 0.0000 31 287225 926532 Fail 0.0000 29 287225 990431 Fail 0.0000 29 287225 990431 Fail 0.0000 29 287225 990431 Fail 0.0000 28 287225 1025803 Fail 0.0000 28 287225 1025803 Fail 0.0000 28 287225 1025803 Fail 0.0000 27 287225 1063796 Fail 0.0000 26 287225 1104711 Fail 0.0000 26 287225 1104711 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 287225 1196770 Fail 0.0000 24 286674 1194475 Fail 0.0000 24 286124 1192183 Fail 0.0000 24 285435 1189312 Fail 0.0000 24 284747 1186445 Fail 0.0000 24 284197 1184154 Fail 0.0000 24 283646 1181858 Fail 0.0000 24 282958 1178991 Fail 0.0000 24 282270 1176125 Fail 0.0000 24 281857 1174404 Fail 0.0000 24 281169 1171537 Fail 0.0000 24 280481 1168670 Fail 0.0000 24 280068 1166950 Fail 0.0000 24 279380 1164083 Fail 0.0000 24 278692 1161216 Fail 0.0000 23 278141 1209308 Fail 0.0000 23 277591 1206917 Fail 0.0000 23 277040 1204521 Fail 0.0000 23 276627 1202726 Fail 0.0000 23 276077 1200334 Fail 0.0000 23 275389 1197343 Fail 0.0000 23 274838 1194947 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. 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:22 PM Page 16 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. 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:22 PM Page 17 LID Report LIDTechriiq_ie Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft; Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit SSD Taole 1 PCC 13 28.01 ❑ 0.00 Total Volume Infiltrated 28.01 0.00 0.00 0.00 0.00 00/0 No Treat. Credit Duration Compliance with LID Analysis Standard 8% of 2-yr to 50% of Result = 2 yr Failed 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:22 PM Page 18 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. 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:25 PM Page 19 Appendix Predeveloped Schematic 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:25 PM Page 20 Mitigated Schematic 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 21 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END 2058 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 310 Daley Vault - StageStorageDischarge.wdm MESSU 25 Pre310 Daley Vault - StageStorageDischarge.MES 27 Pre310 Daley Vault - StageStorageDischarge.1,61 28 Pre310 Daley Vault - StageStorageDischarge.1,62 30 POC310 Daley Vault - StageStorageDischargel.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 4 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 *** 4 A/B, Pasture, Flat 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 *** 4 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 ********* 4 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 22 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 4 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 4 0 5 1.5 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 4 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 4 0.15 0.5 0.3 0 0.7 0.4 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 4 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 *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 23 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 4 PERLND 4 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.082 COPY 501 12 0.082 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 *** # - # 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 24 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 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 25 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END 2058 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 310 Daley Vault - StageStorageDischarge.wdm MESSU 25 Mit310 Daley Vault - StageStorageDischarge.MES 27 Mit310 Daley Vault - StageStorageDischarge.1,61 28 Mit310 Daley Vault - StageStorageDischarge.1,62 30 POC310 Daley Vault - StageStorageDischargel.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 IMPLND 4 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 SSD Table 1 MAX END DISPLY-INFOl 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 *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 26 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 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 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 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 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 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 END IWAT-STATEI AGWRC AGWETP GWVS 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 27 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** IMPLND 4 ******Routing****** IMPLND 4 RCHRES 1 END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.082 RCHRES 1 5 0.082 COPY 1 15 1 COPY 501 17 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 # - #<------------------ >< --- > User T-series in out 1 SSD Table 1 2 1 1 1 END GEN-INFO *** Section RCHRES*** Printer *** Engl Metr LKFG *** *** 28 0 1 ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- >< -------- ><-------- >< -------- ><-------- ><-------- > *** 1 1 0.01 0.0 0.0 0.5 0.0 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 <------ ><-------- > <--- ><--- ><--- >< --- >< --- > *** <--- ><--- ><--- ><--- >< --- > 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:26 PM Page 28 FTABLES FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.050000 0.001263 0.000000 0.000000 0.000000 0.100000 0.001263 0.000126 0.000000 0.000000 0.150000 0.001263 0.000189 0.000000 0.000000 0.200000 0.001263 0.000253 0.000000 0.000000 0.250000 0.001263 0.000316 0.000000 0.000000 0.300000 0.001263 0.000379 0.000000 0.000000 0.350000 0.001263 0.000442 0.000000 0.000000 PUMP 1 ON 0.400000 0.001263 0.000505 0.000000 0.000000 0.450000 0.001263 0.000568 0.000000 o ELEVATION 49.02 0.500000 0.001263 0.000631 0.020500 .000000 (STAGE 0.50) 0.550000 0.001263 0.000694 0.020500 0.000000 0.600000 0.001263 0.000758 0.020500 0.000000 0.650000 0.001263 0.000821 0.020500 0.000000 0.700000 0.001263 0.000884 0.020500 0.000000 0.750000 0.001263 0.000947 0.020500 0.000000 0.800000 0.001263 0.001010 0.020500 0.000000 0.850000 0.001263 0.001073 0.020500 0.000000 0.900000 0.001263 0.001136 0.020500 0.000000 0.950000 0.001263 0.001199 0.020500 0.000000 1.000000 0.001263 0.001263 0.020500 0.000000 1.050000 0.001263 0.001326 0.020500 0.000000 1.100000 0.001263 0.001389 0.020500 0.000000 1.150000 0.001263 0.001452 0.020500 0.000000 1.200000 0.001263 0.001515 0.020500 0.000000 1.250000 0.001263 0.001578 0.020500 0.000000 1.300000 0.001263 0.001641 0.020500 0.000000 1.350000 0.001263 0.001705 0.020500 0.000000 1.400000 0.001263 0.001768 0.020500 0.000000 1.450000 0.001263 0.001831 0.020500 0.000000 1.500000 0.001263 0.001894 0.020500 0.000000 1.550000 0.001263 0.001957 0.020500 0.000000 1.600000 0.001263 0.002020 0.020500 0.000000 1.650000 0.001263 0.002083 0.020500 0.000000 1.700000 0.001263 0.002146 0.020500 0.000000 1.750000 0.001263 0.002210 0.020500 0.000000 1.800000 0.001263 0.002273 0.020500 0.000000 1.850000 0.001263 0.002336 0.020500 0.000000 1.900000 0.001263 0.002399 0.020500 0.000000 1.950000 0.001263 0.002462 0.020500 0.000000 2.000000 0.001263 0.002525 0.020500 0.000000 2.050000 0.001263 0.002588 0.020500 0.000000 2.100000 0.001263 0.002652 0.020500 0.000000 2.150000 0.001263 0.002715 0.020500 0.000000 2.200000 0.001263 0.002778 0.020500 0.000000 2.250000 0.001263 0.002841 0.020500 0.000000 2.300000 0.001263 0.002904 0.020500 0.000000 2.350000 0.001263 0.002967 0.020500 0.000000 2.400000 0.001263 0.003030 0.020500 0.000000 2.450000 0.001263 0.003093 0.020500 0.000000 2.500000 0.001263 0.003157 0.020500 0.000000 2.550000 0.001263 0.003220 0.020500 0.000000 2.600000 0.001263 0.003283 0.020500 0.000000 2.650000 0.001263 0.003346 0.020500 0.000000 2.700000 0.001263 0.003409 0.020500 0.000000 2.750000 0.001263 0.003472 0.020500 0.000000 2.800000 0.001263 0.003535 0.020500 0.000000 2.850000 0.001263 0.003598 0.020500 0.000000 2.900000 0.001263 0.003662 0.020500 0.000000 2.950000 0.001263 0.003725 0.020500 0.000000 3.000000 0.001263 0.003788 0.020500 0.000000 3.050000 0.001263 0.003851 0.020500 0.000000 3.100000 0.001263 0.003914 0.020500 0.000000 3.150000 0.001263 0.003977 0.020500 0.000000 3.200000 0.001263 0.004040 0.020500 0.000000 3.250000 0.001263 0.004104 0.020500 0.000000 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 29 3.300000 0.001263 0.004167 0.020500 0.000000 3.350000 0.001263 0.004230 0.020500 0.000000 3.400000 0.001263 0.004293 0.020500 0.000000 3.450000 0.001263 0.004356 0.020500 0.000000 3.500000 0.001263 0.004419 0.020500 0.000000 3.550000 0.001263 0.004482 0.020500 0.000000 3.600000 0.001263 0.004545 0.020500 0.000000 3.650000 0.001263 0.004609 0.020500 0.000000 3.700000 0.001263 0.004672 0.020500 0.000000 3.750000 0.001263 0.004735 0.020500 0.000000 3.800000 0.001263 0.004798 0.020500 0.000000 3.850000 0.001263 0.004861 0.020500 0.000000 3.900000 0.001263 0.004924 0.020500 0.000000 3.950000 0.001263 0.004987 0.020500 0.000000 4.000000 0.001263 0.005051 0.020500 0.000000 4.050000 0.001263 0.005114 0.020500 0.000000 4.100000 0.001263 0.005177 0.020500 0.000000 4.150000 0.001263 0.005240 0.020500 0.000000 4.200000 0.001263 0.005303 0.020500 0.000000 4.250000 0.001263 0.005366 0.020500 0.000000 4.300000 0.001263 0.005429 0.020500 0.000000 4.350000 0.001263 0.005492 0.020500 0.000000 4.400000 0.001263 0.005556 0.020500 0.000000 4.450000 0.001263 0.005619 0.020500 0.000000 4.500000 0.001263 0.005682 0.020500 0.000000 4.550000 0.001263 0.005745 0.020500 0.000000 END FTABLE 1 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name> # #<-factor-> MASS -LINK 5 IMPLND IWATER SURO 0.083333 END MASS -LINK 5 MASS -LINK 15 IMPLND IWATER SURO END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 END MASS -LINK 17 END MASS -LINK END RUN <Target> <Name> RCHRES 0.083333 COPY COPY <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL INPUT MEAN INPUT MEAN 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 30 Predeveloped HSPF Message File 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:26 PM Page 31 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 DATE/TIME: 1972/ 6/10 20: 0 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 247.51 250.25 261.80 ERROR/WARNING ID: 341 5 DATE/TIME: 1972/ 6/10 20: 0 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 110.03-573.15 5.2090 5.2089E+00 2 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 32 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. 2005-2024; 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 310 Daley Vault - StageStorageDischarge 8/22/2024 4:30:26 PM Page 33 Stormwater Report 310 Dalev St August 2024 APPENDIX G Pump Specifications 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 Footing Drain Pump Station Calculations Flow Rates of Conveyance Systems Contributing to Pump Station: Outputs for Pump Detail Table Flow (gpm) 100-yr TDH 5 gpm 13.85 ft Footing Drains: 5 gpm Force Main Diam. Flow from Rationale Method: 0.000 gpm 0 CFS 2 in. 5.0 gpm IE of from IE Lowest of Active HW Fittings Inlet into Lowest Storage LW Static Static FM Equiv. Total Pump Inlet to Depth Highest Head Head Flow Flow FM Diam. Length Length Length Station Top of LW Elev (ft) HW Elev FM Elev (ft) (ft) (gpm) (cfs) (Inches) (ft) (ft) (ft) hf hf Area Velocity Vel Head hf+hv HW TDH LW TDH C (ft) (psi) (sf) (ftis) (ft) (ft) (ft) (ft) 44.17 5.00 39.17 5.00 44.17 53 13.83 8.83 5.0 0.011 2 10 10 20 130 0.02 0.007 0.021817 0.510658 0.004049 0.02 8.85 13.85 PUMP CYCLE CALCULATOR / �r _/17 7IECH //7= INPUT DATA Average Pump Flow (gpm) Surcharge Volume (if applicable) Average InFlow (gpm) CALCULATED RESULTS Pump Down Volume (gal) Wet Well Fill Time (min) Run Time (min) No inflow Run Time (min) With Inflow Starts / hr With Inflow 9.1 0 41 61 81 276.50 pump down volume ft3 2068 517.1 344.71 258.51 206.81 172.4 147.7 227.3 405.5 667.21 1880.2 -2298.0 -713.2 -422.1 0.1 0.11 0.01 0.0 -0.1 -0.2 517.06 inflow fill time min 922.59 fill + run time min Enter the required data in cells D8 through D10. You may enter additional inflows in cells D10 through H10 for a comparison. If a surcharge volume is entered in D11, it will be included in in all calculations. Starts / Hour versus Inflow in GPM 1 Stormwater Report 310 Dalev St Auiust 2024 APPENDIX H Vault Stage/Storage Discharge Table 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 FTABLES FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.050000 0.001263 0.000000 0.000000 0.000000 0.100000 0.001263 0.000126 0.000000 0.000000 0.150000 0.001263 0.000189 0.000000 0.000000 0.200000 0.001263 0.000253 0.000000 0.000000 0.250000 0.001263 0.000316 0.000000 0.000000 0.300000 0.001263 0.000379 0.000000 0.000000 0.350000 0.001263 0.000442 0.000000 0.000000 PUMP 1 ON 0.400000 0.001263 0.000505 0.000000 0.000000 0.450000 0.001263 0.000568 0.000000 o ELEVATION 49.02 0.500000 0.001263 0.000631 0.020500 .000000 (STAGE 0.50) 0.550000 0.001263 0.000694 0.020500 0.000000 0.600000 0.001263 0.000758 0.020500 0.000000 0.650000 0.001263 0.000821 0.020500 0.000000 0.700000 0.001263 0.000884 0.020500 0.000000 0.750000 0.001263 0.000947 0.020500 0.000000 0.800000 0.001263 0.001010 0.020500 0.000000 0.850000 0.001263 0.001073 0.020500 0.000000 0.900000 0.001263 0.001136 0.020500 0.000000 0.950000 0.001263 0.001199 0.020500 0.000000 1.000000 0.001263 0.001263 0.020500 0.000000 1.050000 0.001263 0.001326 0.020500 0.000000 1.100000 0.001263 0.001389 0.020500 0.000000 1.150000 0.001263 0.001452 0.020500 0.000000 1.200000 0.001263 0.001515 0.020500 0.000000 1.250000 0.001263 0.001578 0.020500 0.000000 1.300000 0.001263 0.001641 0.020500 0.000000 1.350000 0.001263 0.001705 0.020500 0.000000 1.400000 0.001263 0.001768 0.020500 0.000000 1.450000 0.001263 0.001831 0.020500 0.000000 1.500000 0.001263 0.001894 0.020500 0.000000 1.550000 0.001263 0.001957 0.020500 0.000000 1.600000 0.001263 0.002020 0.020500 0.000000 1.650000 0.001263 0.002083 0.020500 0.000000 1.700000 0.001263 0.002146 0.020500 0.000000 1.750000 0.001263 0.002210 0.020500 0.000000 1.800000 0.001263 0.002273 0.020500 0.000000 1.850000 0.001263 0.002336 0.020500 0.000000 1.900000 0.001263 0.002399 0.020500 0.000000 1.950000 0.001263 0.002462 0.020500 0.000000 2.000000 0.001263 0.002525 0.020500 0.000000 2.050000 0.001263 0.002588 0.020500 0.000000 2.100000 0.001263 0.002652 0.020500 0.000000 2.150000 0.001263 0.002715 0.020500 0.000000 2.200000 0.001263 0.002778 0.020500 0.000000 2.250000 0.001263 0.002841 0.020500 0.000000 2.300000 0.001263 0.002904 0.020500 0.000000 2.350000 0.001263 0.002967 0.020500 0.000000 2.400000 0.001263 0.003030 0.020500 0.000000 2.450000 0.001263 0.003093 0.020500 0.000000 2.500000 0.001263 0.003157 0.020500 0.000000 2.550000 0.001263 0.003220 0.020500 0.000000 2.600000 0.001263 0.003283 0.020500 0.000000 2.650000 0.001263 0.003346 0.020500 0.000000 2.700000 0.001263 0.003409 0.020500 0.000000 2.750000 0.001263 0.003472 0.020500 0.000000 2.800000 0.001263 0.003535 0.020500 0.000000 2.850000 0.001263 0.003598 0.020500 0.000000 2.900000 0.001263 0.003662 0.020500 0.000000 2.950000 0.001263 0.003725 0.020500 0.000000 3.000000 0.001263 0.003788 0.020500 0.000000 3.050000 0.001263 0.003851 0.020500 0.000000 3.100000 0.001263 0.003914 0.020500 0.000000 3.150000 0.001263 0.003977 0.020500 0.000000 3.200000 0.001263 0.004040 0.020500 0.000000 3.250000 0.001263 0.004104 0.020500 0.000000 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 29 3.300000 0.001263 0.004167 0.020500 0.000000 3.350000 0.001263 0.004230 0.020500 0.000000 3.400000 0.001263 0.004293 0.020500 0.000000 3.450000 0.001263 0.004356 0.020500 0.000000 3.500000 0.001263 0.004419 0.020500 0.000000 3.550000 0.001263 0.004482 0.020500 0.000000 3.600000 0.001263 0.004545 0.020500 0.000000 3.650000 0.001263 0.004609 0.020500 0.000000 3.700000 0.001263 0.004672 0.020500 0.000000 3.750000 0.001263 0.004735 0.020500 0.000000 3.800000 0.001263 0.004798 0.020500 0.000000 3.850000 0.001263 0.004861 0.020500 0.000000 3.900000 0.001263 0.004924 0.020500 0.000000 3.950000 0.001263 0.004987 0.020500 0.000000 4.000000 0.001263 0.005051 0.020500 0.000000 4.050000 0.001263 0.005114 0.020500 0.000000 4.100000 0.001263 0.005177 0.020500 0.000000 4.150000 0.001263 0.005240 0.020500 0.000000 4.200000 0.001263 0.005303 0.020500 0.000000 4.250000 0.001263 0.005366 0.020500 0.000000 4.300000 0.001263 0.005429 0.020500 0.000000 4.350000 0.001263 0.005492 0.020500 0.000000 4.400000 0.001263 0.005556 0.020500 0.000000 4.450000 0.001263 0.005619 0.020500 0.000000 4.500000 0.001263 0.005682 0.020500 0.000000 4.550000 0.001263 0.005745 0.020500 0.000000 END FTABLE 1 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 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name> # #<-factor-> MASS -LINK 5 IMPLND IWATER SURO 0.083333 END MASS -LINK 5 MASS -LINK 15 IMPLND IWATER SURO END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 END MASS -LINK 17 END MASS -LINK END RUN <Target> <Name> RCHRES 0.083333 COPY COPY <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL INPUT MEAN INPUT MEAN 310 Daley Vault - StageStorage Discharge 8/22/2024 4:30:26 PM Page 30 Stormwater Report 310 Dalev St Auizust 2024 APPENDIX I Pump Cut Sheet 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 -Series- 1/2 hp - XFL50-Series 3/4 hp - XFL70-Series 3/4" Solids Handling 1-1/2" or 2" Discharge Class 1, Division 1, Groups C and D Class 1, Zone 1, Groups IIA and IIB Features • Heavy cast iron construction • Dual shaft seals • Seal fail sensor • Semi -open cast iron impeller (bronze optional) • 416 Stainless -steel rotor shaft • 1-112" Threads provided at power cords for optional conduit connection For use with ISS-Series and ISD-Series intrinsically safe control panels. Consult factory for proper control panel sizing. Dual Sized Discharge 1-1/2" or 2" Ober Pumpse �- tY A Family and Employee Owned Company Patent: See www.LibertyPumps.com/patents WDER )ATED ,UGH_ 1 1 S��Opus Meets FM Standards a Impeller Cast(standard), bronze option available (order "B" models) M= Submersible type, oil -filled, hermetically sealed Motor Housing Class 30 cast iron Shaft Dual seals, silicon carbide with BUNA-N elastomers and stainless -steel housing Bearings Upper and lower ball bearings Thermal Protection 1-phase models - built into motor windings with automatic reset. 3-phase models require overloads in the control panel Capacitor External run capacitor required in panel control, 1-phase only Seal Fail Sensor Integral moisture sensing probe (functionality requires indicator in control panel - see ISS or ISD-Series control panels) Max Fluid Temperature 104°F (40°C) Continuous duty Dimensional Data Performance Curve 60 Hz, 3450 RPM 55 50 45 v 40 r 35 6 30 4) 2 20 F0 15 10 5 0 Liters Per Minute 37.9 113.6 189.3 265.0 340.7 416.4 492.1 1 16.8 13.7 � v v 10.7 7.6 2 4.6 0 F- In 0 10 20 30 40 50 60 70 80 90 100 110 120 130 US Gallons Per Minute FULL LOAD CAPACITOR DISCHARGE CORO MODELS HP VOLTS HZ PHASE WEIGHT AMPS KIT SIZE LENGTH XFL51M-2 1/2 60 1 14 K001515 1-1/2" & 2" 25' 89 1 XFL52M-2 1/2 208/230 60 1 7 K001514 1-1/2" & 2" 25' 89 1 XFL53M-2 1/2 208/230 60 i 4.5 I N/A ` 1-1/2" & 2" 25' 89 1 XFL54M-2 1/2 440-480 60 3 2.6 N/A 1-1/2" & 2" 25' 89 1 XFL55M-2 1/2 575 2.2 N/A 1-1/2" & 2" 25' 89 1 XFL71M-2 3/4 115 60 1 15 K001515 1-1/2" & 2" 25' 89 1 XFL72M-2 3/4 208/230 60 1 9 K001514 1-1/2" & 2" 25' 89 1 XFL73M-2 3/4 208/230 60 3 6 N/A 1-1/2" & 2" 25' 89 1 XFL74M-2 3/4 440-480 60 3 N/A 1-1/2" & 2" 25' 89 1 _ XFL75M-2 3/4 575 60 3 2.5 N/A 1-1/2" & 2" 25' 89 1 25' cords standard. For 35' or 50' cords, add "-3" or "-5" suffix respectively. Example: XFL52M-5 Cast iron impeller standard. For bronze impeller add "B" to model number. Example: XFL51BM-2 3-phase models require a control panel with overloads properly sized for the pump. See intrinsically safe control panels. ISS-Series (simplex) or ISD-Series (duplex) literature for complete control panel information. Consult factory for proper control panel sizing. Specifications subject to change without notice. Copyright © Liberty Pumps, Inc. 2020 All rights reserved. LLIT006736-R02/20 lUbF.r'ty Pumps@ A Family and Employee Owned Company Explosion -Proof Submersible Effluent Pumps XFL-Series Models XFL50-Series 712 hp XFL70-Series 314 hp XFL100-Series 1 hp XFL150-Series 7-712 hp Certified to CSA, UL, and FM standards S � SSPMJa c us Approved for Hazardous Locations Class 1, Division 1, Groups C and D T4 Class 1, Zone 1, Groups 11A and 118 T4 Model: 7000 Apple Tree Avenue Keep this manual handy for future reference. Serial: Bergen, NY 14416 ph: en, N 514416 0 For replacement manual, visit LibertyPumps.com, fax:1-585-494-1839 Mfg Date: or contact Liberty Pumps at 1-800-543-2550. 9 www.LibertyPumps.com Retain dated sales receipt for warranty. Install Date: Installer: Manual must remain with owner or operator/maintainer. Prior to installation, record information from pump nameplate for future reference: Copyright 0 Liberty Pumps, /nc. 2027 All rights reserved. Contents Safety Precautions ............................. 21 EN General Information .......................... 4 1 EN Operating Constraints ......................... 41 EN Model Specifications ........................... 41 EN Inspection and Storage ......................... 41 EN Pump System Components ..................... 5 1 EN Wiring Instructions ............................ 61 EN Preparation .................................. 71EN Installation ................................... 71 EN Operation....................................81 EN Maintenance and Troubleshooting ............... 8 1 EN Warranty ................................... 721 EN Safety Guidelines This safety alert symbol is used in the manual and on the pump to alert of potential risk for serious injury or death. This safety alert symbol identifies risk of Ai electric shock. It is accompanied with an instruction intended to minimize potential risk of electric shock. This safety alert symbol identifies risk of fire. A It is accompanied with an instruction intended to minimize potential risk of fire. This safety alert symbol identifies risk of serious injury or death. It is accompanied Asw with an instruction intended to minimize potential risk of injury or death. Warns of hazards which if not avoided will result in serious injury or death. Warns of hazards which if not avoided could result in serious injury or death. ry� Warns of hazards which if not avoided could result in minor or moderate injury. Signals an important instruction related to the pump. Failure to follow these instructions could result in pump failure or property damage. Read every supplied manual before using F - pump system. Follow all the safety instructions in manual(s) and on the pump. Failure to do so could result in serious injury or death. Safety Precautions A\ RISK OF ELECTRIC SHOCK ■ Accidental contact with electrically live parts, items, fluid, or water can cause serious injury or death. ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to either the pump(s), the pump system, or the control panel. ■ All installation and maintenance of pumps, controls, protection devices, and general wiring shall be done by qualified personnel. ■ All electrical and safety practices shall be in accordance with the National Electrical Code®, the Occupational Safety and Health Administration, or applicable local codes and ordinances. ■ Do not remove cord and strain relief, and do not connect conduit to pump. ■ Pump shall be properly grounded using its supplied grounding conductor. Do not bypass grounding wires or remove ground prong from attachment plugs. Failure to properly ground the pump system can cause all metal portions of the pump and its surroundings to become energized. ■ Do not handle or unplug the pump with wet hands, when standing on damp surface, or in water unless wearing Personal Protective Equipment. ■ Always wear dielectric rubber boots and other applicable Personal Protective Equipment (PPE) when water is on the floor and an energized pump system must be serviced, as submerged electrical connections can energize the water. Do not enter the water if the water level is higher than the PPE protection or if the PPE is not watertight. ■ Do not lift or carry a pump or a float assembly by its power cord. This will damage the power cord, and could expose the electrically live wires inside the power cord. ■ The electrical power supply shall be located within the length limitations of the pump power cord, and for below grade installations it shall be at least 4 ft (1.22 m) above floor level. ■ Do not use this product in applications where human contact with the pumped fluid is common (such as swimming pools, fountains, marine areas, etc.). ■ Protect the power and control cords from the environment. Unprotected power and control (switch) cords can allow water to wick through ends into pump or switch housings, causing surroundings to become energized. A RISK OF FIRE ■ Do not use an extension cord to power the product. Extension cords can overload both the product and extension cord supply wires. Overloaded wires will get very hot and can catch on fire. ■ This product requires a separate, properly fused and grounded branch circuit, sized for the voltage and amperage requirements of the pump, as noted on the nameplate. Overloaded branch circuit wires will get very hot and can catch on fire. When used, electrical outlets shall be simplex of the appropriate rating. ■ Do not use this product with or near flammable or explosive fluids such as gasoline, fuel oil, kerosene, etc. If rotating elements inside pump strike any foreign object, sparks may occur. Sparks could ignite flammable liquids. 21 EN Copyright © Liberty Pumps, /nc. 2027 All rights reserved. 3472000D ■ Sewage and effluent systems produce and may contain flammable and explosive gases. Prevent introduction of foreign objects into basin as sparks could ignite these gases. Exercise caution using tools and do not use electronic devices or have live, exposed electrical circuits in or around basins, open covers and vents. ® RISK OF SERIOUS INJURY OR DEATH ■ Hazardous locations contain explosive gases that can be detonated by sparking or electric shock. ■ All terminations and penetrations of conduit or cable shall be done using approved materials and methods intended for use to mitigate the potential for explosion. ■ When working in a hazardous location, all precautions to minimize ignition sources such as spark and flame should be taken to limit the potential for fire or explosion. ■ Use only non -sparking tools and components in and around basins, open covers and vents. Do not use electronic devices that are not rated for use in hazardous locations or have live, exposed electrical circuits in or around basins, open covers and vents. Sewage and effluent systems produce and may contain flammable and explosive gases and sparks could ignite these gases. ■ Energizing the control panel or breaker for the first time is potentially dangerous. Licensed electrical personnel should be present when the panel or breaker is energized for the first time. If faults caused by damage or poor installation practices have not been detected, serious damage, injury or death can result when power is applied. ■ All electrical and motor repairs and service must be performed by a repair facility approved by Liberty Pumps and certified to work on explosion -proof motor enclosures. ■ Do not remove power supply or control cord. All electrical and motor repairs and service must be performed by the factory or a repair facility approved by Liberty Pumps and certified to work on explosion -proof motor enclosures. ■ Refer to Chapter 5 of the National Electric Code® or applicable local codes and ordinances for all electrical and wiring requirements in hazardous locations. ■ Float switches must be connected to an intrinsically safe circuit in the control panel as per the requirements of Chapter 5 of the National Electric Code®. ■ All personnel shall be trained and qualified for safe work practices and procedures. ■ All installations shall be in compliance with all applicable Federal, State, and Local codes and ordinances for hazardous locations. ■ All electrical terminations shall be made according to Federal, State, and Local codes for hazardous or classified locations. ■ Conduit, junction boxes, and associated components shall be approved for use with hazardous locations and installed according to specifications. ■ Do not modify the pump/pump system in any way. Modifications may affect seals, change the electrical loading of the pump, or damage the pump and its components. ■ Do not allow children to play with the pump system. ■ Do not allow any person who is unqualified to have contact with this pump system. Any person who is unaware of the dangers of this pump system, or has not read this manual, can easily be injured by the pump system. ■ All pump/pump system installations shall be in compliance with all applicable Federal, State, and Local codes and ordinances. ■ In 208/230V installations, one side of the line going to the pump is always "hot", whether the float switch is on or off. To avoid hazards, install a double pole disconnect near the pump installation. ■ Vent basin in accordance with local code. Proper venting of sewer and effluent gases alleviates poisonous gas buildup and reduces the risk of explosion and fire from these flammable gases. ■ Wear adequate Personal Protective Equipment when working on pumps or piping that have been exposed to wastewater. Sump and sewage pumps often handle materials that can transmit illness or disease upon contact with skin and other tissues. ■ Do not remove any tags or labels from the pump or its cord. ■ Do not enter a pump basin after it has been used. Sewage and effluent can emit several gases that are poisonous. ■ Keep clear of suction and discharge openings. To prevent injury, never insert fingers into pump while it is connected to a power source. ■ This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. www.p65warnings.ca.gov. ACAUTION • This pump has been evaluated for use with water only. NOTICE • Check 3-phase pumps for correct rotation prior to installing pump(s) in basin. To change rotation, reverse any two of the three power leads to the pump (not the ground). Code the wires for reconnection after installation. • Do not dispose of materials such as paint thinner or other chemicals down drains. Doing so could chemically attack and damage pump system components and cause product malfunction or failure. • Do not use pumps with fluid over 104°F (40°C). Operating the pump in fluid above this temperature can overheat the pump, resulting in pump failure. • Do not use pump system with mud, sand, cement, hydrocarbons, grease, or chemicals. Pump and system components can be damaged from these items causing product malfunction or failure. Additionally, flooding can occur if these items jam the impeller or piping. • Do not introduce any consumer item that is not toilet paper into a non -grinder (dewatering/effluent or sewage) pump/ pump system. This includes, but is not limited to the following: feminine products, wipes, towels, towelettes, dental floss, swabs, pads, etc. Items such as these put the pump under undo strain and can result in pump/pump system failure. Additionally, it creates conditions for discharge line blockage. 3472000D Copyright © Liberty Pumps, Inc. 2027 All rights reserved. 3 1 EN • Submersible Pump —do not run dry ♦ Do not position the pump float directly under the inlet from drain tile or in the direct path of any incoming water. • Keep pump upright. • Do not allow the pump to freeze. • At no time shall the pump be stored within an incomplete wet basin. The pump shall not be placed into the basin until it can be fully operational. General Information Before installation, read these instructions carefully. Each pump is individually factory tested to ensure proper performance. Closely following these instructions will eliminate potential operating problems, assuring years of trouble -free service. These pumps are to be used for handling septic tank effluent and drain (storm) water. Provide pump serial number in all correspondence and reports. Pumps are certified by CSA Group to CSA®, UL®, and FM standards for use in hazardous locations with division classification of Class 1, Division 1, Groups C and D; or as zone classified Class 1, Zone 1, and Groups IIA and 1113. Pumps must be serviced at a qualified hazardous motor enclosure repair facility approved by Liberty Pumps. Any unauthorized field repairs void warranty and hazardous location ratings. Contact Liberty Pumps at 1-800-543-2550 to locate the closest authorized repair facility. Operating Constraints It is extremely important to verify that the pump has been sized correctly for the intended installation. The operating point of the pump must lie within the acceptable range as outlined by the applicable Liberty Pumps performance chart. Operating the pump outside of the recommended range can invalidate the CSA Certification of the pump and can also cause damage and premature failure. Operating outside of the recommended range can cause the pump to exceed its rated nameplate amp draw, which will void the pump certification. It can also cause motor overheating, cavitation, excessive vibration, clogging, and poor energy efficiency. Model Specifications For complete listing of models and their specifications, refer to http://www.LibertyPumps.com/About/Engineering-Specs. Pump nameplate provides a record of specific pump information. Inspection and Storage Initial Inspection The pump should be immediately inspected for damage that may have occurred in shipment. 1. Visually check the pump and any spare parts for damage. 2. Check for damaged electrical wires, especially where they exit the motor housing. Contact Liberty Pumps customer service to report any damage or shortage of parts. Storage Before Use Q RISK OF ELECTRIC SHOCK ■ Protect the power and control cords from the environment. Unprotected power and control (switch) cords can allow water to wick through ends into pump or switch housings, causing surroundings to become energized. ♦ At no time shall the pump be stored within an incomplete wet basin. The pump shall not be placed into the basin until it can be fully operational. • Do not allow the pump to freeze. XFL-Series pumps are shipped from the factory ready for installation and use. Hold the pump in storage if the pump station is not complete. If storage is necessary, the pump should remain in its shipping container. It should be stored in a warehouse or storage shed that has a clean, dry temperature -stable environment where the pump and its container are covered to protect it from water, dirt, vibration, etc. The cord ends must be protected against moisture. Uninstalled pumps that are idle for greater than three months should have impellers manually rotated once a month to lubricate the seals. Installed pumps that are idle for greater than one month should have impellers manually operated through the breaker panel once a month to lubricate the seals. Pumps that are idle in a wet basin must be removed. 4 1 EN Copyright © Liberty Pumps, /nc. 2027 All rights reserved. 3472000D Pump System Components Thermostats Control Panel ® RISK OF SERIOUS INJURY OR DEATH ■ Float switches must be connected to an intrinsically safe circuit in the control panel as per the requirements of Chapter 5 of the National Electric Codes. XFL-Series pumps require a separate, approved pump control device or panel for automatic operation. Operation will be according to the control selected. Refer to separate manufacturer's instructions supplied with the unit. Verify the electrical specifications for the control panel properly match those of the pump. The control panel shall be installed outside the hazardous area and appropriately isolated and sealed to prevent any potential ignition or explosion. Only approved controls that have intrinsically safe float switch connections shall be used. Installation and wiring connections are specific to the control panel used. Refer to the manufacturer's instructions supplied with the unit. IMPORTANT: When connecting an XFL-Series pump to an existing control panel, verify the panel is correctly sized for the pump. 3-phase models require overload elements selected or adjusted in accordance with the control instructions. The control panel shall have provisions for the thermostat that open the motor contactors. Do not exceed voltage/current combinations for the thermostat: 16 Vdc/20 Amps, 115 Vac/22 Amps, 277 Vac/8 Amps, and 600 Vac/4 Amps. All models have a temperature (T) class rating of T4; however, if thermostat is not connected on 3-phase models, the T class drops to T3. Intrinsically safe control panels designed for use with the XFL-Series pumps available from Liberty Pumps can be found at http://www.LibertyPumps.com/Portals/O/Files/ panel_selection_guide.pdf or contact Liberty Pumps. 1-phase pumps require a panel -mounted run capacitor. Refer to Table 1. Table 1. Capacitor Kits Run Capacitor Capacitor Kit XFL51 50 NF370 VAC K001515 XFL52 45 J 370 VAC K001514 XFL71 50 J 370 VAC K001515 XFL72 45 J 370 VAC K001514 XFL102 40 pF 370 VAC K001585 XFL152 40 J 370 VAC K001585 XFL-Series pumps are protected from overheating by thermal switches (thermostats) located in the motor. For 1-phase models, a hermetically sealed thermostat is mounted on the motor windings and wired directly in series with the motor's winding, interrupting power in a high heat condition. 3-phase models utilize two thermostats mounted in series directly on the motor windings, thus monitoring the pump's internal temperatures. The thermostat circuit must be connected in such a way as to open the motor contactors in the panel cutting power to the pump in an overheat condition. Both 1-phase and 3-phase pumps are designed to operate under class B insulation with a heat rise of 2667 (130°C) internal temperatures, even though the motors are constructed with class F materials. Failure to use the proper circuitry and connection of the thermostat will drop T class to T3 on 3-phase models. Many control panels have a manual reset button for the thermostats on 3-phase models. This button must be pressed to reset the system after the pump has cooled. 1-phase models automatically reset after the pump has cooled to a safe temperature. Seal Failure Probes XFL-Series pumps are equipped with two mechanical face seals with an oil chamber between them to provide permanent lubrication to the seals. A seal fail or moisture sensing device is located in the mid oil chamber and continuously monitors for leakage. Should moisture mix with the oil, an indicator light will illuminate on the control panel indicating a shaft seal failure has occurred and the pump is in need of service. The pump will continue to operate as normal but service should be scheduled as soon as possible. Intrinsically safe (ISS and ISD Series) panels by Liberty Pumps have a seal leak test button that tests the integrity of the seal leak circuit continuity. When pressed, the light should illuminate. If it does not, either the light is burned out, the circuitry is open, or the system does not have power. The seal leak module is located inside the panel and requires adjustment upon installation. See Seal leak relay setup on page 7. Seal fail probes connect to a relay in the control panel, which is included in a Liberty Pumps control panel. For a non -Liberty Pumps control panel or for a replacement relay, refer to Table 2. Table 2. Seal Fail Replacement Relay Relay Liberty Macromatic Input Pumps P/N Voltage P/N Simplex, controls 120V K001672 SFP120A250 1 pump 240V K001673 SFP240A250 Duplex, controls 120V K001675 SFP120C250 2 pumps 240V K001676 SFP240C250 3472000D Copyright © Liberty Pumps, Inc. 2027 All rights reserved. 5 I EN Overload Protection 3-phase models require overload protection in accordance with the control panel instructions. The motor control unit shall be approved and shall be properly sized or adjusted for the full load input power indicated on the pump nameplate. It is important to properly select and adjust the motor control overload protection. The full load amperes on the nameplate should be used as a baseline, but it is important to consider that events such as supply voltage variation or large solids passing through the pump can temporarily increase current draw. To avoid possible nuisance tripping, it may be necessary to adjust overloads to a value slightly higher than the full load input power indicated on the pump nameplate. Power and Control Cords A RISK OF ELECTRIC SHOCK ■ Do not remove cord and strain relief, and do not connect conduit to pump. The power and control cords cannot be spliced; a junction box may be used providing it is rated for hazardous locations and has approved cord connectors. IMPORTANT: Each cable has a green lead. This is the ground wire and must be grounded properly per NEC® and/or local codes. Wiring Instructions A RISK OF ELECTRIC SHOCK ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to either the pump(s), the pump system, or the control panel. ■ All installation and maintenance of pumps, controls, protection devices, and general wiring shall be done by qualified personnel. ■ All electrical and safety practices shall be in accordance with the National Electrical Code®, the Occupational Safety and Health Administration, or applicable local codes and ordinances. 208-230V 3PH 440-480V 3PH 575V 3PH Ll BLK L1 — BILK BRN — RED Ll — BILK RED L2 WHT ORN BRN --- L2 — PNK ORN �--� WHT L2 — PNK YEL L3 BLU L3 — VIO YEL �--� BLU L3 — VIO NOT SEAL USED* LEAK wY U w 0 J * Note: On :5 co 1-phase pumps, the white and red leads CONTROL of the CORD Ll L2/N Y U Q w ~ = m - RUN T TCAP UJ � I I IC' � POWER control F-- CORD _ cord are POTTING not used. I RESIN ' w w LU o Ih F--' w Q wcc� Q = w NOT USED* w ULIJ o _ _ � Q = LU SEAL FAILURE = MOTOR PROBES Figure 1. Wiring Diagram 1-Phase L1 L2 L3 THERMOSTAT SEAL LEAK I L w Z Y p w Q a m C CONTROL POWER r CORD - I CORD -I - POTTING RESIN LU H w Y U w Y LU V H = p w Q w Q = p LU t�7 m 0 m 2 2 _ THERMOSTAT M OTO R SEAL FAILURE PROBES Figure 2. Wiring Diagram 3-Phase 61 EN Copyright © Liberty Pumps, /nc. 2027 All rights reserved. 3472000D Preparation Electrical Connections A RISK OF ELECTRIC SHOCK ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to either the pump(s), the pump system, or the control panel. Prepare Sump [Basin] If replacing a previously installed pump, first prepare the basin by removing the old pump and cleaning any debris from the basin. Inspect all remaining equipment in the basin including guide rails, piping, valves, and electrical junction boxes (if present) and repair or replace as appropriate. Also, ensure that control hardware such as floats or pressure transducers are clean, properly adjusted, and in good working order. A securable basin cover is required for safety and to prevent foreign objects from entering the basin. Pump Control and Alarm Floats The water level in the basin is determined by the placement of the control floats and should be positioned such that the pump is completely submerged. The minimum water depth for proper motor cooling shall be set at 9" from the bottom of the legs. The upper water level should be positioned to minimize pump starts. The alarm float should be above the turn on float switch but below any inlets. No control should be set above the inlet to the basin. Float switches must be unobstructed and maintain free movement in basin. Impeller Free Movement Check Do not connect any power to pump until this check is complete. Manually rotate the impeller to check that it spins freely with very little resistance. The impeller can be rotated by reaching into the pump intake. The pump can remain upright or can be laid down on its side for easier access to the intake. Besides verification that the impeller is freely spinning, rotating the impeller helps to lubricate the shaft seals if the pump has been non -operational for more than a week. It is recommended to rotate the impeller 5-10 full rotations. Installation A RISK OF ELECTRIC SHOCK ■ All installation and maintenance of pumps, controls, protection devices, and general wiring shall be done by qualified personnel. ■ All electrical and safety practices shall be in accordance with the National Electrical Code®, the Occupational Safety and Health Administration, or applicable local codes and ordinances. With mains power disconnected, complete pump and control wiring connections per wiring diagrams included with the control panel and Figure 1/Figure 2 as applicable. Check all wires for unintentional grounds after the connections are made. Thermostat and Seal Failure Connections Verify thermostat wires are connected in series with the contactor and that seal fail probes are properly connected and relay sensitivity properly adjusted. Connections are provided on the terminal strip inside the Liberty Pumps control panel. Seal leak relay setup: The dial should be set to 75. For best results, turn the dial until the light turns on (around 125), then back slowly until the lightjust goes out (approx. 75). 3-Phase Pump Rotation Verification NOTICE Check 3-phase pumps for proper rotation prior to installing pump(s) in basin. To change rotation, reverse any two of the three power leads to the pump (not the ground). Code the wires for reconnection after installation. 3-phase power uses three separate BOTTOM VIEW alternating currents that peak at different integrals. With pumps that o 0 are powered by three phase electric, the phase sequence of the motor must O match the phase sequence of the 0 power source. When the phase o sequences match, the pump operates properly. ROTATION However, when the phases are out of order, the pump runs backward (i.e., the impeller rotates in the wrong direction). This causes an extreme loss of performance and could raise the current draw, which could result in tripping an overload or circuit breaker. To ensure that the power to the pump is installed correctly, always verify proper rotation before lowering it into the basin. If the pump is rotating in the wrong direction, turn off the power and reverse any two leads to the pump (not ground). This reverses the phase sequence and corrects the pump rotation. For 3-phase pumps, rotation must be counterclockwise when looking from the bottom of the pump. Label the wires for reconnection after installation. Pump Record information from pump nameplate onto cover of these instructions. Complete a visual inspection before lowering into basin. Place pump in basin, making certain the mounting interface (i.e., guide rail, torque stop, etc.) is engaged correctly. 3472000D Copyright © Liberty Pumps, Inc. 2027 All rights reserved. 71 EN Guide Rail System Starting System A RISK OF FIRE ■ When working in a hazardous location, all precautions to minimize ignition sources such as spark and flame should be taken to limit the potential for fire or explosion. If guide rails are used, refer to the separate instructions supplied with the unit for proper installation and operation. Verify all gaskets and components are present. Use of a guide rail system shall be of a non -sparking design. Contact Liberty Pumps for available models, such as GR22NS-FL. If guide rails are not used, complete all pump -related plumbing at this time. Verify all gaskets and components are present. Discharge A union should be installed just above the cover to facilitate pump removal if necessary. A check valve is required after the union to prevent the backflow of liquid after each pumping cycle. A gate valve should follow the check valve to allow periodic cleaning of the check valve or removal of the pump. The remainder of the discharge line should be as short as possible with a minimum number of turns, to minimize friction head loss. Do not restrict the discharge to anything smaller than the discharge connection of the pump. Larger pipe sizes may be required to eliminate friction head loss over long runs. Contact Liberty Pumps or other qualified person if there are questions regarding proper pipe size and flow rates. Check valve usage requires drilling an 1/8" anti -airlock -*--Discharge pipe hole in the discharge pipe just above the pump's Drill 1/8" anti - discharge outlet to prevent airlock hole into pump airlock. Water spray DISCHARGE PIPE from this hole is normal. Vent Vent basin in accordance with applicable plumbing codes. Operation t ® RISK OF SERIOUS INJURY OR DEATH ■ Energizing the control panel or breaker for the first time is potentially dangerous. Licensed electrical personnel should be present when the panel or breaker is energized for the first time. If faults caused by damage or poor installation practices have not been detected, serious damage, injury or death can result when power is applied. 1. Verify all plumbing components in the basin are installed correctly and functional. Verify all valves are open and ready for pump use. 2. Double check all wire connections. Re -tighten all factory and field connections. 3. Ensure pump has no obstructions. 4. With all electrical and mechanical connections complete and secure, turn on power to control panel and pump. S. Verify operation of the pump, floats, and alarm circuits. 6. Run several cycles of water through the system to verify correct control operation for the installation. Be certain to complete adequate testing, especially on systems with multiple pumps or custom control configurations. Maintenance and Troubleshooting A RISK OF ELECTRIC SHOCK ■ Accidental contact with electrically live parts, items, fluid, or water can cause serious injury or death. ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to either the pump(s), the pump system, or the control panel. ® RISK OF SERIOUS INJURY OR DEATH ■ Do not enter a pump basin after it has been used. Sewage and effluent can emit several gases that are poisonous. ■ All electrical and motor repairs and service must be performed by a repair facility approved by Liberty Pumps and certified to work on explosion -proof motor enclosures. ■ Wear adequate Personal Protective Equipment when working on pumps or piping that have been exposed to wastewater. Sump and sewage pumps often handle materials that can transmit illness or disease upon contact with skin and other tissues. ■ Use only non -sparking tools and components in and around basins, open covers and vents. Do not use electronic devices that are not rated for use in hazardous locations or have live, exposed electrical circuits in or around basins, open covers and vents. Sewage and effluent systems produce and may contain flammable and explosive gases and sparks could ignite these gases. NOTICE Verify proper 3-phase pump rotation before retuning to service. 81 EN Copyright © Liberty Pumps, /nc. 2027 All rights reserved. 3472000D Maintenance As the motor is oil -filled, no lubrication or other maintenance is required. Severe operating environments will require more frequent checks. For any issues that are not resolvable, contact Liberty Pumps for further assistance. Some pumps have an air bleed hole to help prevent airlock. A small spray of water from this hole is normal while pump is running. In the event the pump becomes clogged, the inlet screen can be removed to gain access to the pump impeller. Once the obstruction is removed, the anti -air lock hole should be cleaned. To keep the pump/pump system operating smoothly, perform the following routine checks: Monthly 1. Pumps that are idle for more than a month in a dry basin should have impellers manually operated through the breaker panel monthly to lubricate the seals. 2. Pumps that are idle in a wet basin must be removed. Quarterly 1. Check pumps for corrosion and wear. 2. Check for free and unobstructed float switch operation and float switch condition. 3. Inspect for proper check valve operation. 4. For multiple pumps, check for balanced operating times. Uneven times indicate a defective unit, float switch or control. S. Inspect the control panel for any presence of moisture in enclosure, loose connections, and general component condition. Annually 1. Inspect and clean basin. Replace any defective components. Field Service on Hazardous Location Pumps The power and control cord are not field replaceable. If either cord is compromised, the entire pump must be brought to an authorized hazardous motor enclosure repair facility approved by Liberty Pumps. The only allowable repair/replacement without compromising the hazardous location rating of the pump is the lower shaft seal. A certified repair shop should perform this task since they have the capability to clean and flush the mid oil chamber. Otherwise, the pump must be returned to Liberty Pumps or an authorized hazardous repair facility for electrical and motor service. This will ensure the integrity of the hazardous location rating of the pump and comply with Liberty Pumps warranty requirements. Troubleshooting No repair work shall be carried out during the warranty period without prior factory approval. To do so may void the warranty. Liberty Pumps, Inc. assumes no responsibility for damage or injury due to disassembly in the field. Disassembly, other than an authorized hazardous motor enclosure repair facility approved by Liberty Pumps or its authorized service centers, automatically voids warranty. Refer to Table 3 for troubleshooting guidance. Table 3. Troubleshooting Matrix Problem Possible Cause Corrective Action Damaged power or control cord. Return pump to an authorized repair facility. Control panel selector switch in Off position. Set selector switch to Hand or Auto position. Blown control circuit transformer fuse. Replace fuse. Tripped circuit breaker, blown fuse, or other Reset tripped circuit breaker; replace blown fuse with interruption of power. properly sized fuse; investigate power interruption. Improper voltage. Have an electrician check all wiring for proper connections and adequate voltage and capacity. Pump does not start. Float switch unable to move to the pump ON position due to interference in basin or other position the pump or float switch so that it has adequate obstruction. clearance for free movement. Insufficient liquid level. Verify the liquid level is allowed to rise enough to activate float switch(es). Defective float switch. Replace float switch. Obstructed impeller or volute. Remove obstruction. Loose wiring connections. Check and tighten all connections. Thermal overload tripped. Wait for pump to cool to operating temperature. 3472000D Copyright © Liberty Pumps, Inc. 2027 All rights reserved. 91 EN Table 3. Troubleshooting Matrix (continued) Problem Possible Cause Corrective Action Unintentional ground. Turn off power and check motor leads for possible ground. Pump does not start 3-phase motor winding failure. Check resistance of motor windings. All three phases and overload heaters trip. should have the same reading. Obstructed impeller or volute. Remove obstruction. Pump operates with control panel selector Check float switch, level control or alternator relay for switch in Hand position Control circuits malfunctioning. issues. Replace as necessary. but does not operate in Auto position. Check control panel. Pump is airlocked. Turn pump off and let set for several minutes, then restart. Control panel selector switch in Hand position. Set selector switch to the Auto position. Pump runs but does not Float switch unable to move to the pump OFF position the pump or float switch so that switch has turn off. position due to interference with the side of adequate clearance for free movement. basin or other obstacle. Control panel failure. Check control panel. Defective float switch. Replace float switch. Motor stops and then restarts after short period but overload Pump operating on a short cycle due to basin A larger basin may be required. Consult Liberty Pumps. heaters in starter do not being too small. trip. Improper float switch setting. Adjust float switch setting. Pump cycles too frequently. Check valve not installed, stuck open, or leaking. Install check valve(s); remove check valve and examine for freedom of operation and proper installation. Discharge valve(s) partially closed or clogged. Check the discharge line for foreign material, including ice if the discharge line passes through or into cold areas. Check valve partially clogged. Raise liquid level up and down to clear; remove check valve to remove obstruction. 1-Phase: Verify capacitor wiring in Figure 1, else consult Pump does not deliver proper capacity. Incorrect motor rotation. factory. 3-Phase: Correct 3-phase pump rotation direction. Refer to section 3-Phase Pump Rotation Verification. Total head is beyond pump's capability. Route discharge piping to a lower level. If not possible, a larger pump may be required. Consult Liberty Pumps. Low liquid level. Check liquid level. Obstruction in pump or piping. Remove obstruction. Pump runs periodically Check valve not installed, stuck open, or leaking. Install check valve(s); remove check valve and examine when fixtures are not in for freedom of operation and proper installation. use. Fixtures are leaking. Repair fixtures as required to eliminate leakage. Seal fail light is Lower seal has been compromised. Replace lower seal. illuminated. Control panel relay sensitivity is incorrect. Adjust sensitivity dial. 701 EN Copyright © Liberty Pumps, /nc. 2027 All rights reserved. 3472000D Table 3. Troubleshooting Matrix (continued) Problem Possible Cause Corrective Action Discharge line is blocked or restricted. Check the discharge line for foreign material, including ice if the discharge line passes through or into cold areas. Check valve stuck closed or installed backward. Remove check valve(s) and examine for freedom of operation and proper installation. Gate or ball valve is closed. Open gate or ball valve. Total head is beyond pump's capability. Route piping to a lower level. If not possible, a larger pump may be required. Consult Liberty Pumps. Obstructed impeller or volute; clogged inlet Remove obstruction. Pump runs or hums, but screen. does not pump. Turn pump off and let set for several minutes, then restart. Pump is airlocked. Add baffle to reduce trapped air bubbles. Clear anti -airlock hole. Capacitor failure in control panel. Check capacitors and replace if needed. Stuck/defective motor contactor in control Replace motor contactor. panel. Pump is not seated correctly in guide rail base. Lift pump and re -position. Piping attachments to building are too rigid. Replace a portion of the discharge line with rubber hose or connector. 1-Phase: Verify capacitor wiring in Figure 1, else consult Incorrect motor rotation. factory. 3-Phase: Correct 3-phase pump rotation direction. Refer to section 3-Phase Pump Rotation Verification. Pump operates noisily. Pump is being run below minimum head A different sized pump or impeller may be required. requirement causing cavitation. Consult Liberty Pumps. Foreign objects in the impeller cavity. Clean the impeller cavity. Broken impeller. Consult Liberty Pumps for information regarding impeller replacement. Worn bearings. Return pump to an authorized repair facility. Circuit protection underrated. Check rating and replace with proper size. Current unbalance. Check current draw. Other appliance on same circuit. Pump requires separate circuit. Pump is connected to an extension cord or Have an electrician check for proper wiring. wiring is inadequate or compromised. Repeated tripping. Improper voltage. Have an electrician check all wiring for proper connections and adequate voltage and capacity. Obstruction in pump. Remove obstruction. 1-Phase: Verify capacitor wiring in Figure 1, else consult Incorrect motor rotation. factory. 3-Phase: Correct 3-phase pump rotation direction. Refer to section 3-Phase Pump Rotation Verification. 3472000D Copyright © Liberty Pumps, Inc. 2027 All rights reserved. 11 l EN Warranty Liberty Pumps Wholesale Products Limited Warranty Liberty Pumps, Inc. warrants that Liberty Pumps wholesale products are free from all factory defects in material and workmanship for a period of three (3) years from the date of purchase (excluding* batteries and "Commercial Series" models). The date of purchase shall be determined by a dated sales receipt noting the model and serial number of the pump. The dated sales receipt must accompany the returned pump if the date of return is more than three years from the date of manufacture noted on the pump nameplate. The manufacturer's sole obligation under this Warranty shall be limited to the repair or replacement of any parts found by the manufacturer to be defective, provided the part or assembly is returned freight prepaid to the manufacturer or its authorized service center, and provided that none of the following warranty -voiding characteristics are evident: The manufacturer shall not be liable under this Warranty if the product has not been properly installed, operated, or maintained per manufacturer instructions; if it has been disassembled, modified, abused, or tampered with; if the electrical cord has been cut, damaged, or spliced; if the pump discharge has been reduced in size; if the pump has been used in water temperatures above the advertised rating; if the pump has been used in water containing sand, lime, cement, gravel, or other abrasives; if the product has been used to pump chemicals, grease, or hydrocarbons; if a non -submersible motor has been subjected to moisture; or if the label bearing the model and serial number has been removed. Liberty Pumps, Inc. shall not be liable for any loss, damage, or expenses resulting from installation or use of its products, or for indirect, incidental, and consequential damages, including costs of removal, reinstallation or transportation. There is no other express warranty. All implied warranties, including those of merchantability and fitness for a particular purpose, are limited to three years from the date of purchase. This Warranty contains the exclusive remedy of the purchaser, and, where permitted, liability for consequential or incidental damages under any and all warranties are excluded. *Liberty Pumps, Inc. warrants StormCello batteries for 1 year from date of purchase, and warrants that pumps of its Commercial Series are free from all factory defects in material and workmanship for a period of 18 months from the date of installation or 24 months from the date of manufacture, whichever occurs first, and provided that such products are used in compliance with their intended applications as set forth in the technical specifications and manuals. Lib r' Pumps® 7000 Apple Tree Avenue Bergen, NY 14416 ph:1-800-543-2550 fax:1-585-494-1839 www.LibertyPumps.com 72 1 EN Copyright 0 Liberty Pumps, /nc. 2027 All rights reserved. 3472000D �\, FV Enery� Mott% Efficient motor design reduces electrical usage by u` - e� i Warra + A ■ ► Submersible Sump Pumps 113 hp 1-112" Discharge 318" Solids Handling '-latures: Vortex style impeller permits passage of solids without clogging Polypropylene and powder coated aluminum construction Stainless steel rotor shaft - All fasteners - non -corrosive stainless steel • Oil -filled, hermetically sealed motors with thermal overload protection • Permanently lubricated upper and lower bearings Quick -disconnect 10' standard power cord allows replacement of cord in seconds without breaking seals to motor. (25' length optional) 230=SERIES SUBMERSIBLE SUMP PUMPS ALL MODELS FEATURE • Vortex style impeller permits passage of solids without clogging. Made of high temp engineered thermoplastic. • Polypropylene and powder coated aluminum construction. • Stainless steel rotor shaft. • All fasteners - non -corrosive stainless steel. • Oil -filled, hermetically sealed motors with thermal overload protection. • Permanently lubricated upper and lower bearings. • Quick -disconnect 10' standard power cord allows replacement of cord in seconds without breaking seals to motor. (25' length optional) For 25' cord option, add a "-2" suffix to model number. Example: 231-2 for Model 231 with 25' cord. • Removable base allows suction down to 1 /8" DIMENSIONAL DATA: Weight:11 LBS. Height:10.5" Major Width: 9.6" Minimum Sump Diameter:14" (10" on Model 237) Model 230 Model 231 Manual, no switch Quick -disconnect Wide-angle float MEMBER C US Specifications subject to change without notice. MOTOR SPECIFICATIONS 1/3 hp. 60Hz 115V 3450 RPM 5.2a Oil Filled; Thermally Protected TDH 5' 10' 15' 21' GPM 37 30 18 O Maximum Fluid Temperature 140 Degrees F. PERFORMANCE CURVE 25 6 20 u- 15 4 0 m a) = 10 F 2 5 0 0 I Model 233 Wide-angle float with series plug allows for manual operation of pump 230-SERIES 10 20 30 40 50 U.S. Gallons Per Minute 1.0 2.1 3.2 Liters Per Second Model 237 VMF VMF Switch, mag- netically operated for smaller pits down to 10" diameter Liberty Pumps • 7000 Apple Tee Avenue • Bergen, New York 14416 • Phone 800-543-2550 Fax (585) 494-1839 www.libertypumps.com Copyright © Liberty Pumps, Inc. 2011 All rights reserved. LLIT 2300 R10/11 lUbF.r'ty Pumps@ A Family and Employee Owned Company Submersible Sump Pumps Models 240-Series 114 hp Cast Iron 240 Switchless (Manual) 247 Wide -Angle Float Switch 243 Wide -Angle Float Switch with Piggyback Plug 247 Vertical Magnetic Float Switch 230-Series 113 hp Poly/Aluminum 230 Switchless (Manual) 237 Wide -Angle Float Switch 233 Wide -Angle Float Switch with Piggyback Plug 237 Vertical Magnetic Float Switch 450-Series 112 hp Poly/Aluminum 450 Switchless (Manual) 457 Wide -Angle Float Switch 453 Wide -Angle Float Switch with Piggyback Plug 457 Vertical Magnetic Float Switch GO SSPM✓acus Installer: Manual must remain with owner/operator. 7000 Apple Tree Avenue Keep this manual handy for future reference. Bergen, NY 14416 For replacement manual, visit LibertyPumps.com, ph: 1-800-543-2550 or contact Liberty Pumps at 1-800-543-2550. fax: 1-585-494-1839 Retain dated sales receipt for warranty. www.LibertyPumps.com Model: Serial: Mfg Date: Install Date: Record information: Copyright 0 Liberty Pumps, /nc. 2023 All rights reserved. Contents Safety Precautions ............................. 21 EN Model Specifications ........................... 41 EN Inspection and Storage ......................... 41 EN Pump Design ................................. 41 EN Pump System Components ..................... 41 EN Preparation .................................. 5 1 EN Installation ................................... 5 1 EN Operation .................................... 61EN Maintenance and Troubleshooting ............... 61 EN Warranty .................................... 81EN Safety Guidelines This safety alert symbol is used in the manual A and on the pump to alert of potential risk for serious injury or death. This safety alert symbol identifies risk of Ai electric shock. It is accompanied with an instruction intended to minimize potential risk of electric shock. This safety alert symbol identifies risk of fire. A It is accompanied with an instruction intended to minimize potential risk of fire. This safety alert symbol identifies risk of serious injury or death. It is accompanied ® with an instruction intended to minimize potential risk of injury or death. Warns of hazards which if not avoided will result in serious injury or death. Warns of hazards which if not avoided could result in serious injury or death. V Warns of hazards which if not avoided could result in minor or moderate injury. Signals an important instruction related to the pump. Failure to follow these instructions could result in pump failure or property damage. Read every supplied manual before using r pump system. Follow all the safety instructions in manual(s) and on the pump. Failure to do so could result in serious injury or death. Safety Precautions A RISK OF ELECTRIC SHOCK ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to eitherthe pump(s), the pump system, or the control panel. ■ Accidental contact with electrically live parts, items, fluid, or water can cause serious injury or death. ■ All installation and maintenance of pumps, controls, protection devices, and general wiring shall be done by qualified personnel. ■ All electrical and safety practices shall be in accordance with the National Electrical Code°, the Occupational Safety and Health Administration, or applicable local codes and ordinances. ■ Do not remove cord and strain relief, and do not connect conduit to pump. ■ Pump shall be properly grounded using its supplied grounding conductor. Do not bypass grounding wires or remove ground prong from attachment plugs. Failure to properly ground the pump system can cause all metal portions of the pump and its surroundings to become energized. ■ Do not handle or unplug the pump with wet hands, when standing on damp surface, or in water unless wearing Personal Protective Equipment. ■ Always wear dielectric rubber boots and other applicable Personal Protective Equipment (PPE) when water is on the floor and an energized pump system must be serviced, as submerged electrical connections can energize the water. Do not enter the water if the water level is higher than the PPE protection or if the PPE is not watertight. ■ Do not lift or carry a pump or a float assembly by its power cord. This will damage the power cord, and could expose the electrically live wires inside the power cord. ■ The electrical power supply shall be located within the length limitations of the pump power cord, and for below grade installations it shall be at least 4 ft (1.22 m) above floor level. ■ Do not use this product in applications where human contact with the pumped fluid is common (such as swimming pools, fountains, marine areas, etc.). ■ Protect the power and control cords from the environment. Unprotected power and control (switch) cords can allow water to wick through ends into pump or switch housings, causing surroundings to become energized. ■ Some products may have internal capacitors that could cause shock. Avoid contact with plug ends after removing from energy source. ■ Do not use metal or any other electrical conducting material to raise the float or contact anything inside an electrically live sump pit. A RISK OF FIRE ■ Do not use an extension cord to power the product. Extension cords can overload both the product and extension cord supply wires. Overloaded wires will get very hot and can catch on fire. ■ This product requires a separate, properly fused and grounded branch circuit, sized for the voltage and amperage requirements of the pump, as noted on the nameplate. Overloaded branch circuit wires will get very hot and can catch on fire. When used, electrical outlets shall be simplex of the appropriate rating. 21 EN Copyright © Liberty Pumps, /nc. 2023 All rights reserved. 7708000L ■ For cord replacement: power cord must be of the same length and type as originally installed on the Liberty Pumps product. Use of incorrect cord may lead to exceeding the electrical rating of the cord and could result in death, serious injury, or other significant failure. ■ These pumps are not to be installed in locations classified as hazardous in accordance with the National Electric Code®, ANSI/NFPA 70. ■ Do not use this product with or near flammable or explosive fluids such as gasoline, fuel oil, kerosene, etc. If rotating elements inside pump strike any foreign object, sparks may occur. Sparks could ignite flammable liquids. ■ Sewage and effluent systems produce and may contain flammable and explosive gases. Prevent introduction of foreign objects into basin as sparks could ignite these gases. Exercise caution using tools and do not use electronic devices or have live, exposed electrical circuits in or around basins, open covers and vents. A RISK OF SERIOUS INJURY OR DEATH ■ Do not modify the pump/pump system in any way. Modifications may affect seals, change the electrical loading of the pump, or damage the pump and its components. ■ All pump/pump system installations shall be in compliance with all applicable Federal, State, and Local codes and ordinances. ■ Do not allow children to play with the pump system. ■ Do not allow any person who is unqualified to have contact with this pump system. Any person who is unaware of the dangers of this pump system, or has not read this manual, can easily be injured by the pump system. ■ Vent basin in accordance with local code. Proper venting of sewer and effluent gases alleviates poisonous gas buildup and reduces the risk of explosion and fire from these flammable gases. ■ Wear adequate Personal Protective Equipment when working on pumps or piping that have been exposed to wastewater. Sump and sewage pumps often handle materials that can transmit illness or disease upon contact with skin and other tissues. ■ Energizing the control panel or breaker for the first time is potentially dangerous. Licensed electrical personnel should be present when the panel or breaker is energized for the first time. If faults caused by damage or poor installation practices have not been detected, serious damage, injury or death can result when power is applied. ■ Do not remove any tags or labels from the pump or its cord. ■ Keep clear of suction and discharge openings. To prevent injury, never insert fingers into pump while it is connected to a power source. ■ Do not use this product with flammable, explosive, or corrosive fluids. Do not use in a flammable and/or explosive atmosphere as serious injury or death could result. ■ This product contains chemicals known to the State of California to cause cancer and birth defects or other reproductive harm. www.p65warnings.ca.gov. ACAUTION ♦ This pump has been evaluated for use with water only. NOTICE • Do not position the pump float directly under the inlet from drain tile or in the direct path of any incoming water. • Do not use pumps with fluid over 140°F (60°C). Operating the pump in fluid above this temperature can overheat the pump, resulting in pump failure. • Do not dispose of materials such as paint thinner or other chemicals down drains. Doing so could chemically attack and damage pump system components and cause product malfunction or failure. ♦ Keep pump upright. ♦ Do not use pump system with mud, sand, cement, hydrocarbons, grease, or chemicals. Pump and system components can be damaged from these items causing product malfunction or failure. Additionally, flooding can occur if these items jam the impeller or piping. • Do not introduce any consumer item that is not toilet paper into a non -grinder (dewatering, effluent, sewage) pump/ pump system. This includes, but is not limited to the following: feminine products, wipes, towels, towelettes, dental floss, swabs, pads, etc. Items such as these put the pump under undo strain and can result in pump/pump system failure. Additionally, it creates conditions for discharge line blockage. ♦ Submersible Pump —do not run dry. • Do not allow pump to freeze. • At no time shall the pump be stored within an incomplete wet pit. The pump shall not be placed into the pit until it can be fully operational. Genera! Information Before installation, read these instructions carefully. Each Liberty Pumps product is individually factory tested to ensure proper performance. Closely following these instructions will eliminate potential operating problems, assuring years of trouble -free service. These pumps are to be used for drain (storm) water. Pumps are certified to CSA® and ULO standards. Provide pump serial number in all correspondence. Pumps must be serviced at a qualified repair facility approved by Liberty Pumps. No repair work should be carried out during the warranty period without prior factory approval. Any unauthorized field repairs void warranty. Contact Liberty Pumps at 1-800-543-2550 to locate the closest authorized service center. 7708000L Copyright © Liberty Pumps, Inc. 2023 All rights reserved. 3 1 EN Operating Constraints It is extremely important to verify that the pump has been sized correctly for the intended installation. The operating point of the pump must lie within the acceptable range as outlined by the applicable Liberty Pumps performance chart. Operating the pump outside of the recommended range can invalidate the CSA Certification of the pump and can also cause damage and premature failure. Operating outside of the recommended range can cause the pump to exceed its rated nameplate amp draw, which will void the pump certification. It can also cause motor overheating, cavitation, excessive vibration, clogging, and poor energy efficiency. Model Specifications For complete listing of models and their specifications, refer to www.LibertyPumps.com/About/Engineering-Specs. Pump nameplate provides a record of specific pump information. Inspection and Storage Initial Inspection The pump should be immediately inspected for damage that may have occurred in shipment. 1. Visually check the pump and any spare parts for damage. 2. Check for damaged electrical wires, especially where they exit the motor housing. Contact Liberty Pumps customer service to report any damage or shortage of parts. Storage Before Use A RISK OF ELECTRIC SHOCK ■ Protect the power and control cords from the environment. Unprotected power and control (switch) cords can allow water to wick through ends into pump or switch housings, causing surroundings to become energized. NOTICE • At no time shall the pump be stored within an incomplete wet pit. The pump shall not be placed into the pit until it can be fully operational. • Do not allow the pump to freeze. Pumps are shipped from the factory ready for installation and use. Hold the pump in storage if the pump station is not complete. If storage is necessary, the pump should remain in its shipping container. It should be stored in a clean, dry temperature -stable environment where the pump and its container are covered to protect it from water, dirt, vibration, etc. The cord ends must be protected against moisture. Uninstalled pumps that are idle for greater than three months should have impellers manually rotated once a month to lubricate the seals. Pump Design Liberty Pumps provides an integral anti -airlock hole in the volute housing of submersible pumps. Airlock occurs when air gets trapped in the volute/impeller area of the pump and cannot escape due to the water column above the check valve on the discharge line. When the basin fills with water and the pump is called to activate, the impeller spins in this pocket of air and cannot prime. An anti -airlock hole allows this trapped air to escape, allowing the pump to prime and start pumping. A small spray of water from this hole is normal while pump is running. Bleeding off the air could take from several seconds to more than a minute once the pump starts. For added protection, consider the addition of a back-up pump, such as Liberty Pumps SJ10 SumpJet as well as alarm ALM-P1 or ALM-2 in applications where loss of pump function could result in property damage. If an alarm is used, it must be connected to a separate electrical circuit. Pump System Components Float Switches Automatic Models Models 243, 233, and 453 come with two cords —one to the float switch and the other to the pump motor. The switch cord has a series (piggyback) plug enabling the pump motor cord to be plugged into the back of it. The purpose of this design is to allow temporary manual operation of the pump. For manual operation, or in the event of switch failure, the pump cord can be separated and plugged into the electrical outlet, directly bypassing the switch. Refer to Piggyback Switch Operation on page 6. Switchless (Manual) Models Manual pumps with no switch may be operated by directly plugging into an approved electrical outlet. To prevent excessive seal wear and overheating, pumps should not be run dry for extended periods of time. A minimum 4-1/2" water level is recommended. If manual models are to be used with an optional control device, follow the instructions provided with the control and make power connections per those instructions. Set the turn OFF level at 4-1/2" or greater. Vertical Magnetic Float Models Do not remove float rods from VMF models for manual use as switch damage will result. Power and Control Cords RISK OF ELECTRIC SHOCK ■ Do not remove cord and strain relief, and do not connect conduit to pump. ■ Each cord has a green lead. This is the ground wire and must be grounded properly per NEC® and/or local codes. The power and control cords cannot be spliced, though ajunction box may be used. 4 1 EN Copyright © Liberty Pumps, /nc. 2023 All rights reserved. 7708000L Preparation For ordinary ground water pumping applications, the sump basin diameter should be a minimum of 14" (minimum of 10" for models 247, 237, and 457). A larger diameter pit is preferred as it allows for longer pump cycling and reduced switch cycling. The depth of the pit should be at least 12" above the surface on which the pump is resting. A sump basin cover is required for safety and to prevent foreign objects from entering the basin. Prepare Existing Sump [Basin] A RISK OF FIRE ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to eitherthe pump(s), the pump system, or the control panel. If replacing a previously installed pump, prepare the basin by removing the old pump. Separate the discharge pipe at either the check valve or at the union. If neither a check valve nor a union is part of the existing discharge pipe, cut the pipe with a hacksaw and remove the pump. A check valve and optional union will need to be installed at this cut. Clean any debris from the basin. Inspect all remaining equipment in the basin including piping, valves, and electrical junction boxes (if present) and repair or replace as appropriate. If the basin is not already enclosed on the bottom, provide a hard level bottom of bricks or concrete. Do not place the pump directly on earth, gravel, or debris since this can cause excessive wear of the impeller and possible jamming. "The Brick" (Liberty Pumps #4445000) is a pre -molded stable platform designed to fit the submersible pump. It raises the pump 2-1/2" off the bottom of the basin, reducing the potential forjamming from rocks and debris. Contact a local distributor to order. Prepare New Sump [Basin] Excavation Excavate the hole as small as possible, with a minimum recommended 8" diametrical clearance around the tank. Never place the basin directly in contact with rocks or other sharp objects. Place only fine, 1/8" to 3/4" pea gravel or 1/8" to 1/2" washed, crushed stone as bedding between the basin and the hole walls. Do not use sand or native soil as backfill. Properly compact underneath the basin to provide a solid, level base that can support the weight of the filled basin. Inlet Connection & Initial Backfill Use only fine, 1/8" to 3/4" pea gravel or 1/8" to 1/2" washed, crushed stone around the bottom of the basin to hold it in place. Do not use sand or native soil as backfill. Make the inlet connection as required per basin. Final Backfill Keep large rocks, clods, and foreign objects out of the backfill material. Only fine, 1/4" to 3/4" pea gravel, or 1/8" to 1/2" washed, crushed stone is recommended. Do not use sand or native soil as backfill. Mound the backfill slightly and allow for natural settling. Provide access to the basin cover for maintenance and service. Compaction of backfill materials must be adequate to ensure the support of the tank, and to prevent movement or settlement. Anti -Airlock To speed or assist with air bleed in the event of airlock, the addition of a 1/8" hole in the discharge pipe is FDischarge pipe recommended. This hole should be no more than 1/8" diameter and drilled low on the pipe just above Drill 1/8" anti - the threaded connection to the airlock hole into pump discharge. Refer to figure. DISCHARGE PIPE Installation 0 I& RISK OF ELECTRIC SHOCK ■ All installation and maintenance of pumps, controls, protection devices, and general wiring shall be done by qualified personnel. ■ All electrical and safety practices shall be in accordance with the National Electrical Code®, the Occupational Safety and Health Administration, or applicable local codes and ordinances. Pump Record information from pump nameplate onto cover of these instructions. Complete a visual inspection before lowering into basin. Place pump in basin being sure any mounting interface (i.e., "The Brick" platform, torque stop) is engaged correctly. Models with wide-angle float switches must have adequate clearance to side wall of basin with free, unobstructed movement throughout its complete travel and must not contact the pump, piping, or other objects. Discharge Make all discharge connections. A 1-1/2" NPT threaded discharge is provided for connection of the discharge pipe. Do not reduce the discharge size to less than 1-114", as this will affect pump flow and performance. Schedule 40 PVC pressure pipe is recommended; however, flexible discharge hose kits may be used for temporary installations. Connect pipe or discharge hose to the discharge of the pump. Hand -tighten only as over -tightening can damage the pump discharge. Install a union or other means of separating the discharge pipe just above the floor to facilitate removal of the pump if necessary. A check valve is required to prevent the backflow of liquid after each pumping cycle. A gate valve should follow the check valve to allow periodic cleaning of the check valve or removal of the pump. The remainder of the discharge line should be as short as possible with a minimum number of turns to minimize friction head loss. Do not reduce the discharge to below the pump outlet size. Larger pipe sizes may be required to eliminate friction head loss over long runs. 7708000L Copyright © Liberty Pumps, Inc. 2023 All rights reserved. 51 EN Vent Maintenance and Troubleshooting Vent basin in accordance with applicable plumbing codes. Piggyback Switch Operation IMPORTANT: Verify breaker is turned off before plugging in the switch. Automatic models: Plug the piggyback switch into the receptacle. The receptacle must be wired to an appropriately sized breaker. Plug the pump into the piggyback receptacle. Install the cable clamp (if supplied) for strain relief. NO! Normal Temporary Manual /Operation Operation t ® RISK OF SERIOUS INJURY OR DEATH ■ Energizing the control panel or breaker for the first time is potentially dangerous. Licensed electrical personnel should be present when the panel or breaker is energized for the first time. If faults caused by damage or poor installation practices have not been detected, serious damage, injury or death can result when power is applied. Starting System Note: These pumps come equipped with an air bleed hole to help prevent air lock. A small spray of water from this hole is normal while pump is running. 1. Verify all plumbing components are installed correctly and functional. Verify all valves are open and ready for pump use. 2. Double check all wire connections. Re -tighten all factory and field connections. 3. Ensure pump has no obstructions. 4. With all electrical and mechanical connections complete and secure, turn on power to pump. 5. Verify operation of the pump and floats. 6. Run several cycles of water through the system to verify correct control operation for the installation. Be certain to complete adequate testing, especially on systems with multiple pumps or custom control configurations. A RISK OF ELECTRIC SHOCK ■ Accidental contact with electrically live parts, items, fluid, or water can cause serious injury or death. ■ Always disconnect pump(s) from power source(s) before handling or making any adjustments to either the pump(s), the pump system, or the control panel. ® RISK OF SERIOUS INJURY OR DEATH ■ Wear adequate Personal Protective Equipment when working on pumps or piping that have been exposed to wastewater. Sump and sewage pumps often handle materials that can transmit illness or disease upon contact with skin and other tissues. Maintenance As the motor is oil -filled, no lubrication or other maintenance is required. In the event the pump becomes clogged, the inlet screen can be removed to gain access to the pump impeller. Once the obstruction is removed, the anti -airlock hole should be cleaned. To keep the pump/pump system operating smoothly, perform the following routine checks: Monthly 1. Pour enough water into the sump to activate the pump when not normally in use to verify proper function. 2. Pumps that are idle in a wet basin must be removed —do not store pump in wet basin. Quarterly 1. Check pump for corrosion and wear. 2. Check for free and unobstructed float switch operation and float switch condition. The float must be able to move freely through its complete travel without any restrictions. 3. Inspect for proper check valve operation. 4. Check that the pit is free from accumulated debris, rocks or other objects that may potentiallyjam the pump. Annually 1. Inspect and clean basin. Replace any defective components. Troubleshooting Refer to Table 1 for troubleshooting guidance. No repair work shall be carried out during the warranty period without prior factory approval. To do so may void the warranty. Liberty Pumps, Inc. assumes no responsibility for damage or injury due to disassembly in the field. Disassembly, other than an authorized repair facility approved by Liberty Pumps or its authorized service centers, automatically voids warranty. 61 EN Copyright © Liberty Pumps, /nc. 2023 All rights reserved. 7708000L Table 1. Troubleshooting Matrix Problem Possible Cause Corrective Action Tripped circuit breaker, tripped GFCI, blown fuse, Reset tripped circuit breaker, reset GFCI, replace blown or other interruption of power. fuse with properly sized fuse, check that the unit is securely plugged in, investigate power interruption. Improper voltage. Have an electrician check all wiring for proper connections and adequate voltage and capacity. Defective motor. Consult Liberty Pumps. Check voltage. If under 108 V, check wiring size. Low line voltage. Remove extension cord, or use with heavier gauge. Pump does not start. Float switch unable to move to pump ON Position the pump or float switch so that it has adequate position due to interference in basin or other clearance for free movement. obstruction. Insufficient liquid level. Verify the liquid level is allowed to rise enough to activate float switch. Defective float switch. Replace float switch. Obstructed impeller or volute. Remove obstruction. Loose wiring connections. Check and tighten all connections. Pump airlocked. Turn pump off and let set for several minutes, then restart. Float switch unable to move to pump OFF position due to interference with the side of basin Position the pump or float switch so that it has adequate Pump runs, but does not turn off. or other obstruction. clearance for free movement. Defective float switch. Replace float switch. Discharge line blocked or restricted. Check the discharge line for foreign material, including ice if the discharge line passes through or into cold areas. Check valve stuck closed or installed backward. Remove check valve and examine for freedom of operation and proper installation. Gate or ball valve closed. Open gate or ball valve. Pump runs or hums, but Route piping to a lower level. If not possible, a larger does not pump. Total head beyond pump's capability. pump may be required. Consult Liberty Pumps. Obstructed impeller or volute; clogged inlet Remove obstruction. screen. Turn pump off and let set for several minutes, then restart. Pump airlocked. Clear anti -airlock hole. Discharge partially closed or clogged. Checkthe discharge line forforeign material, including ice if the discharge line passes through or into cold areas. Check valve partially clogged. Raise liquid level up and down to clear; remove check valve to remove obstruction. Pump does not deliver proper capacity. Total head beyond pump's capability. Route discharge piping to a lower level. If not possible, a larger pump may be required. Consult Liberty Pumps. Low liquid level. Check liquid level. Obstruction in pump or piping. Remove obstruction. 7708000L Copyright © Liberty Pumps, Inc. 2023 All rights reserved. 71 EN Table 1. Troubleshooting Matrix (continued) Problem Possible Cause Corrective Action Pump runs periodically Check valve not installed, stuck open, or leaking. Install check valve; remove check valve and examine for when fixtures are not in freedom of operation and proper installation. use. Fixtures leaking. Repair fixtures as required to eliminate leakage. Improper float switch setting. Adjust float switch setting. Pump cycles too frequently. Check valve not installed, stuck open, or leaking. Install check valve; remove check valve and examine for freedom of operation and proper installation. Circuit protection underrated. Check rating and replace with proper size. Other appliance on same circuit. Pump requires separate circuit. Pump connected to an extension cord or wiring is Have an electrician check for proper wiring. inadequate or compromised. Repeated tripping. Improper voltage. Have an electrician check all wiring for proper connections and adequate voltage and capacity. Obstruction in pump. Remove obstruction. Foreign matter buildup. Clean motor housing. Defective motor. Consult Liberty Pumps. Warranty Liberty Pumps Wholesale Products Limited Warranty Liberty Pumps, Inc. warrants that Liberty Pumps wholesale products are free from all factory defects in material and workmanship for a period of three (3) years from the date of purchase (excluding* batteries and "Commercial Series" models). The date of purchase shall be determined by a dated sales receipt noting the model and serial number of the pump. The dated sales receipt must accompany the returned pump if the date of return is more than three years from the date of manufacture noted on the pump nameplate. The manufacturer's sole obligation under this Warranty shall be limited to the repair or replacement of any parts found by the manufacturer to be defective, provided the part or assembly is returned freight prepaid to the manufacturer or its authorized service center, and provided that none of the following warranty -voiding characteristics are evident: The manufacturer shall not be liable under this Warranty if the product has not been properly installed, operated, or maintained per manufacturer instructions; if it has been disassembled, modified, abused, or tampered with; if the electrical cord has been cut, damaged, or spliced; if the pump discharge has been reduced in size; if the pump has been used in water temperatures above the advertised rating; if the pump has been used in water containing sand, lime, cement, gravel, or other abrasives; if the product has been used to pump chemicals, grease, or hydrocarbons; if a non -submersible motor has been subjected to moisture; or if the label bearing the model and serial number has been removed. Liberty Pumps, Inc. shall not be liable for any loss, damage, or expenses resulting from installation or use of its products, or for indirect, incidental, and consequential damages, including costs of removal, reinstallation or transportation. There is no other express warranty. All implied warranties, including those of merchantability and fitness for a particular purpose, are limited to three years from the date of purchase. This Warranty contains the exclusive remedy of the purchaser, and, where permitted, liability for consequential or incidental damages under any and all warranties are excluded. *Liberty Pumps, Inc. warrants StormCelle batteries for 1 year from date of purchase, and warrants that pumps of its Commercial Series are free from all factory defects in material and workmanship for a period of 18 months from the date of installation or 24 months from the date of manufacture, whichever occurs first, and provided that such products are used in compliance with their intended applications as set forth in the technical specifications and manuals. 81 EN Copyright © Liberty Pumps, /nc. 2023 All rights reserved. 7708000L Stormwater Report 310 Dalev St Auizust 2024 APPENDIX J WWHM Model for MR#7 310 Daley St Edmonds_ Drainage Report_ Preliminary Short Plat_Rev6 WWHM2012 PROJECT REPORT WWHM Model to display that the project complies with MR#7 (<O.15 cfs increase in flows from predeveloped forested to developed condition) General Model Information Project Name: 310 Daley Predev Forested Site Name: 310 Daley Site Address: 310 Daley St City: Edmonds Report Date: 8/23/2024 MGS Region: Puget East Data Start: 1901 /10/01 00:00 Data End: 2058/09/30 00:00 Timestep: 15 Minute DOT Data Number03 Version Date: Version: 2018/10/10 4.2.16 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 2 Landuse Basin Data Predeveloped Land Use Onsite Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.11 Pervious Total 0.11 Impervious Land Use acre Impervious Total 0 Basin Total 0.11 Element Flows To: Surface Interflow Groundwater 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 3 Offsite ROW Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.09 Pervious Total 0.09 Impervious Land Use acre Impervious Total 0 Basin Total 0.09 Element Flows To: Surface Interflow Groundwater 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 4 Mitigated Land Use Onsite Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat 0.02 Pervious Total 0.02 Impervious Land Use acre ROADS FLAT 0.03 ROOF TOPS FLAT 0.06 Impervious Total 0.09 Basin Total 0.11 Element Flows To: Surface Interflow Groundwater 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 5 Offsite ROW Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Flat 0.01 Pervious Total 0.01 Impervious Land Use acre ROADS FLAT 0.08 Impervious Total 0.08 Basin Total 0.09 Element Flows To: Surface Interflow Groundwater 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 6 Routing Elements Predeveloped Routing 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 7 Mitigated Routing 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 8 Analysis Results POC 1 m 0.00 U 0.00 0 J IL 0.00 Percent Time Exceeding +U o., LL OWt 00 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.2 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.03 Total Impervious Area: 0.17 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.0001 5 year 0.00013 10 year 0.000146 25 year 0.000162 50 year 0.000172 100 year 0.00018 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.051154 5 year 0.069133 10 year 0.08254 25 year 0.101273 1100 vear 0.1331251 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Existing Condition modeled 100% as Forested Condition Design condition with surfaces modeled with no pumps included Year Predeveloped Mitigated 0.133125 - 0.00018 = 1902 0.000 0.060 0.132945 < 0.15 cfs 1903 0.000 0.066 increase. Meets 1904 0.000 0.072 MR#7 Requirements 1905 0.000 0.036 1906 0.000 0.037 1907 0.000 0.047 1908 0.000 0.043 1909 0.000 0.055 1910 0.000 0.047 1911 0.000 0.057 310 Daley Predev Forested 8/23/2024 8:32:31 AM Page 9 1912 0.000 0.097 1913 0.000 0.037 1914 0.000 0.149 1915 0.000 0.033 1916 0.000 0.064 1917 0.000 0.031 1918 0.000 0.051 1919 0.000 0.030 1920 0.000 0.043 1921 0.000 0.033 1922 0.000 0.049 1923 0.000 0.043 1924 0.000 0.071 1925 0.000 0.032 1926 0.000 0.065 1927 0.000 0.048 1928 0.000 0.039 1929 0.000 0.069 1930 0.000 0.082 1931 0.000 0.034 1932 0.000 0.041 1933 0.000 0.040 1934 0.000 0.062 1935 0.000 0.036 1936 0.000 0.048 1937 0.000 0.060 1938 0.000 0.035 1939 0.000 0.048 1940 0.000 0.082 1941 0.000 0.079 1942 0.000 0.060 1943 0.000 0.057 1944 0.000 0.079 1945 0.000 0.062 1946 0.000 0.046 1947 0.000 0.037 1948 0.000 0.046 1949 0.000 0.085 1950 0.000 0.037 1951 0.000 0.073 1952 0.000 0.081 1953 0.000 0.075 1954 0.000 0.045 1955 0.000 0.035 1956 0.000 0.034 1957 0.000 0.044 1958 0.000 0.050 1959 0.000 0.050 1960 0.000 0.040 1961 0.000 0.119 1962 0.000 0.048 1963 0.000 0.034 1964 0.000 0.108 1965 0.000 0.062 1966 0.000 0.041 1967 0.000 0.056 1968 0.000 0.042 1969 0.000 0.040 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 10 1970 0.000 0.052 1971 0.000 0.048 1972 0.000 0.183 1973 0.000 0.098 1974 0.000 0.067 1975 0.000 0.069 1976 0.000 0.070 1977 0.000 0.031 1978 0.000 0.050 1979 0.000 0.052 1980 0.000 0.057 1981 0.000 0.062 1982 0.000 0.042 1983 0.000 0.058 1984 0.000 0.054 1985 0.000 0.062 1986 0.000 0.032 1987 0.000 0.062 1988 0.000 0.035 1989 0.000 0.045 1990 0.000 0.040 1991 0.000 0.056 1992 0.000 0.057 1993 0.000 0.072 1994 0.000 0.043 1995 0.000 0.031 1996 0.000 0.048 1997 0.000 0.042 1998 0.000 0.049 1999 0.000 0.060 2000 0.000 0.052 2001 0.000 0.062 2002 0.000 0.076 2003 0.000 0.043 2004 0.000 0.065 2005 0.000 0.127 2006 0.000 0.049 2007 0.000 0.062 2008 0.000 0.051 2009 0.000 0.040 2010 0.000 0.052 2011 0.000 0.048 2012 0.000 0.048 2013 0.000 0.049 2014 0.000 0.042 2015 0.000 0.100 2016 0.000 0.041 2017 0.000 0.077 2018 0.000 0.049 2019 0.000 0.072 2020 0.000 0.060 2021 0.000 0.051 2022 0.000 0.070 2023 0.000 0.087 2024 0.000 0.105 2025 0.000 0.061 2026 0.000 0.059 2027 0.000 0.066 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 11 2028 0.000 0.028 2029 0.000 0.037 2030 0.000 0.081 2031 0.000 0.029 2032 0.000 0.042 2033 0.000 0.044 2034 0.000 0.038 2035 0.000 0.048 2036 0.000 0.041 2037 0.000 0.058 2038 0.000 0.049 2039 0.000 0.095 2040 0.000 0.043 2041 0.000 0.047 2042 0.000 0.065 2043 0.000 0.068 2044 0.000 0.047 2045 0.000 0.040 2046 0.000 0.038 2047 0.000 0.051 2048 0.000 0.043 2049 0.000 0.069 2050 0.000 0.039 2051 0.000 0.063 2052 0.000 0.049 2053 0.000 0.044 2054 0.000 0.083 2055 0.000 0.048 2056 0.000 0.065 2057 0.000 0.034 2058 0.000 0.065 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0002 0.1829 2 0.0002 0.1493 3 0.0002 0.1269 4 0.0002 0.1187 5 0.0002 0.1078 6 0.0002 0.1051 7 0.0002 0.1001 8 0.0002 0.0984 9 0.0002 0.0967 10 0.0002 0.0953 11 0.0002 0.0873 12 0.0002 0.0852 13 0.0002 0.0831 14 0.0002 0.0822 15 0.0002 0.0821 16 0.0002 0.0808 17 0.0001 0.0806 18 0.0001 0.0794 19 0.0001 0.0791 20 0.0001 0.0766 21 0.0001 0.0758 22 0.0001 0.0749 23 0.0001 0.0727 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 12 24 0.0001 0.0721 25 0.0001 0.0719 26 0.0001 0.0718 27 0.0001 0.0709 28 0.0001 0.0702 29 0.0001 0.0700 30 0.0001 0.0694 31 0.0001 0.0687 32 0.0001 0.0685 33 0.0001 0.0684 34 0.0001 0.0674 35 0.0001 0.0659 36 0.0001 0.0655 37 0.0001 0.0655 38 0.0001 0.0655 39 0.0001 0.0651 40 0.0001 0.0648 41 0.0001 0.0648 42 0.0001 0.0640 43 0.0001 0.0629 44 0.0001 0.0624 45 0.0001 0.0621 46 0.0001 0.0620 47 0.0001 0.0620 48 0.0001 0.0620 49 0.0001 0.0619 50 0.0001 0.0618 51 0.0001 0.0617 52 0.0001 0.0607 53 0.0001 0.0602 54 0.0001 0.0602 55 0.0001 0.0601 56 0.0001 0.0601 57 0.0001 0.0598 58 0.0001 0.0590 59 0.0001 0.0582 60 0.0001 0.0580 61 0.0001 0.0572 62 0.0001 0.0572 63 0.0001 0.0568 64 0.0001 0.0567 65 0.0001 0.0564 66 0.0001 0.0558 67 0.0001 0.0549 68 0.0001 0.0540 69 0.0001 0.0524 70 0.0001 0.0521 71 0.0001 0.0518 72 0.0001 0.0518 73 0.0001 0.0514 74 0.0001 0.0513 75 0.0001 0.0509 76 0.0001 0.0506 77 0.0001 0.0504 78 0.0001 0.0501 79 0.0001 0.0501 80 0.0001 0.0493 81 0.0001 0.0492 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 13 82 0.0001 0.0492 83 0.0001 0.0489 84 0.0001 0.0489 85 0.0001 0.0488 86 0.0001 0.0486 87 0.0001 0.0485 88 0.0001 0.0482 89 0.0001 0.0482 90 0.0001 0.0481 91 0.0001 0.0481 92 0.0001 0.0480 93 0.0001 0.0479 94 0.0001 0.0477 95 0.0001 0.0477 96 0.0001 0.0477 97 0.0001 0.0474 98 0.0001 0.0471 99 0.0001 0.0469 100 0.0001 0.0468 101 0.0001 0.0462 102 0.0001 0.0455 103 0.0001 0.0450 104 0.0001 0.0449 105 0.0001 0.0441 106 0.0001 0.0440 107 0.0001 0.0439 108 0.0001 0.0434 109 0.0001 0.0433 110 0.0001 0.0431 111 0.0001 0.0430 112 0.0001 0.0430 113 0.0001 0.0427 114 0.0001 0.0426 115 0.0001 0.0421 116 0.0001 0.0420 117 0.0001 0.0420 118 0.0001 0.0417 119 0.0001 0.0415 120 0.0001 0.0415 121 0.0001 0.0413 122 0.0001 0.0412 123 0.0001 0.0405 124 0.0001 0.0404 125 0.0001 0.0404 126 0.0001 0.0404 127 0.0001 0.0402 128 0.0001 0.0400 129 0.0001 0.0397 130 0.0001 0.0393 131 0.0001 0.0389 132 0.0001 0.0378 133 0.0001 0.0378 134 0.0001 0.0375 135 0.0001 0.0375 136 0.0001 0.0374 137 0.0001 0.0368 138 0.0001 0.0367 139 0.0001 0.0357 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 14 140 0.0001 0.0356 141 0.0001 0.0355 142 0.0001 0.0349 143 0.0001 0.0348 144 0.0001 0.0342 145 0.0001 0.0341 146 0.0001 0.0339 147 0.0001 0.0336 148 0.0001 0.0334 149 0.0001 0.0332 150 0.0001 0.0324 151 0.0000 0.0316 152 0.0000 0.0314 153 0.0000 0.0312 154 0.0000 0.0312 155 0.0000 0.0304 156 0.0000 0.0294 157 0.0000 0.0277 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 15 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 4538 1267257 27925 Fail 0.0001 4399 1261752 28682 Fail 0.0001 4255 1256246 29523 Fail 0.0001 4106 1251292 30474 Fail 0.0001 3985 1245787 31261 Fail 0.0001 3722 1235878 33204 Fail 0.0001 3601 1231474 34198 Fail 0.0001 3449 1226519 35561 Fail 0.0001 3346 1222115 36524 Fail 0.0001 3110 1212757 38995 Fail 0.0001 2987 1208353 40453 Fail 0.0001 2913 1203949 41330 Fail 0.0001 2809 1200095 42723 Fail 0.0001 2654 1191838 44907 Fail 0.0001 2574 1187984 46153 Fail 0.0001 2491 1184131 47536 Fail 0.0001 2432 1180277 48531 Fail 0.0001 2342 1176424 50231 Fail 0.0001 2203 1168717 53051 Fail 0.0001 2118 1165414 55024 Fail 0.0001 2056 1161560 56496 Fail 0.0001 1987 1158257 58291 Fail 0.0001 1842 1151101 62491 Fail 0.0001 1773 1147798 64737 Fail 0.0001 1705 1144494 67125 Fail 0.0001 1644 1141191 69415 Fail 0.0001 1492 1134585 76044 Fail 0.0001 1407 1131833 80442 Fail 0.0001 1341 1128530 84155 Fail 0.0001 1302 1125777 86465 Fail 0.0001 1238 1122474 90668 Fail 0.0001 1163 1116419 95994 Fail 0.0001 1118 1113666 99612 Fail 0.0001 1078 1110914 103053 Fail 0.0001 1040 1108161 106553 Fail 0.0001 955 1102106 115403 Fail 0.0001 928 1099353 118464 Fail 0.0001 886 1097151 123831 Fail 0.0001 865 1094399 126520 Fail 0.0001 818 1088894 133116 Fail 0.0001 798 1086141 136107 Fail 0.0001 768 1083939 141137 Fail 0.0001 754 1081187 143393 Fail 0.0001 730 1078985 147806 Fail 0.0001 675 1074030 159115 Fail 0.0001 626 1071278 171130 Fail 0.0001 606 1069076 176415 Fail 0.0001 590 1066874 180826 Fail 0.0001 507 1061919 209451 Fail 0.0001 491 1059717 215828 Fail 0.0001 482 1057515 219401 Fail 0.0001 462 1055313 228422 Fail 0.0001 423 1050909 248441 Fail 0.0001 406 1048707 258302 Fail 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 16 0.0001 395 1046505 264937 Fail 0.0001 384 1044303 271953 Fail 0.0001 344 1039899 302296 Fail 0.0001 333 1037697 311620 Fail 0.0001 320 1036046 323764 Fail 0.0001 310 1033844 333498 Fail 0.0001 305 1031641 338242 Fail 0.0001 285 1027788 360627 Fail 0.0001 268 1025586 382681 Fail 0.0001 247 1023934 414548 Fail 0.0001 242 1021732 422203 Fail 0.0001 232 1017879 438740 Fail 0.0001 225 1015677 451412 Fail 0.0001 212 1014025 478313 Fail 0.0001 191 1012374 530038 Fail 0.0001 186 1008520 542215 Fail 0.0001 179 1006869 562496 Fail 0.0001 171 1001914 585914 Fail 0.0001 161 999162 620597 Fail 0.0001 154 997510 647733 Fail 0.0001 127 993657 782407 Fail 0.0001 122 992005 813118 Fail 0.0001 118 990354 839283 Fail 0.0001 115 988702 859740 Fail 0.0001 96 985399 1026457 Fail 0.0001 94 983748 1046540 Fail 0.0001 82 982096 1197678 Fail 0.0001 76 980445 1290059 Fail 0.0002 57 977142 1714284 Fail 0.0002 54 975490 1806462 Fail 0.0002 49 973839 1987426 Fail 0.0002 47 972187 2068482 Fail 0.0002 37 970536 2623070 Fail 0.0002 26 967783 3722242 Fail 0.0002 16 966132 6038325 Fail 0.0002 4 964480 24112000 Fail 0.0002 2 962829 48141450 Fail 0.0002 0 960076 n/a Fail 0.0002 0 958425 n/a Fail 0.0002 0 956773 n/a Fail 0.0002 0 955672 n/a Fail 0.0002 0 952369 n/a Fail 0.0002 0 951268 n/a Fail 0.0002 0 949617 n/a Fail 0.0002 0 947965 n/a Fail 0.0002 0 945213 n/a 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. 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 17 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. 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 18 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality 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 Compliance with LID Duration Standard 8% of 2-yr to 50% of Analysis 2 yr Result= Failed 310 Daley Predev Forested 8/23/2024 8:33:18 AM Page 19 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. 310 Daley Predev Forested 8/23/2024 8:33:31 AM Page 20 Appendix Predeveloped Schematic 310 Daley Predev Forested 8/23/2024 8:33:31 AM Page 21 Mitigated Schematic 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 22 Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END 2058 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 310 Daley Predev Forested.wdm MESSU 25 Pre310 Daley Predev Forested.MES 27 Pre310 Daley Predev Forested.1,61 28 Pre310 Daley Predev Forested.1,62 30 POC310 Daley Predev Forestedl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Onsite 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 *** 1 A/B, Forest, Flat 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 *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 23 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 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 *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 24 END IMPLND SCHEMATIC <-Source-> <Name> # Onsite *** PERLND 1 PERLND 1 Offsite ROW*** PERLND 1 PERLND 1 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.11 COPY 501 12 0.11 COPY 501 13 0.09 COPY 501 12 0.09 COPY 501 13 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 *** # - # 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-> *** 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 25 <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 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS -LINK 13 END MASS -LINK END RUN 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 26 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END 2058 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 310 Daley Predev Forested.wdm MESSU 25 Mit310 Daley Predev Forested.MES 27 Mit310 Daley Predev Forested.1,61 28 Mit310 Daley Predev Forested.1,62 30 POC310 Daley Predev Forestedl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 1 IMPLND 4 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Onsite MAX END DISPLY-INFOl 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 *** 7 A/B, Lawn, Flat 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 *** 7 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 ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 27 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 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 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 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 7 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 *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 4 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 *** 1 0 0 0 0 0 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 28 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Onsite*** PERLND 7 PERLND 7 IMPLND 1 IMPLND 4 Offsite ROW*** PERLND 7 PERLND 7 IMPLND 1 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.02 COPY 501 12 0.02 COPY 501 13 0.03 COPY 501 15 0.06 COPY 501 15 0.01 COPY 501 12 0.01 COPY 501 13 0.08 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 *** # - # 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 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 29 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 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 30 Predeveloped HSPF Message File 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 31 Mitigated HSPF Message File 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 32 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. 2005-2024; 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 310 Daley Predev Forested 8/23/2024 8:33:32 AM Page 33