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2023-07-27 Hearing Examiner Packeto Agenda - Edmonds Hearing Examiner REGULAR MEETING BRACKETT ROOM 121 5TH AVE N, CITY HALL - 3RD FLOOR, EDMONDS, WA 98020 JULY 27, 2023, 3:00 PM MEETING INFORMATION This meeting is Hybrid per ECDC ECDC 10.35.010(F) and is located at the Edmonds City Hall 121 5th Ave N, 3rd Floor Brackett Room Zoom Link Meeting Info: https://edmondswa- gov.zoom.us/j/82688031743?pwd=U EROWk5hd U5DN 1dRK1V3 MkR2WTRSdzO9 Passcode: 308007 Or join by phone: 253 215 8782 1. CALL TO ORDER 2. APPROVED MINUTES 3. PUBLIC PORTION A. HEARING MATERIALS 1. Pine Park Formal Subdivision (PLN2021-0072) B. PUBLIC COMMENT 4. ADJOURNMENT Edmonds Hearing Examiner Agenda July 27, 2023 Page 1 O Hearing Examiner Agenda Item Meeting Date: 07/27/2023 Pine Park Formal Subdivision (PLN2021-0072) Staff Lead: Mike Clugston Department: Planning Division Prepared By: Michael Clugston Background/History This is a new preliminary subdivision application. The Architectural Design Board (ADB) approved the design review for the proposal under PLN2020-0053. A Determination of Nonsignificance (DNS) was issued for the proposal on February 9, 2021 for the associated design review (Attachment 10). Staff Recommendation Issue preliminary subdivision approval for PLN2021-0072, subject to the conditions identified in Section V of the attached staff report. Narrative BK Investment Group LLC is proposing to subdivide 614 & 616 5th Avenue S, a 22,387 square foot assemblage in the Downtown Business (BD3) zone, into 14 lots and an access tract. The access tract is an existing private alley which is owned by the applicant and all 14 proposed lots would use the existing alley for site access. The proposal includes live/work units in the two buildings along 5th Avenue and multiple dwelling units in one building toward the west side of the project site. Two existing commercial buildings and related improvements on the project site would be removed. Stormwater, utility and frontage improvements are required, and the Engineering Division has indicated that the project is feasible from an engineering perspective. The project meets the standards and criteria in the zoning ordinance and ECDC 20.75 and therefore staff recommends approval of the preliminary plat with conditions. Preliminary subdivisions of five or more lots are formal subdivisions which are Type III -A decisions pursuant to Edmonds Community Development Code (ECDC) 20.01.003. The Hearing Examiner makes the decision following a public hearing. If preliminary approval is granted, City staff typically then reviews and approves civil improvement plans. In this case because the site is in the BD3 zone and could be constructed without a subdivision or could be made into condominiums, a fill/grade building permit (BLD2022-0694) is serving as the civil improvement plans and is currently under review by the City. Once improvements are installed and inspected through the fill/grade permit, the final plat will be reviewed and approved by staff prior to recording at the County Auditor. A complete analysis of the proposal as well as recommended conditions of approval are included in the attached staff report. Attachments: Packet Pg. 2 O PLN2021-0072 Staff Report Attachment 1 - Land Use Application Attachment 2 - Applicant's Project Compliance Narrative Attachment 3 - Title Report Attachment 4 - EUC form Attachment 5 - Aerial and Zoning Maps Attachment 6 - Incomplete application Attachment 7 - Complete application Attachment 8 - Notice of Application materials Attachment 9 - Ed Lorah NoA comment Attachment 10 - SEPA determination and checklist Attachment 11- Public Hearing notice materials Attachment 12 - Arborist Report Attachment 13 - Landscape & Tree Plan BLD2022-0694 Attachment 14 - Preliminary Plat Attachment 15 - Preliminary Stormwater Drainage Report Attachment 16 - Preliminary Civil Plan - fill & grade BLD2022-0694 Attachment 17 - Engineering compliance memo & requirements Packet Pg. 3 1.a CITY OF EDMONDS 121 5t" Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.edmondswa PLANNING & DEVELOPMENT DEPARTMENT • PLANNING DIVISION PLANNING DIVISION REPORT & RECOMMENDATION TO THE HEARING EXAMINER Project: Pine Park Preliminary Formal Subdivision File Number: PLN2021-0072 Date of Report: July 20, 2023 Reviewed By: Mike Clugston, AICP, Senior Planner Hybrid Meeting: Thursday —July 27, 2023 at 3:00 P.M. Brackett Room, 3rd Floor, Edmonds City Hall 121 5th Avenue North, Edmonds WA 98020 Or by Zoom at: https://edmondswa-gov.zoom.us/o/82688031743 Meeting ID: 82688031743 Passcode: 308007 Or join by phone: 253 215 8782 Persons wishing to provide audience comments using a computer or smart phone are instructed to raise a virtual hand to be recognized. Persons wishing to provide audience comments by dial -up phone are instructed to press *9 to raise a hand. When prompted, press *6 to unmute. I. SUMMARY BK Investment Group LLC is proposing to subdivide 614 & 616 51" Avenue S, a 22,387 square foot assemblage in the Downtown Business (BD3) zone, into 14 lots and an access tract. The access tract is an existing private alley which is owned by the applicant and all 14 proposed lots would use the existing alley for site access. The proposal includes live/work units in the two buildings along 51" Avenue and multiple dwelling units in one building toward the west side of the project site. Two existing commercial buildings and related improvements on the project site would be removed. Stormwater, utility and frontage improvements are required, and the Engineering Packet Pg. 4 1.a Division has indicated that the project is feasible from an engineering perspective. The Architectural Design Board (ADB) approved the design review for the proposal under PLN2020-0053. The project meets the standards and criteria in the zoning ordinance and ECDC 20.75 and therefore staff recommends approval of the preliminary plat with conditions. II. PROCESS Preliminary subdivisions of five or more lots are formal subdivisions which are Type III -A decisions pursuant to Edmonds Community Development Code (ECDC) 20.01.003. The Hearing Examiner makes the decision following a public hearing. If preliminary approval is granted, City staff typically then reviews and approves civil improvement plans. In this case because the site is in the BD3 zone and could be constructed without a subdivision or could be made into condominiums, a fill/grade building permit (BLD2022-0694) is serving as the civil improvement plans and is currently under review by the City. Once improvements are installed and inspected through the fill/grade permit, the final plat will be reviewed and approved by staff prior to recording at the County Auditor. III. ATTACHMENTS 1. Land Use Application 2. Applicant Cover Letter 3. Title Report 4. Edmonds Utilities Consortium Form 5. Aerial Photo and Zoning Map of Project Site 6. Letter of Incomplete Application 7. Letter of Complete Application 8. Notice of Application Materials 9. Public Comments on Notice of Application 10. SEPA DNS and Checklist from PLN2020-0053 11. Notice of Public Hearing Materials 12. Arborist Report 13. Preliminary Tree Plan 14. Preliminary Plat 15. Preliminary Stormwater Report 16. Preliminary Engineering Plans (draft fill/grade permit in BLD2022-0694) 17. Engineering Memo of Compliance and Technical Requirements IV. FINDINGS OF FACT, ANALYSIS, AND CONCLUSIONS A. Setting The project site is near the southern end of the downtown business area on 511 Avenue in the Edmonds Bowl. Apart from several other commercially zoned parcels immediately along 5t" Avenue South, the site is primarily surrounded by a mix of single- and multiple -residential zoned and developed properties, as shown in Attachment 5. City Park is about one -tenth of a mile to the west, the fountain at the Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 2 of 12 Packet Pg. 5 1.a intersection of 5t" Avenue and Main Street is about one-third of a mile to the north, and the ferry and train station are about one-half mile to the northwest. B. Public Notice and Comments This application was submitted on December 10, 2021. After initially being determined to be incomplete on January 6, 2022, the applicant submitted additional information and the application was found to be complete on January 20, 2022. In accordance with ECDC 20.03, a "Notice of Application" was posted at the subject site, Public Safety Complex, Planning and Development Department, and Edmonds Library on February 3, 2022 (Attachment 8). The notice was also published in the Herald Newspaper and mailed to property owners within 300 feet of the site. Notice was also provided to the Town of Woodway since that jurisdiction is within one mile of the project site. Public Comments: One public comment was received in response to the Notice of Application. Ed Lorah was primarily concerned with design elements that were reviewed and approved by the ADB in file PLN2020-0053, particularly waste disposal (Attachment 9). Mr. Lorah was also concerned generally with the subdivision. Staff Response: The Architectural Design Board added a condition to their decision in PLN2020-0053: THE APPLICANT MUST WORK WITH SOUND DISPOSAL TO DETERMINE A PROCESS AND CONFIGURATION FOR RECYCLING AND TRASH THAT DOES NOT INVOLVE STAGING ON 5TH AVENUE. THE APPLICANT IS ENCOURAGED TO STAGE TRASH AND RECYCLE IN THE PARKING LOTS NEXT TO THE UNITS RATHER THAN IN THEALLEY. Refuse staging is currently under review in the associated fill/grade permit in BLD2022-0694, with pick up by Sound Disposal proposed to be from a designated area in the alley adjacent to the west building. Tenants will roll their carts out to the staging area on the respective day for each collection type. The Pine Park project could be developed without a subdivision; the units could be built and used as rentals or the units could be made into condominiums. However, the applicant chose to do a formal subdivision to create a fee -simple lot for each unit. The subdivision is being processed in accordance with the subdivision ordinance in ECDC 20.75 and must meet the requirements of that ordinance as well as the requirements of the BD3 zone. The BD3 zone does not have minimum lot size or width requirements and only requires a setback where the site is adjacent to a residential zone. The site is bounded by an RM-zoned property on the west and therefore the Pine Park site is required to provide a 15' setback from that property line. A Notice of Public Hearing was published in the Everett Herald, posted at the subject site, Public Safety Complex, and Planning and Development Department on July 13, 2023 (Attachment 11). It was not posted at the Edmonds Library since it is currently closed for renovations. The notice was also mailed to property owners within 300 Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 3 of 12 Packet Pg. 6 1.a feet of the site. Notice was also provided to the Town of Woodway since that jurisdiction is within one mile of the project site. No additional public comments were received at the time this report was finalized. C. Environmental Assessment Critical Area: During review and inspection of the subject site in June 2017 under File CRA2017-0073, no critical areas were found on or near site and a waiver from additional critical area reports was issued. The applicant submitted and vested their current application within five years of the CRA determination. 2. Shoreline: The subject property is not located within shoreline jurisdiction. 3. SEPA: The Determination of Nonsignificance (DNS) issued on February 9, 2021 for the associated design review in file PLN2020-0053 included an analysis of impacts for the entire scope of the development project, including subdivision (Attachment 10). The determination anticipated the fee -simple subdivision of the proposed units using the unit lot subdivision process, which was the subject of a proposed code change in file AMD2020-0003. That code change — adopting the unit lot subdivision process for the Downtown Business (BD) zones — was not ultimately adopted by Council. However, the standard formal plat process can be used to achieve the same result and is the subject of the current proposal. 4. Trees: Chapter 23.10 ECDC contains the adopted tree code that applies to subdivisions. ECDC 23.10.060.C.1 requires that new subdivisions retain at least 30% of all significant trees on the developable site. Per ECDC 20.10.060.F.4, if 30% cannot be retained, the applicant is required to plant enough trees to make up the number that would have been retained at 30%, plus any additional replacements required per ECDC 23.10.080. There are four significant trees on site so two would have to be retained to meet the 30% requirement, as detailed in the arborist report (Attachment 12). No trees can be retained based on the site and building layout approved in PLN2020-0053, so those two trees must be replaced, plus an additional 11 replacements per ECDC 23.10.080. Thirteen replacement trees are shown on the landscaping plan (Attachment 13). D. ECDC 20.75.080 General Findings A proposed subdivision may only be approved if all the general findings listed in ECDC 20.75.080 can be made for the proposal as approved or as conditionally approved. Subdivision Ordinance. The proposal is consistent the purposes of this chapter (as listed in ECDC 20.75.020) and meets all requirements of this chapter. As conditioned, the proposed plat is consistent with ECDC 20.75.020 and all the requirements of Chapter 20.75 ECDC. The subdivision will not negatively impact public health, safety or general welfare; will not negatively impact congestion on streets and highways; will have adequate access to water, utilities, sewerage, Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 4 of 12 Packet Pg. 7 1.a storm drainage; and will provide proper ingress and egress as well as be uniformly monumented. Comprehensive Plan. The proposal is consistent with the provisions of the Edmonds Comprehensive Plan, or other adopted city policy, and is in the public interest. The subject site is designated "Downtown Convenience" and within the "Downtown/Waterfront Activity Center" overlay. Goals and policies from the City of Edmonds Comprehensive Plan for the Downtown/Waterfront Activity Center related to this project include: Downtown/Waterfront Area Goal A. Promote downtown Edmonds as an attractive setting for retail, office, entertainment and associated businesses supported by nearby residents and the larger Edmonds community and as a destination for visitors from throughout the region. A.3 Encourage a more active and vital setting for new retail, office, entertainment and associated businesses supported by nearby residents and the larger Edmonds community, downtown commercial activity and visitors from throughout the region. A.6 Provide greater residential opportunities and personal services within the downtown, especially to accommodate the needs of a changing population. The Comprehensive Plan also provides the following description for the Downtown Convenience Commercial designation: Downtown Convenience Commercial. This is the south end of 5th Ave, south of Walnut. Commercial uses would be required on the first floor, but auto -oriented uses would be permitted in addition to general retail and service uses. To encourage a vibrant downtown, first floor spaces should be designed with adequate ceiling height to accommodate a range of retail and commercial uses. Weather protection would still be required, but to a lesser degree than the retail core and only when the building was adjacent to the sidewalk. Height and design of buildings shall conform to the standards of the Downtown Mixed Commercial District. When the rear of a property adjoins a residentially -designated property, floor area that is located behind the commercial street frontage may be appropriate for residential use. The Pine Park project received design approval from the ADB through file PLN2020-0053 on May 19, 2021. In that approval, the ADB determined that the design of the project was consistent with the goals and objectives of the Comprehensive Plan. The proposed subdivision would create fee -simple lots for each of the 14 units anticipated in the Pine Park project. As a result, staff finds that the subdivision proposal is also consistent with the Comprehensive Plan. Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 5 of 12 Packet Pg. 8 1.a 3. Zoning Ordinance. The proposal meets all requirements of the zoning ordinance, or a modification has been approved as provided for in this chapter. The subject property is in the Downtown Business (BD3) zone and is subject to the requirements of Chapter 16.43 ECDC. No modification requests are proposed. According to ECDC 16.43.030, the development standards for a subdivision in the BD3 zone are: Minimum Maximum Minimum Minimum Minimum Minimum Zone Lot Area Density Lot Width Street Side Rear Maximum (Sq. Ft.) Setback Setback Setback' Coverage BD3 N/A N/A N/A 0' 0' 0' N/A ' The setback for buildings and structures located at or above grade is 15 feet from the lot line adjacent to residentially (R) zoned property. The following analysis describes how this proposal complies with the BD3 development standards. Density: There is no maximum density requirement in the BD3 zone. Minimum Lot Area: There is no minimum lot area requirement in the BD3 zone. Lot Width: There is no minimum lot width requirement in the BD3 zone. Setbacks: BD3 setbacks are as follows: Minimum Required Setbacks Proposed Lots 1- 6 Street (east) — 0' Street (east) — 0' (fronting 5th Avenue) Side (north/south) — 0' Side (north/south) — 0' Rear (west) — 0' Rear (west) — 0' Lots 7 - 14 Street (east) — 0' Street (east) — 0' (adjacent to RM zone on Side (north/south) — 0' Side (north/south) — 0' west) Rear (west) —15' Rear (west) —15' Lot Coverage: There is no maximum lot coverage requirement in the BD3 zone Access and Parking: Each of the 14 proposed lots would use the existing alley south of the development (Tract A) for access. Staff finds that, as conditioned, the proposal is consistent with the zoning requirements for the BD3 zone as contained in Chapter 16.43 ECDC. Compliance with all zoning requirements for all new structures is being reviewed through Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 6 of 12 Packet Pg. 9 1.a permits BLD2022-0694, BLD2022-0921 to -0923, BLD2022-1102 to -1104, BLD2022-0412, and BLD2022-0541 to -0547. 4. Flood Plain Management. The proposal meets all requirements of the Edmonds Community Development code relating to flood plain management. The proposed project is not located within a designated flood plain management area. E. ECDC 20.75.085 — Review Criteria. In addition to staff from the Planning Division, staff from South Snohomish County Fire and Rescue and the City's Public Works, Building and Engineering Divisions reviewed the proposal. The following criteria are used to review proposed subdivisions: 1. Environmental. a. Where environmental resources exist, such as trees, streams, ravines or wildlife habitats, the proposal shall be designed to minimize significant adverse impacts to the resources. Permanent restrictions may be imposed on the proposal to avoid impact. There are no critical areas on the site. Trees are being retained and replaced consistent with ECDC 23.10. A notice to title for tree retention is associated with the fill/grade permit in BLD2022-0694. Staff finds that the proposed subdivision is consistent with this criterion. b. The proposal shall be designed to minimize grading by using shared driveways and by relating street, house site and lot placement to the existing topography. The project site was previously graded into two levels separated by a small slope. The proposed improvements will be located on the more level areas so grading will be limited. Staff finds that the proposed subdivision is consistent with this criterion c. Where conditions exist which could be hazardous to the future residents of the land to be divided, or to nearby residents or property, such as flood plains, steep slopes or unstable soil or geologic conditions, a subdivision of the hazardous land shall be denied unless the condition can be permanently corrected, consistent with paragraphs A(1) and (2) of this section. No known hazardous conditions exist at the site. Staff finds that the proposed subdivision is consistent with this criterion. d. The proposal shall be designed to minimize off -site impacts on drainage, views and so forth. The proposed development must be designed to meet current code and minimize stormwater impacts. Stormwater runoff from all new hard surfaces must be mitigated as required by Chapter 18.30 ECDC and the Engineering Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 7 of 12 Packet Pg. 10 1.a Requirements in Attachment 17. The maximum height for new buildings in the BD3 zone is 30 feet from average original grade, which serves to minimize any negative impact to existing views in the vicinity. Besides the height limits, City codes do not contain specific regulations regarding private view protection. Staff finds that the proposed subdivision is consistent with this criterion. 2. Lot and Street Layout. a. Lots shall be designed to contain a usable building area. If the building area would be difficult to develop, the lot shall be redesigned or eliminated, unless special conditions can be imposed on the approval which will ensure that the lot is developed properly. Each of the proposed lots has been designed to accommodate a dwelling unit. Staff finds that the proposed subdivision is consistent with this criterion. b. Lots shall not front on highways, arterials or collector streets unless there is no other feasible access. Special access provisions, such as shared driveways, turnarounds or frontage streets may be required to minimize traffic hazards The project site fronts 5t" Avenue South but access to each of the proposed units is from the existing alley running south of the site between 4t" and 5tn Avenues. Staff finds that the proposed subdivision is consistent with this criterion c. Each lot shall meet the applicable dimensional requirements of the zoning ordinance. The project site is located within the BD3 zone where there are no dimensional standards for new lots. Staff finds that the proposed subdivision is consistent with this criterion. d. Pedestrian walks or bicycle paths shall be provided to serve schools, parks, public facilities, shorelines and streams where street access is not adequate Citywide efforts to provide safe transportation include enforcement of traffic regulations, provision of crosswalk and sidewalks for pedestrians, and provision of well -designed streets for safe driving. Safety also involves ongoing coordination with emergency service providers to ensure access for their emergency equipment. Recommendations to address safety issues are based on assessment of historical collision data, focused sub -area or corridor safety studies, or on citizen feedback. The City of Edmonds applies a Walkway Prioritization Process provided in the Transportation Element of the Comprehensive Plan in assessing where sidewalks should be required or upgraded. Criteria have been developed to Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 8 of 12 Packet Pg. 11 1.a evaluate and prioritize walkway improvement projects. These criteria (which include distance from schools) are used to prioritize improvements to walkway sections that are identified based on input from public meetings, Walkway Committee meetings, and deficiencies determined from a review of the existing city walkway inventory. The criteria are weighted according to their importance. A system of points evaluate each proposed project against each criterion. The result is a weighted average score that helps to compare and prioritize proposed projects. The City's policy is to consider these criteria in conjunction with City code and the Sidewalk Comprehensive Plan Map in determining sidewalk requirements for subdivisions. The Engineering Division has included a condition of approval in Attachment 17 (referenced in staff's recommended conditions of approval La in Section V) requiring that the existing sidewalk at 5t" Avenue be replaced as part of the redevelopment of the site. Staff finds that the proposed subdivision is consistent with this criterion 3. Dedications The city council may require dedication of land in the proposed subdivision for public use. b. Only the city council may approve a dedication of park land to satisfy the requirements of ECDC 20.75.090. The council may request a review and written recommendation from the planning advisory board. c. Any approval of a subdivision shall be conditioned on appropriate dedication of land for streets, including those on the official street map and the preliminary subdivision. According to the Engineering Division requirements (Attachment 17), no additional dedication is required. See Section II.F below regarding the dedication of park land. 4. Improvements. a. Improvements which may be required, but are not limited to, streets, curbs, pedestrian walks and bicycle paths, sidewalks, street landscaping, water lines, sewage systems, drainage systems and underground utilities. b. The person or body approving a subdivision shall determine the improvements necessary to meet the purposes and requirements of this chapter, and the requirements of. i. ECDC Title 18, Public Works Requirements, ii. Chapter 19.75, Fire Code, as to fire hydrants, water supply and access. This determination shall be based on the recommendations of the community development director, the public works director, and the fire chief. Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 9 of 12 Packet Pg. 12 1.a This project was reviewed by South County Fire and the Public Works Department - Engineering Division. The Engineering Division indicated the project is feasible from an engineering perspective. Specific civil designs, including final utility system design and location, as well as compliance with Title 18 Edmonds Community Development Code, are being reviewed under fill/grade permit BLD2022-0694. Fire indicated that comments and corrections would be addressed with the associated building permit applications that are currently under review. With the conditions of approval included in the Engineering Requirements for both Fire and Engineering (Attachment 17), staff finds that the proposed subdivision is consistent with this criterion. c. The use of septic systems maybe approved if all of the following conditions are met: i. It is more than 200 feet, multiplied by the number of lots in the proposed subdivision, from the nearest public sewer main to the nearest boundary of the land to be divided. ii. The land to be divided is zoned RS-20. iii. The public works director and city health officer determine that soil, drainage and slope conditions are satisfactory for septic use and that all requirements of WAC 248-96-090 are met. There are no septic systems included as part of the proposed project. The City of Edmonds is the water and sewer supplier for the project site and water and sewer availability certificates have been issued in permits ENP2021-0038 & -0039. 5. Flood Plain Management. All subdivisions shall comply with the criteria set forth in the Edmonds community Development code for flood plain management. The subject property is not located within a flood plain management area. F. ECDC 20.75.090 — Park Land Dedication. According to ECDC 20.75.090, before or concurrent with the approval of the final plat of any subdivision, the subdivider shall dedicate land, pay a fee in -lieu of dedication, or do a combination of both, for park and recreational purposes. With the adoption of Ordinance 3934 in 2013, park impacts are now addressed through the assessment of park impact fees in accordance with Chapter 3.36 Edmonds City Code (ECC). No park dedication or fees are required with the subdivision. Park impact fees will be assessed with issuance of the building permits on the new lots consistent with Chapter 3.36 ECC. Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 10 of 12 Packet Pg. 13 1.a V. STAFF RECOMMENDATION Based upon the Findings of Fact, Conclusions, and Attachments to this report, staff recommends the Hearing Examiner APPROVE the Pine Park preliminary formal subdivision in file PLN2021-0072 subject to the following conditions: 1. Prior to recording, the applicant must complete the following requirements: a. Complete the Engineering Division conditions listed "Required as a Condition of Subdivision" on Attachment 17 and obtain approval for fill/grade permit BLD2022-0694. b. Make the following revisions to the subdivision: Ensure that all existing easements are indicated. ii. Indicate the locations of all new easements and provide easement descriptions and maintenance provisions for all new easements. iii. Include the addresses for each of the lots on the final subdivision (new addresses will be assigned following preliminary approval and provided prior to submitting for final review). iv. Add to the face of the subdivision: "Conditions of approval must be met and can be found in the approval for the formal subdivision located in File No. PLN2021-0072 in the City of Edmonds Planning Division." V. Include on the subdivision all required information, including owner's certification, hold harmless agreement, and Planning and Development and Public Works director's approval blocks. vi. Make sure all documents to be recorded meet the Snohomish County Auditor's requirements for recording. c. Submit an updated copy of the title report (subdivision certificate) with the documents proposed to be recorded. The title report must be prepared within 30 days of submittal for final review. d. Submit two copies of the documents to be recorded for the Planning Division and Engineering Division's approval. Once approved, the documents will be recorded by the City Clerk at the Snohomish County Auditor's office. 2. After recording the subdivision and in conjunction with future building permit applications, the applicant must complete the following: a. Complete the Engineering Division conditions listed "Required as a Condition of Building Permit" in Attachment 17. VI. RECONSIDERATION According to ECDC 20.06.140, a party of record may submit a request to reconsider a Type III -A decision to the Planning and Development Director within 10 calendar days after the date of issuance of the decision. The request must be made in writing and include all required information stated in ECDC 20.06.140.D as well as the applicable fee. Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 11 of 12 Packet Pg. 14 1.a VII. APPEAL Type III -A decisions are not administratively appealable. The Hearing Examiner's final decision on the application may be appealed through a land use petition in Snohomish County superior court consistent with Chapter 36.70C RCW. [ECDC 20.06.150] VIII. LAPSE OF APPROVAL Approval of a preliminary plat shall expire and have no further validity at the end of the time period established under RCW 58.17.140, unless the applicant has acquired final plat approval prior to the expiration date established under RCW 58.17.140. The time period for subdivisions commences on the date of preliminary plat approval by the issuance of a written decision by the Edmonds hearing examiner. In the event that the decision of the hearing examiner is appealed to Snohomish County superior court, the time period commences on the date of final confirmation of the preliminary plat decision by the judiciary. [ECDC 20.75.100.A] IX. NOTICE TO COUNTY ASSESSOR The property owner may, as a result of the decision rendered by the Hearing Examiner, request a change in the valuation of the property by the Snohomish County Assessor's Office. X. PARTIES OF RECORD City of Edmonds 121— 5tn Ave. N Edmonds, WA 98020 Sue Winters Ed Lorah Chadwick & Winters Land Surveying 517 4t" Ave. S, Unit A 1422 NW 851" St. Edmonds, WA 98020 Seattle, WA 98117 Pine Park Preliminary Formal Subdivision File No. PLN2021-0072 Page 12 of 12 Packet Pg. 15 1.b CITY OF EDMONDS nnyst,ilaingPermit.com Land Use Application #1054831 - PINE PARK 614 Applicant First Name Last Name Company Name KELSEY ELLIOTT Chadwick & Winters Land Surveyinq Number Street Apartment or Suite Number E-mail Address 1422 NW 85TH ST kelseye(.@_chadwickwinters.com City State Zip Phone Number Extension Seattle WA 98117 2067347129 Contractor Company Name Number Street Apartment or Suite Number City State Zip Phone Number Extension State License Number License Expiration Date UBI # E-mail Address Project Location Number Street Floor Number Suite or Room Number 614 5TH AVE S City Zip Code County Parcel Number EDMONDS 98020 27032600100900 Associated Building Permit Number Tenant Name Additional Information (i.e. equipment location or special instructions). Work Location Property Owner First Name Last Name or Company Name JONATHAN KURTH BK INVESTMENT GROUP LLC Number Street Apartment or Suite Number 557 ROY ST 125 City State Zip SEATTLE WA 98109 Certification Statement - The applicant states: I certify that I am the owner of this property or the owner's authorized agent. If acting as an authorized agent, I further certify that I have full power and authority to file this application and to perform, on behalf of the owner, all acts required to enable the jurisdiction to process and review such application. I have furnished true and correct information. I will comply with all provisions of law and ordinance governing this type of application. If the scope of work requires a licensed contractor to perform the work, the information will be provided prior to permit issuance. Date Submitted: 11/24/2021 Submitted By: KELSEY ELLIOTT N ti O O N O N z J a C O 7 V) R E L O u_ Y L d c d C O M CL a Q d N C fC J C d E L U r Q c a� E t U ca a+ a+ Q Atta PLN2 Packet Pg. 16 Page 1 of 2 1.b CITY OF EDMONDS MyBuildingPermit.com Land Use Application #1054831 - PINE PARK 614 Project Contact Company Name: Chadwick & Winters Land Surveying Name: KELSEY ELLIOTT Email: kelseye@chadwickwinters.com Address: 1422 NW 85TH ST Phone #: 2067347129 Seattle WA 98117 Project Type Activity Type New New Development Activity Project Name: PINE PARK 614 Scope of Work Project Approval The development will consist of three buildings containing six live/work townhouses and eight residential townhouses. The live/work units will be split into two street facing buildings along 5th Description of Avenue S, and the residential townhouses will be located behind the live/work buildings facing Work: west. The development site presently consists of a single legal lot, and it is proposed that it be divided into fourteen lots and two tracts. Each lot will contain one townhouse, and the tracts will contain common driveways and walkways. Please refer to the attached subdivision drawings for details. Project Details Development Type Land Use Page 2 of 2 Atta PLN2 Packet Pg. 17 I 1.b I City of Edmonds Land Use Application ❑ ARCHITECTURAL DESIGN REVIEW • ' • • ❑ COMPREHENSIVE PLAN AMENDMENT ❑ CONDITIONAL USE PERMIT FILE # ZONE ❑ HOME OCCUPATION DATE REC'D BY ❑ FORMAL SUBDIVISION ❑ SHORT SUBDIVISION FEE RECEIPT # ❑ LOT LINE ADJUSTMENT HEARING DATE ❑ PLANNED RESIDENTIAL DEVELOPMENT ❑ OFFICIAL STREET MAP AMENDMENT ❑ HE ❑ STAFF ❑ PB ❑ ADB ❑ CC ❑ STREET VACATION ❑ REZONE ❑ SHORELINE PERMIT ❑ VARIANCE / REASONABLE USE EXCEPTION ❑ OTHER: • PLEASE NOTE THAT ALL INFORMATION CONTAINED WITHIN THE APPLICATION IS A PUBLIC RECORD • PROPERTY ADDRESS OR LOCATION PROJECT NAME (IF APPLICABLE) PROPERTY OWNER PHONE # ADDRESS E-MAIL FAX # TAX ACCOUNT # SEC. TWP. RNG. DESCRIPTION OF PROJECT OR PROPOSED USE (ATTACH COVER LETTER AS NECESSARY) DESCRIBE HOW THE PROJECT MEETS APPLICABLE CODES (ATTACH COVER LETTER AS NECESSARY) APPLICANT PHONE # ADDRESS E-MAIL FAX # CONTACT PERSON/AGENT PHONE # ADDRESS E-MAIL FAX # The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorneys fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorization I, , certify under the penalty of perjury under the laws of the State of Washington that the following is a true and correct statement: I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. SIGNATURE OF OWNER DATE Questions? Call (425) 771-0220. N I- 0 0 N O N Z J IL c 0 A 0 N E L 0 U. L M IL d c 'a c 0 :r M Qv a c 0 J c a� E t tt co a c d E z M Q Revised on 8122112 B - Land Use Application Page I of I Atta P1 N19 Packet Pg. 18 1.b MyBui ldi ngPe rm i t. ce m Jurisdiction: Edmonds Project Name: PINE PARK 614 Application ID: 1054831 Supplemental Name: Land Use Application If this is a new parcel or lot that does not yet have an address or a County tax account number, please describe the property and its location (otherwise, you may skip this question): Please describe the project and/or proposed use(s) you are seeking approval for with this application (you can upload a more detaile file/letter later in the application, as necessary): The development will consist of three buildings containing six live/work townhouses and eight residential townhouses. The live/work units wil N be split into two street facing buildings along 5th Avenue S, and the residential townhouses will be located behind the live/work buildings fac c west. The development site presently consists of a single legal lot, and it is proposed that it be divided into fourteen lots and two tracts. Eacl c lot will contain one townhouse, and the tracts will contain common driveways and walkways. Please refer to the attached subdivision drawirn N for details. CD N Z Check the boxes indicating all of the related approvals you are seeking for this project (including this application). NOTE THAT A SEPARATE APPLICATION I; a REQUIRED FOR EACH APPROVAL. C Formal Subdivision .y Supplemental Name: Applicant Certification - Planning Cn The applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any E action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, 0 0 his/her/its agents or employees. The property affected by the application is in the exclusive ownership of the applicant or that the u- application has been submitted with the consent of all owners of the affected property. a I certify, under the penalty of perjury under the laws of the State of Washington, that the information and exhibits herewith submitte m are true and correct to the best of my knowledge and that I am authorized to file this application on behalf of the owner of the subje a property. c 1 do so certify. Atta PLN2 Packet Pg. 19 1.c MF CITIZEN DESIGN INFO (AT) COLLABORATIVECO.COM 206.235.7908 WE ARE FAMILY DESIGNING INSPIRED SPACE TO CREATE COMMUNITY PINE PARK 614 SUBDIVISION NARRATIVE September 27, 2021 To Whom It May Concern, This letter is provided to explain, in narrative form, the compliance of the Pine Park 614 formal subdivision with applicable land segregation requirements. This project is Located at 614-616 5th Avenue S in Edmonds, Washington. The development will consist of three buildings containing six live/work townhouses and eight residential townhouses. The live/work units will be split into two street facing buildings along 5th Avenue S, and the residential townhouses will be located behind the Live/work buildings facing west. The development site presently consists of a single legal Lot, and it is proposed that it be divided into fourteen lots and two tracts. Each lot will contain one townhouse, and the tracts will contain common driveways and walkways. Please refer to the attached subdivision drawings for details. The review criteria for subdivisions are found at Edmonds Community Development Code [ECDC] 20.75.085. Responses to each criterion are found below. ENVIRONMENTAL 1. Where environmental resources exist, such as trees, streams, ravine or wildlife habitats, the proposal shall be designed to minimize significant adverse impacts to the resources. Permanent restrictions may be imposed on the proposal to avoid impact. The subject is currently developed with several low-rise structures and pavement. Consequently, few environmental resources are present. The existing trees location are such that the trees cannot be retained, and replacement trees are proposed. 2. The proposal shall be designed to minimize grading by using shared driveways and by relating street, house site and lot placement to the existing topography. The lots are arranged around two shared driveways, each of which is accessed from an existing private alley. One driveway is located adjacent to the required Landscape buffer along the westerly boundary line, and this driveway provides vehicular access to the eight lots on the west side of the subject. The other driveway is located between the easterly and westerly lots. It provides vehicular access to the easterly lots and pedestrian access [via a walkway next to the driveway] to the westerly lots. 3. Where conditions exist which could be hazardous to the future residents of the land to be divided, or to nearby residents or property, such as floodplains, steep slopes or unstable soil or geologic conditions, a subdivision of the hazardous land shall be denied unless the condition can be permanently corrected, consistent with subsections (A1111 and 121 of this section. The proposed townhouses on the westerly lots will incorporate retaining walls as part of their basements, and these walls will retain the existing, artificial steep slope. The proposed townhouses on the easterly lots will be built on pin piles, thus allowing them to bear on competent soils below the existing fill. As such, the geotechnical hazards of the subject will be mitigated. Atta PLN2 Packet Pg. 20 1.c MF CITIZEN DESIGN INFO (AT) 4. The proposal shall be designed to minimize off -site impacts on drainage, views COLLABORATIVECO.COM and so forth. 206.235.7908 Drainage improvements will be constructed as part of the townhouse development. The grade slopes down to the west, thus allowing the new buildings to be constructed WE ARE FAMILY without adversely affecting the views of westerly neighboring properties. Properties DESIGNING INSPIRED SPACE to the east are located upslope from the subject, mitigating its effect on their views. TO CREATE COMMUNITY LOT AND STREET LAYOUT 1. Lots shall be designed to contain a usable building area. if the building area would be difficult to develop, the lot shall be redesigned or eliminated, unless special conditions can be imposed on the approval which will ensure that the lot is developed properly. The proposed lots are sized to accommodate the proposed townhouse footprints 2. Lots shall not front on highways, arterials or collector streets unless there is no other feasible access. Special access provisions, such as shared driveways, turnarounds or frontage streets may be required to minimize traffic hazards. Access is provided via existing private alley. 3. Each lot shall meet the applicable dimensional requirements of the zoning ordinance. The BD3 zone imposes no such requirements. 4. Pedestrian walks or bicycle paths shall be provided to serve schools, parks, public facilities, shorelines and streams where street access is not adequate. Walkways on site provide access to the 5th Avenue S sidewalk. DEDICATIONS 1. The city may require dedication of land in the proposed subdivision for public use. Noted. As of this writing, no dedications have been requested. 2. Only the city council may approve a dedication of park land to satisfy the requirements of ECDC 20.75.090. The council may request a review and written recommendation from the planning advisory board. No park dedications proposed. 3. Anyapproval of subdivision shall be conditioned on appropriate dedication of land for streets, including those on the official street map and the preliminary plat. Noted. As of this writing, no dedications have been requested. 2 Atta PLN2 Packet Pg. 21 1.c CITIZEN DESIGN INFO (AT) IMPROVEMENTS C O L L A B O R AT I V E C O. C O M 1. Improvements which may be required, but are not limited to, streets, curbs, 206.235.7908 pedestrian walks and bicycle paths, sidewalks, street landscaping, water lines, sewage systems, drainage systems and underground utilities. WE ARE FAMILY As currently drawn, the project includes private driveways and pedestrian DESIGNING INSPIRED SPACE walkways, drainage systems [infiltration galleries], water and sewer services and TO CREATE COMMUNITY buffer landscaping. It also includes public sidewalk and curb restoration, street trees and street furniture. 2. The person or body approving a subdivision shall determine the improvements necessary to meet the purposes and requirements of this chapter, and the requirements of: a) ECDC Title 18, Public Works Requirements; and b) Chapter 19.25 ECDC, Fire Code, as to fire hydrants, water supply and access. This determination shall be based on the recommendations fo the deveopment services director the public works director and the fire chief. Noted. The use of septic systems may be approved if all of the following conditions are met: al It is more than 200 feet, multiplied by the number of lots in the proposed subdivision, from the nearest public sewer main to the nearest boundary of the land to be divided; bI The land to be divided is zoned RS-20, and, cJ The public works director and city health officer determine that soil, drainage and slope conditions are satisfactory for septic use and that all requirements of WAC 248-96-090 are met. No septic systems are proposed. FLOOD PLAIN MANAGEMENT 1. All subdivision proposals shall comply with the criteria set forth in the Edmonds Community Development Code for floodplain management. The subject parcel is not located within a flood plain. If you have any questions or need additional information, please feel free to contact our office. We look forward to continuing to work together as this project moves forward. Sincerely, Citizen Design Atta PLN2 Packet Pg. 22 1.d J first Am erican First American Title Insurance Company 2707 Colby Avenue, Suite 601 Everett, WA 98201 November 09, 2021 Jessica Davis BK Investment Group, LLC 222 3rd Ave S Edmonds, WA 98020 Phone: Fax: Title Officer: Jessica Smith Phone: (206)615-3206 Fax No.: (714)689-4034 E-Mail: wabuilderteam@firstam.com Order Number: 3745718 Escrow Number: 3745718 Buyer: Owner: Property: 614 & 616 5th Ave S Edmonds, Washington 98202 Attached please find the following item(s): Guarantee Thank You for your confidence and support. We at First American Title Insurance Company maintain the fundamental principle: Customer First. Attachment 3 PLN2021-0072 Form 5003353 (7-1-14) Page 1 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 23 1.d First American Guarantee Subdivision Guarantee ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 5003353-3745718 SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE LIMITS OF LIABILITY AND THE CONDITIONS AND STIPULATIONS OF THIS GUARANTEE, FIRST AMERICAN TITLE INSURANCE COMPANY a Nebraska corporation, herein called the Company GUARANTEES BK Investment Group, LLC the Assured named in Schedule A against actual monetary loss or damage not exceeding the liability stated in Schedule A, which the Assured shall sustain by reason of any incorrectness in the assurances set forth in Schedule A. First American Titre Insurance Company Ofrrh J. Calmore. President Gfeg L Sm*h. Secretary This jacket was created electronically and constitutes an original document Attachment 3 PLN2021-0072 Q 5003353 (7-1-14) JPage 2 of 9 JGuarantee Number: 3745718 1 CLTA #14 Subdivision Packet Pg. 24 1 SCHEDULE OF EXCLUSIONS FROM COVERAGE OF THIS GUARANTEE 1 d Except to the extent that specific assurances are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters against the title, whether or not shown by the public records. (b) (1) Taxes or assessments of any taxing authority that levies taxes or assessments on real property; or, (2) Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not the matters excluded under (1) or (2) are shown by the records of the taxing authority or by the public records. (c) (1) Unpatented mining claims; (2) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (3) water rights, claims or title to water, whether or not the matters excluded under (1), (2) or (3) are shown by the public records. Notwithstanding any specific assurances which are provided in Schedule A of this Guarantee, the Company assumes no liability for loss or damage by reason of the following: (a) Defects, liens, encumbrances, adverse claims or other matters affecting the title to any property beyond the lines of the land expressly described in the description set forth in Schedule (A), (C) or in Part 2 of this Guarantee, or title to streets, roads, avenues, lanes, ways or waterways to which such land abuts, or the right to maintain therein vaults, tunnels, ramps or any structure or improvements; or any rights or easements therein, unless such property, rights or easements are expressly and specifically set forth in said description. (b) Defects, liens, encumbrances, adverse claims or other matters, whether or not shown by the public records; (1) which are created, suffered, assumed or agreed to by one or more of the Assureds; (2) which result in no loss to the Assured; or (3) which do not result in the invalidity or potential invalidity of any judicial or non -judicial proceeding which is within the scope and purpose of the assurances provided. (c) The identity of any party shown or referred to in Schedule A. ti (d) The validity, legal effect or priority of any matter shown or c referred to in this Guarantee. GUARANTEE CONDITIONS AND STIPULATIONS 1. Definition of Terms. The following terms when used in the Guarantee mean: (a) the "Assured": the party or parties named as the Assured in this Guarantee, or on a supplemental writing executed by the Company. (b) "land": the land described or referred to in Schedule (A)(C) or in Part 2, and improvements affixed thereto which by law constitute real property. The term "land" does not include any property beyond the lines of the area described or referred to in Schedule (A)(C) or in Part 2, nor any right, title, interest, estate or easement in abutting streets, roads, avenues, alleys, lanes, ways or waterways. (c) "mortgage": mortgage, deed of trust, trust deed, or other security instrument. (d) "public records": records established under state statutes at Date of Guarantee for the purpose of imparting constructive notice of matters relating to real property to purchasers for value and without knowledge. (e) "date": the effective date. 2. Notice of Claim to be Given by Assured Claimant. An Assured shall notify the Company promptly in writing in case knowledge shall come to an Assured hereunder of any claim of title or interest which is adverse to the title to the estate or interest, as stated herein, and which might cause loss or damage for which the Company may be liable by virtue of this Guarantee. If prompt notice shall not be given to the Company, then all liability of the Company shall terminate with regard to the matter or matters for which prompt notice is required; provided, however, that failure to notify the Company shall in no case prejudice the rights of any Assured unless the Company shall be prejudiced by the failure and then only to the extent of the prejudice. 3. No Duty to Defend or Prosecute. The Company shall have no duty to defend or prosecute any action or proceeding to which the Assured is a party, notwithstanding the nature of any allegation in such action or proceeding. 4. Company's Option to Defend or Prosecute Actions; Duty of Assured Claimant to Cooperate. Even though the Company has no duty to defend or prosecute as set forth in Paragraph 3 above: (a) The Company shall have the right, at its sole option and cost, to institute and prosecute any action or proceeding, interpose a defense, as limited in (b), or to do any other act which in its opinion may be necessary or desirable to establish the title to the estate or interest as stated herein, or to establish the lien rights of the Assured, or to prevent or reduce loss or damage to the Assured. The Company may take any appropriate action under the terms of this Guarantee, whether or not it shall be liable hereunder, and shall not thereby concede liability or waive any provision of this Guarantee. If the Company shall exercise its rights under this paragraph, it shall do so diligently. (b) If the Company elects to exercise its options as stated in Paragraph 4(a) the Company shall have the right to select counsel of its choice (subject to the right of such Assured to object for reasonable cause) to represent the Assured and shall not be liable for and will not pay the fees of any other counsel, nor will the Company pay any fees, costs or expenses incurred by an Assured in the defense of those causes of action which allege matters not covered by this Guarantee. (c) Whenever the Company shall have brought an action or interposed a defense as permitted by the provisions of this Guarantee, the Company may pursue any litigation to final determination by a court of competent jurisdiction and expressly reserves the right, in its sole discretion, to appeal from an adverse judgment or order. (d) In all cases where this Guarantee permits the Company to prosecute or provide for the defense of any action or proceeding, an Assured shall secure to the Company the right to so prosecute or provide for the defense of any action or proceeding, and all appeals therein, and permit the Company to use, at its option, the name of such Assured for this purpose. Whenever requested by the Company, an Assured, at the Company's expense, shall give the Company all Attachment 3 PLN2021-0072 N 0 N Z J d c 0 .N 0 E 0 u_ L d m c a 1` 0 a m m H CO) c a� E t U r Q r c m E t U 0 Q Form 5003353 (7-1-14) Page 3 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 25 GUARANTEE CONDITIONS AND STIPULATIONS (Continued) I 1 _,I S. 6. reasonable aid in any action or proceeding, securing evidence, obtaining witnesses, prosecuting or defending the action or lawful act which in the opinion of the Company may be necessary or desirable to establish the title to the estate or interest as stated herein, or to establish the lien rights of the Assured. If the Company is prejudiced by the failure of the Assured to furnish the required cooperation, the Company's obligations to the Assured under the Guarantee shall terminate. Proof of Loss or Damage. In addition to and after the notices required under Section 2 of these Conditions and Stipulations have been provided to the Company, a proof of loss or damage signed and sworn to by the Assured shall be furnished to the Company within ninety (90) days after the Assured shall ascertain the facts giving rise to the loss or damage. The proof of loss or damage shall describe the matters covered by this Guarantee which constitute the basis of loss or damage and shall state, to the extent possible, the basis of calculating the amount of the loss or damage. If the Company is prejudiced by the failure of the Assured to provide the required proof of loss or damage, the Company's obligation to such assured under the Guarantee shall terminate. In addition, the Assured may reasonably be required to submit to examination under oath by any authorized representative of the Company and shall produce for examination, inspection and copying, at such reasonable times and places as may be designated by any authorized representative of the Company, all records, books, ledgers, checks, correspondence and memoranda, whether bearing a date before or after Date of Guarantee, which reasonably pertain to the loss or damage. Further, if requested by any authorized representative of the Company, the Assured shall grant its permission, in writing, for any authorized representative of the Company to examine, inspect and copy all records, books, ledgers, checks, correspondence and memoranda in the custody or control of a third party, which reasonably pertain to the loss or damage. All information designated as confidential by the Assured provided to the Company pursuant to this Section shall not be disclosed to others unless, in the reasonable judgment of the Company, it is necessary in the administration of the claim. Failure of the Assured to submit for examination under oath, produce other reasonably requested information or grant permission to secure reasonably necessary information from third parties as required in the above paragraph, unless prohibited by law or governmental regulation, shall terminate any liability of the Company under this Guarantee to the Assured for that claim. Options to Pay or Otherwise Settle Claims: Termination of Liability. In case of a claim under this Guarantee, the Company shall have the following additional options: (a) To Pay or Tender Payment of the Amount of Liability or to Purchase the Indebtedness. The Company shall have the option to pay or settle or compromise for or in the name of the Assured any claim which could result in loss to the Assured within the coverage of this Guarantee, or to pay the full amount of this Guarantee or, if this Guarantee is issued for the benefit of a holder of a mortgage or a lienholder, the Company shall have the option to purchase the indebtedness secured by said mortgage or said lien for the amount owing thereon, together with any costs, reasonable attorneys' fees and expenses incurred by the Assured claimant which were authorized by the Company up to the time of purchase. Such purchase, payment or tender of payment of the full amount of the Guarantee shall terminate all liability of the Company hereunder. In the event after notice of claim has been given to the Company by the Assured the Company offers to purchase said indebtedness, the owner of such indebtedness shall transfer and assign said indebtedness, together with any collateral security, to the Company upon payment of the purchase price. Upon the exercise by the Company of the option provided for in Paragraph (a) the Company's obligation to the Assured under this Guarantee for the claimed loss or damage, other ^ than to make the payment required in that paragraph, shall ti terminate, including any obligation to continue the defense or c prosecution of any litigation for which the Company has N exercised its options under Paragraph 4, and the Guarantee o shall be surrendered to the Company for cancellation. Z (b) To Pay or Otherwise Settle With Parties Other Than the a Assured or With the Assured Claimant. To pay or otherwise settle with other parties for or in the name o of an Assured claimant any claim assured against under this N Guarantee, together with any costs, attorneys' fees and >_ expenses incurred by the Assured claimant which were authorized by the Company up to the time of payment and which the Company is obligated to pay. Upon the exercise by the Company of the option provided for E in Paragraph (b) the Company's obligation to the Assured E under this Guarantee for the claimed loss or damage, other LL than to make the payment required in that paragraph, shall L terminate, including any obligation to continue the defense or a prosection of any litigation for which the Company has exercised its options under Paragraph 4. c 7. Determination and Extent of Liability. d This Guarantee is a contract of Indemnity against actual monetary 1` loss or damage sustained or incurred by the Assured claimant who 0 has suffered loss or damage by reason of reliance upon the m assurances set forth in this Guarantee and only to the extent herein W described, and subject to the Exclusions From Coverage of This Guarantee. H The liability of the Company under this Guarantee to the Assured shall not exceed the least of: CO) (a) the amount of liability stated in Schedule A or in Part 2; a� (b) the amount of the unpaid principal indebtedness secured by E the mortgage of an Assured mortgagee, as limited or provided r- under Section 6 of these Conditions and Stipulations or as reduced under Section 9 of these Conditions and Stipulations, Q at the time the loss or damage assured against by this Guarantee occurs, together with interest thereon; or m (c) the difference between the value of the estate or interest E covered hereby as stated herein and the value of the estate or M interest subject to any defect, lien or encumbrance assured M against by this Guarantee. Q 8. Limitation of Liability. (a) If the Company establishes the title, or removes the alleged defect, lien or encumbrance, or cures any other matter assured against by this Guarantee in a reasonably diligent manner by Attachment 3 PLN2021-0072 Form 5003353 (7-1-14) Page 4 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 26 GUARANTEE CONDITIONS AND STIPULATIONS (Continued) 1.d 9. 10. 11. any method, including litigation and the completion of any appeals therefrom, it shall have fully performed its obligations with respect to that matter and shall not be liable for any loss or damage caused thereby. (b) In the event of any litigation by the Company or with the Company's consent, the Company shall have no liability for loss or damage until there has been a final determination by a court of competent jurisdiction, and disposition of all appeals therefrom, adverse to the title, as stated herein. (c) The Company shall not be liable for loss or damage to any Assured for liability voluntarily assumed by the Assured in settling any claim or suit without the prior written consent of the Company. Reduction of Liability or Termination of Liability. All payments under this Guarantee, except payments made for costs, attorneys' fees and expenses pursuant to Paragraph 4 shall reduce the amount of liability pro tanto. Payment of Loss. (a) No payment shall be made without producing this Guarantee for endorsement of the payment unless the Guarantee has been lost or destroyed, in which case proof of loss or destruction shall be furnished to the satisfaction of the Company. (b) When liability and the extent of loss or damage has been definitely fixed in accordance with these Conditions and Stipulations, the loss or damage shall be payable within thirty (30) days thereafter. Subrogation Upon Payment or Settlement. Whenever the Company shall have settled and paid a claim under this Guarantee, all right of subrogation shall vest in the Company unaffected by any act of the Assured claimant. The Company shall be subrogated to and be entitled to all rights and remedies which the Assured would have had against any person or property in respect to the claim had this Guarantee not been issued. If requested by the Company, the Assured shall transfer to the Company all rights and remedies against any person or property necessary in order to perfect this right of subrogation. The Assured shall permit the Company to sue, compromise or settle in the name of the Assured and to use the name of the Assured in any transaction or litigation involving these rights or remedies. If a payment on account of a claim does not fully cover the loss of the Assured the Company shall be subrogated to all rights and remedies of the Assured after the Assured shall have recovered its principal, interest, and costs of collection. 9-C)I 12. Arbitration. Unless prohibited by applicable law, either the Company or the Assured may demand arbitration pursuant to the Title Insurance Arbitration Rules of the American Land Title Association. Arbitrable matters may include, but are not limited to, any controversy or claim between the Company and the Assured arising out of or relating to this Guarantee, any service of the Company in connection with its issuance or the breach of a Guarantee provision or other obligation. All arbitrable matters when the Amount of Liability is $2,000,000 or less shall be arbitrated at the option of either the Company or the Assured. All arbitrable matters when the amount of liability is in excess of $2,000,000 shall be arbitrated only when agreed to by both the Company and the Assured. The Rules in effect at Date of Guarantee shall be binding upon the parties. The award may include attorneys' fees only if the laws of the state in which the land is located permits a court to award attorneys' fees to a prevailing party. Judgment upon the award rendered by the Arbitrator(s) may be entered in any court having jurisdiction thereof. The law of the situs of the land shall apply to an arbitration under the Title Insurance Arbitration Rules. A copy of the Rules may be obtained from the Company upon request. 13. Liability Limited to This Guarantee; Guarantee Entire Contract. (a) This Guarantee together with all endorsements, if any, attached hereto by the Company is the entire Guarantee and contract between the Assured and the Company. In interpreting any provision of this Guarantee, this Guarantee shall be construed as a whole. (b) Any claim of loss or damage, whether or not based on negligence, or any action asserting such claim, shall be restricted to this Guarantee. (c) No amendment of or endorsement to this Guarantee can be made except by a writing endorsed hereon or attached hereto signed by either the President, a Vice President, the Secretary, an Assistant Secretary, or validating officer or authorized signatory of the Company. 14. Notices, Where Sent. All notices required to be given the Company and any statement in writing required to be furnished the Company shall include the number of this Guarantee and shall be addressed to the Company at First American Title Insurance Company, Attn: Claims National Intake Center, 1 First American Way, Santa Ana, California 92707 Claims.NIC@firstam.com Phone: 888-632- 1642 Fax: 877-804-7606 A M E R C, First American Title Attachment 3 PLN2021-0072 N I- Q 0 N 0 N Z J d c 0 .N 2 E 0 u- L d m c a 1` 0 a m m H CO) c E t U Q r c E t U tc Q Form 5003353 (7-1-14) Page 5 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 27 Subdivision Guarantee I 1.d I First American Schedule A Order No.: 3745718 Name of Assured: BK Investment Group, LLC Date of Guarantee: November 01, 2021 ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 3745718 Liability: $2,000.00 Fee: $750.00 Tax: $73.50 The assurances referred to on the face page hereof are: 1. Title is vested in: BK Investment Group, LLC, a Washington Limited Liability Company 2. That, according to the public records relative to the land described in Schedule C attached hereto (including those records maintained and indexed by name), there are no other documents affecting title to said land or any portion thereof, other than those shown under Record Matters in Schedule B. 3. The following matters are excluded from the coverage of this Guarantee A. Unpatented Mining Claims, reservations or exceptions in patents or in acts authorizing the issuance thereof. B. Water rights, claims or title to water. C. Tax Deeds to the State of Washington. D. Documents pertaining to mineral estates. 4. No guarantee is given nor liability assumed with respect to the validity, legal effect or priority of any matter shown herein. 5. This Guarantee is restricted to the use of the Assured for the purpose of providing title evidence as may be required when subdividing land pursuant to the provisions of Chapter 58.17, R.C.W., and the local regulations and ordinances adopted pursuant to said statute. It is not to be used as a basis for closing any transaction affecting title to said property. 6. Any sketch attached hereto is done so as a courtesy only and is not part of any title commitment, guarantee or policy. It is furnished solely for the purpose of assisting in locating the premises and First American expressly disclaims any liability which may result from reliance made upon it. Attachment 3 PLN2021-0072 Form 5003353 (7-1-14) Page 6 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 28 Subdivision Guarantee I 1.d I First American Schedule B ISSUED BY First American Title Insurance Company GUARANTEE NUMBER 3745718 RECORD MATTERS 1. Taxes which may be assessed and extended on any subsequent roll for the tax year 2021, with respect to new improvements and the first occupancy which may be included on the regular assessment roll and which are an accruing lien not yet due or payable. Affects: Parcel B Deed of Trust and the terms and conditions thereof. Grantor/Trustor: Bk Investment Group, LLC A Washington Limited Liability Company Grantee/Beneficiary: Cascade Property Funding, LLC Washington Limited Liability Company Trustee: Amount: Dated: Recorded: Recording Information Chicago Title Company $1,000,000.00 November 23, 2020 November 30, 2020 202011301675 3. Deed of Trust and the terms and conditions thereof. Grantor/Trustor: Bk Investment Group, LLC, A Washington Limited Liability Company Grantee/Beneficiary: Sound Community Bank Trustee: Old Republic Title, Ltd. Amount: $1,059,000.00 Dated: April 08, 2021 Recorded: April 14, 2021 Recording Information: 202104140368 4. Assignment of leases and/or rents and the terms and conditions thereof: Assignor: BK Investment Group, LLC, a Washington Limited Liability Company Assignee: Sound Community Bank Recorded: April 14, 2021 Recording Information: 202104140369 Unrecorded leaseholds, if any, rights of vendors and security agreement on personal property and rights of tenants, and secured parties to remove trade fixtures at the expiration of the term. 6. Easement, including terms and provisions contained therein: In Favor Of: Public Utility District 1 of Snohomish County Purpose: Electric transmission and/or distribution system Recorded: April 30, 1971 Recording No.: 2194686 Affects: Parcel A The exact location and extent of said easement is not disclosed of record. Attachment 3 PLN2021-0072 Form 5003353 (7-1-14) Page 7 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 29 7. Easement, including terms and provisions contained therein: Recording Information: 7603100239 For: Ingress and egress Affects: Portion of Parcel B 0 Me] A Easement contained in amended and restated Declaration for Parkview Twin Condominium recorded under Recording No. 200512080249 reciting that easement over parcel B is an exclusive easement. Rights of the public, if any, in and to that portion of Parcel B which lies within 4th Street. Survey by Pace, an Engineering Services Company, dated August 25, 2015, job no. 15451 , discloses the following: A) The North wall of the building identified as 614 5th Ave. S. is constructed on the property line. B) The lack of any common wall or party wall agreement of record for the maintenance, and repair of said North wall and the westerly extension thereof. C) Chain link fence located near the Westerly boundary of Parcel A is constructed an undisclosed distance East of said West boundary. D) Right, title and interest of parties in possession of the Land lying between said fence as constructed and the property boundary as described in Schedule A. E) Landscaping appurtenant to property identified as Parkview Twin, a Condominium, encroaches and undisclosed distance onto Parcel B. F) Landscaping appurtenant to property identified as PK Real Property LLC, encroaches an undisclosed distance onto Parcel B. G) Right, title and interest of parties in possession of the land covered by said landscaping. Informational Notes, if any General taxes for the year 2021, which have been paid. Tax Account No.: 27032600100900 Code Area: 00210 Amount: $ 5,840.64 Assessed Land Value: $ 678,400.00 Assessed Improvement Value: $ 27,300.00 Affects: Portion of Parcel A B. General taxes for the year 2021, which have been paid. Tax Account No.: 27032600102900 Code Area: 00210 Amount: $ 7,111.85 Assessed Land Value: $ 777,600.00 Assessed Improvement Value: $ 81,900.00 Affects: Remainder of Parcel A C. General taxes for the year 2021, which have been paid. Tax Account No.: 27032600102300 Code Area: 00210 Amount: $ 664.96 Assessed Land Value: $ 79,500.00 Assessed Improvement Value: $ 0.00 Affects: Parcel B Attachment 3 PLN2021-0072 1.d Form 5003353 (7-1-14) Page 8 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 30 I 1.d I Subdivision Guarantee First American Y ISSUED BY } ` ` First American Title Insurance Company Schedule C GUARANTEE NUMBER 3745718 The land in the County of Snohomish, State of Washington, described as follows: Parcel A: Beginning at a point 30 feet West and 132 feet South of the Northeast corner of the South half of the Northeast Quarter of the Northeast Quarter of the Northeast Quarter of Section 26, Township 27 North, Range 3 East, W.M., records of Snohomish County, Washington; Thence running West 130 feet; Thence South 132 feet; Thence East 130 feet; Thence North 132 feet to the Point of Beginning. Parcel B: Beginning at a point 30 feet West and 264 feet South of the Northeast corner of the South half of the Northeast Quarter of the Northeast Quarter of the Northeast Quarter of Section 26, Township 27 North, Range 3 East, W.M., records of Snohomish County, Washington; Thence South 20 feet, more or less, to the North line of Lot 12, Block 2, City Park Addition to Edmonds, according to the Plat thereof recorded in Volume 9 of Plats, page 10, records of Snohomish County, Washington; Thence West along the North line of Lots 12 and 1, said Block 2 and said line extended for 300 feet; Thence North 20 feet, more or less, to the South line of the North 264 feet of said South half of the Northeast Quarter of the Northeast Quarter of the Northeast Quarter of said Section 26; Thence East along said South line for 300 feet to the Point of Beginning. Attachment 3 PLN2021-0072 Form 5003353 (7-1-14) Page 9 of 9 Guarantee Number: 3745718 CLTA #14 Subdivision Gu Packet Pg. 31 1.e E U Edmonds Utilities Consortium ....................................... CUSTOMER — EUC CONTACT Form :.......................................... A coordinated utility environment which maximizes joint utility opportunities to provide quality service for the citizens of Edmonds YOU WILL BE GIVEN A CONFIRMATION NUMBER BY EACHUTILITY ONCE YOU HAVE INFORMED THEM OF YOUR PROJECT. SITE ADDRESS. 614-616 5TH AVE S # PUD-0111-2021 Mary McAllister - 425-670-3216 You will need to provide PUD with a site plan and a completed New Service Questionnaire. P U G E T SOUND # 5/24 ENERGY New Customer Construction Call to verify gas availability and to coordinate service install. You will need to Department - 1-888-321-7779 provide parcel number, contact phone number and mailing address. er, # no response vNel�arne So 7hc Nawrroniicr You will need to provide Frontier with the location of your project, total line requirement, and the date in which service is required. A copy of your Jeremy Fallt - 425.263-4024 development plan may be required. # 91462 You will need to provide Comcast with the location of your project, a copy of your development and site plan (digital copy if available.) The date in which John Warrick 425 263-5328 service is required and a list of contact names, phone numbers 6z mailing addresses. �yµPIC VIF6b — - # Out of jurisdiction i $ StwEa 425-774-7769 You will need to provide OVWSD with the survey map of your site and For customers in Olympic View Service Area complete a development information form. THIS FORM MUST BE COMPLETED AND GIVEN TO DEVELOPMENT SERVICES STAFF AT THE TIME OF PERMIT SUBMITTAL Packet Pg. 32 M " City of Edmonds Pine Park Subdivision 'LAP 0 252.60 505.2 Feet 376.2 This ma is a user generated static output from an Internet mapping site and is for 4,514 p B p pp g reference only. Data layers that appear on this map may or may not be accurate, WGS_1984_Web_Mercator_Auxiliary_Sphere current, or otherwise reliable. © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION N ti O Q O V- N O N Z J d Legend c 0 ArcSDE.GIS.STREET_CENTERLIN 'N — <all other values> >_ 1 � 7 2 U) 5; 4 R E 9;71;7;8 0 O LL State Highways �C -. <all other values> L fC d -- 0 y C 1 d 2 to Q Sections Boundary Sections Edmonds Boundary ArcSDE.GIS. PROPERTY _BUILDIF 0 ArcSDE.GIS.STREET_CENTERLIN 0 — <all other values> M Interstate Cc;'L Principal Arterial Q Minor Arterial; Collector Local Street; On Ramp d State Highways E t — <all other values> V R -- 0 r Q 1 C 2 N E t Notes c� Aerial Photo of 614 & 616 5th Ave. S Q (File PLN2021-0072) Packet Pg. 33 " City of Edmonds Pine Park Subdivision 144 52.E RAA-1 5 B❑ 1 I I A� -1 � �EiI 3Ss i. pi - 34�• kw._ � 0 252.60 505.2 Feet 376.2 This ma Is a user generated static output from an Internet mapping site a 4,514 P B P PP B reference only. Data layers that appear on this map may or may not be a WGS_1984_Web _Mercator _Auxiliary -Sphere current, or otherwise © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRI N ti 0 0 N 0 N Z J d Legend 13 c Rezones 'oN PRD > RoW 3 Zoning to RS-6 IB E RS-8 L O ILL RS-10 1 L RS-12 M d © RSW-12 y C RS-20 d RS-MP N RM-3 fC ■ RM-2.4 Q1 ■ RM-1.5 RM-EW 'O BD1 C N BD2 cu N BD3 'L N BD4 Q BD5 N OR d ® WMU ® BP V fC r BN Q ® FVMU r BC y L Notes Zoning Map of 614 & 616 5th Ave. S Q (File PLN2021-0072) ttarl- I Packet Pg. 34 1.g CITY OF EDMONDS 121 5th Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION January 6, 2022 Kelsey Elliot kelseye@chadwickwinters.com Subject: Letter of Incomplete Application Preliminary Plat at 614 & 616 5th Ave. S (File PLN2021-0072) Kelsey, The City of Edmonds has reviewed the application for the preliminary plat noted above. Pursuant to Sections 20.02.002 and 20.75.060 of the Edmonds Community Development Code (ECDC), the application has been found to be incomplete; please accept this letter as the City's incompleteness notice in accordance with ECDC 20.02.003. It should be noted that this is a separate land use permit request from the design review approval in PLN2020-0053. The design approval does not vest the layout shown in that review; changes may be needed to the proposed site layout to achieve code compliance and to obtain preliminary subdivision approval from the Hearing Examiner. As mentioned in previous email correspondence, Handout P73a summarizes the materials needed for a preliminary plat application. Below is a subset of that list —these materials are needed before review of the plat can begin: 1. Preliminary Development Plans. Submit preliminary development plans showing the information outlined on pages 3 and 4 of Handout P73a. 2. Stormwater Report. Submit a stormwater report and soils analysis for the project consistent with ECDC 18.30. 3. EUC Contact Form. See Handout E28. Please be aware that a complete response to this information request must be received within 90 days or the application will lapse for lack of information (ECDC 20.02.003.13). No extension is available. The following corrections have also been identified; additional corrections are very likely in the future after other reviewers are able to analyze the materials referenced above. Please Atta PLN2 Packet Pg. 35 1.g respond to each of these comments in a cover letter and by providing updated plans or other materials as necessary: 4. Corrections from the City's Urban Forest Planner — attached. 5. Preliminary plat. On the preliminary plat map set, update the following: a. Sheet 1— Under 'Zoning', remove the "(No setbacks)" language. There is a 10' setback required for each of the lots on the west side of the site adjacent to the multifamily -zoned site to the west. b. Sheet 5 — Show the required 10' setback on Lots 7 — 14. Make all submittals through the My6uildingPermit portal. If you have any questions, please let me know either at 425-771-0220 or michael.clugston@edmondswa.gov. Sincerely, _6AZ�4(kvl;� Mike Clugston, AICP Senior Planner Atta PLN2 Packet Pg. 36 1.g �y OF EpAI os CITY OF EDMONDS PLAN REVIEW COMMENTS PLANNING DIVISION "n� *,S90 425.771.0220 DATE: December 29, 2021 TO: Applicant: KELSEY ELLIOT Owner: BK INVESTMENT GROUP, LLC FROM: DEB POWERS RE: Plan Review: Preliminary PLN2021-0072 Project Address: 614 5T" AVENUE S. Project: PINE PARK 614 Typically, ECDC 23.10 tree codes would not apply due to the project type and zoning; however, as a subdivision, ECDC 23.10.060.A applies to this project. As noted in the adopted Notice of Final Decision PLN2020-0053, staff will verify compliance with all relevant codes and land use permit conditions through the review of Building and Engineering permits. Having reviewed the preliminary plans for the proposed 14-lot subdivision PLN2021-0072, the following information, corrections, or clarifications below may be made with subsequent permit submittal: General 1. Existing significant trees. If existing significant trees cannot be retained pursuant to ECDC 23.10.060.C, the deficiency is made up by planting new trees in accordance with ECDC 23.10.080. Tree replacement calculations are based on the size of the existing significant trees removed from the site. On Sheet 3/Existing Site Conditions Detail, Trees #1-5 are shown with incorrect DBH' trunk measurements. Please update the tree inventory on Sheet 3 or in an arborist report (see below) with accurate tree trunk DBH. 2. Required number of replacement trees. Due to inaccurate existing tree information, it is unclear if the number of trees shown in Landscape Plan Detail/Sheet 4 meet the minimum tree replacement requirements. Please show calculations on Sheet 4 or in an arborist's report (see below) for the number of required replacement trees per ECDC 23.10.080. 3. Arborist report. No tree replacement is required for trees that meet the criteria per ECDC 23.10.080.B. Offsite trees with canopy and/or critical root zones extending onto the subject property must be protected from construction impacts at the limits of disturbance determined by a qualified professional (ECDC 23.10.060.13). Please submit an arborist report with the following information: a. Existing tree condition relevant to tree replacement criteria b. The limits of disturbance for offsite trees in feet, as measured from the face of the trunk, for tree protection fence placement (see item 6 below) c. Information requested in items 1 and 2 above if not shown on Sheet 3 and 4, respectively. DBH - trunk diameter at 4.5 feet above grade Atta PL 2 Packet Pg. 37 to 1.g 4. Fees in lieu of replacing removed trees. If it is not feasible achieve the required number of planted trees, the applicant shall make a fee -in -lieu payment for every tree not planted pursuant to ECDC 23.10.080.E. Please indicate on Sheet 4 or in the arborist report any fees in lieu of planting due. 5. Required landscaping. The required setback from the R-zoned property to the west must be landscaped with trees and ground cover using Type I landscaping. Please revise Sheet 4 to show the following: a. Type I landscaping requirements per the Notice of Final Decision, ECDC 20.13.030.A and Design Review Chapter 20.10 b. A plant schedule identifying proposed trees, shrubs and groundcovers by species and that meets applicable requirements pursuant to ECDC 20.13.010 c. Irrigation, dumpster/utility box/HVAC screening that meets the purpose of design review PLN2021-0053 per ECDC 20.10 and ECDC 20.13.010 6. Offsite tree protection. - Potentially impacted significant trees on adjacent properties must be protected pursuant to ECDC 23.10.060.B.2.b. Please revise Sheet 4 to show tree protection fence locations for offsite trees, drawn to scale at the location based on the arborist's recommendations for limits of disturbance in item 3b above. Please note that pursuant to ECDC 23.10.085, sites with tree(s) identified for protection on an approved tree retention and protection plan, shall as a condition of permit issuance, record a Protected Tree Notice on Title with the Snohomish County Auditor's Office. Please feel free to contact me should you have any questions deb.powers@edmondswa.gov or 425-771-0220. Sincerely, Urban Forest Planner or concerns at Atta F) Packet Pg. 38 to 1.h CITY OF EDMONDS 121 5th Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION January 20, 2022 Kelsey Elliott kelseye@chadwickwinters.com Subject: Letter of Complete Application Pine Park 614 Preliminary Subdivision at 614/616 5th Ave. S (PLN2021-0072) Dear Kelsey, The City of Edmonds has reviewed the application for the preliminary plat noted above. Pursuant to Sections 20.02.002 and 20.75.060 of the Edmonds Community Development Code (ECDC), the application has been determined to meet the procedural submission requirements and therefore is complete; please accept this letter as the City's completeness notice in accordance with ECDC 20.02.003. As required by Chapter 20.03 ECDC, the City will proceed with the public notice portion of the o project and issue notice within two weeks. It should be noted that while the application is technically complete, additional clarification or corrections to the submitted materials may be Q required by reviewing staff. as r a� If you have any questions, please let me know either at 425-771-0220 or E michael.clugston@edmondswa.gov. v Sincerely, Mike Clugston, AICP Senior Planner Atta PLN2 Packet Pg. 39 1.i CITY OF EDMONDS NOTICE OF APPLICATION and REQUEST FOR PUBLIC COMMENT PROJECT DESCRIPTION: BK Investment Group is proposing to subdivide a 17,160 square foot site into 14 lots in the Downtown Business (BD3) zone. The subdivision is related to the Pine Park 614 project which received design approval from the Architectural Design Board in 2021 through file PLN2020-0053. Each of the proposed lots would contain one of the 14 units envisioned in the design review. The proposed lots would be accessed from the alley to the south of the site which is also owned by BK Investments. Utility and frontage improvements will be required. This proposal is for a preliminary formal subdivision, not a preliminary unit lot subdivision. Unit lot subdivisions are not permitted in the Downtown Business zones. Formal subdivision is, provided it meets the standards in the subdivision ordinance in ECDC 20.75. PROJECT LOCATION: 614 & 616 5t" Ave. S (Tax ID #s: 27032600100900 & 27032600102900) NAME OF OWNER: BK Investment Group LLC (Jonathan Kurth) NAME OF APPLICANT: Kelsey Elliott FILE NO.: PLN2021-0072 DATE OF APPLICATION: December 10, 2021 DATE OF COMPLETENESS: January 20, 2022 DATE OF NOTICE: February 3, 2022 REQUESTED PERMITS: Preliminary formal subdivision (Type III -A decision by the Hearing Examiner following a public hearing) OTHER REQUIRED Building and Engineering permits PERMITS: REQUIRED STUDIES: None at this time EXISTING ENVIRONMENTAL DOCUMENTS: Stormwater report, critical area checklist, SEPA checklist and DNS COMMENTS ON PROPOSAL DUE: February 17, 2022 (A separate notice of public hearing and request for public comment will be issued once a hearing date has been determined.) Atta PLN2 Packet Pg. 40 1.i Information on this development application can be obtained online at https://www.edmondswa.gov/services/public involvement/public notices/development notices under the development notice for application number PLN2021-0072, by emailing the City contact listed below, or by calling the City of Edmonds at 425-771-0220. Please refer to the application number for all inquiries. Any person has the right to comment on this application during public comment period, receive notice and participate in any hearings, and request a copy of the decision on the application. The City may accept public comments at any time prior to the closing of the record of an open record predecision hearing, if any, or, if no open record predecision hearing is provided, prior to the decision on the project permit. Only parties of record as defined in ECDC 20.06.020 have standing to initiate an administrative appeal. All comments submitted are public records subject to disclosure per RCW 42.56. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 PLAT OF PINE PARK 614 SUBDIVISION NO. PLN2020.0053 CITY or EDMONOS SNOHOMISH COUNTY, WASHINGTON N 88'S248" W 130.00' LOT 7 LOT • rc.) I I 9 a[9flr F TJV � K. S 6 � I LOT8 s asrlr c sam _ I f�inTm n1 sK. € d I all I s rulr [ n,sr SLOT S s s+• ssg € � � I } I LOT 8 N 9 1 I I Ilm av n.l °•x sn• �K s R]rlr C !a!d • - I s ensr.r � [ n4c q LOT! y 5 LOT 10 e� sa n.s A d I [nnr [ sass Y LOT 41 aj s�,nam n.� i LOT a s wsnr c na¢ 0 M� I o � 1 LpT 12 a I I n,m sa rr] f sa.sr c I EM• s*. AK. S. � I s esanr [ n.sr � LOT 2 eel»�n1 A Lori$ I s ssrlr [ N,ar I s w�arr [ nsv � I LOT 16 1 sm n s ".LOT Ive m n.1 ^• 2 N 88, 52'48" W �� 130.00' PRIVATE ALLEY SUBDIVISION DETAIL E ��N + CHADWICK 2 WINTERS uas wa LAND SURVEYING 1h1- aMAPPING sums, 461n P11oue we.x7r.4rays .: zoc.zn.os4v .rs >....crsn>.IcnnrseR4 rnx a� NOA771 SCALE'1'-12' 0 9 12 ]I !F,; LU Q 2 t L0 u SUADIVISIONNO. PLN2020-IV93 NE 114, NE 114, SEC. 26, T. 27N., A3E., W.f. SNOHOMISH COUNTY, WASHINGTON Atta PLN2 Packet Pg. 41 . City of Edmonds Adjacent Property Owner Map M L4P - 3 28 346 3Q ILf1•��1.■L1 4 • Iri I .I':e. 1 ' UvJ + 70: 0 517 614 = — Ism 706 70_ M616 LA510 72 V C 723 622 Ulm 72Jj1_ 72 �aim � P 60G 54� �39 I v, n 703 �■70� M 9 �■71 711 716 , :5f PARKS r DEPT 721 305 I ;11 VF 65 Ill 62 = M i NNW m ~ � 8 555 h5 1-2 703 5� 992 90� 711 5� i916� 717 511 52M 5 P 727 M 521 N 1:3,031 0 252.60 505.2 Feet 376.2 This ma Is a user generated static output from an Internet mapping site and is 4,514 P B P PP B reference only. Data layers that appear on this map may or may not be accura WGS 1984 Web Mercator_Auxiliary—Sphere current, or otherwise reliat © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTIC U1 Legend N O N f Z d uounii.�� O 'a 3 fn R O LL Y 14 d d C Notes Parcels within 300' of Pine Park 614 Preliminary Subdivision File: PLN2021-0072 Atta Packet Pg. 42 a 1.i BARRETT STEVEN P TOBY1 LLC FIRMANI LINDA 510 HOLLY DR PO BOX 13393 504 HOLLY DR UNIT 201 EDMONDS, WA 98020 MILL CREEK, WA 98082 EDMONDS, WA 98020 MCKAY GRETA / LIGHTFOOT LINDA SCHIPPERS JOHAN M & ANTONETTHA G LYONS JOHN A L & CAROL S 504 HOLLY DR UNIT 202 504 HOLLY DR UNIT 301 19828 47TH AVE NE EDMONDS, WA 98020 EDMONDS, WA 98020-3498 LAKE FOREST PARK, WA 98155 KWAK KUM TRUST BRADBURY WARREN E OLYMPIC & SOUND VIEW LLC 504 HOLLY DR UNIT 303 504 HOLLY DR UNIT 304 12625 4TH AVE W STE 200 EDMONDS, WA 98020 EDMONDS, WA 98020 EVERETT, WA 98204 EDMONDS CENTER LP FARMER JAMES R & PATRICIA W GRIGNON DIANE H 403 HOWELL WAY 514 4TH AVE S 518 4TH AVE S EDMONDS, WA 98020 EDMONDS, WA 98020-4110 EDMONDS, WA 98020-4110 PUGSLEY KEVIN & KORYNN RAMM GARY/RAMM CHARLENE BURK CAROL 308 HOWELL WAY 5011 19TH AVENUE NE 515 3RD AVE S EDMONDS, WA 98020 SEATTLE, WA 98105 EDMONDS, WA 98020 MAHONEY SUSAN A SPARKS ALAN J STOULIL RYAN COREY 521 3RD AVE S 527 3RD AVE S PO BOX 841 EDMONDS, WA 98026 EDMONDS, WA 98020 EDMONDS, WA 98020 STEINLE PAMELA LARSON HELMA A KILLIN JONATHAN & SELENA 112 ST ANDREWS PL 541 3RD AVE S 543 3RD AVE S TULLAHOMA, TN 37388 EDMONDS, WA 98020-4103 EDMONDS, WA 98020-4103 PICKETT RONALD LORETTE ALLAN R & SALLY B LARSON GREGG & DARCIE 654 4TH AVE S 558 4TH AVE S 554 4TH AVE S EDMONDS, WA 98020-7226 EDMONDS, WA 98020-4110 EDMONDS, WA 98020-4110 DRULLINGER MARK A DOWD-TIMONEN PATRICIA TRUST MT BAKER ASSOCIATES LP 544 4TH AVE S 534 4TH AVE S PO BOX 1329 EDMONDS, WA 98020-4110 EDMONDS, WA 98020-4110 EDMONDS, WA 98020 PHIPPS THOMAS E & GAYLE M FOURTH STREET APARTMENTS LLC 533 EDMONDS LLC 22929 108TH AVE W 624 ELM PL 23520 WOODWAY PARK RD EDMONDS, WA 98020-5189 EDMONDS, WA 98020-4646 EDMONDS, WA 98020 Atta PLN2 Packet Pg. 43 1.i PNT PROPERTIES LLC LANG JACK A PAULSON GILLIAN 9792 EDMONDS WAY #225 541 4TH AVE S 547 4TH AVE S EDMONDS, WA 98020 EDMONDS, WA 98020-4189 EDMONDS, WA 98020-4189 WILSON LINDA M NOGGINS DALE E & DONNA L LORAH SHANNON R & EDWARD 555 4TH AVE S 21826 95TH AVE W 517 4TH AVE S UNIT A EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 JOCHIMSEN LAVERE E & KATHRYN C JERMULOWSKE JEFFREY S/WHEELER PEDERSON NANCY CHERMAK 517 4TH AVE S UNIT B ALISHA K 517 4TH AVE S UNIT D EDMONDS, WA 98020-4137 517 4TH AVENUE SOUTH #C EDMONDS, WA 98020-4137 EDMONDS, WA 98020 FAIRCHILD FAMILY REVOCABLE LIVING MIZE LISA M TTEE SIMPSON JEAN H TRUST 7001 SEAVIEW AVE NW UNIT 160-808 519 4TH AVE S UNIT C 519 4TH AVE S UNIT A SEATTLE, WA 98117 EDMONDS, WA 98020-4138 EDMONDS, WA 98020-4138 WILKENING ROBERT POOLE CECELIA A POWER LEE A & MELANIE L 519 4TH AVE S UNIT D 537 5TH AVE S 511 HOMELAND DR EDMONDS, WA 98020 EDMONDS, WA 98020-3458 EDMONDS, WA 98020-4026 MARZANO MICHIAH J & ANTHONY RICHARD RITA BAKKEN JAN 0 510 HOMELAND DR 609 5TH AVE S 516 HOMELAND DR EDMONDS, WA 98020-4026 EDMONDS, WA 98020-3452 EDMONDS, WA 98020-4026 DAWSON WES C HUDLOW KARMEN L DOLAN MICHAEL W & MARY K 539 HOMELAND DR 523 HOMELAND DR 515 HOMELAND DR EDMONDS, WA 98020-4026 EDMONDS, WA 98020 EDMONDS, WA 98020-4026 URSINO DANIEL A MT OLYMPUS HOLDINGS LLC BEDDALL BRADLEY 17814 73RD PL W 533 5TH AVE S 19515 27TH N W EDMONDS, WA 98026-5520 EDMONDS, WA 98020 SEATTLE, WA 98177 VANDER LINDEN JOY M FRANCIS ROGER A PAINE SUSAN 630 5TH AVE S #1A 630 5TH AVE S # 101 1005 5TH AVE S UNIT 102 EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 HUDDLESTON JEAN MARIE WILLIAMS BENJAMIN HEVERAN JANET 630 FIFTH AVE S UNIT 103 630 5TH AVE S 104 630 5TH AVE S UNIT 105 EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 Atta PLN2 Packet Pg. 44 1.i STRAUSS LAURA CHAN MAN HO1 630 5TH AVE S UNIT 106 4380 E MARSHALL COURT EDMONDS, WA 98020 GILBERT, AZ 85297 LANIGAN BILLIE THON FUREY DANIEL J & ANNE M 630 5TH AVE S UNIT 201 116 CLALLAM BAY ST EDMONDS, WA 98020 SEQUIM, WA 98382 HAMMRICH GREGORY F KIRK MARY ELLEN 630-5TH AVE S # 204 630 5TH AVE S UNIT 205 EDMONDS, WA 98020 EDMONDS, WA 98020-3453 ZEILE LOUISE A ARCHER KEVIN W & KIMBERLY D PO BOX 15620 630 5TH AVE S UNIT 208 SEATTLE, WA 98115 EDMONDS, WA 98020-3453 PK REAL PROPERTY LLC PAYNE R G 2724 98TH AVE NE 8827 29TH AVE NW BELLEVUE, WA 98004 SEATTLE, WA 98117 MATTHEWS SUSAN R SCOTT LAMAR & CATHY L 14111 55TH AVE W 8745 GREENWOOD AVE N APT 315 EDMONDS, WA 98026 SEATTLE, WA 98103 PERRY PAMELA ELIZABETH KRUEGER JOHN & JEAN REVOCABLE TRUST 654 5TH AVE S UNIT 201 654 5TH AVE S UNIT 202 EDMONDS, WA 98020 EDMONDS, WA 98020-3619 CHAN DAVID C & NAKAGAWA JANE R BC 300 LLC 654 5TH AVE S UNIT 204 PO BOX 1044 EDMONDS, WA 98020-3619 EDMONDS, WA 98020 BRADLEY DRAKE R LALLY ANN M 654 5TH AVE S UNIT 402 654 5TH AVE S UNIT 403 EDMONDS, WA 98020 EDMONDS, WA 98020-3617 SWINDLER KATHRYN E SURPRENANT VALERIE A & LEWIS DAVID R 654 5TH AVE S UNIT 405 654 5TH AVE S UNIT 406 EDMONDS, WA 98020-3617 EDMONDS, WA 98020 MCINTYRE JESSAMYN A 630 5TH AVE S UNIT 108 EDMONDS, WA 98020-3448 LEESE WAYNE PSC 477 BOX 29 FPO AP, 96306 HUGHES DAVID & BELINDA 630 5TH AVE S UNIT 206 EDMONDS, WA 98020-3453 BIGLER LINDA 25449 S KINGSTON RD NE KINGSTON, WA 98346 BK INVESTMENT GROUP LLC 557 ROY ST STE 125 SEATTLE, WA 98109 CHAN DAVID & NAKAGAWA JANE 1758 43RD AVE SAN FRANCISCO, CA 94122 HEINS LANE REVOKABLE FAMILY TRUST 654 5TH AVE S UNIT 203 EDMONDS, WA 98020-3619 HOFFMAN SHERRY R 654 5TH AVE S UNIT 401 EDMONDS, WA 98020-3617 DAHLSTROM TIMOTHY & MURPHY DONE 654 5TH AVE S UNIT 404 EDMONDS, WA 98020-3617 APPLE TWO LLC 14227 EVERGREEN WAY STANWOOD, WA 98292 Atta PLN2 Packet Pg. 45 CURTIS CHESTER B & DOLORES B PO BOX 1087 EDMONDS, WA 98020 RODRIGUES ADLER F & MERCEDES F 521 HEMLOCK WAY EDMONDS, WA 98020 BK INVESTMENT GROUP LLC 557 ROY ST STE 125 SEATTLE, WA 98109 HANLEY ROBERT S & BETTY J 400 HOWELL WAY UNIT 102 EDMONDS, WA 98020-4190 COLUMBIA CITY PARTNERS LLC 4201 6TH AVE S SEATTLE, WA 98108 SHAPPACHER THOMAS & MELISSA A 539 HEMLOCK WAY EDMONDS, WA 98020 BK INVESTMENT GROUP LLC 557 ROY ST STE 125 SEATTLE, WA 98109 KURTH RLT 400 HOWELL WAY UNIT 103 EDMONDS, WA 98020-4190 1.i KETTEL RICHARD G & SARA E 524 HOMELAND DR EDMONDS, WA 98020 PETERSON JEFFREY J & MCKIMMIE HEATHER L 527 HEMLOCK WAY EDMONDS, WA 98020 BANKSTON JOHN K & SHERILYN M 400 HOWELL WAY UNIT 101 EDMONDS, WA 98020 CARROLL WENDY 400 HOWELL WAY #201 EDMONDS, WA 98020 HAYTEMA PIETER D & NORMA J LYLE THEODORE & HUMPHREYS-LYLE JOAN CHALMERS GINA LIVING TRUST 400 HOWELL WAY UNIT 202 P TR 318 HOWELL WAY EDMONDS, WA 98020-4190 400 HOWELL WAY UNIT 203 EDMONDS, WA 98020-4118 EDMONDS, WA 98020-4190 BOZE TIMOTHY A & TAMI R 314 HOWELL WAY EDMONDS, WA 98020-4118 N ti 0 0 r N 0 N Z J d c 0 .N :a 3 �a E L 0 U- lid d m c a- Atta PLN2 Packet Pg. 46 1.i File No.: PLN2021-0072 Applicant: BK Investment Group DECLARATION OF POSTING On the 3rd day of February, 2022, the attached Notice of Application was posted as prescribed by Ordinance and in any event where applicable on or near the subject property. I, Mike Clugston, hereby declare under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct this 3rd day of February, 2022, at Edmonds, Washington. Signed: Attar" PLN2 Packet Pg. 47 1.i File No.: PLN2021-0072 Applicant: BK Investment Group DECLARATION OF MAILING On the 3rd day of February, 2022, the attached Notice of Application was mailed by the City of Edmonds to property owners within 300 feet of the property that is the subject of the referenced application. I, Mike Clugston, hereby declare under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct this 3rd day of February, 2022, at Edmonds, Washington. Signed: Attar" PLN2 Packet Pg. 48 1.i 01n11,11- ioA D11111-P CITY OF EDMONDS NOTICE OF APPLICATION and REQUEST FOR PUBLIC COMMENT PRQ,)E.CT DESCRIPTION: BK Investment Group is, proposing to subdivide a 17,460 square foot site Into-14 lots'in the Downtown Business (BD3) zone. The subdivision is related to the Pine Park 614. project which received design approval from the Architectural Design Board In 2021 thrpugh file PLN2020-0053; Each of the proposed lots would contain one of the 14 units envisioned in the design review. The proposed lots would be accessed from the alley to the south of the site which Is also owned by BK Investments. Utility and frontage Improvements will be.fequired. This proposal Is for a preliminary formal subdivision, not a preliminary unit lot subdivision. Unit lot subdivisions are not permitted In the Downtown Business zones: Formal Bubdivalon Is, provided It insets the standards In the subdivision oYtllnance In ECDC 20.75t. PROJECT LOCATION: 614 8 6W 51h Ave.-S (Tax lD 9s: 27032600100900 8 27032600102900) NAME OF OWNER':.BK Investment Group LLC (Jonathan Kurth) NAME bF APPLICANT: Kelsey Elaolt FILE NO: PL14202i bM DATE OF APPLICATION: Decembor-10, 2021 DATE OF COMPLETENESS: January 20, 2022 DATE OF NOTICE: February 3, 2022 REQUESTED PERMITS: Preliminary formal subdivision _(Type III -A decision by the. Hearing.Examiner following a public hearing) OTHER REQUIRED PERMITS: Building and Engineering permits REQUIRED STUDIES: None at this -lime EXISTING, ENVIRONMENTAL DOCUMENTS: Slornwaler report, critical area checklist, SEPA.checklist and DNS" COMMENTS ON PROPOSAL DUE: February 17, 2022 (A separate notice of pubno hearing and request for public comments, will be Issued once a hearing dale has .been determined.) Information on this development application can be obtained online at ht(ps;//www.edmondswa.gov/services/public_ InvolvemenUpublic. n otiGes/development notices under the Cevejopmrienl ndllco for application number PLN2021- 0072, by smelling the City contact listed below, or by cdlling the city of dmonds'al 425.771-0220, Please refer to the applicatiprj number for all inquiries: Any person has the right to comment on this application during public comment perlod, receive notice and participate In any hearings, and request a copy of the decision on the application. The: City may accept public comments at any time prior to the closing of the record of.an open record predecislon hearing, If any, or, if N open recoid predecision hearing is provided, prior to the decision on the project permit. Only parties of record as defined in ECDC 20,06.020 have standing to, initiate an adminlstreltve-appeal. All comments.submitled are public records subject, to disclosure per'RCW 42.56, CITY CONTACT: Mike Clugston, AICP, Senior Pla� 1423hlet of Zgsloh�ezlin6Yidswa' 20 Published: February 3, 2022. EOH947928 Proofed by Phillips, Linda, 02/03/2022 08:50:53 am Page: 2 Atta PLN2 Packet Pg. 49 Everett Daily Herald Affidavit of Publication State of Washington } County of Snohomish } ss Michael Gates being first duly sworn, upon oath deposes and says: that lie/she is the legal representative of the Everett Daily Herald a daily newspaper. The said newspaper is a legal newspaper by order of the superior court in the county in which it is published and is now and has been for more than six nnonths prior to the date of the first publication of the Notice hereinafter referred to, published in the English language continually as a daily newspaper in Snohonnish County, Washington and is and always has been printed in whole or part in the Everett Daily Herald and is of general circulation in said County, and is a legal newspaper, in accordance with the Chapter 99 of the Laws of 1921, as amended by Chapter 213, Laws of 1941, and approved as a legal newspaper by order of the Superior Court of Snohonnish County, State of Washington, by order dated June 16, 1941, and that the annexed is a true copy of EDH947928 'L 2021-0072+as it was published in the regular and entire issue of said paper and not as a supplement form thereof for a period of 1 issue(s), such publication commencing on 02/03/2022 and ending on 02/03/2022 and that said newspaper was regularly distributed to its subscribers during all of said period. The amount c the fee fors h publicatio i. Undue a pililti�.p..u'�� Subscribed and sworn befora me on this Notary public le-e;:) State of Washington day of My Appointment Expires a/pp25 Commission N8/2 umb 4417 12 NotK(y Public in and for the State of Washington. City of L'dmonds - 1XGAL ADS 114101416 MICI ILLLG MARTIN Attar'--- PLN2 Packet Pg. 50 1.j From: ed lorah <mswedlorah@gmail.com> Sent: Tuesday, February 15, 2022 11:08 PM To: Clugston, Michael Subject: Public Comment for Pine Park project Hi Mike - I'd like to include this email with the other public comments on the 5th Ave project next to my condo on 4th (Parkview Twin) I do not understand the process whereby this single lot could not be divided into two but may be divided into fourteen. I would ask the folks responsible for greenlighting the division to ensure that this is the way they really want to go in setting a precedent for future development in Edmonds. Also, the original plan was okayed by the Design Review Board by the narrowest of margins, a 3-2 vote. The Board never did adequately resolve the many concerns about garbage storage and collection. It was believed the eight townhouses and six live/work units could produce 14 cans (one for each unit) plus an additional 6 for the businesses on 5th. (one for each business) a total of 20 garbage cans set out on pickup day OR a dumpster (or dumpsters). Add to that another 14 (or 20?) recycling cans. With the lots divided into 14, with each running out to the edge of the property's footprint, whose lot will contain/collect the trash? This was problematic with the original proposal (and never resolved). It seems even more problematic with the prospect of fourteen individual lots. The development is bordered by an alley on the South that provides access for probably 30 or 40 residents of adjoining properties. It is also used routinely by delivery vehicles and, one assumes, emergency vehicles. Piling trash cans on the edge of, or into the alley, is not feasible. And assembling 20 trash cans (or having a dumpster on 5th) was deemed unworkable as far back as the DRB hearings. These two issues: the potential precedent setting subdivision of this single property into 14 lots and the not -at -all -well thought out issue of trash management should be addressed as this project moves forward. Thank you, Ed and Shannon Lorah 517 4th Ave S. #A Edmonds 98020 Atta PLN2 Packet Pg. 51 1.k of EDA, CITY OF EDMONDS 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 DETERMINATION OF NONSIGNIFICANCE Description of proposal: Pine Park 614 is a proposal for three buildings and site improvements at 614 and 616 5th Ave. Six live/work units would be contained in two buildings adjacent to 5th Avenue (Buildings A and B) while an eight -unit building would be behind the live/work buildings and face west (Building Q. Drive aisles west of the buildings would load from the private alley south of the site. To accommodate the new project, the existing improvements on the site will be removed. Proponent: Jacob Young Location of proposal, including street address if any: 614 & 616 5th Avenue South and adjacent private alley (Tax ID #: 27032600100900, 27032600102900 & 27032600102300) Lead agency: City of Edmonds The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030 (2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. The City of Edmonds has determined that the requirements for environmental analysis and protection have been adequately addressed in the development regulations and comprehensive plan adopted under chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as provided by RCW 43.21C.240 and WAC 197-11-158 and/or mitigating measures have been applied that ensure no significant adverse impacts will be created. There is no comment period for this DNS. This DNS is issued after using the optional DNS process in WAC 197-11-355. There is no further comment period on the DNS. XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted by February 23, 2021. Project Planner: Mike Clugston, Senior Planner (michael.clugston@edmondswa.gov) Responsible Official: Rob Chave, Planning Manager (rob.chave@edmondswa.gov) Contact Information: City of Edmonds 1 121 5th Avenue North, Edmonds WA 98020 1 425-771-0220 Date: February 9, 2021 Signature: XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North, Edmonds, WA 98020, by filing a written appeal citing the specific reasons for the appeal with the required appeal fee, adjacent property owners list and notarized affidavit form no later than March 2, 2021. You should be prepared to make specific factual objections. Contact Rob Chave to read or ask about the procedures for SEPA appeals. XX Posted on February 9, 2021, at the Edmonds Public Library and Edmonds Public Safety Building. Published in the Everett Herald. Emailed to the Department of Ecology SEPA Center (SEPAunit@ecy.wa.gov). Mailed to property owners within 300 feet of the site. XX Distribute to "Checked" Agencies below. Page 1 of 2 SEPA DETERMINATION PLN2020-0053 AttaC 2i4i2I.SEPA - PLN2 Packet Pg. 52 1.k Information on this development application can be obtained online at http://edmondswa.gov/public-notices- text/development-notices.html under the development notice for application number PLN2020-0053, by emailing the listed City contacts, or by calling the City of Edmonds at 425-771-0220. Distribution List: This DNS and SEPA checklist were distributed to the following: ❑X Applicant ❑X Dept. of Ecology ❑ City of Everett ❑X Parties of Record ❑ Dept. of Ecology - Shorelands ❑ City of Lynnwood ❑ Dept. of Natural Resources ❑ City of Mountlake Terrace ❑ US Army Corps of Engineers ❑ Dept. of Commerce ❑ City of Mukilteo ❑ US Fish and Wildlife ❑ WSDOT ❑ City of Shoreline ❑ WSDOT— Ferries ❑ Town of Woodway ❑X Puget Sound Energy ❑ Dept. of Fish & Wildlife ❑X Snohomish PUD ❑ Dept. of Health — Drinking Water ❑ Snohomish Co. Public Works ❑X Olympic View Water & Sewer ❑X Dept. of Arch. & Historic Pres. ❑ Snohomish Co. PDS ❑ Alderwood Water District ❑ Dept. of Parks and Rec. Commission ❑ Snohomish Co. Health Dist. ❑ Edmonds School District ❑ Port of Edmonds ❑X Puget Sound Clean Air Agency ❑ King County - Transit ❑X South County Fire ❑ Puget Sound Regional Council ❑ King County— Environ. Planning ❑ Swedish Hospital ❑ Puget Sound Partnership ❑ Community Transit ❑X Tulalip Tribe ❑ Other pc: File No. PLN2020-0053 SEPA Notebook Page 2 of 2 SEPA DETERMINATION PLN2020-0053 Attac 2i4i2I.SEPA - PLN2 Packet Pg. 53 OF EDAf O #P%1 1.k CITY OF EDMONDS ENVIRONMENTAL CHECKLIST N I- Q O Purpose of Checklist. N The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental � impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with a probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help c you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the proposal, if it can be done) and to rnn help the agency decide whether an EIS is required. >_ Instructions for Applicants: Cj This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this E checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer `p the questions briefly, with the most precise information known, or give the best description you can. u_ L You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer a the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or does not apply". Complete answers to the questions now may a avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if L' you can. If you have problems, the governmental agencies can assist you. d t The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of U land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you c submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there c may be significant adverse impact. •o Use of checklist for nonproject proposals: For nonproject proposals complete this checklist and the supplemental sheet for nonproject actions (Part D). the lead agency may exclude any question for the environmental elements (Part B) which they determine do not contribute meaningfully to the analysis of the proposed nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposer," and "affected geographic area," respectively. A. BACKGROUND 1. Name of proposed project, if applicable: Pine Park 614 2. Name of applicant: 3. Address and phone number of applicant and contact person: 10 Dravus Street Seattle, WA 98109 206.535.7908 4. Date checklist prepared: December 10, 2020 5. Agency requesting checklist: City of Edmonds Revised on 9116116 SEPA Checklist.doc Attac Palc I of 25 PLN2 Packet Pg. 54 6. VA 8. 9. Proposed timing or schedule (including phasing, if applicable): It is anticipated that this project will be constructed starting in the summer of2022. Phased construction is not anticipated at this time. (STAFF Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No (STAFF COMMENTS) List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. A Phase 1 Environmental Site Assessment and a Hazardous Building Materials Survey for the subiect properties were completed by a prior owner. No additional studies are proposed as part of this project. (STAFF COMMENTS) Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. A land use code amendment has been proposed which would permit unit lot subdivsions in the subject parcel's zone. The proposed project includes townhouses, and it is possible that a ULS would be pursued if this amendment is approved bX the City. (STAFF COMMENTS) N I- Q O TMI O N Z J a c 0 0 M W E L 0 U- M a m c IL Revised on 9119116 SEPA Checklist.doc Attac Pqge 2 o 25 PLN2 Packet Pg. 55 1.k 10. List any government approvals or permits that will be needed for your proposal, if known. The project will require district -based design review, a boundary line adjustment, a demolition permit, a right oy construction permit and several building permits in addition to environmental review. (STAFF COMMENTS) 11. Give brief, complete description of your proposal, including the proposed uses and size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. The project consists of three buildings containing a total of 14 townhouses. Two buildings would be located adjacent to the 5' Avenue S ri hit -of -way with the third building located toward the rear (west) of the subject. The two easterly buildings would contain, in agzregate, six live/work townhouses. Each live/work townhouse would contain a commercial suite on the at -grade story with two residential stories above. Parking for the live/work townhouses would be located behind them and accessed via a drive aisle connected to the private alley south of the subiect. The westerly building would contain eip—ht purely residential townhouses, each containing three stories. Parking for these units would be located in private ages on the lowest story. This parking would be accessed via a drive aisle near the westerly property line and connected to the private alley south of the subiect. (STAFF COMMENTS) 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide range or boundaries of the site(s). Provide legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The project site consists of two legal parcels identified by the Snohomish County Assessor as APN 270326-001-009-00 and APN 270326-001-029-00. These parcels are located on the west side of 5' Avenue S near its intersection with Howell Way. The proiect's address is 614-616 Yh Aveue S. (STAFF COMMENTS) N ti O O N O N Z J IL c 0 Cn 70 E 0 u_ L 0 a m c IL Revised on 9119116 SEPA Checklist.doc Attac P ' e 3 o 25 PLN2 Packet Pg. 56 1.k TO BE COMPLETED BY APPLICANT B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other: The site contains both steep and flat terrain. Please refer to the topographic survey for details. (STAFF COMMENTS) b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is an apj2arently artificial embankment located near the center of the subiect. This embankment supports the existing parking lot and appears to have a maximum slope of 88%, more or less. (STAFF COMMENTS) C. What general types of soils are found on the site (for example, clay, sand, gravel, peat, and muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long term commercial significance and whether the proposal results in removing any of these soils. Per the project geotechnical report, the subject is generally underlain by "medium dense to very dense silty sand with varyingproportions of silt and gravel. " (Zipper Geo Associates, p. 3) The report also notes that the native soils are covered by a fill laver of varying thickness. (STAFF COMMENTS) d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. The geotechnical report describes no such soils on the subiect, and City GIS does not show any known landslide events in the immediate vicinity. N I- Q O TMI O N Z J a c 0 Cn E 0 U- M a m c a Revised on 9119116 SEPA Checklist.doc Attac Pqge 4 o 25 PLN2 Packet Pg. 57 e. f. 9. h. (STAFF COMMENTS) Describe the purpose, type, total area and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Grading activities are expected to affect the entire subject (17.160 s to vag de rg ees. Approximately 450 cyf excavation will be required to construct the westerly building. Additional excavation may also be required to reach structurally competent soils beneath the easterly buildings, though the amount of excavation needed in this area cannot be predicted at this time. If structural, fill is needed, it will be imported from a vendor. Excavated native soils are to be used for non-structural fill. The drive aisle between the buildings is to be regraded. It is anticipated that the cut and fill volumes for this work will be approximately equal. The westerly drive aisle is expected to require relatively little rg ading though some will be needed to prepare it for pavement installation. (STAFF COMMENTS) Could erosion occur as a result of clearing, construction, or use? If so, generally describe. While erosion is always a possibility during construction, it is not anticipated that this project will result in greater risks for erosion that are typical. (STAFF COMMENTS) About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 95%. (STAFF COMMENTS) Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Best mana em�ent practices (BMPs) will be employed to mitigate the risk and will be selected at a later date. (STAFF COMMENTS) N ti 0 0 N 0 N Z J IL c 0 Cn E L 0 u_ L 0 a m c IL Revised on 9119116 SEPA Checklist.doc Attac P ' e 5 o 25 PLN2 Packet Pg. 58 1.k 2. AIR a. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, and industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Construction emissions will include those generated by construction equipment, particularly during the earthwork phase. Dust may be generated during earthwork if it takes place duringthe dry season. Construction emissions are expected to taper oe(' in later phases. The completed project is not anticipated to generate significant emissions due to its primarily residential nature. (STAFF COMMENTS) b. Are there any off -site sources of emissions or odor that may effect your proposal? If so, generally describe. No significant odor or emission sources are known in the vicinity. (STAFF COMMENTS) C. Proposed measures to reduce or control emissions or other impacts to the air, if any: During construction, best management practices will be used to help reduce the amount of dust and other emissions generated. BMP selection will take place at a later date. As a primarily residential development, siznificant long-term emissions and odors are not anticipated. No mitigation measures are expected to be necessary. (STAFF COMMENTS) 3. WATER a. Surface: (1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, and wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. No. (STAFF C N ti O O N O N Z J IL c 0 Cn E L 0 U_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac P ' e 6 o 25 PLN2 Packet Pg. 59 1.k (2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. (STAFF COMMENTS) (3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None. (STAFF COMMENTS) (4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No. (STAFF COMMENTS) (5) Does the proposal lie within a 100-year floodplain? if so, note location on the site plan. No. (STAFF COMMENTS) (6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No. (STAFF COMMENTS) N ti O O N 0 N Z J IL c 0 A Cn E L 0 U- M a m c IL Revised on 9119116 SEPA Checklist.doc Attac P ' e 7 o 25 PLN2 Packet Pg. 60 1.k b. C. Ground: (1) Will ground water be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well Will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. No. N I- Q 0 N CD (STAFF COMMENTS) Z J IL c 0 (2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if 'U) any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; : etc.). Describe the general size of the system, the number of such systems, the number of houses to be m served (if applicable), or the number of animals or humans the system(s) are expected to serve. None. E E L 0 LL L M a (STAFF COMMENTS) 'a Water Runoff (including storm water): (1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater runoff will be generated by the vrovosed buildings and drive aisles. This water will be collected via inlets and/or catch basins and routed to an infiltration gallery, detention system or other Stormwater infrastructure. Overflows are anticipated to be discharged to the public storm main. The design of these systems will be developed as part of the proiect's civil construction permit. No discharge to open waters is anticipated. (STAFF COMMENTS) (2) Could waste materials enter ground or surface waters? If so, generally describe. (STAFF COMMENTS) Revised on 9119116 SEPA Checklist.doc Attac P ' e 8 o 25 PLN2 Packet Pg. 61 (3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. Approximately 60% of the subject is currently developed with impervious surfaces. Per the site survey, it appears that runoff from the existing parking lot is collected by an inlet and conveyed to the public storm main in 5' Avenue S. The existing structures appear to discharge their runoff via downspouts. It is unclear whether the downspouts are connected to the public storm drain. As discussed in Item 3.c.1, the proposed improvements may utilitize infiltration to keep stormwater on site or detention to slow its entry into the public storm drain. These ,features will reduce the site's impact on public storm infrastructure, helping mitigate the increased impervious area. No direct impacts on nearby offsite drainage patterns are (STAFF COMMENTS) d. Proposed measures to reduce or control surface, ground, runoff water, and drainage pattern impacts, if any: As noted in Item 3.c.1, the protect is expected to include infiltration, detention or another onsite storm drainage facility for this purpose. (STAFF COMMENTS) 4. Plants a. Check or circle types of vegetation found on the site: X deciduous tree: alder, maple, aspen, other: (3) street trees and (2) others. Species unknown. evergreen tree: fir, cedar, pine, other: X shrubs Various types of shrubs were observed, though species are unknonw a this time. X grass Portions of the subject near the westerly boundary line pasture crop or grain Orchards, vineyards or other permanent crops wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other: water plants: water lily, eelgrass, milfoil, other: other types of vegetation: (STAFF COMMENTS) IL Revised on 9119116 SEPA Checklist.doc Attac P ' e 9 o 25 PLN2 Packet Pg. 62 1.k b. C. d. e. What kind and amount of vegetation will be removed or altered? Most or all onsite vegetation will be removed during construction. N ti O O (STAFF COMMENTS) N z J a c 0 0 List threatened or endangered species known to be on or near the site. None known. Cn L 0 u_ L M a m c 'a (STAFF COMMENTS) w Proposed landscaping, use of native plants, or other materials to preserve or enhance vegetation on the site, if any: A landscape bud er is proposed along the westerly boundary line. It is anticipated that these plantings will be selected for their compatibility with local conditions, helping ensure survival and reducing the necessiU for long- term irrigation. Street trees and frontage plantings will also be provided as required by City standards. (STAFF COMMENTS) List all noxious weeds and invasive species known to be on or near the site. None known. (STAFF COMMENTS) Revised on 9119116 SEPA Checklist.doc Attac q' e 10 0 25 PLN2 Packet Pg. 63 1.k 5. Animals a. List any birds and other animals that have been observed on or near the site or are known to be on or near the site. Examples include: None observed. birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: (STAFF COMMENTS) b. List any threatened or endangered species known to be on or near the site. None known. (STAFF COMMENTS) C. Is the site part of a migration route? If so, explain. The site is not known to be part of a migration route. (STAFF COMMENTS) d. Proposed measures to preserve or enhance wildlife, if any: None proposed. (STAFF COMMENTS) N ti O O TMI O N Z J a c 0 Cn M E L 0 U- M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 11 0 25 PLN2 Packet Pg. 64 1.k 6. e. List any invasive animal species known to be on or near the site. (STAFF COMMENTS) Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. The project will primarily rely upon electrical energy. Naturalgas may be used for cooking and water heatin.AA final determination on the use of natural gas will be made as part of the building permit documents. (STAFF COMMENTS) b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. The proposed improvements are most likely to affect the use of solar ene= by the northerly nei h�gparcel. As relevant zoning permits zero -lot -line development, shading -of the southerly_ portions of this lot will occur in the vicinity of the proposed buildings. However, the northerly portions of the neighboring lot will likely be unaffected due to the low height limit. It is likely that careful siting of solar facilities on the northerly neighboring lot will allow future projects to take advantage ofsolar energy despite the shading produced by this proiect. For example, it may be possible to locate future solar facilities on rooftops, raising them out of the shaded area. The westerly neighboring parcel may also experience some shading during the morning hours. However, the neighboring parcel has placed a parking lot in its easterly portions. Thus, shading produced by this proiect is likely to ,fall on the parking lot rather than the south -facing roof planes of the existing buildings on the nei hag lot. These roof planes are likely the best location for future solar facilities on the neighboring lot; thus, the impacts of the current proiect are minor. The easterly neighboring parcels are on the opposite side of 5t1i Avenue S, a 60 ft wide right-of-way. This distance appears to be sufficient to avoid any shading of those parcels. (STAFF COMMENTS) C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: The proiect will be designed to the 2018 Washington State Energy Code, which includes numerous energy conservation requirements. Specific compliance measures will be determined as part of the building permit (STAFF COMMENTS) N ti O 0 TMI 0 N z J a c 0 Cn 70 E L 0 U- L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 12 0 25 PLN2 Packet Pg. 65 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so describe. The project includes primarily residential ,floor area with some commercial space. While any combustible construction presents a degree otfire risk, it is expected that this proiect will not involve any unusual hazards. No use of hazardous materials is anticipated. Any existing hazardous materials discovered during demolition will be disposed of according to standard practices. (STAFF (1) Describe any known or possible contamination at the site from present or past uses. A hazardous materials survey of the subiect discovered several asbestos-bearink materials in both existing structures. Lead -based paint was also found. A Phase I Environmental Site Assessment determined that a dry cleaner was historically located at 622 5' Avenue S, and it is possible that the subiect has been contaminated by this facility. The ESA also found small quantities of chlorinated solvents stored in the (STAFF COMMENTS) (2) Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. Per the site survey, a natural gas main is located in the 5' Avenue S right-of-way approximately 12 ftfrom the subject's easterly boundary line. (STAFF COMMENTS) (3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or constructions, or at any time during the operating life of the project. As noted in Item 7.a.1, small quantities of chlorinated solvents were found in the existing structures. N I- Q O TMI O N Z J a c 0 Cn M E 0 U- L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac e 13 0 25 PLN2 Packet Pg. 66 1.k b. (STAFF COMMENTS) (4) Describe special emergency services that might be required. None anticipated. (STAFF COMMENTS) (5) Proposed measures to reduce or control environmental health hazards, if any: Existing hazardous materials will be disposed of according to standard practices. No unusual measures are expected to be necessary at this time. (STAFF COMMENTS) Noise (1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? 5`h Avenue S is a busy arterial, resulting in traffic noise. The northerly and southerly neighboring parcels contains several restaurants, possibly resulting in additional noise concerns. Other nearby parcels are residential in character and unlikely to generate significant noise. (STAFF COMMENTS) (2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Short-term noise is to be expected throughout construction during standard work hours (lam to 6pm Monday -Friday and 10am to 6pm Saturday). No significant long-term noise is anticipated in this primarily (STAFF COMMENTS) N ti O O TMI O N z J a c 0 Cn E L 0 U_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 14 0 25 PLN2 Packet Pg. 67 1.k (3) Proposed measures to reduce or control noise impacts, if any: Short-term impacts will be mitigated through limiting work hours to those permitted by City ordinance. Long-term mitigation is not anticipated to be necessary. (STAFF COMMENTS) 8. Land and Shoreline Use a. b. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The subiect is currently developed with two low-rise commercial buildings and a shared parking lot. The existing buildings are presently vacant but have been recently occupied as office space and an ice cream parlor. No impacts on nearby or adjacent land uses are anticipated. (STAFF COMMENTS) Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? The subiect has been developed with nonfarm and nonforest uses for several decades. The proposal retains this nonfarm, nonforest character. (STAFF COMMENTS) (1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No. N ti 0 0 N O N Z J IL c 0 Cn E 0 u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 15 0 25 PLN2 Packet Pg. 68 (STAFF COMMENTS) C. Describe any structures on the site. Two low-rise, CMU masonry structures are present on the subiect. The northerly structure is a sin leg�sto building most recently occupied by an ice cream parlor. The southerly structure contains one above -grade story and one basement. It was most recently occupied by several office uses. (STAFF COMMENTS) d. Will any structures be demolished? If so, what? Both existing structures will be demolished. (STAFF COMMENTS) e. What is the current zoning classification of the site? BD-3 (STAFF COMMENTS) f. What is the current comprehensive plan designation of the site? Downtown Convenience (STAFF COMMENTS) 9. If applicable, what is the current shoreline master plan designation of the site? N ti O O TMI O N Z J a c 0 Cn M E L 0 u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 16 0 25 PLN2 Packet Pg. 69 1.k h. j• k. (STAFF COMMENTS) Has any part of the site been classified critical area by the city? If so, specify. The entire subject is shown to be part of a seismic hazard area in Edmonds' GIS. The steggly-sloped area near the middle of the subject is also shown as a landslide hazard and severe erosion hazard in the GIS. (STAFF COMMENTS) Approximately how many people would reside or work in the completed project? Aproximately 42 people Lper townhouse). (STAFF COMMENTS) Approximately how many people would the completed project displace? None. The subiect is not currently developed with residential uses. (STAFF COMMENTS) Proposed measures to avoid or reduce displacement impacts, if any: No displacement. (STAFF COMMENTS) Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proiect proposes primarily residential uses, and existing residences are located to the east and west of the subiect. Commercial uses are located to the north and south, and provision of live/work units along 5' Avenue S continues this pattern of commercial uses ad iacent to the arterial. (STAFF COMMENTS) N ti O O TMI O N Z J a c 0 0 M Cn E L 0 u_ L M a m c a Revised on 9119116 SEPA Checklist.doc Attac q' e 17 0 25 PLN2 Packet Pg. 70 1.k In. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: Not applicable in this location. (STAFF COMMENTS) 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. Fourteen units are proposed. These are likely to be middle -to -high income housing. (STAFF COMMENTS) b. Approximately how many units, if any would be eliminated? Indicate whether high, middle, or low-income housing. None. (STAFF COMMENTS) C. Proposed measures to reduce or control housing impacts, if any: None needed as no units will be removed. (STAFF COMMENTS) 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principle exterior building material(s) proposed? The structures are restricted to a maximum of 30 ft above average trade. Exterior materials have not vet been selected but may include brick, fiber cement panel, metal and glass. N ti 0 0 N O N Z J IL c 0 M E Lo u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 18 0 25 PLN2 Packet Pg. 71 1.k it. (STAFF COMMENTS) b. What views in the immediate vicinity would be altered or obstructed? Views from the parcels on the opposite side of 5' Avenue S will be altered by the construction of the new buildings. As the affected parcels are located above the subiect, this is partially mitigated by existing topography. (STAFF COMMENTS) C. Proposed measures to reduce or control aesthetic impacts, if any: The project is subiect to district -based design review, and aesthetic impacts will be considered during that process. (STAFF COMMENTS) Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? b. C. The proposal includes expanses of glazing on the east and west facades of all buildings. Interior lighting thus could spill onto the sidewalk and the parking lot on the westerly neighboringparcel. As a primarily residential project, this is most likely to occur during morning and evening hours. Light will also be produced by vehicles entering and leaving the subiect. (STAFF COMMENTS) Could light or glare from the finished project be a safety hazard or interfere with views? Safety hazards due to light or glare are not anticipated. Impacts to views are expected to be minor due to the small scale of the project and lack of pole -mounted lighting. Its primarily residential nature also results in minimal 24-hr lighting. While it is anticipated that the 5`h Avenue S sidewalk will be lit throughout the night, much of the subiect will be darkened once residents zo to bed. (STAFF COMMENTS) What existing off -site sources of light or glare may affect your proposal? Street lighting in the 5t1i Avenue S right-of-way may affect the interior environment of the easterly buildings. N ti O O TMI O N Z J a c 0 0 M Cn E L 0 U- L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 19 0 25 PLN2 Packet Pg. 72 1.k (STAFF COMMENTS) d. Proposed measures to reduce or control light and glare impacts, if any: Parking is located between and behind the buildings, reducingits is impacts on nei hb�oringparcels and the ri hh of -way. The proposed landscape bue(fer along the westerlyproperty boundary_ further reduces the impact of ligh on the westerly nei h�gparcel. (STAFF COMMENTS) 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? The subiect is two blocks from Edmonds City Park. It is also adjacent to several eating and drinking establishments. The subiect is approximately Y2 mile from downtown Edmonds and the various recreational opportunities there. (STAFF COMMENTS) b. Would the proposed project displace any existing recreation uses? If so, describe. No. (STAFF COMMENTS) C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: Roof decks are proposed on the westerly building to provide a passive, onsite recreation opportunity. The project is also required to contribute parks impact fees, helpinggate any effects of increased demand on Edmonds City Park to the west. (STAFF COMMENTS) N ti O O N O N Z J IL c 0 Cn ra E L 0 U- M a m c a Revised on 9119116 SEPA Checklist.doc Attac q' e 20 0 25 PLN2 Packet Pg. 73 1.k 13. Historic and Cultural Preservation a. Are there any buildings, structures, or sites located on or near the site that are over 45 years old listed in, or eligible for listing in national, state, or local preservation registers? If so, specifically describe. Both existing structures are over 45 years old. They have not been included in preservation registers. (STAFF COMMENTS) b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. C. d. Per the WISAARD database, there is a high to very high risk of encountering archaeological artifacts in the general vicinity. The database also notes that the area is considered a Tribal Area of Interest for the Tulalifl, Swinomish, Suquamish, Snogualmie, Sauk Suittle Tribe, Samish Indian Nation and Muckleshoot peoples. No archaeological studies of the subiect parcel are known to have been conducted, and no evidence of cultural resources has been observed. (STAFF COMMENTS) Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the Department of Archeology and Historic Preservation, archaeological surveys, historic maps, GIS date, etc. The WISAARD and Edmonds Re is�of Historic Places databases have been consulted. (STAFF COMMENTS) Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None anticipated. (STAFF COMMENTS) N I- Q O TMI O N Z J IL c 0 Cn E 0 u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 21 0 25 PLN2 Packet Pg. 74 1.k 14. Transportation a. b. C. rI Identify public streets and highways serving the site or affected geographic area, and describe proposed access to the existing street system. Show on site plans, if any. The subiect is served by 5' Avenue S. It is also served by a privately -owned alley. (STAFF COMMENTS) Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? Yes, the subiect is served by Community Transit via Sah Avenue S. The nearest stop is located at the intersection of 5`h Avenue S and Howell Way. (STAFF COMMENTS) How many additional parking spaces would the completed project or nonproject proposal have? How many would the project or proposal eliminate? The proposal includes a total of 20 new parking spaces. The existing parking, lot contains 15 spaces and is to be removed. Thus, the proposal results in a net ainot the spaces. (STAFF COMMENTS) Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities not including driveways? If so, generally describe (indicate whether public or private). During the pre -application conference. City staff indicated that the project will be required to construct frontage improvements on the west side of the 5rh Avenue S right-of-way. These improvements include sidewalk, planter strip and street trees, driveway access to the private alley, curb and nutter. (STAFF COMMENTS) N ti O O N O N Z J a c 0 Cn E L 0 U- M a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 22 0 25 PLN2 Packet Pg. 75 1.k e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. (STAFF COMMENTS) f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and passenger vehicles). What data or transportation models were used to make these estimates? Per the ITE Manual, midrise multi amily development in a general urban or suburban context generates approximately_0.44 trips per unit. Also per this manual, small office spaces (such as those provided in the live/work units) typically generate 2.45 trips per 1000 sf gross floor area. Using these values, the project is expected to generate approximately 14.3 trips per day. No truck traffic is anticipated due to the primarily residential nature of the proiect. (STAFF COMMENTS) g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. Not anticipated in this urban area. (STAFF COMMENTS) h. Proposed measures to reduce or control transportation impacts, if any: In addition to the frontage improvements discussed above, the project is required to provide transportation impact fees. Thise undin_ may be used by the City as necessary to mitigatepacts to the transportation network. (STAFF COMMENTS) N ti O O TMI O N Z J a c 0 .y to M E L 0 u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac e 23 0 25 PLN2 Packet Pg. 76 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. The proiect increases the number of residential units on the sub'el ct, generating a corresponding increase in the need for public services. As the proiect is relatively small, the impact is expected to be minor. (STAFF COMMENTS) b. Proposed measures to reduce or control direct impacts on public services, if any: Not anticipated to be necessag for this small-scale proiect. (STAFF COMMENTS) 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other: All listed utilities are already available to the subiect. (STAFF COMMENTS) b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Electricitv: Snohomish PUD. Underground connections from a common vault are anticipated. Natural Gas:Puget Sound Enemy. New service lines will be needed. Water: City of Edmonds. New service lines will be needed. Refuse Service: Sound Disposal. Collection areas) to be designed at a later date. Communications: Various purveyors. It is anticipated that telephone, cable and Internet will be provided. Sanitary Sewer: City of Edmonds. New side sewers will likely be needed. Storm Drainage: City ofEdmonds. New onsite drainage improvements are proposed with overflow to the main. N I- Q O TMI O N Z J a c 0 Cn M E L 0 u_ L M a m c IL Revised on 9119116 SEPA Checklist.doc Attac Pats c 24 of 25 PLN2 Packet Pg. 77 1.k (STAFF COMMENTS) C�.y C11►[�11'7 N I- Q I declare under penalty of jury laws that the above answers are true and correct to the best of my knowledge. I understand o that the lead agency is re ing on them o make its decision. c N Z J 12.10.2020 a c o_ tur p nent Date Submitted y Cn M E L 0 LL L 0 a m c IL Revised on 9119116 SEPA Checklist.doc Attac q' e 25 0 25 PLN2 Packet Pg. 78 1.1 CITY OF EDMONDS NOTICE OF PUBLIC HEARING <nc. 189v PROJECT DESCRIPTION: BK Investment Group LLC is proposing to subdivide 614 & 616 5th Avenue S, a 22,387 square foot assemblage in the Downtown Business (BD3) zone, into 14 lots and an access tract. The access tract is an existing private alley which is owned by the developer and all 14 proposed lots would use the existing alley for site access. Each of the lots will contain either a live/work unit in two buildings at 5th Avenue or a multiple dwelling unit in one building toward the west side of the project site. Two existing commercial buildings and related improvements on the project site will be removed. Utility and frontage improvements will be required. PROJECT LOCATION: 614 & 616 5t" Ave. S (Tax ID #s: 27032600100900 & 27032600102900) NAME OF OWNER: Jonathan Kurth (BK Investment Group LLC) NAME OF APPLICANT: Sue Winters (Chadwick & Winters Land Surveying) FILE NO.: PLN2021-0072 DATE OF APPLICATION: December 10, 2021 DATE OF COMPLETENESS: January 20, 2022 DATE OF NOTICE: July 13, 2023 REQUESTED PERMITS: Preliminary formal subdivision (Type III -A decision by the Hearing Examiner following a public hearing) OTHER REQUIRED Building and Engineering permits PERMITS: EXISTING ENVIRONMENTAL DOCUMENTS: SEPA checklist and determination of nonsignificance, critical area checklist, traffic impact analysis, stormwater report COMMENTS ON PROPOSAL DUE: July 27, 2023 PUBLIC HEARING INFORMATION: A hybrid public hearing will be held by the Hearing Examiner on Thursday, July 27, 2023 at 3:00 p.m. The physical location is Edmonds City Hall, 121 5th Avenue N, 3rd Floor, Brackett Room. Or join the Zoom meeting at: https://edmondswa- gov.zoom.us/I/82688031743?pwd=U EROW k5hdU5DN 1dRK1V3M kR2WTRSdz09 Or via phone by dialing 253-215-8782 Attac PLN2 Packet Pg. 79 1.1 Meeting ID: 826 8803 1743 Password: 308007 Per ECDC 20.03, any person has the right to comment on this application during public comment period, receive notice and participate in any hearings, and request a copy of the decision on the application. The City may accept public comments at any time prior to the closing of the record of an open record predecision hearing, if any, or, if no open record predecision hearing is provided, prior to the decision on the project permit. Information on this development application is available at the City of Edmonds Planning & Development Department, 121 51h Ave North, Edmonds, WA 98020 between the hours of 10:00 A.M. and 2:00 P.M. Monday — Friday or through the City's website (https://www.edmondswa.gov/services/public involvement/public notices/dev elopment notices) and search for permit PLN2021-0072. A copy of the staff report will be available at least seven days prior to the hearing date. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 PLAT OF PINE PARK 614 SUBDIVISION NO.N2031-00,2 CITY OF EUMONUS SNOHOMISH COUNTY, WASHINOTON a XORTN SCIV£.Y-,c i 30• I i N 88°52'e8" W 130.00' i II LOT, e I n �b-LOT - � LOT6 laud sn+�rc.1 I +I I gg II 8 d �•+� mK a atrsnY [ aRw' I a_w I s 6[SB1Y eTM n A LOT 6 I1 ••I L �,9 asxtY �.>>a I ng [ I ae�er (%� I I LOT 10 Y I+i si+i+[. s k LOT 4 Isu s:�i si x� Uj W I I I s bSYIY [ n X s ®SIY [ 5g+p + a .'Rs� uft s - I aeaY,a'r i SAID3 i i LOT12 l oI :arx+re 9 LOT2 LOT 13 s 3 N 88°52'48" W (ILm m1R,A - x msr131.3T I R TRAr AI vl N M 52'48•' W zsl.ar I J J J I a[ soh CHADWICKr) w SURDIVISIONNO PLN202t-0072 SUBDIVISIONDETA& WINTERS NE119, NEY/4, SEC 26, T.2TN, R.9E., W.M. LAND SURVEYING AND MAPPING uw a zaavl.ocae pne t[y. n�{NM111CKRIH[EIF L9M SNOHOMISH COUNTY, WASWNGTON Attac PLN2 Packet Pg. 80 . City of Edmonds Adjacent Property Owner Map M L4P - 328 � �cr -- , „ f� �� ■ 272 346 348 3110 424 I =-P 437 529a 1.63 � 402 1 �•� "50 I 614 1 12'410 406 409 1 5 ' 515 430514 n �, ■ �, u, + 51 52 101 �526 523 4D 55C' 525MONO" 421P ' Lon 531 90 9533 SirON4 fr PIN 1� 53� 539� � 5� W = :. W - ■ Q 517 614 Q + 7D � ❑ = 706 70 rrn 616 LA 510 72V 72 622 6 . 72Jff_ 72 533 600 54� 39 541 •5' 65 a 5� 555 h� 1112 703 •■70ps 703 709 mC� 551 902 90V ■ 711 716, ME ig16� :5f 715 511 52M 5 PARKS T21 r 717 P DEFT 305 f i 727 522 N 1: 3,031 r 0 252.60 505.2 Feet 376.2 This ma Is a user generated static output from an Internet mapping site and is 1 4,514 P B P PP B reference only. Data layers that appear on this map may or may not be accural WGS 1984 Web Mercator_Auxiliary-Sphere current, or otherwise reliab © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTIC r N O m J a uounuak � N Legend 3 M O LL f3 d C fl C t V Q C d Notes L) Parcels within 300' of �a w Q Pine Park 614 Preliminary Subdivision File: PLN2021-0072 Attac Packet Pg. 81 PARCEL_ID OWNERNAME OWNERLINEI OWNERCITY OWNERSTATE OWNERZIP 27032500207900 BARRETT STEVEN P 510 HOLLY DR EDMONDS WA 98020 00843900010000 TOBY1 LLC PO BOX 13393 MILL CREEK WA 98082 00843900020100 FIRMANI LINDA 504 HOLLY DR UNIT 201 EDMONDS WA 98020 00843900020200 MCKAY GRETA / LIGHTFOOT LINDA 504 HOLLY DR UNIT 202 EDMONDS WA 98020 00843900030100 SCHIPPERS JOHAN M & ANTONETTHA G 504 HOLLY DR UNIT 301 EDMONDS WA 98020-3498 00843900030200 LYONS JOHN A L & CAROL S 19828 47TH AVE NE LAKE FOREST PARK WA 98155 00843900030300 KWAK KUM TRUST 504 HOLLY DR UNIT 303 EDMONDS WA 98020 00843900030400 BRADBURY WARREN E 504 HOLLY DR UNIT 304 EDMONDS WA 98020 27032600100300 OLYMPIC & SOUND VIEW LLC 12625 4TH AVE W STE 200 EVERETT WA 98204 27032600102500 EDMONDS CENTER LP 403 HOWELL WAY EDMONDS WA 98020 00872700051400 FARMER JAMES R & PATRICIA W 514 4TH AVE S EDMONDS WA 98020-4110 00872700051800 GRIGNON DIANE H 518 4TH AVE S EDMONDS WA 98020-4110 00409600100101 PUGSLEY KEVIN & KORYNN 308 HOWELL WAY EDMONDS WA 98020 00409600100102 RAMM GARY/RAMM CHARLENE 5011 19TH AVENUE NE SEATTLE WA 98105 00409600100300 BURK CAROL 515 3RD AVE S EDMONDS WA 98020 00409600100400 MAHONEY SUSAN A 521 3RD AVE S EDMONDS WA 98026 00409600100500 SPARKS ALAN 1 527 3RD AVE S EDMONDS WA 98020 00409600100600 STOULIL RYAN COREY PO BOX 841 EDMONDS WA 98020 00409600100700 STEINLE PAMELA 112 ST ANDREWS PL TULLAHOMA TN 37388 00409600100800 LARSONHELMAA 5413RD AVE S EDMONDS WA 98020-4103 00409600100900 KILLIN JONATHAN & SELENA 543 3RD AVE S EDMONDS WA 98020-4103 00409600101100 PICKETT RONALD 654 4TH AVE S EDMONDS WA 98020-7226 00409600101200 LORETTE ALLAN R & SALLY B 558 4TH AVE S EDMONDS WA 98020-4110 00409600101300 LARSON GREGG & DARCIE 554 4TH AVE S EDMONDS WA 98020-4110 00409600101400 DRULLINGER MARK A 544 4TH AVE S EDMONDS WA 98020-4110 00409600101500 DOWD-TIMONEN PATRICIA TRUST 5344TH AVE S EDMONDS WA 98020-4110 00409600101600 MT BAKER ASSOCIATES LP PO BOX 1329 EDMONDS WA 98020 00409600101700 PHIPPS THOMAS E & GAYLE M 22929 108TH AVE W EDMONDS WA 98020-5189 00409600200100 FOURTH STREET APARTMENTS LLC 624 ELM PL EDMONDS WA 98020-4646 00409600200200 533 EDMONDS LLC 23520 WOODWAY PARK RD EDMONDS WA 98020 00409600200300 PNT PROPERTIES LLC 9792 EDMONDS WAY #225 EDMONDS WA 98020 00409600200400 LANG JACK A 5414TH AVE S EDMONDS WA 98020-4189 00409600200500 PAULSON GILLIAN 547 4TH AVE S EDMONDS WA 98020-4189 00409600200600 WILSONLINDA M 5554TH AVE S EDMONDS WA 98020 00409600101901 NOGGINS DALE E & DONNA L 21826 95TH AVE W EDMONDS WA 98020 00649300100100 LORAH SHANNON R & EDWARD 517 4TH AVE S UNIT A EDMONDS WA 98020 00649300100200 JOCHIMSEN LAVERE E & KATHRYN C 517 4TH AVE S UNIT B EDMONDS WA 98020-4137 00649300100300 JERMULOWSKE JEFFREY S/WHEELER ALISHA k 517 4TH AVENUE SOUTH #C EDMONDS WA 98020 00649300100400 PEDERSON NANCY CHERMAK 517 4TH AVE S UNIT D EDMONDS WA 98020-4137 00649300200100 FAIRCHILD FAMILY REVOCABLE LIVING TRUST 519 4TH AVE S UNIT A EDMONDS WA 98020-4138 00649300200200 MIZE LISA M TTEE 7001 SEAVIEW AVE NW UNIT 160-SEATTLE WA 98117 00649300200300 SIMPSON JEAN H 519 4TH AVE S UNIT C EDMONDS WA 98020-4138 00649300200400 WILKENING ROBERT 519 4TH AVE S UNIT D EDMONDS WA 98020 00477300000100 POOLE CECELIA A 537 5TH AVE S EDMONDS WA 98020-3458 00477300000200 POWER LEE A & MELANIE L 511 HOMELAND DR EDMONDS WA 98020-4026 00477300000300 MARZANO MICHIAH J & ANTHONY 510 HOMELAND DR EDMONDS WA 98020-4026 00477300000400 RICHARD RITA 609 5TH AVE S EDMONDS WA 98020-3452 00477300000500 BAKKEN JAN 0 516 HOMELAND DR EDMONDS WA 98020-4026 00477300001501 DAWSON WES C 539 HOMELAND DR EDMONDS WA 98020-4026 00477300001702 HUDLOW KARMEN L 523 HOMELAND DR EDMONDS WA 98020 00477300001800 DOLAN MICHAEL W & MARY K 515 HOMELAND DR EDMONDS WA 98020-4026 27032500208200 URSINO DANIEL A 17814 73RD PL W EDMONDS WA 98026-5520 27032500208000 MT OLYMPUS HOLDINGS LLC 533 5TH AVE S EDMONDS WA 98020 00720000000400 BEDDALLBRADLEY 19515 27TH N W SEATTLE WA 98177 00720000100100 VANDER LINDEN JOY M 630 5TH AVE S #1A EDMONDS WA 98020 00720000110100 FRANCIS ROGER A 630 5TH AVE S # 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SEATTLE WA 98103 00906500010300 CHAN DAVID & NAKAGAWA JANE 1758 43RD AVE SAN FRANCISCO CA 94122 00906500020100 PERRY PAMELA ELIZABETH 654 5TH AVE S UNIT 201 EDMONDS WA 98020 00906500020200 KRUEGER JOHN & JEAN REVOCABLE TRUST 654 5TH AVE S UNIT 202 EDMONDS WA 98020-3619 00906500020300 HEINS LANE REVOKABLE FAMILY TRUST 654 5TH AVE S UNIT 203 EDMONDS WA 98020-3619 00906500020400 CHAN DAVID C & NAKAGAWA JANE R 654 STH AVE S UNIT 204 EDMONDS WA 98020-3619 00906500030000 BC 300 LLC PO BOX 1044 EDMONDS WA 98020 00906500040100 HOFFMAN SHERRY R 654 5TH AVE S UNIT 401 EDMONDS WA 98020-3617 00906500040200 BRADLEY DRAKE R 654 5TH AVE S UNIT 402 EDMONDS WA 98020 00906500040300 LALLY ANN M 654 5TH AVE S UNIT 403 EDMONDS WA 98020-3617 00906500040400 DAHLSTROM TIMOTHY & MURPHY DONNA 654 5TH AVE S UNIT 404 EDMONDS WA 98020-3617 00906500040500 SWINDLER KATHRYN E 654 5TH AVE S UNIT 405 EDMONDS WA 98020-3617 00906500040600 SURPRENANT VALERIE A & LEWIS DAVID R 654 5TH AVE S UNIT 406 EDMONDS WA 98020 27032500210500 APPLE TWO LLC 14227 EVERGREEN WAY STANWOOD WA 98292 27032500210400 CURTIS CHESTER B & DOLORES B PO BOX 1087 EDMONDS WA 98020 27032500215300 COLUMBIA CITY PARTNERS LLC 4201 6TH AVE S SEATTLE WA 98108 00477300000600 KETTEL RICHARD G & SARA E 524 HOMELAND DR EDMONDS WA 98020 27032500215200 RODRIGUES ADLER F & MERCEDES F 521 HEMLOCK WAY EDMONDS WA 98020 27032500218400 SHAPPACHER THOMAS & MELISSA A 539 HEMLOCK WAY EDMONDS WA 98020 27032500218300 PETERSON JEFFREY J & MCKIMMIE HEATHER 1527 HEMLOCK WAY EDMONDS WA 98020 27032600100900 BK INVESTMENT GROUP LLC 557 ROY ST STE 125 SEATTLE WA 98109 27032600102900 BK INVESTMENT GROUP LLC 557 ROY ST STE 125 SEATTLE WA 98109 00880600010100 BANKSTON JOHN K & SHERILYN M 400 HOWELL WAY UNIT 101 EDMONDS WA 98020 00880600010200 HANLEY ROBERT S & BETTY J 400 HOWELL WAY UNIT 102 EDMONDS WA 98020-4190 00880600010300 KURTH RLT 400 HOWELL WAY UNIT 103 EDMONDS WA 98020-4190 00880600020100 CARROLL WENDY 400 HOWELL WAY #201 EDMONDS WA 98020 00880600020200 HAYTEMA PIETER D & NORMA 1 400 HOWELL WAY UNIT 202 EDMONDS WA 98020-4190 00880600020300 LYLE THEODORE & HUMPHREYS-LYLE JOAN P 400 HOWELL WAY UNIT 203 EDMONDS WA 98020-4190 00409600101904 CHALMERS GINA LIVING TRUST 318 HOWELL WAY EDMONDS WA 98020-4118 00409600101903 BOZE TIMOTHY A & TAM R 314 HOWELL WAY EDMONDS WA 98020-4118 Attac PLN2 Packet Pg. 83 Click2Mail MOL Pro Tracing Data Page 1 of 6 For Click2Mail Order #20721185 Tracking Number Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode) 00270200802186699081 RICHARD RITA 609 5th Ave S Edmonds WA 98020-3452 UNITED STATES 00270200802186699081 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699080 MARZANO MICHIAH J & ANTHONY 510 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699080 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699089 VANDER LINDEN JOY M 630 5th Ave S Apt 1A Edmonds WA 98020-3447 UNITED STATES 00270200802186699089 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699122 SWINDLER KATHRYN E 654 5th Ave S Unit 405 Edmonds WA 98020-3617 UNITED STATES 00270200802186699122 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699088 BEDDALL BRADLEY 19515 27th Ave NW Shoreline WA 98177-2954 UNITED STATES 00270200802186699088 Standard USPS Indicated Delivered 07/17/23 14:51 EDT 98177 00270200802186699121 DAHLSTROM TIMOTHY & MURPHY DONNA 654 5th Ave S Unit 404 Edmonds WA 98020-3617 UNITED STATES 00270200802186699121 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699087 MT OLYMPUS HOLDINGS LLC 533 5th Ave S Edmonds WA 98020-3458 UNITED STATES 00270200802186699087 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699120 LALLY ANN M 654 5th Ave S Unit 403 Edmonds WA 98020-3617 UNITED STATES 00270200802186699120 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699086 URSINO DANIEL A 17814 73rd PI W Edmonds WA 98026-5520 UNITED STATES 00270200802186699086 Standard USPS Indicated Delivered 07/17/23 18:42 EDT 98026 00270200802186699085 DOLAN MICHAEL W & MARY K 515 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699085 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699084 HUDLOW KARMEN L 523 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699084 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699083 DAWSON WES C 539 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699083 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699082 BAKKEN JAN O 516 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699082 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699129 SHAPPACHER THOMAS & MELISSA A 539 Hemlock Way Edmonds WA 98020-4024 UNITED STATES 00270200802186699129 Standard 07/14/23 21:50 EDT 48233 00270200802186699128 RODRIGUES ADLER F & MERCEDES F 521 Hemlock Way Edmonds WA 98020-4024 UNITED STATES 00270200802186699128 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699127 KETTEL RICHARD G & SARA E 524 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699127 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699126 COLUMBIA CITY PARTNERS LLC 4201 6th Ave S Seattle WA 98108-1702 UNITED STATES 00270200802186699126 Standard USPS Indicated Delivered 07/17/23 12:49 EDT 98108 00270200802186699125 CURTIS CHESTER B & DOLORES B PO Box 1087 Edmonds WA 98020-1087 UNITED STATES 00270200802186699125 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 Attachment 11 PLN2021-0072 1.1 Page 2 of 6 Tracking Number Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode) 00270200802186699124 APPLE TWO LLC 14227 Evergreen Way Stanwood WA 98292-9122 UNITED STATES 00270200802186699124 Standard USPS Indicated Delivered 07/17/23 11:48 EDT 98292 00270200802186699123 SURPRENANT VALERIE A & LEWIS DAVID R 654 5th Ave S Unit 406 Edmonds WA 98020-3617 UNITED STATES 00270200802186699123 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699092 HUDDLESTON JEAN MARIE 630 5th Ave S Unit 103 Edmonds WA 98020-3448 UNITED STATES 00270200802186699092 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699091 PAINE SUSAN 1005 5th Ave S Apt 102 Edmonds WA 98020-4051 UNITED STATES 00270200802186699091 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699090 FRANCIS ROGER A 630 5th Ave S Unit 101 Edmonds WA 98020-3447 UNITED STATES 00270200802186699090 Standard Arrived at Recipient PO 07/18/23 00:18 EDT 72231 00270200802186699133 BANKSTON JOHN K & SHERILYN M 400 Howell Way Apt 101 Edmonds WA 98020-4190 UNITED STATES 00270200802186699133 Standard USPS Indicated Delivered 07/17/23 10:35 EDT 98020 00270200802186699099 FUREY DANIEL J & ANNE M 116 Clallam Bay St Sequim WA 98382-9370 UNITED STATES 00270200802186699099 Standard USPS Indicated Delivered 07/17/23 13:02 EDT 98382 00270200802186699132 BK INVESTMENT GROUP LLC 557 Roy St Ste 125 Seattle WA 98109-4229 UNITED STATES 00270200802186699132 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699098 LANIGAN BILLIE THON 630 5th Ave S Unit 201 Edmonds WA 98020-3453 UNITED STATES 00270200802186699098 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699131 BK INVESTMENT GROUP LLC 557 Roy St Ste 125 Seattle WA 98109-4229 UNITED STATES 00270200802186699131 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699097 MCINTYRE JESSAMYN A 630 5th Ave S Unit 108 Edmonds WA 98020-3448 UNITED STATES 00270200802186699097 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699130 PETERSON JEFFREY J & MCKIMMIE HEATHER L 527 Hemlock Way Edmonds WA 98020-4024 UNITED STATES 00270200802186699130 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699096 CHAN MAN HOI 4380 E Marshall Ct Gilbert AZ 85297-9542 UNITED STATES 00270200802186699096 Standard Arrived at Recipient PO 07/18/23 02:08 EDT 85026 00270200802186699095 STRAUSS LAURA 630 5th Ave S Unit 106 Edmonds WA 98020-3448 UNITED STATES 00270200802186699095 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699094 HEVERAN JANET 630 5th Ave S Unit 105 Edmonds WA 98020-3448 UNITED STATES 00270200802186699094 Standard USPS Indicated Delivered 07/17/23 10:16 EDT 98012 00270200802186699093 WILLIAMS BENJAMIN 630 5th Ave S Unit 104 Edmonds WA 98020-3448 UNITED STATES 00270200802186699093 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699139 CHALMERS GINA LIVING TRUST 318 Howell Way Edmonds WA 98020-4118 UNITED STATES 00270200802186699139 Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 00270200802186699138 LYLE THEODORE & HUMPHREYS-LYLE JOAN P TR 400 Howell Way Apt 203 Edmonds WA 98020-4190 UNITED STATES 00270200802186699138 Standard USPS Indicated Delivered 07/17/23 10:35 EDT 98020 00270200802186699137 HAYTEMA PIETER D & NORMA J 400 Howell Way Apt 202 Edmonds WA 98020-4190 UNITED STATES Attachment 11 PLN2021-0072 Page 3 of 6 1.1 Tracking Number 00270200802186699137 00270200802186699136 00270200802186699136 00270200802186699135 00270200802186699135 00270200802186699134 00270200802186699134 00270200802186699140 00270200802186699140 00270200802186699039 00270200802186699039 00270200802186699038 00270200802186699038 00270200802186699037 00270200802186699037 00270200802186699036 00270200802186699036 00270200802186699035 00270200802186699035 00270200802186699045 00270200802186699045 00270200802186699044 00270200802186699044 00270200802186699043 00270200802186699043 00270200802186699042 00270200802186699042 00270200802186699041 00270200802186699041 00270200802186699040 00270200802186699040 00270200802186699049 00270200802186699049 00270200802186699048 00270200802186699048 00270200802186699047 00270200802186699047 Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode' Standard USPS Indicated Delivered 07/17/23 10:35 EDT 98020 CARROLL WENDY 400 Howell Way Apt 201 Edmonds WA 98020-4190 UNITED STATES Standard USPS Indicated Delivered 07/17/23 15:20 EDT 85747 KURTH RLT 400 Howell Way Apt 103 Edmonds WA 98020-4190 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:35 EDT 98020 HANLEY ROBERT S & BETTY J 400 Howell Way Apt 102 Edmonds WA 98020-4190 UNITED STATES Standard 07/14/23 21:50 EDT 48233 BOZE TIMOTHY A & TAMI R 314 Howell Way Edmonds WA 98020-4118 UNITED STATES Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 SCHIPPERS JOHAN M & ANTONETTHA G 504 Holly Dr Unit 301 Edmonds WA 98020-3498 UNITED STATES Standard 07/14/23 21:50 EDT 48233 MCKAY GRETA / LIGHTFOOT LINDA 504 Holly Dr Unit 202 Edmonds WA 98020-3498 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 FIRMANI LINDA 504 Holly Dr Unit 201 Edmonds WA 98020-3498 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 TOBY1 LLC PO Box 13393 Mill Creek WA 98082-1393 UNITED STATES Standard Arrived at Recipient PO 07/16/23 15:40 EDT 98052 BARRETT STEVEN P 510 Holly Dr Edmonds WA 98020-3418 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 FARMER JAMES R & PATRICIA W 514 4th Ave S Edmonds WA 98020-4110 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 EDMONDS CENTER LP 403 Howell Way Edmonds WA 98020-4186 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:31 EDT 98020 OLYMPIC & SOUND VIEW LLC 12625 4th Ave W Ste 200 Everett WA 98204-6427 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:34 EDT 98204 BRADBURY WARREN E 504 Holly Dr Unit 304 Edmonds WA 98020-3498 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:04 EDT 98177 KWAK KUM TRUST 504 Holly Dr Unit 303 Edmonds WA 98020-3498 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 LYONS JOHN A L & CAROL S 19828 47th Ave NE Lake Forest Park WA 98155-1726 UNITED STATES Standard USPS Indicated Delivered 07/17/23 12:37 EDT 98155 BURK CAROL 515 3rd Ave S Edmonds WA 98020-4103 UNITED STATES Standard USPS Indicated Delivered 07/17/23 09:58 EDT 78645 RAMM GARY/RAMM CHARLENE 5011 19th Ave NE Seattle WA 98105-3306 UNITED STATES Standard USPS Indicated Delivered 07/17/23 10:10 EDT 98105 PUGSLEY KEVIN & KORYNN 308 Howell Way Edmonds WA 98020-4118 UNITED STATES Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 Attachment 11 PLN2021-0072 Page 4 of 6 1.1 Tracking Number Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode 00270200802186699046 GRIGNON DIANE H 518 4th Ave S Edmonds WA 98020-4110 UNITED STATES 00270200802186699046 Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 00270200802186699056 PICKETT RONALD 654 4th Ave S Edmonds WA 98020-7226 UNITED STATES 00270200802186699056 Standard USPS Indicated Delivered 07/17/23 15:11 EDT 92128 00270200802186699055 KILLIN JONATHAN & SELENA 543 3rd Ave S Edmonds WA 98020-4103 UNITED STATES 00270200802186699055 Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 00270200802186699054 LARSON HELMA A 541 3rd Ave S Edmonds WA 98020-4103 UNITED STATES 00270200802186699054 Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 00270200802186699053 STEINLE PAMELA 112 Saint Andrews PI Tullahoma TN 37388-4818 UNITED STATES 00270200802186699053 Standard USPS Indicated Delivered 07/17/23 12:45 EDT 37388 00270200802186699052 STOULIL RYAN COREY PO Box 841 Edmonds WA 98020-0841 UNITED STATES 00270200802186699052 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699051 SPARKS ALAN J 527 3rd Ave S Edmonds WA 98020-4103 UNITED STATES 00270200802186699051 Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 00270200802186699050 MAHONEY SUSAN A 521 3rd Ave S Edmonds WA 98020-4103 UNITED STATES 00270200802186699050 Standard USPS Indicated Delivered 07/17/23 13:59 EDT 98020 00270200802186699059 DRULLINGER MARK A 544 4th Ave S Edmonds WA 98020-4110 UNITED STATES 00270200802186699059 Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 00270200802186699058 LARSON GREGG & DARCIE 554 4th Ave S Edmonds WA 98020-4110 UNITED STATES 00270200802186699058 Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 00270200802186699057 LORETTE ALLAN R & SALLY B 558 4th Ave S Edmonds WA 98020-4110 UNITED STATES 00270200802186699057 Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 00270200802186699067 PAULSON GILLIAN 547 4th Ave S Edmonds WA 98020-4189 UNITED STATES 00270200802186699067 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699100 LEESE WAYNE PSC 477 Box 29 FPO AP 96306-0001 UNITED STATES 00270200802186699100 Standard En Route 07/14/23 16:33 EDT 60688 00270200802186699066 LANG JACK A 541 4th Ave S Edmonds WA 98020-4189 UNITED STATES 00270200802186699066 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699065 PNT PROPERTIES LLC 9792 Edmonds Way PMB 225 Edmonds WA 98020-5940 UNITED STATES 00270200802186699065 Standard USPS Indicated Delivered 07/17/23 12:13 EDT 98020 00270200802186699064 533 EDMONDS LLC 23520 Woodway Park Rd Woodway WA 98020-6106 UNITED STATES 00270200802186699064 Standard USPS Indicated Delivered 07/17/23 19:52 EDT 98020 00270200802186699063 FOURTH STREET APARTMENTS LLC 624 Elm PI Edmonds WA 98020-4646 UNITED STATES 00270200802186699063 Standard USPS Indicated Delivered 07/17/23 12:06 EDT 98020 00270200802186699062 PHIPPS THOMAS E & GAYLE M 22929 108th Ave W Edmonds WA 98020-5189 UNITED STATES 00270200802186699062 Standard USPS Indicated Delivered 07/17/23 19:15 EDT 98020 00270200802186699061 MT BAKER ASSOCIATES LP PO Box 1329 Edmonds WA 98020-1329 UNITED STATES Attachment 11 PLN2021-0072 Page 5 of 6 1.1 Tracking Number Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode' 00270200802186699061 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699060 DOWD-TIMONEN PATRICIA TRUST 534 4th Ave S Edmonds WA 98020-4110 UNITED STATES 00270200802186699060 Standard USPS Indicated Delivered 07/17/23 10:38 EDT 98020 00270200802186699108 PAYNE R G 8827 29th Ave NW Seattle WA 98117-3830 UNITED STATES 00270200802186699108 Standard USPS Indicated Delivered 07/17/23 16:04 EDT 98117 00270200802186699107 PK REAL PROPERTY LLC 2724 98th Ave NE Bellevue WA 98004-1823 UNITED STATES 00270200802186699107 Standard USPS Indicated Delivered 07/17/23 09:15 EDT 98004 00270200802186699106 BIGLER LINDA 25449 S Kingston Rd NE Kingston WA 98346-4501 UNITED STATES 00270200802186699106 Standard USPS Indicated Delivered 07/17/23 11:41 EDT 98346 00270200802186699105 ARCHER KEVIN W & KIMBERLY D 630 5th Ave S Unit 208 Edmonds WA 98020-3453 UNITED STATES 00270200802186699105 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699104 ZEILE LOUISE A PO Box 15620 Seattle WA 98115-0620 UNITED STATES 00270200802186699104 Standard Arrived at Recipient PO 07/17/23 05:24 EDT 98168 00270200802186699103 HUGHES DAVID & BELINDA 630 5th Ave S Unit 206 Edmonds WA 98020-3453 UNITED STATES 00270200802186699103 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699069 NOGGINS DALE E & DONNA L 21826 95th Ave W Edmonds WA 98020-3914 UNITED STATES 00270200802186699069 Standard USPS Indicated Delivered 07/17/23 11:25 EDT 98020 00270200802186699102 KIRK MARY ELLEN 630 5th Ave S Unit 205 Edmonds WA 98020-3453 UNITED STATES 00270200802186699102 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699068 WILSON LINDA M 555 4th Ave S Edmonds WA 98020-4189 UNITED STATES 00270200802186699068 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699101 HAMMRICH GREGORY F 630 5th Ave S Unit 204 Edmonds WA 98020-3453 UNITED STATES 00270200802186699101 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699109 BK INVESTMENT GROUP LLC 557 Roy St Ste 125 Seattle WA 98109-4229 UNITED STATES 00270200802186699109 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699070 LORAH SHANNON R & EDWARD 517 4th Ave S Apt A Edmonds WA 98020-4137 UNITED STATES 00270200802186699070 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699078 POOLE CECELIA A 537 5th Ave S Edmonds WA 98020-3458 UNITED STATES 00270200802186699078 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699111 SCOTT LAMAR & CATHY L 8745 Greenwood Ave N Apt 315 Seattle WA 98103-3651 UNITED STATES 00270200802186699111 Standard USPS Indicated Delivered 07/17/23 10:10 EDT 98103 00270200802186699077 WILKENING ROBERT 519 4th Ave S Apt D Edmonds WA 98020-4138 UNITED STATES 00270200802186699077 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699110 MATTHEWS SUSAN R 14111 55th Ave W Edmonds WA 98026-3813 UNITED STATES 00270200802186699110 Standard USPS Indicated Delivered 07/17/23 11:01 EDT 98026 00270200802186699076 SIMPSON JEAN H 519 4th Ave S Apt C Edmonds WA 98020-4138 UNITED STATES 00270200802186699076 Standard 07/14/23 21:50 EDT 48233 Attachment 11 PLN2021-0072 Page 6 of 6 1.1 Tracking Number Mailing Address Scan Status Scan Date Scan Address/Standard Type Location Address (ZipCode) 00270200802186699075 MIZE LISA M TTEE 7001 Seaview Ave NW Unit 160-808 Seattle WA 98117 UNITED STATES 00270200802186699075 USPS Indicated Delivered 07/17/23 10:04 EDT 98117 00270200802186699074 FAIRCHILD FAMILY REVOCABLE LIVING TRUST 519 4th Ave S Apt A Edmonds WA 98020-4138 UNITED STATES 00270200802186699074 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699073 PEDERSON NANCY CHERMAK 517 4th Ave S Apt D Edmonds WA 98020-4137 UNITED STATES 00270200802186699073 Standard Additional Processing 07/17/23 17:22 EDT 48233 00270200802186699072 JERMULOWSKE JEFFREY S/WHEELER ALISHA K 517 4th Ave S Apt C Edmonds WA 98020-4137 UNITED STATES 00270200802186699072 Standard En Route 07/16/23 09:01 EDT 98168 00270200802186699071 JOCHIMSEN LAVERE E & KATHRYN C 517 4th Ave S Apt B Edmonds WA 98020-4137 UNITED STATES 00270200802186699071 Standard USPS Indicated Delivered 07/17/23 11:00 EDT 98020 00270200802186699119 BRADLEY DRAKE R 654 5th Ave S Unit 402 Edmonds WA 98020-3617 UNITED STATES 00270200802186699119 Standard USPS Indicated Delivered 07/17/23 11:22 EDT 02675 00270200802186699118 HOFFMAN SHERRY R 654 5th Ave S Unit 401 Edmonds WA 98020-3617 UNITED STATES 00270200802186699118 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699117 BC 300 LLC PO Box 1044 Edmonds WA 98020-1044 UNITED STATES 00270200802186699117 Standard USPS Indicated Delivered 07/17/23 08:21 EDT 98020 00270200802186699116 CHAN DAVID C & NAKAGAWA JANE R 654 5th Ave S Unit 204 Edmonds WA 98020-3619 UNITED STATES 00270200802186699116 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699115 HEINS LANE REVOKABLE FAMILY TRUST 654 5th Ave S Unit 203 Edmonds WA 98020-3619 UNITED STATES 00270200802186699115 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699114 KRUEGER JOHN & JEAN REVOCABLE TRUST 654 5th Ave S Unit 202 Edmonds WA 98020-3619 UNITED STATES 00270200802186699114 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699113 PERRY PAMELA ELIZABETH 654 5th Ave S Unit 201 Edmonds WA 98020-3619 UNITED STATES 00270200802186699113 Standard USPS Indicated Delivered 07/17/23 10:26 EDT 98020 00270200802186699079 POWER LEE A & MELANIE L 511 Homeland Dr Edmonds WA 98020-4026 UNITED STATES 00270200802186699079 Standard USPS Indicated Delivered 07/17/23 10:54 EDT 98020 00270200802186699112 CHAN DAVID & NAKAGAWA JANE 1758 43rd Ave San Francisco CA 94122-4010 UNITED STATES 00270200802186699112 Standard Arrived at Recipient PO 07/17/23 18:13 EDT 94188 Report Generated on : July 18, 2023 Attachment 11 PLN2021-0072 1.1 File No.: PLN2021-0072 Applicant: BK Investment Group DECLARATION OF MAILING On the 13th day of July, 2023, the attached Notice of Public Hearing was mailed by the City of Edmonds to property owners within 300 feet of the property that is the subject of the referenced application. I, Michelle Martin, hereby declare under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct this 13th day of July, 2023 at Edmonds, Washington. Signed: Michelle Martin Attac PLN2 Packet Pg. 90 1.1 File No.: PLN2021-0072 Applicant: BK Investment Group DECLARATION OF POSTING On the 13rd day of July, 2023, the attached Notice of Public Hearing was posted as prescribed by Ordinance and in any event where applicable on or near the subject property. I, Mike Clugston, hereby declare under penalty of perjury under the laws of the State of Washington that the foregoing is true and correct this 13rd day of July 13 2023, at Edmonds, Washington. Signed: Attac PLN2 Packet Pg. 91 1.1 Clugston, Michael From: Rothfus, Debbie Sent: Wednesday, July 12, 2023 7:59 AM To: Martin, Michelle Subject: FW: Thank you for placing your classified advertisement. From: Sound Search <Oregon-Washington-Classifieds@clicknbuy.com> Sent: Tuesday, July 11, 2023 10:05 PM To: Rothfus, Debbie <debbie.rothfus@edmondswa.gov> Subject: Thank you for placing your classified advertisement. Ad # 980444 Thank you for placing your classified advertisement. The following represents the current text of your advertisement: CITY OF EDMONDS NOTICE OF PUBLIC HEARING PROJECT DESCRIPTION: BK Investment Group LLC is proposing to subdivide 614 & 616 5th Avenue S, a 22,387 square foot assemblage in the Downtown Business (BD3) zone, into 14 lots and an access tract. The access tract is an existing private alley which is owned by the developer and all 14 proposed lots would use the existing alley for site access. Each of the lots will contain either a live/work unit in two buildings at 5th Avenue or a multiple dwelling unit in one building toward the west side of the project site. Two existing commercial buildings and related improvements on the project site will be removed. Utility and frontage improvements will be required. PROJECT LOCATION: 614 & 616 5th Ave. S (Tax ID #s: 27032600100900 & 27032600102900) NAME OF OWNER: Jonathan Kurth (BK Investment Group LLC) NAME OF APPLICANT: Sue Winters (Chadwick & Winters Land Surveying) FILE NO.: PLN2021-0072 DATE OF APPLICATION: December 10, 2021 DATE OF COMPLETENESS: January 20, 2022 DATE OF NOTICE: July 13, 2023 REQUESTED PERMITS: Preliminary formal subdivision (Type III -A decision by the Hearing Examiner following a public hearing) OTHER REQUIRED PERMITS: Building and Engineering permits EXISTING ENVIRONMENTAL DOCUMENTS: SEPA checklist and determination of nonsignificance, critical area checklist, traffic impact analysis, stormwater report COMMENTS ON PROPOSAL DUE: July 27, 2023 PUBLIC HEARING INFORMATION: A hybrid public hearing will be held by the Hearing Examiner on Thursday, July 27, 2023 at 3:00 p.m. The physical location is Edmonds City Hall, 121 5th Avenue N, 3rd Floor, Brackett Room. Or join the Zoom meeting at: https://edmondswa- gov.zoom.us/i/82688031743?pwd=UEROWk5hdU5DN1dRK1V3MkR2WTRSdz09 Or via phone by dialing 253-215-8782 Meeting ID: 826 8803 1743 Password: 308007 Per ECDC 20.03, any person has the right to comment on this application during public comment period, receive notice and participate in any hearings, and request a copy of the decision on the application. The City may accept public comments at any time prior to the closing of the record of an open record predecision hearing, if any, or, if no open record predecision hearing is provided, prior to the decision on the project permit. Information on this development application is available at the City of Edmonds Planning & Development Department, 121 5th Ave North, Edmonds, WA 98020 between the hours of 10:00 A.M. and 2:00 P.M. Monday - Friday or through the City's website (https://www.edmondswa.gov/services/public involvement/public notices/development notices) and search for permit PLN2021-0072. A copy of the staff report will be available at least seven days prior to the hearing date. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 Published: July 13, 2023. EDH980444 You also have the exciting option to enhance your online advertisement with extended text, photos and even a Attac PLN2 Packet Pg. 92 1.1 multimedia at no additional cost. Enhancing your classified advertisement will give you increased exposure to thousands of online shoppers that visit our classified section every day. You can also choose to add shipping and delivery options for the buyer. Enhancing your advertisement is easy; just follow the online AdWizard to add an expanded description, photos and even video/audio of your item. To log in to the New Ad Wizard use your email address and existing password. Go to: https://secure.adpaV.com/adwizard login.aspx?1=32377902 , if this link is inactive, cut and paste it into your browser address window. If you need any assistance with your advertisement, please contact our classifieds department. Thank you for using Click-N-Buy Classifieds. Attac PLN2 Packet Pg. 93 SHOFFNER CONSULTING 1015 Tenth St. Mukilteo, WA 98275 Mobile: (206) 755-9407 1.m July 1, 2021 Revised: May 24, 2022 Craig Pontius Citizen Design 10 Dravus St. Seattle, WA 98109 RE: Tree Inventory Report - 614 & 616 5th Ave. S. Edmonds. Craig: This revised report is provided to report on the inventory I conducted on the properties at the addresses of 614 and 616 5th Ave. S. in Edmonds, WA. Please see the accompanying Tree Inventory Map for the surveyed locations and numbers of the trees. Information on the trees is included in this report. 1.0 Professional Experience and Credentials Following is a summarization of my experience and credentials as a consulting arborist: • Master of Science in Urban Horticulture from Center for Urban Horticulture, University of Washington, 1996. Focus of study and thesis was nursery production of Pacific madrone (Arbutus menziesii) and establishment into a natrual/urban ecosystem. • ISA Certified Arborist since 1996. • Tree Risk Assessment Qualified since 2012. • Consulting arborist, 1996-present. • Wetland Biologist, 1996-1998 • Other related experience: City of Everett Urban Forestry, summers 1989-1992; Natural Resource Management staff and Bellevue Botanical Garden staff, City of Bellevue, 1996-1997. 2.0 Site Conditions and Proposed Development The project site is currently developed with two retail buildings and a parking lot. 3.0 Tree Inventory - Methods and Results I conducted visual evaluations of all the trees according to ISA standards and based upon many years conducting such evaluations on trees in the Pacific Northwest. I oberserved trees up close to inspect conditions of the trunk and from afar to inspect conditions in the crowns. All assessments were conducted according to the methods specified in the ISA Tree Risk Assessment Manual (Dunster, Julian A., E. Thomas Smiley, Nelda Matheny, and Sharon Lily. 2013. Tree Risk Assessment Manual. Attac PLN2 Packet Pg. 94 1.m The investigations involved the gathering of the following information: • Tree species • Trunk diameter • Crown spread diameter • Location factors • Health and condition notes (general level of vigor, defects, disease or pest problems) There are 5 trees on the property that are shown on the inventory map. Information specific to each tree is as follows. CSD is crown spread diameter in feet and LOD is radial feet. # Species Dbh CSD Condition Notes and LOD 1 Black locust 12" 24' Good condition and health. LOD 15'. (Robinia pseudoacacia) 2 Black locust 19" 24' Good condition and health. LOD 15'. (Robinia pseudoacacia) 3 Flowering cherry 5" 6' Good condition and health. LOD 5'. 4 Sweetgum 16" 30' Good condition and health. LOD 17'. (Liquidambar styraciflua) 5 Sweetgum 18" 30' Good condition and health. LOD 17'. (Liquidambar styraciflua) 4.0 Limits of Disturbance Discussion and Encroachment The City of Edmonds requires Limits of Disturbance (LOD) be established as minimum distance of protection for all retained trees on site and for those just off -site to the west with driplines that extend onto the property. Limits of development for each tree are provided on the accompanying Tree Evaluation Data spreadsheet. The LODs are set based upon the following criteria: • For large trees with higher crowns where development can occur below the crown, the LODs are set a location to protect the structural root plate for below ground features. Above ground features that do not require grading or excavation may be within the LOD as no root disturbance will result. • For small trees with low crowns, the LOD is set just beyond the edge of the drip line in order to eliminate impacts to the crown. This distance is also adequate to provide sufficient root protection and prevent significant disturbance. All of the trees both on and just off -site have low crowns, therefore, the LOD will need to be outside the drip lines. Protection fencing for the trees off -site to the west need to be 10 feet from the property line. Once impacts and tree removal are proposed and identified near trees, impact assessments will be conducted in order to specify special instructions for work within the protection zone and to assess the impact of tree removal upon retained trees. Attac PLN2 Packet Pg. 95 1.m 5.0 Tree Retention, Replacement Required and Protection. The City of Edmonds tree retention, protect and replacement requirements are specified in chapter 23.10 Tree Related Regulations. Tree Retention - Multi -family development requires retention of 25% of the significant trees. At 4 significant trees, 1 tree is required to be retained. The City is requiring a type 1 planting screen along the western border that calls for trees and 42" tall shrubs. I recommend planting only 1 gallon container plants in order to limit damage to the roots of the off -site trees. 5.1 Tree Replacement Replacement of significant will be required as follows as required by ECDC 23.10.080 6"-10" One new tree 10.1 "-14" Two new trees >14" Three new trees Replacement for the removal of the significant trees on the property requires replacement trees, or its equivalent in fee in lieu. Replacement trees shall primarily be native species and sized as follows: Deciduous trees - 1 1/2" caliper Evergreen trees - 6 feet tall Replacement Tree Fee in Lieu - A fee in lieu of tree replacement may be allowed, subject to approval by the director after consideration of all other options. A tree replacement fee shall be required for each replacement tree required but not planted on the application site or an off -site location. 1. The amount of the fee shall be $1,000 multiplied by the number of trees necessary to satisfy the tree replacement requirements of this section and shall be deposited into the city's tree fund. 2. The fee shall be paid to the city prior to the issuance of a tree removal permit or associated development permit. 5.2 Tree Protection Measures The following tree protection measures are required by 23.10.070 of the ECDC: Prior to development activity or initiating tree removal on the site, vegetated areas, individual trees and soil to be preserved shall be protected from potentially damaging activities pursuant to the following standards: A. Preconstruction Meeting Required. Prior to the commencement of any permitted clearing and grading activity, a preconstruction meeting shall be held on site with the Attac PLN2 Packet Pg. 96 permittee and appropriate city staff. The project site shall be marked in the field as I'm follows: 1. The extent of clearing and grading to occur; 2. Delineation and protection of any critical areas and critical area buffers with clearing limit fencing; 3. Flagging of trees to be removed and tags on trees to be retained; and 4. Property lines. B. Placing Materials Near Trees. No person may conduct any activity within the protected area of any tree designated to remain, including, but not limited to, operating or parking equipment, placing solvents, storing building material or stockpiling any materials, or dumping concrete washout or other chemicals. During construction, no person shall attach any object to any tree designated for protection. C. Protective Barrier. Before development, land clearing, grading, filling or any land alteration, the applicant shall: 1. Erect and maintain readily visible temporary protective tree fencing along the limits of disturbance which completely surrounds the protected area of all retained trees, groups of trees, vegetation and native soil. Tree protective fencing shall be a minimum height of three feet, visible and of durable construction; orange polyethylene laminar fencing is acceptable. 2. Install highly visible signs spaced no further than 15 feet apart along the entirety of the protective tree fencing. Said sign must be approved by the director and shall state, at a minimum, "Tree and Soil Protection Area, Entrance Prohibited," and provide the city phone number for code enforcement to report violations. 3. Prohibit excavation or compaction of soil or other potentially damaging activities within the barriers; provided, that the director may allow such activities approved by a qualified professional and under the supervision of a qualified professional retained and paid for by the applicant. 4. Maintain the protective barriers in place for the duration of the project until the director authorizes their removal. 5. Ensure that any approved landscaping done in the protected zone subsequent to the removal of the barriers shall be accomplished with machinery from outside the protected zone or by hand. 6. In addition to the above, the director may require the following: a. If equipment is authorized to operate within the protected zone, the soil and critical root zone of a tree must be covered with mulch to a depth of at least six inches or with plywood, steel plates or similar material in order to protect roots and soil from damage caused by heavy equipment. b. Minimize root damage by hand -excavating a two -foot -deep trench, at edge of critical root zone, to cleanly sever the roots of trees to be retained. Never rip or shred roots with heavy equipment. c. Corrective pruning performed on protected trees in order to avoid damage from machinery or building activity. d. Maintenance of trees throughout construction period by watering and fertilizing. D. Grade. 1. The grade shall not be elevated or reduced within the critical root zone of trees to be preserved without the director's authorization based on recommendations from a qualified professional. The director may allow coverage of up to one-half of the area of the tree's critical root zone with light soils (no clay) to the minimum depth necessary to Attac PLN2 Packet Pg. 97 carry out grading or landscaping plans, if it will not imperil the survival of the tree. I'm Aeration devices may be required to ensure the tree's survival. 2. If the grade adjacent to a preserved tree is raised such that it could slough or erode into the tree's critical root zone, it shall be permanently stabilized to prevent soil erosion and suffocation of the roots. 3. The applicant shall not install an impervious surface within the critical root zone of any tree to be retained without the authorization of the director. The director may require specific construction methods and/or use of aeration devices to ensure the tree's survival and to minimize the potential for root -induced damage to the impervious surface. 4. To the greatest extent practical, utility trenches shall be located outside of the critical root zone of trees to be retained. The director may require that utilities be tunneled under the roots of trees to be retained if the director determines that trenching would significantly reduce the chances of the tree's survival. 5. Trees and other vegetation to be retained shall be protected from erosion and sedimentation. Clearing operations shall be conducted so as to expose the smallest practical area of soil to erosion for the least possible time. To control erosion, it is encouraged that shrubs, ground cover and stumps be maintained on the individual lots, where feasible. 6. The director may approve the use of alternative tree protection techniques if those techniques provide an equal or greater degree of protection than the techniques listed in this subsection. E. Directional Felling. Directional felling of trees shall be used to avoid damage to trees designated for retention. F. Additional Requirements. The director may require additional tree protection measures that are consistent with accepted urban forestry industry practices. [Ord. 4218 § 1 (Att. A), 2021]. As previously stated, protection fencing for the trees off -site to the west need to be installed at a distance of 12 feet from the property line. 4.0 Use of This Report This report is provided as a means of addressing the trees on the properties at the addresses of 614 and 616 5th Ave. S. in the City of Edmonds, WA. This report addresses only trees on this property. There is no gurarantee that retained trees will survive through construction, and as trees are dynamic and their conditions can change rapidly due to environmental changes, Shoffner Consulting cannot be held liable for the failure of any retained trees. Cordially, -4�5L�L- Tony Shoffner ISA Certified Arborist #PN-0909A TRAQ Attac PLN2 Packet Pg. 98 I TREE INVENTORY MAP 614 / 616 5TH AVE. S. EDMONDS Tb NORM SCALE:1-20' 0 10 20 40 Packet Pg. 9971 1.n 3' TREE &RAT M M M M ErPi. -M�G G- � o v NV in i n 56 "X20 "X24" GREEN THEORY BUILDING A: PLANTER TYP. (3) 3-STORY LIVE/WORK TH FOOTPRINT AREA: 1830f SF AVG (E) GRADE: 83.3'f GROUND FLOOR FFE: VARIES AGLA: 1735f SF (EA) WORK SUITE: 500f SF (EA) REFUSE 1� REFUSE n i �#,_ TREE EFUSE u SCALE TO SHOW PLANTER 2 3 3 M M 5,1 H A\/EN M - MG G G G G o a o v v v v -AA- AA 0 o f d9n den-- ;zrt TR E #5 _Zt — — ILDING B: z (3) 3-STORY LIVE/WORK v I LLJ m TREE #2 TH FOOTPRINT AREA: 1830f (5) SF TREES AVG (E) GRADE: 83.4'f GROUND FLOOR FFE: BENCH TYP. VARIES w AGLA: 1220f SF (EA) 00 28"X28" WORK SUITE: 600f SF o GREEN THEORY PLANTER TYP. (EA) v BUILDIN 1ABOVE) ASPAALT of MOTOR COURT 00 0 � r I c\1 Ln 00 s s s U�T> 0 � H w�Q www M M T M M I �N 00 ES ABLISIA (N) R'S VIA SUBDIVISION _ _ NDER SEI5ARA E PERMIT PLN2C)21-0 72) 00 rn ti N 00 \ [ �: Cv • ti ti 85- D 3- 0 L — 0 av PLANT SCHEDULE I2 5 REFUSE T118, BUILD NG C: _ 8 3-STO YTH (INC. _— BS T z _ — INT REA: — 80- - AVG (E) GR DE: 8.3'f— v, - _ — — — — — _ — — BASE ENT FE: .H —_ — TREE #4 / w `AGLA 99 f SIff7EW— - - 75— —GARAGE/BS T: 4 5f SF_ — _ _ _ 1 w TREE #5 - I 1 i PER ARBORI�, REPORT, PLA1=1T —ss sss- I �ss sss sss s s sss sss?ss o ONLY I GALLON GONTA I NERS 010 o�0 ^ , / o�o WITHIN i REE PROTECTION AREA74 / TREE PROTECTION FENC I N6 _ PER ARBORIST REPORT: "THE FENCING — — — — — — - TO BE MO\/ED WHEN NECESSARY TO 7-7 L PRO\/I DE SPACE TO INSTALL THE FEATURE WITHIN THE LOD/DR I PL I NE. , TYPE I LANDSCAPE PER G I TY CODE 20.15.05c a a I s s s a c l 6 FENCE s PER DETAIL \l -ten--,-ten--, ,may 2 rr O z N01.01'4 132.00' NEIGHBORING a I I CONDO r+» rT LANDSCAPE PLAN $ 16 24 feet SCALE: 1 /8" = 1'-0" ASPHA i i v TREE REPLACEMENT TREE TO BE REMOVED DBH # OF REPLACEMENT TREES #I -BLACK LOCUST 12" 2 #2-BLACK LOCUST Iq" 3 #3-FLOWERING CHERRY 5" O #4-SWEET(5UM 16"1 3 #5-5WEETGUM IS" 3 TOTAL 11 TOTAL TREES REQUIRED -75- + Ginkgo biloba 'Sky Tower' / Sky Tower Ginkgo L� 2" Gal. 7' Branch Clearance REPLACEMENT TREES BOTANICAL / COMMON NAME SIZE Chamaecyparis obtusa '6rocilis' / Slender Hinoki Cypress 6' Ht min. SHRUBS BOTANICAL / COMMON NAME SIZE Garex oshimensis 'Everillo' / Everillo Japanese Sedge I gal Small Shrub Garex testacea / Orange Sedge 1 ga 1 Choisyo ternoto 'Sundance / Sundance Mexican Mock Orange 42" Ht. Min. Cornus sericeo 'Kelsey!' / Kelseyi Dogwood 3,901 Medium Shrub - IS" Min. height at install Hydrangea paniculata 'Limelight' / Limelight Hydrangea 2 gal Medium Shrub - IS" Min. height at install Leucothoe fontanesiana 'Rainbow'/ Rainbow Leucothoe I gal Polystichum munitum / Western Sword Fern I gal Small Shrub CO Prunus Iaurocerosus 'Otto Luyken' / Otto Luyken Laurel 42" Ht. Min. GROUND COVERS BOTANICAL / COMMON NAME SIZE Vinco minor 'Bowles Blue'/ Dwarf Periwinkle 4"pot NOTE: C 1 TY PARKS IDEPARTMENT SHALL INSPECT ROOT BALL OF TREE PRIOR TO TREE PLANT I N& - 425-7-71-0250 A SEPARATE IRRIGATION PERMIT MUST BE OBTA I NEID FROM THE C I T`I' OF PUBLIC, WORKS DEPARTMENT. PRIOR TO FINAL ACCEPTANCE PROVIIDE A DOPY OF THE BACKFLOW TEST REPORT TO THE C 1 TY'S GROSS -CONNECTION CONTROL SPECIALIST. TEST REPORTS CAN BE FAXED TO 425.-744.605-7 OR EMA I LED TO Jeff .koblyk@edrnondswa.goV. BAGKFLOW TESTING WILL BE REOU I RED ON AN ANNUAL BASIS THEREAFTER. C! q) v ,V 11 � �ooC, N I insmw� �'\ Q w — O � = ---I pro,= w O State of Washington registered Landscape Architect bevin Peterson certificate no. 1222 I OTY PROJECT TITLE 2 13 Rd 16 10 12 2 3 28 I 37 0 SPACING OTY 24" O.C. 5 TREE PROTECTION FENCING AND SIGN CANOPY DRIP LINE DEFINES TREE & VEGETATION 1. CHAIN LINK, WIRE MESH, OR SIMILAR OPEN PROTECTION AREA RIGID MATERIAL (NO PLYWOOD) 2. MUST BE INSTALLED PRIOR TO DEMOLITION OR GROUND DISTURBANCE 3. KEPT IN PLACE FOR THE DURATION OF CONSTRUCTION 4. NO SOIL DISTURBANCE OR ACTIVITY ALLOWED WITHIN FENCED AREA: MATERIAL STORAGE STOCKPILING, PARKING, EXCAVATION, DUMPING, OR WASHING 5. MODIFICATIONS OF THESE REQUIREMENTS BY APPROVAL OF DPD PLANNER ONLY 6. IF ROOTS GREATER THAN 2 INCH FOUND OUTSIDE OF FENCING, PROTECT BY HAND EXCAVATION AND, IF NECESSARY, CUT F CLEANLY AND KEEP MOIST 7. USE 3 INCHES OR DEEPER WOOD CHIP MULCH OUTSIDE FENCED AREAS TO PROTECT FEEDER ROOTS VEGETATION PROTECTION 1. ORANGE MESH OR SIMILAR OPEN MATERIAL TREE &VEGETATION FENCING AROUND 2. MINIMIZE CONSTRUCTION ZONE ENTIRE DRIP LINE ON PERMIT SITE. ALTERNATIVE TREE PROTECTION, IF APPROVED 3. PROTECT VEGETATION OUTSIDE CONSTRUCTION BY DPD, AS SHOWN ON SITE PLAN ZONE WITH FENCING AS SHOWN 4. USE 3 INCHES OR DEEPER WOOD CHIP MULCH OUTSIDE FENCED AREAS TO PROTECT FEEDER ROOTS 1 TREE & VEGETATION PROTECTION z a Q J o a z W 2 a W Q N N a H DRAWN NH DATE 01.05.21 REVISED DATE ROD 05.31.22 1 ROD 1.O�.22 2 ROD II.I'7.22 s KJ 05.04.2 4 1 8" = 1'-0" Ll Attachment 13 1 PLN2021-0079 Packet Pg. 100 1.n TREE STAKE ROOTBALL TRUNK C TREE STAKE PLASTIC TREE TIES 2"0 WOOD STAKE, STAKES SHOULD BE LOCATED OUTSIDE OF ROOTBALL ROOT FLARE SHALL BE LOCATED ABOVE GROUND LINE 3" MULCH LAYER, KEEP AWAY FROM TREE TRUNK 3" WATER BASIN SCARIFY SIDE & BOTTOM OF PLANTING PIT TO ALLOW FOR ROOT PENETRATION CONCRETE SIDEWALK RECOMPACT SUBGRADE TO PREVENT SETTLING NOTES: 1. TREE PIT SHALL NOT BE LESS 4. TREE STAKES PERPENDICULAR THAN (3) TIMES ROOT BALL DIA. TO THE PREVAILING WIND 2. CUT ALL TIES AND FOLD BACK BURLAP 5. PLANT TREES 2" HIGHER THAN FROM UPPER 1/3 OF ROOT BALL DEPTH GROWN IN NURSERY 3. REMOVE ALL PLASTIC AND TWINE TYPICAL DECIDUOUS TREE PLANTING DETAIL 2 V Lu _ Lu m #10 GAUGE IYL H05E OI NTS `.DUAL SPACED ;)E OF MULCH TAKE =D =5 OCCUR EAS, PROVIDE :H CIRCLE. TYPICAL EVERGREEN TREE PLANTING DETAIL NTS NTS 1. CONTRACTOR SHALL BE RESPONSIBLE FOR FAM I L I ARI Z I N6 THEMSELVES WITH ALL OTHER SITE IMPROVEMENTS AND CONDITIONS PRIOR TO STARTING LANDSCAPE WORK. 2. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATIN6 TO AVOID D15TURBIN6 ANY UTILITIES ENCOUNTERED. CONTRACTOR 15 TO PROMPTLY ADVISE OWNER OF ANY DISTURBED UTILITIES. LOCATION SERVICE PHONE I -aOO-424-5555. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPUTI N6 SPECIFIC OUANT1 TI ES OF GROUND COVERS AND PLANT MATERIALS UTI L I Z I N6 ON -CENTER SPAC I N6 FOR PLANTS AS STATED ON THE LANDSCAPE PLAN AND MINIMUM PLANT I N6 DISTANCES AS SPECIFIED BELOW IN THESE NOTES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR PROV I D I N6 THE GQUANTI TI ES OF PLANTS THAT ARE REPRESENTED BY SYMBOLS ON THE DRAW I N&S. 5. SUB6RADE 15 TO BE WITHIN io" OF ONE FOOT AS PROVIDED BY OTHERS. ALL PLANTI N6 AREAS TO BE CLEARED OF ALL CONSTRUCTION MATERIAL AND ROOKS AND STICKS LARGER THAN 2" DIAMETER. 6. 6" DEPTH TOP501 L IN BED AREAS AND 4" IN ALL LAWN AREAS. 7. 2" DEPTH BARK IN ALL BED AREAS. 5. ALL PLANT MATERIAL SHALL BE FERTILIZED V41 TH A&RO TRANSPLANT FERTILIZER 4-2-2 PER MANUFACTURER'S SPECIFICATIONS. q. ALL PLANT MATERIAL SHALL CONFORM TO AAN STANDARDS FOR NURSERY STOOK, LATEST EDITION. ANY REPLACEMENTS MADE AT ONCE. I.A. GENERAL: ALL PLANT MATERIAL FURN I SHED SHALL BE HEALTHY REPRESENTATIVES, TYPICAL OF THEIR SPECIES OF VARIETY AND SHALL HAVE A NORMAL GROWTH HABIT. THEY SHALL BE FULL, WELL BRANCHED, WELL PROPORTIONED, AND HAVE A VIGOROUS, WELL DEVELOPED ROOT SYSTEM. ALL PLANTS SHALL BE HARDY UNDER CLIMATIC, CONDITIONS 51 M I LAR TO THOSE IN THE LOCALITY OF THE PROJECT. CI.B. TREES, SHRUBS, AND GROUND COVER: QUANTITIES, SPECIES, AND VARIETIES, SIZES AND CONDITIONS AS SHOWN ON THE PLANTING PLAN. PLANTS TO BE HEALTHY, V 160ROU5, WELL FOLIATED WHEN IN LEAF. FREE OF DISEASE, INJURY, INSECTS, DECAY, HARMFUL DEFECTS, AND ALL WEEDS. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN APPROVAL FROM LANDSCAPE ARCHITECT OR OWNER. 10. ALUMINUM ED61 N6, PERMALOC OR APPROVED EQUAL, TO BE INSTALLED BETWEEN BARK AND GOBBLE. NOTES: 1. TREE GRATE SHALL BE URBAN ACCESSORIES MODEL KIVA 3'x3' OR EQUIVALENT. TREE GRATE FRAME SHALL BE URBAN ACCESSORIES MODEL TYPE "S" OR EQUIVALENT. 2. SLOTS IN GRATE SHALL BE NO GREATER THAN 1/2" IN ONE DIRECTION. 3. HOLES (SQUARE OR ROUND), SHALL BE NO GREATER THAN 1/2" IN DIAMETER. 4. WITH ELONGATED OPENINGS, LONG DIMENSIONS SHOULD BE PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL. 5. ROOT BARRIER SHALL BE 24" DEEP AND SHALL BE MADE OF BIO-BARRIER TRIFLURALIN, AS ROOT CONTROL CHEMICAL OR APPROVED EQUAL. 6. BACKFILL SOIL FINAL GRADE SHALL NOT BE HIGHER THAN THE TREE ROOT FLARE. ROOT FLARE SHALL BE SET 3" BELOW THE TOP OF GRATE. DECIDUOUS TREE PLANTING TREE GUARD (OPTIONAL) FINISH GRADE CONCRETE PAVEMENT ±S-1 /8" � o_000_ _000_o oD�OO OO�Do 0 0� N, o I I rn H -H Ooo��000o�ao��fin .%OODo00 I � I ADA STANDARD TREE GRATE (SEE NOTES 1-4) FINISH GRADE CONCRETE PAVEMENT 24" DEPTH APPROVED ROOT BARRIER MATERIAL WRAPPED ENTIRELY AROUND SIDES OF PLANT PIT. SEE NOTE 5. -3" SEE NOTE 6 GRADE \jAAj �o.�'iVA TO 95%T TYR ( ) BACKFILL SOIL IF HARDPAN, NATIVE SOIL \ % 12" DEPTH LIGHTLY COMPACTED MUST BE SCARIFIED 3-WAY PLANTING SOIL REMOVE ROOT BALL WRAP OR WIRE BASKET REVISION DATE CITY OF EDMONDS TREE GRATE APRIL 2019 PUBLIC WORKS STANDARD DEPARTMENT DETAIL FS t . 189�) APPROVED BY: R. ENGLISH T R - 551 GREEN GREEN THEORY DESIGN 804-1515 BROADWAY ST. THEORY PORT COQUITLAM, BC V3C 6M2 TOLL FREE: 1-844-747-9283 DESIGN PHONE: (604) 475-7002 www.greentheorydesign.com SELECT DESIRED METERIAL: SELECT DESIRED COLOR: SELECT DESIRED DRAINAGE: ❑ ALUMINUM ❑ METALLIC SILVER ❑ GLOSS WHITE ❑ YES ❑ NO ❑ CORTEN STEEL ❑ PEWTER ❑ MATTE BLACK ❑ STAINLESS STEEL ❑ SMOKEY BEIGE ❑ SUEDE BRONZE ❑ CUSTOM: SELECT DESIRED MODEL: (CUSTOM SIZE AVAILABLE) ❑ RECTANGLE HIGH 32 ❑ RECTANGLE HIGH 36 (321 X 10"W X 24"H, 23 LBS) (361 X 10"W X 24"H, 30 LBS) N L-L_32"_,l ❑ RECTANGLE HIGH 40 (401 X 10"W X 24"H, 34 LBS) 1� J_ ❑ RECTANGLE HIGH 46 (461 X 10"W X 24"H, 46 LBS) N L NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info AND ENTER REFERENCE NUMBER 5243-003 PLANTERS PERFECTTM I ALUMINUM PLANTERS PLANTERS PERFECTTM' ALUMINUM PLANTERS: RECTANGLE HIGH SERIES PROTECTED BY COPYRIGHT ©2019 CADDETAILS.COM LTD. REVISION DATE 22/05/2019 INCTDI I (:Rn11Nn( n\/FRC TnP nRFgrINr, FERTILIZER Y SAUCER TILIZER 3 PLACES TO 1/2" DEPTH AROUND ROOTBALL INSTALL 1" ABOVE BACKFILL W/ CONTAINER DEPTH APPROVED TTOPSOIL rni I A I TYPICAL GROUNDCOVER PLANTING DETAIL NTS REMOVE BURLAP & d TWINE OFF TOP 1 /3 OF ROOTBALL RMA5641, IN 3-4" MULCH FINISH GRADE BREAK SIDES & BOTTOMS OF PLANTING PIT TO ALLOW FOR ROOT PENETRATION RECOMPACT SUBGRADE -BELOW ROOT BALL TO ENSURE THAT ROOT FLARE WILL NOT SETTLE BELOW GROUND LINE TYPICAL SHRUB PLANTING DETAIL NTS GREEN THEORY DESIGN SELECT DESIRED METERIAL: SELECT DESIRED COLOR: ❑ ALUMINUM ❑ METALLIC SILVER ❑ GLOSS WHITE ❑ CORTEN STEEL ❑ PEWTER ❑ MATTE BLACK ❑ STAINLESS STEEL ❑ SMOKEY BEIGE ❑ SUEDE BRONZE ❑ CUSTOM: SELECT DESIRED MODEL: (CUSTOM SIZE AVAILABLE) ❑ SQUARE16 ❑ SQUARE20 (161 X 16"W X 16"H, 12 LBS) (201 X 20"W X 20"H, 20 LBS) I ip O J/ L 16„ T ❑ SQUARE28 (281 X 28"W X 28"H, 48 LBS) i� GREEN THEORY DESIGN 804-1515 BROADWAY ST. PORT COQUITLAM, BC V3C 6M2 TOLL FREE: 1-844-747-9283 PHONE: (604) 475-7002 www.greentheorydesign.com SELECT DESIRED DRAINAGE: ❑ YES ❑ NO ❑ SQUARE 24 (241 X 24"W X 24"H, 28 LBS) ❑ SQUARE36 (361 X 36"W X 36"H, 80 LBS) NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWING. 3. THIS DRAWING IS INTENDED FOR USE BY ARCHITECTS, ENGINEERS, CONTRACTORS, CONSULTANTS AND DESIGN PROFESSIONALS FOR PLANNING PURPOSES ONLY. THIS DRAWING MAY NOT BE USED FOR CONSTRUCTION. 4. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info AND ENTER REFERENCE NUMBER 5243-008 PLANTERS PERFECTTM I ALUMINUM PLANTERS PLANTERS PERFECTim ALUMINUM PLANTERS: SQUARE SERIES CADdetails.com PROTECTED BY COPYRIGHT ©2019 CADDETAILS.COM LTD. REVISION DATE 22/05/2019 CADdetails.com 100 LANDSCAPE PLANTING STANDARD PLAN NO 1 OOa q L STAKE TREE WITH TREATED 2"0 LODGEPOLE PINE DOWELED TREE STAKES LENGTH) AROUND LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH. "CHAINLOCK" OR EQUAL TREE TIE MATERIAL (1" SIZE) NAIL OR 2'-0" MIN STAPLE TREE TIE MATERIAL TO STAKE TO HOLD VERTICALLY. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH. 2"-3" MULCH DEPTH (TAPERED AT TRUNK) MULCH TREE PIT MIN 5'-0' LENGTH X FULL PLANTING STRIP WIDTH BETWEEN CURB AND SIDEWALK (FOR PLANTING STRIPS LESS THAN 6'-0- WIDE) OR PROVIDE 5'-0"DIA MULCH RING FOR PLANTING STRIPS WIDER THAN REV DATE: JAN 2017 NOTES: 1. REMOVE STAKES ONE YEAR AFTER INSTALLATION. 2. SHAPE SOIL SURFACE TO PROVIDE 4' DIA WATERING RING. 3. TREE CLEARANCE MUST BE PER STD PLAN NO 030. 4. SEE STD PLAN NO 424 FOR TREE PIT DETAIL. 5. ADJUST TREE TIES DURING ESTABLISHMENT TO ALLOW ROOM FOR GROWTH (01" SLACK). 6. ROOT BARRIER REQUIRED ALONG EDGE OF ROADWAY, CURB, DRIVEWAY, TRAIL, SIDEWALK, OR OTHER STRUCTURES WHERE ROOTBALL IS WITHIN TWO FEET; PLACE VERTICAL ROOTBARRIER AS SHOWN IN STANDARD PLANS NO 424o OR 424b. INSTALL ROOT BARRIERS FOR NEWLY PLANTED TREES ONLY. 3'-6" MIN 2" TO 2Xi" CALIPER UNLESS OTHERWISE SPECIFIED SET TOP OF ROOT CROWN 2" ABOVE ADJACENT CURB & SIDEWALK GRADE. •3" TO 4" HIGH WATERING RING (SEE NOTE 2) SIDEWALK 24" ROOTBARRIER AT CURB WHEN SHOWN ON THE 18" ROOTBARRIER DRAWINGS. AT SIDEWALK. ROUGHEN SIDES OF PLANTING HOLE MAXIMIZE EXCAVATED TREE PIT DEPTH = AREA WITHOUT UNDERMINING n ROOTBALL DEPTH ADJACENT PAVING/CURB. �� \\ (MEASURE BEFORE I i DIGGING TO AVOID ROOTBARRIER; PLACE AT EDGE /// k i I o ' OVEREXCAVATION). OF PAVEMENT/SIDEWALKME / k � / T PLACE PRIOR TO PLACEMENT 9 OF NEW SIDEWALK OR CURB _ ! DRIVE STAKES 6" TO TO PREVENT UNDERMINING. J// i 1'-0" INTO UNDISTURBED SOIL SEE STD SPEC SECTION 1 BELOW ROOTBALL 8-02.3(6)B, OR AS APPROVED BY ENGINEER. REMOVE ALL WIRE, STRINGS, MIN WIDTH OF TREE PIT = 2 TIMES ROOTBALL DIAMETER DRIVE STAKE AT ROOTBALL EDGE (TYP)(SEE NOTE 1) AND OTHER NON -BURLAP OR 5'-0", WHICHEVER IS GREATER MATERIAL; AND REMOVE BURLAP FROM TOP 3•y OF ROOTBALL MINIMUM. REMOVE UNDISTURBED SUBGRADE ENTIRELY WHEN DIRECTED BY THE ENGINEER. MULCH AREA TO BE CLEAR OF GRASS, WEEDS, ETC. TO P T (PROVIDES FIRM BASE SO c s REDUCE COM ETIION WITH TREE ROOTS THAT ROOTBALL WILL NOT SINK. DECIDUOUS TREE PLANTING NOT TO SCALE IN PLANTING STRIP CHAMFERED POST GAP 2x4 8 Ix4 SANDWICH Ix5 FENCE BOARD P.T. P05T FINISH GRADE \-PROVIDE SPACE FOR SOIL CLEARANCE BASED ON FINISH GRADE FENCE P05T w/ MINIMUM 24" BURIAL W-12" DIAMETER NOTES: CONCRETE FOOTING I. TIGHT KNOT CEDAR 2. ALL HARDViARE/FASTENERS TO BE NON-FERROUS 5. THE FINISHED SIDE OF THE FENCE SHALL FACE THE EXTERIOR OF THE LOT 4. ALL FENCES STAINED SHALL BE STAINED WITH BRAND AND COLOR TO BE DETERMINED 6SOLID FENCE v j NTS GRAND ASHLAR PATTERN WITH WITH SLATE TEXTURE GRAY INTEGRAL COLOR CHARCOAL RELEASE AGENT - - 6" THICK CONCRETE PAVING 4" THICK GRAVEL BASE 611x6" 10/10 WELDED WIRE REINFORCEMENT MESH 2" FROM BOTTOM OF CONCRETE a a Q a a Q a N III-IIIIIIIIIIII-III-III III III III III III III III III- III III III III III III III III _II SECTION VIEW COMPACTED SUB -GRADE. STANDARD STAMPED COLORED CONCRETE NTS � v N � 4- m ® 's��- w 0 O'ter O O O N m _.+c`' State of Washington registered Landscape Architect bevin Potorson certificate no, 1222 PROJECT TITLE J Q Q W C Z 0 W o a W Q W Q Z Q ' r J DRAWN DATE NH q.05.21 REVISED DATE ROD 05.31.22 1 ROD 1.07.22 2 ROD 11.17.22 s KJ 05.04.2 4 1 /8" = 1'-0" L2 N O O N CD N Z J a 0 0 .' Cn M, E 0 LL Y a a oD O N N 0 N J m a 0 0 06 as v 0 C R J M c t u 0 Q c t v Q Attachment 13 1 PLN2021-0079 Packet Pg. 101 1.n O O OD N Ln D0 00 zl 6" ET I I�," SCHEMATIC IRRIGATION H ° PLAN z NEIGHBORING 0 8 16 24 feet SCALE: 1 /8" = V-0" —S$—� -72_ D- IRRIGATION KEY CONTROL BOX - RAINBIRD MV VALVE BOX BF ZURN 950 XLT 1" DOUBLE CHECK VALVE ASSEMBLY 3/4 LATERAL LINE ---- 1" MAIN LINE ® RAINBIRD ADJUSTABLE HEAD ® RAINBIRD ADJUSTABLE FLOOD BUBBLER ------- PIPE SLEEVE ---------- AREA TO RECEIVE DRIPLINE RAINBIRD D R I P L I N E W/. 6 G P H ---------- ------ EMITTERS AT 18" O.C. pprn cy—N an sm w ® w '3 State of Washington registered Landscape Architect B�LLU� bevin Peterson certificate no. 1222 PROJECT TITLE Z Q a � J w a Q Z W 0(1) N � W Q a 2 IIIIIIIIIIIIIIIIIN DRAWN DATE K.J 06.01.22 REVISED DATE ROD � .0-7.22 ROD 11.1-7.22 J 05.04.25 N 0 O N O N Z J a 0 21) co 70 E `0 um Y a d 'a v O O O N N O N G J m _ ev a CD Q ad CD CL M _ J M _ d t a (D E 0 a Attachment 13 1 PLN2021-00 Packet Pg. 102 1.n Rlz;�OAT ON NOTES 1. CONTRACTOR5 SHALL COMPLY WITH ,ALL ,APPL I CABLE CODES ,AND ?APPROPRIATE SAFETY REGULATIONS. 2. DRAW I N6 15 SGHEMATI C, ACTUAL LOCATIONS MAY VARY DUE TO UTILITIES OR EXISTING CONDITIONS. CONTRACTOR IS RESPONSIBLE FOR LOCATING UTILITIES PRIOR TO BEGINNING CONSTRUCTION. 5. P I P I N& MA"r BE SHOWN IN PAV I N& FOR CL?AR 1 TY. 4. LOCATE OU I CK COUPL I N& VALVE $?AUTOMATIC CONTROL VALVES AT POINT OF EASY ,ACCESS. OWNERS REPRESENTATIVE TO REVIEW ?APPROVE F I NAL LOC?ATI ON OF ALL OU I CK COUPLERS $ AUTOMATI C CONTROL VALVES PRIOR TO INSTALLATION. 5. HEAD LOGATI ON MUST BE ADJUSTED IN THE FIELD TO COMPLY W/EX 15T1 NG SITE CONDITIONS AND PLANT MATERIALS. ?ADJUST SPRAT' PATTERN FOR MAXIMUM GOVERAGE AND MINIMUM OVERSPRAY. 6. GONTRACTOR SHALL GOORD I NATE I RRI GATI ON SLEEV I NG W/ PAV I NG WORK ,AS REG2U I RED. -7. ,ALL IRRIGATION SLEEVES SHALL BE TWICE THE DIAMETER OF THE INSERT PIPE(S). SLEEVES SHALL NOT EXCEED C '' DIAMETER. 0. I RR I GAT I ON GONTRAGTOR TO PROVIDE AND INSTALL ALL REOU I RED PLUMBING SLEEVES WHERE NEGESS?ARY. ALL I RRI O ATI ON SLEEV I NG TO BE STAKED IN THE FIELD $ LOGA7ED ON DIMENSIONED "AS -BUILT" DRAM I NG TO ALLOW FUTURE LOCATION $ USE. q . AIR BLOW I RRI GAT I ON SYSTEM THROUGH OU I CK COUPLERS TO WINTERIZE IRRIGATION SYSTEM. 10. PIPES TO SHARE TRENCHES WHERE POSSIBLE, SEPARATE COMMON PIPING BY ('' MIN. 11. WHERE TRENCHING OGGURS AROUND TREES TO REMAIN, THE TREE ROOTS SHALL NOT BE GUT, BUT THE PIPE SHALL BE TUNNELED UNDER OR AROUND THE ROOTS BY CAREFUL HAND -DIGGING $ TO AVO 1 D INJURY TO THE ROOTS. 12. GENERAL CONTRACTOR TO PROVIDE � I N57 ALL ALL GONDU I T TO CLOCK LOGATION. 15. GENERAL GONTRACTOR TO PROVIDE POWER SOURCE FOR GLOGK (VERIFY LOGAT I ON PRIOR TO BEGINNING WORK). 14. GONTRAGTOR 15 TO REFER TO AND GOORD I NATE I RRI GATT ON SYSTEM INSTALLATION WITH LANDSGAPE PLANS SAND ALL OTHER D I SG I PL I NES. AVOID GONFL I GT I NG LOGAT 1 ONS BETWEEN PIPING AND LfANDSGfAPE MATERIAL, EDGING, UTILITIES, ETG. 15. WORK SHALL BE DONE IN FULL fAGGORDANCE WITH THE LATEST RULES AND REGULAT I ONS OF THE UNIFORM PLUMBING CODE (UPC) AND ALL OTHER STATE OR LOCAL MUNICIPAL REGULAT I ONS. 16. GONTRACT DRAW I NGS ,ARE GENERALLY D I,AGRAMM,AT I C ,AND I ND I CAT I VE OF THE WORK TO BE INSTALLED. 17 15 IN THE INTENT OF THIS DESIGN THAT ,ALL I RR I GHAT I ON EQUIPMENT BE INSTALLED IN LANDSCAPE ,AREAS WHEREVER POSSIBLE AND W 1 TH I N THE PROPERTY LIMITS. 1 -7. LATERAL AND MAINLINE PIPE, CONTROL WIRES AND SLEEVES ARE SHOWN ON CONTRACT DRAW I NGS SPACED HORIZONTALLY ON PLAN FOR GRAPH I C CLARITY ONLY. CONTRACTOR SHALL CONSOL I DATE I RRI GATI ON LATERALS, MAINLINES AND COMPONENTS WHERE POSSIBLE. I RR 167 AT I ON PIPING SHALL BE INSTALLED WITH fA MINIMUM OF 6 INCHES CLEAR ON FALL SIDES. I a. GONTRACTOR SHALL MAINTAIN THE MINIMUM DETAILED SAND SPECIFIED FOR FALL I RRI & ATI ON EQUIPMENT INSTALLED BELOW GRADE. I q . CONTRACTOR TO COORDINATE I N57ALLAT I ON OF SLEEV I NG WITH BUILDING GONSTRUCTION AND INSTALLATION OF PAVING SAND SIDEWALKS. ALL SLEEV I NG UNDER PAVED SURFACES SHOWN ON GONTRfACT DRfAW I NGS 15 BY CONTRACTOR UNLESS OTHERWISE NOTED. ALL MAINLINES, LATERAL LINES, DRIP L I NES, AND CONTROL WIRES UNDER PAVED SURFACES ARE TO BE I N57ALLED IN SLEEV I NG. I N5TALL SLEEV I NG AS PER DETAIL AND SPED I F I GfAT 1 ONS. 20. ALL PIPING, PVC ELEGTRI GAL SLEEVES, ETG. UNDER P?AV I NG SHALL BE INSTALLED PRIOR TO PAV I NG WORK. NO TEES, ELLS OR OTHER TURNS IN PIPING SHALL BE LOG?ATED UNDER PAV I NG EXGEPT WHERE SHOWN ON GONTRAGT DRAW I NGS. ALL ENDS HAND TIGHT PRIOR TO BACKF I LL. 21. GOORD I NATE POINT OF GONNEGT I ON STUBS WITH PLUMBING DRAW I NGS. 22. GOORD I NATE POINT OF GONNEGTI ON ELEGTRI GAL GONDU I T STUBS OUTS W/ELEGTRI CAL DRAW I NGS. 1" PVC MAINLINE 1" HQ44LRC QUICK COUPLING VALVE 1" PVC MAINLINE 1" FLOW SENSOR 1OX PIPE I.D. MIN. CLEARANCE REQUIRED TO FLOW SENSOR 1" HUNTER ICV (NORMALLY CLOSED) MASTER VALVE 1" RED AND WHITE GATE VALVE 1" BRASS PIPE 3/4" FEBCO MODEL 850U DOUBLE CHECK VALVE ASSEMBLY 1" BRASS PIPE 1" RED AND WHITE GATE VALVE 1" BRASS PIPE 3/4" DEDUCT IRRIGATION METER. SEE CIVIL DRAWINGS. NOTES: 1. ALL ITEMS SHALL BE INSTALLED PER SPU STANDARDS. COORDINATE LOCATION W/ ARCHITECT. 2. DOUBLE CHECK VALVE ASSEMBLY DEVICE INSTALLATIONS REQUIRE INSPECTION AND CERTIFICATION. PONT or CoNHFCfVN_ 5TYf ET NOT TO SCALE PAVING z o' w > 0 u W NOTE: WHEN PLACING PIPING ON DECKING, PLACE PIPING IN A SLEEVE & DIRECTLY ON DECKING BELOW PAVERS. DETECT -A -TAPE (RED) 6" BELOW GRADE CLEAN, COMPACTED, III SUITABLE, NATIVE BACKFILL PVC CONDUIT (SIZE AS SPECIFIED IN NOTES). PVC (GRAY) ELECTRICAL CONDUIT SIZE AS NEEDED TO ACCOMODATE WIRES. 1- 6" WIDE TRENCH (OR AS REQUIRED TO ALLOW ADEQUATE COMPACTION OF BACKFILL) P\RZATUM VEMCH UHPFF\, PAVN6 NOT TO SCALE 0 4—INCH GRATE (INCLUDED) OBUBBLER O3 ROOT WATERING SYSTEM O4 FINISH GRADE PEA GRAVEL OR RWS OOPTIONAL 5 SAND SOCK (RWS—SOCK) FOR SANDY SOILS O1/2—INCH PVC SCH 80 V�F p\'00T �V�L�P\, NOT TO SCALE NIPPLE (INCLUDED) � 1/2—INCH 90—DEGREE ELBOW (INCLUDED) CLS.315 PVC O12—INCH PREFABRICATED TRIPLE SWING JOINT ASSEMBLY (OR APPROVED EQUAL) 80 PVC TEE, OSCH. 9 FITTINGS, &ADAPTORS (AS 10 REQUIRED TYP.) PVC SCH 40 TEE OR EL 11 LATERAL PIPE 12 4—INCH BASKET WEAVE CANISTER (INCLUDED) 13 FILL CANISTER VOID WITH PEA GRAVEL FE3r'0 850L UDUBLE ::HECK PIP COCKS TO PE VAL','E,,�BAuCKFLJI! JPRIGHT .ANDI PREVENTION F:»EMHLY EASIL`' ACCESSIBLE �AC�FLOVV PFFVFMfFP\NOT TO SCALE P\RZATUM VEMCH NOT TO SCALE ADJUST DETAIL AS NEEDED TO PLACE VALVE BOXES, MAINLINE, & LATERAL LINES IN PLANTING BEDS ON STRUCTURE BRASS/BRONZE ANGLE GATE VALVE RED/WHITE OR EQUAL SAME SIZE AS CONTROL VALVE FINISH GRADE --\ 4" SCH 80 PVC CLOSE NIPPLE, TYP. SCH. 80 ST90 SCH. 80 PVC SS T.O.E. NIPPLE. LENGTH AS REQUIRED PAVING BRICK SCH. 80 BUSHING SXSXBUSH 8"IMIN. LOOPED & ZIP TIED WIRE WITH 48" COILED EXTRA WIRE (DIFFERENT COLOR) INSTALL ONE EXTRA COIL PER VALVE BOX SPECIFIED VAULT FLUSH WITH FINISHED GRADE ELECTRIC REMOTE CONTROL VALVE —SCH 80 PVC UNION SCH. 80 ST90 VALVE BOX EXTENSION AS REQUIRED SCH. 80 PVC SS T.O.E. NIPPLE LENGTH AS REQUIRED SCH 40 PVC LATERAL 48" COILED EXTRA WIRE (DIFFERENT COLOR) INSTALL ONE EXTRA COIL PER VALVE BOX 3/8" WASHED ROCK SUMP TYP. AUTOMATE CONVOL VALV� \V AT=_FZTI HT SPLIC15:5 s:sI<sald V.AL !spAFz= Imo= !O k CAGY 4 aPscs.) \?�' NOT TO SCALE BR.A-::.B =IPE TO FLOW -B=N:E�0R � USE- _aFLo� ";APB 01%� ALL MA5TEP\ VALVF. NOT TO SCALE CY O N � op ff) w 111 9 (Yl " 0 < 'u� -6 Ntz-_4 ®�t01-3 i=�� ® (3 0 " NNtfl(�1 � State of Washington registered andscape Architect 4aAr' LLUO'R revir IPeter5on certificate no, 1222 PROJECT TITLE U) J � a � W W Z Q W 0 (1) W Q a 2 0 Lo co ccrl cD DRAWN DATE KJ Oh.01.22 REVISED DATE ROD ' i.07.22 ROD 11.1-7.22 KJ 05.04.25 NTS 1-2 Attachment 13 1 PLN2021-00 Packet Pg. 103 PLAT OF PINE PARK 614 NOTES: 1.0 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON ABBREVIATED LEGAL: PTN OF THE N.E. 1/4 OF THE N.E. 1/4 OF THE N.E. 1/4 OF SEC. 26, T. 27 N., R. 3 E., W.M. PROPERTY ADDRESS: 614 & 616 5TH AVE. S. ASSESSOR'S PARCEL #: 27032600102900 & 27032600100900 ZONING: BD3 REFERENCE NO.'S FOR RELATED PROJECTS: APPROVAL: APPROVED AND AUTHORIZED FOR RECORDING BY THE CITY OF EDMONDS ENGINEERING DIVISION BY THIS DAY OF 2022. APPROVED AND AUTHORIZED FOR RECORDING BY THE CITY OF EDMONDS PLANNING DIVISION BY THIS DAY OF 2022. SNOHOMISH COUNTY DEPT. OF ASSESSMENTS EXAMINED AND APPROVED THIS DAY OF ASSESSOR: DEPUTY ASSESSOR: SURVEYOR'S CERTIFICATION 2022 THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF BK INVESTMENT GROUP, LLC. ON NOVEMBER 10, 2021. I HEREBY CERTIFY THAT THIS MAP IS BASED UPON AN ACTUAL SURVEY OF THE PROPERTY HEREIN DESCRIBED; THAT THE BEARINGS AND DISTANCES ARE CORRECTLY SHOWN; THAT ALL INFORMATION REQUIRED BY THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT IS SUPPLIED HEREIN; AND THAT ALL HORIZONTAL AND VERTICAL BOUNDARIES OF THE UNITS, (1)TO THE EXTENT DETERMINED BY THE WALLS, FLOORS, OR CEILINGS THEREOF, OR OTHER PHYSICAL MONUMENTS, ARE SUBSTANTIALLY COMPLETED IN ACCORDANCE WITH SAID MAP, OR (2) TO THE EXTENT SUCH BOUNDARIES ARE NOT DEFINED BY PHYSICAL MONUMENTS, SUCH BOUNDARIES ARE SHOWN ON THE MAP. DATE: BRANDON E. WINTERS, PLS LICENSE NO. 45803 CHADWICK & WINTERS LAND SURVEY, INC. 1422 N.W. 85TH ST., SEATTLE, WA 98117 pF ASjii j al:'r� cn fit' 45803 9 yw EGISTERF' �'4� � IONAi. LaN9 5 DATE: AUDITOR'S CERTIFICATE FILED FOR RECORD THIS DAY OF 2022 AT _.M. IN VOLUME OF SURVEYS, PAGE AT THE REQUEST OF CHADWICK & WINTERS. DEPARTMENT OF RECORDS & ELECTIONS COUNTY AUDITOR DEPUTY AUDITOR 1. THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE USING A 10 SECOND "TOTAL STATION" THEODOLITE SUPPLEMENTED WITH A 100 FT. STEEL TAPE. THIS SURVEY MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC CHAPTER 332-130-090. 2. BASIS OF BEARINGS = N 64°26'22" E BETWEEN THE TWO FOUND MONUMENTS AS SHOWN HEREON. 3. ALL EXISTING STRUCTURES ON THE SUBJECT PROPERTY ARE TO BE LEGALLY REMOVED UNDER SEPARATE PERMIT. PARENT LOT (22,387 SQ. FT.) BEGINNING AT A POINT 30 FT. WEST AND 132 FT. SOUTH OF THE N.E. CORNER OF THE SOUTH HALF OF THE N.E. 1/4 OF THE N.E. 1/4 OF THE N.E. 1/4 OF SEC. 26, T. 27 N., R. 3 E., W.M.; THENCE S 01°01'42" W ALONG THE WEST MARGIN OF 5TH AVE. S. FOR A DISTANCE OF 132.00 FT.; THENCE N 88°52'48" W, 130.00 FT.; THENCE N 01 °01'42" E, 132.00 FT.; THENCE S 88`52'48" E, 130.00 FT. TO THE POINT OF BEGINNING. PARCEL B: BEGINNING AT A POINT 30 FT. WEST AND 264 FT. SOUTH OF THE N.E. CORNER OF THE SOUTH HALF OF THE N.E. 1/4 OF THE N.E. 1/4 OF THE N.E. 1/4 OF SEC. 26, T. 27 N., R. 3 E., W.M.; THENCE SOUTH 20 FEET, MORE OR LESS, TO THE NORTH LINE OF LOT 12, BLOCK 2, CITY PARK ADDITION TO EDMONES, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 10, RECORDS OF SNOHOMISH COUNTY, WA.; THENCE WEST ALONG THE NORTH LINE OF LOTS 12 AND 1, SAID BLOCK 2, AND SAID LINE EXTENDED FOR 300 FEET; THENCE NORTH 20 FEET, MORE OR LESS TO THE SOUTH LINE OF THE NORTH 264 FEET OF SAID SOUTH HALF OF THE N.E. 1/4 OF THE N.E. 1/4 OF THE N.E. 1/4 OF SAID SEC. 26; THENCE EAST ALONG SAID SOUTH LINE FOR 300 FEET TO THE POINT OF BEGINNING. (PARCEL B, AS DESCRIBED ABOVE, INCORRECTLY EXTENDS 38.63 FEET INTO THE RIGHT—OF—WAY FOR 4TH AVENUE.) DEDICATION & DECLARATION: THE UNDERSIGNED OWNER OF THE INTEREST DESCRIBED HEREIN HEREBY DECLARES THIS MAP AND DEDICATES THE SAME FOR A COMMON INTEREST COMMUNITY NAMED PINE PARK 614, A PLAT COMMUNITY, AS THAT TERM IS DEFINED IN THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT, SOLELY TO MEET THE REQUIREMENTS OF THE WASHINGTON UNIFORM COMMON INTEREST OWNERSHIP ACT AND NOT FOR ANY PUBLIC PURPOSE. THIS MAP AND ANY PORTION THEREOF IS RESTRICTED BY LAW AND THE DECLARATION FOR _____________ RECORDED UNDER KING COUNTY WASHINGTON RECORDING NO. KNOW ALL MEN BY THESE PRESENTS, THAT BK INVESTMENT GROUP, LLC., THE OWNER IN FEE SIMPLE OF THE LAND HEREBY PLATTED, HEREBY DECLARE THIS PLAT. THIS SUBDIVISION OF LAND IS MADE WITH THE FREE CONSENT AND IN ACCORDANCE WITH THE DESIRE OF THE OWNER(S). IN WITNESS WHEREOF THE SAID LIMITED LIABILITY COMPANY, BY ITS MANAGING MEMBER HAS CAUSED I1[�AY LIMITED LIABILITY COMPANY NAME TO BE HEREUNTO SUBSCRIBED AND AFFIXED THIS OF ,2022 BK INVESTMENT GROUP, LLC. MANAGING MEMBER NOTARY: STATE OF WASHINGTON) SS COUNTY OF KING ) THIS IS TO CERTIFY THAT ON THIS DAY OF 2022 BEFORE ME, THE UNDERSIGNED, A NOTARY PUBLIC, PERSONALLY APPEARED , TO ME KNOWN TO BE A MEMBER OF PULTE HOMES OF WASHINGTON, INC. THAT EXECUTED THE WITHIN INSTRUMENT, AND ACKNOWLEDGED TO ME THAT HE SIGNED THE SAME AS THE FREE AND VOLUNTARY ACT AND DEED OF SAID COMPANY, FOR THE USES AND PURPOSES THEREIN MENTIONED, AND ON OATH STATED THAT HE WAS AUTHORIZED TO EXECUTE SAID INSTRUMENT. IN WITNESS THEREOF, I HAVE HEREUNTO SET MY HAND AND AFFIXED MY OFFICIAL SEAL THE DAY AND YEAR FIRST ABOVE WRITTEN. NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON RESIDING AT: MY COMIMISSION EXPIRES: CHADWICK� WINTERS /J LAND SURVEYING MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 206.297.0996 FAX: 206.297.0997 WEB: WWW.CHADWICKWINTERS.COM Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27 N, R. 3 E., W.M. SNOHOMISH COUNTY, WASHINGTON REVISED: 11104122 20-6942X.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: N/A SHEET. 1 OF 8 Packet Pg. 104 1.0 PLAT OF PINE PARK 614 N.E. CORNER OF SECTION 26 EXISTING IRON PIPE IN CASE WITH LEAD PUNCH PER AUDITOR FILE # 9805295002 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS NORTH LINE OF SECTION 26 _ SNOHOMISH COUNTY, WASHINGTON _ _ � I W� M I I Z N.E. COR. SOUTH HALF W OF THE N.E. 1/4, N.E. HOWELL WAY 1/4, N.E. 1/4 _ N 88°52'51" W 659.94' Q338.55' I 321.39' I I CENTERLINE MONUMENT I CALCULATED INTERSECTION M I EXISTING MONUMENT IN CASE (TYPICAL) WITH 2" BRASS DISK PER AUDITOR FILE # 9805295002 I I W Z W Q S 01001'31" W 20.00' BLOCK& BOUNDARYDETAIL o of I I N I BANKSTON, JOHN K. & SHERILYN M. 610 5TH AVE S LLC TAX N0. 00880600010100 TAX N0, 27032600100800 30' I I N 88°52'48" W I 30.00' N 88052'48" W 130.00' 1 I 1.0 n O TAX NO. 27032600100900 I I CD MCq C I LORAH, SHANNON R. & � I � � � EDWARD — — — — — — — W _ TAX NO. 006493001001001I °' o N o 3: I 0 � � 0 . TAX NO27032600102900 0 r O r o I N O I N O N 88052'48" W 131.37' N I Lo \\\\\\\\\\\ TAX N0. 270326 0102300 N 88052'48" W L20' EASEMENT FOR INGRESS AND EGRESS FOR SNOHOMISH COUNTY I --,RECORDING # 7603100239 L Of 11 DATE: E. pF AS�I. 45803 9 yw ISTEg�' IONAL LA10) $ N 88'48'52" W 321.35' ERBEN DR. 261.37' CHADWICK� WINTERS /J LAND SURVEYING MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 206.297.0996 FAX: 206.297.0997 WEB: WWW.CHADWICKWINTERS.COM SCALE: 1 "=40' 0 20 40 80 I I I N 88'52'48" W � I 30.00' 30' O I � M I Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. SNOHOMISH COU/VTY, WASHINGTON REVISED: 11104122 20-6942X.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1 " = 40' SHEET: 2 OF 8 N ti 0 0 N O N Z J a C O 2 2: Cn Fu 0 u- a a� a a a R c E d C d t u r Q C a� E �a a Packet Pg. 105 1.0 PLAT OF PINE PARK 614 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 30' r CATCH BASIN O 10 _O N i 30- TREE IDENTIFICATION TABLE SOURCE: TONY SHOFFNER #PN0909A, SHOFFNER CONSULTING I.D. # DIAMETER TREE NAME BOTANICAL NAME 1 6" BLACK LOCUST ROBINIA PSEUDOACACIA 2 8" BLACK LOCUST ROBINIA PSEUDOACACIA 3 4" FLOWERING CHERRY PRUNUS SPP. 4 6" SWEETGUM LIQUIDAMBAR STYRACIFLUA 5 6" SWEETGUM LIQUIDAMBAR STYRACIFLUA ALL TREES ARE DEEMED TO BE IN "GOOD CONDITION AND HEALTH." lAIU1 tfAJIIV 30' EXIS TING Sl TE CONDI TIONS DE TA IL DATE: CHADWICK� WINTERS S/J LAND SURVEYING AND MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 PHONE: 206.297.0996 FAX: 206.297.0997 WEB: WWW. CHADWICKWINTERS. COM SCALE: 1 "=20' 0 10 20 40 Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. S/VOHOM/SH COU/VTY, WASHINGTON REVISED: 11104122 20-6942 Y.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1" = 20' SHEET: 3 OF 8 Q Packet Pg. 106 1.0 PLAT OF PINE PARK 614 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 30' 30' I I I I I I I I I N 88052'48" W 130.00' I I 6' •ET ---- • I 6" ET I s LOCATION OF TREE I 11 PROTECTION FENCE FOR �� -- -- L-- - O TREES UPON WESTERLY , ��I •► i I i r ADJOINING PROPERTY I ----- --� ASPHALT MOTOR COURTS-- - --- - - -- I N I Iz I I L-- — O 0 M ♦ I I I r IJ I I I r-- ---- O Ici . L--J ! I I I N I I � I I y l I I I W R I m I =-� ----� cm I I c L_ o I 0 I I —T---- ?� O I • r--� • I j�' `v N ASPHALT I -- -- ASPHALT--+--' -- DRIVEWAY ♦ I MOTOR COURT -- 1=_-----J L--T-- I L I O ?� N 88052'48" W 131.37' - I :Yi O 0 N PRIVATE ALLEY I r Io I � I N 88052'48" W 261.37' I I I I W I I I I I I I I 30' I I a 30 LANDSCAPE PLAN DETAIL DATE: CHADWICK� WINTERS S/J LAND SURVEYING AND MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 PHONE: 206.297.0996 FAX: 206.297.0997 WEB: WWW. CHADWICKWINTERS. COM of Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. S/VOHOM/SH COU/VTY, WASHINGTON REVISED: 11104122 20-6942 Y.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1 " = 20' SHEET. 4 OF 8 Packet Pg. 107 1.0 PLAT OF PINE PARK 614 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON 30' 30' `1 N 88052'48" W 130.00' 71.50' 58.50' _ LOT 7 I (1,180 SQ. FT.) M LOT 6 i 6XX 5TH AVE. S. cO N (1,192 SQ. FT.) o S 88*58'18" E 71.50 6XX 5TH AVE. S. c* LOT 8 S 88*58'18" E 58.50' 14: (1,177 SQ. FT.) CO 6XX 5TH AVE. S. co � LOT 5 i S 88-58'18" E 71.50' o (1,189 SQ. FT.) M O LOT 9 N 6XX 5TH AVE. S. N M w I (1,177 SQ. FT.) S 88*58'18" E 58.50' J 6XX 5TH AVE. S. S 88*58'18" E 71.50' co O N I ■ ■ Cn M LOT 4 M LOT 10 (1,177 SQ. FT.) 04 6XX 5TH AVE. S. 04 ■ I cO 6XX 5TH AVE. S. co W I N S 88'58'18" E 71.50' S 88*58'18" E 58.50' > > I ZI LOT 11 Q a CO of (1,177 SQ. FT.) i 6XX 5TH AVE. S. LOT 3 0) N m I S 88'58'18" E 71.50' '- , (1,479 SQ. FT.) Lo T b LOT 12 N 6XX 5TH AVE. S. N i O � (1,177 SQ. FT.) 14-S 88*58'18" E 58.50' Lo � r I 6XX 5TH AVE. S. co O S 88*58'18" E 71.50' N N po LOT 2 LOT 13 po 0 (1,189 SQ. FT.) Md (1,177 SQ. FT.) � N 6XX 5TH AVE. S. N O 1 CO 6XX 5TH AVE. S. CO S 88*58'18" E 58.50' r S 88*58'18" E 71.50' O N o LOT 14 _0LOT 1 N 88052'48" W 131.37' co (1,198 SQ. FT.) 6XX 5TH AVE. S. 00 co Mo N (1,190 SQ. FT.) N I 6XX 5TH AVE. S. T 71.50' 58.50' M O N 88'52'48" W 261.37' 0 O 0 TRACT A [LINE N (5,227 SQ. FT.) BEARING = o o 0 S 01'01'42" W N I N 88052'48" W I I261.37' LV J 30' I I Q Of 30 SUBDIVISION DE TAIL DATE: pF AS�I 45803 9 yw IONAL LA10) $ CHADWICK� WINTERS LAND SURVEYING MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 206.297.0996 FAX: 206.297.0997 WEB: WWW.CHADWICKWINTERS.COM of Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. S/VOHOM/SH COU/VTY, WASHINGTON REVISED: 11104122 20-6942 Y.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1" = 20' SHEET. 5 OF 8 Packet Pg. 108 PLAT OF PINE PARK 614 1.0 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON c� 30' 30' NORTH ACCESS EASEMENT "A" SCALE: 1 "=20' I I N 88052'48" W 29.COW` 30.00' =<; LOT 7 ` I , LOT 8 I o M I... , o LOT 9 gcli / \ f �- ACCESS EASEMENT "B" i %- LOT 10 LOCATION OF EASEMENT AREA FOR INGRESS, EGRESS, AND PEDESTRIAN ACCESS BENEFICIAL TO LOTS 7, 8, 9, 10, 11, 12, 13 AND 14 WITHIN THIS SUBDIVISION. LOT 11 (V w La N � --- N r O 0 -� f o \\=< LOT 12� " I o of O z_ Z� N LOT 13:+ ?: 1 N 88052'48" W T M O T O O 0 N 7- 0 N I I EA SEMEN T DE TA IL S 131.37' N 88052'48" W DATE: LOT 14 30.00' 24 Q0' N 88'52'48" W TRACT A 130.00' f ;-- - - - - ,- i 46.50' Fj �\ I �-------- 1 LOT 6 ----;� LOT 5 I N_ \ O I ■ N \ I LOT 4 ■ \ ,- I j ><' A \ \ I W ' S 88 5818 E 46 50' 0 I a o " AN ADDRESS SIGN FOR ALL UNIT -S 88*58'18" E046.50' LOTS IS TO BE POSTED AT A LOCATION VISIBLE FROM 5TH AVE. ''\ I / - -- LOT 3 I S. AND IS TO BE EQUALLY MAINTAINED BY SAID UNIT LOTS 6 5� ----;� LOT 2 •W\ I O I Nam ' 0 O V+ r ..Z \ LOT 1 ------=�l 46.50' 130.00, —.1 1 I i 261.37' Lu I I I I I J I I I a I I 30' pF AS�I 45803 9 yAl IONAL LA10) $ CHADWICK� WINTERS S/J LAND SURVEYING AND MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 PHONE: 206.297.0996 FAX: 206.297.0997 WEB: WWW. CHADWICKWINTERS. COM Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. S/VOHOM/SH COU/VTY, WASHINGTON REVISED: 11104122 20-6942 Y.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1" = 20' SHEET: 6 OF 8 Packet Pg. 109 1.0 PLAT OF PINE PARK 614 SUBDIVISION NO. PLN2021-0072 CITY OF EDMONDS SNOHOMISH COUNTY, WASHINGTON c� i 30' I I I I I I I I I I I I I 6I I .I U > al �I I I I I I I I 30' i Zpi UTILITY& EMERGENCYACCESS EASEMENT DE TA IL ° .. W pF AS�I a, fit' 45803 9 yw IONAL LAr�� $ DATE: ..�...�_... MENT .LUDING JCY CHADWICK� WINTERS LAND SURVEYING AND MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 PHONE: 206.297.0996 FAX: 206.297.0997 WEB: WWW.CHADWICKWINTERS.COM 30' 0 Lo 0 T a I I I I 30' of Attachment 14 PLN2021-0072 SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. S/VOHOM/SH COU/VTY, WASHINGTON REVISED: 11104122 20-6942 Y.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: 1 " = 20' SHEET: 7 OF 8 Packet Pg. 110 1.0 PLAT OF PINE PARK 614 I JOINT USE /MAINTENANCE AGREEMENT SUBDIVISION NO. PLN2021-0072 WITNESSETH; THAT FOR AND IN CONSIDERATION OF THE MUTUAL COVENANTS HEREIN CITY OF EDMONDS EXPRESSED, IT IS HEREBY AGREED BETWEEN ALL PARTIES HAVING OWNERSHIP INCLUSIVE TO THIS CITY OF EDMONDS SUBDIVISION THAT: SNOHOMISH COUNTY, WASHINGTON 1ST — EACH OWNER IS RESPONSIBLE FOR THE MAINTENANCE REPAIR AND WELL —KEEPING OF THEIR INDIVIDUAL TOWNHOME. EACH OWNER SHALL KEEP THEIR TOWNHOME AND PROPERTY IN GOOD STATE OF REPAIR, AND WILL KEEP THE DRIVEWAY (PERMANENT EASEMENT FOR INGRESS, EGRESS, AND UTILITIES) CLEAR AT ALL TIMES. EASEMENTS HAVE BEEN CREATED AND ARE PART OF THIS SUBDIVISION FOR WALKING ACCESS, STREET ENTRY AND PARKING IN DESIGNATED AREAS. UNLESS OTHERWISE SPECIFIED HEREIN, ALL OWNERS HAVING LEGAL ACCESS FROM SAID EASEMENTS ARE TO SHARE EQUALLY IN THE MAINTENANCE AND REPAIR OF THE EASEMENT AREAS. LANDSCAPE MAINTENANCE IS THE RESPONSIBILITY OF THE INDIVIDUAL LOT OWNER(S), EASEMENT MAINTENANCE AGREEMENT BUT IT IS EXPECTED THAT ALL USERS OF THE ACCESS EASEMENTS WILL DO SO WITH CARE AND RESPECT FOR THE APPEARANCES OF THE WALKWAYS AND DRIVEWAYS. SAID EASEMENTS OF THIS SUBDIVISION TO BE EQUALLY MAINTAINED, REPAIRED, AND/OR REBUILT BY THE OWNERS OF THE LOTS HAVING LEGAL ACCESS AND UTILITY SERVICE THEREFROM AND THEIR HEIRS, 2ND — EACH ROOF SHALL BE CARED FOR AND MAINTAINED BY THE OWNER(S) OF THE ASSIGNS AND SUCCESSORS. PROPERTY UPON WHICH THE ROOF IS LOCATED. IN THE EVENT THAT PROPERTY OWNER(S) INTEND TO REPAIR OR REPLACE THEIR ROOF, IT IS HEREBY AGREED THAT THE MATERIALS WILL INDIVIDUAL UTILITY SERVICE LINES, INCLUDING STORM AND SANITARY SIDE SEWER LINES, ARE THE SOLE BE SIMILAR IN TYPE, QUALITY AND COLOR OF THE ORIGINAL ROOF, UNLESS MUTUALLY AGREED RESPONSIBILITY OF THE OWNERS OF THE LOT THE INDIVIDUAL SERVICE LINE SERVES. UTILITY SERVICE UPON. THE COST OF SUCH REPAIR IS THE SOLE RESPONSIBILITY OF THE INDIVIDUAL PROPERTY LINES WHICH SERVICE MORE THAN ONE LOT SHALL BE EQUALLY MAINTAINED, REPAIRED, AND/OR REBUILT OWNER(S) MAKING THE ROOF REPAIR OR REPLACEMENT. HOWEVER, IN THE EVENT OF A TOTAL BY THE OWNERS OF THE LOTS SERVICED. ROOF REPLACEMENT FOR A BUILDING WITHIN THIS SUBDIVISION, THE COSTS WILL BE SHARED EQUITABLY IN BETWEEN THE PROPERTY OWNER(S) IN PROPORTION WITH EACH OWNER(S) AREA OF THIS MAINTENANCE AGREEMENT COVERS NORMAL USAGE, WEAR AND TEAR, AND LIFE EXPECTANCY OF ROOF ON THAT BUILDING. SUCH A ROOF REPLACEMENT WILL BE REQUIRED EVERY 25 YEARS (OR MATERIALS. ANY DAMAGE INCURRED BY AN INDIVIDUAL OWNER SHALL BE REPAIRED AND/OR RESTORED AS WARRANTED BY THE ROOFING MATERIAL MANUFACTURER) UNLESS DELAYED BY MUTUAL TO PRE DAMAGED CONDITION WITHIN 30 DAYS. THE OWNER WHICH INCURRED THE DAMAGE SHALL BE AGREEMENT OF THE OWNER(S) OF THAT BUILDING SOLELY RESPONSIBLE FOR THE COST OF REPAIR OR REPLACEMENT OF THE MATERIALS. IN NO EVENT SHALL ACCESS OR UTILITY SERVICE BE DENIED OTHER PROPERTY OWNERS OF SAID EASEMENTS FOR 3RD — SHARED WALL, SIDING AND EXTERIOR TRIM SHALL BE CARED FOR AND MAINTAINED MORE THAN 24 HOURS BY THE OWNER(S) OF THE PROPERTY UPON WHICH THE SHARED WALLS, SIDING AND EXTERIOR TRIM IS LOCATED. IN THE EVENT A PROPERTY OWNER INTENDS TO REPAIR OR REPLACE THEIR SHARED WALLS, SIDING AND EXTERIOR TRIM, IT IS HEREBY AGREED THAT THE MATERIALS WILL BE SIMILAR IN TYPE, QUALITY AND COLOR OF THE ORIGINAL WALLS, SIDING AND EXTERIOR TRIM, UNLESS MUTUALLY AGREED UPON. THE COST OF SUCH REPAIR OR REPLACEMENT IS THE SOLE RESPONSIBILITY OF THE OWNER(S) MAKING THE WALLS, SIDING AND EXTERIOR TRIM REPAIR OR ELECTRICAL, TELEPHONE & CABLE T.V. EASEMENT AGREEMENT REPLACEMENT. HOWEVER, IN THE EVENT OF A TOTAL WALL, SIDING AND/OR EXTERIOR TRIM REPLACEMENT FOR A BUILDING WITHIN THIS SUBDIVISION, COSTS WILL BE SHARED EQUITABLY WITNESSETH; THAT FOR AND IN CONSIDERATION OF THE MUTUAL COVENANTS HEREIN EXPRESSED, IT IS BETWEEN THE PROPERTY OWNER(S) IN PROPORTION WITH EACH OWNER'S AREA OF WALLS, SIDING HEREBY AGREED BETWEEN THE OWNERS OF THE LOTS WITHIN THIS SUBDIVISION THAT: AND EXTERIOR TRIM ON THAT BUILDING. 1ST — AN EASEMENT FOR ELECTRICAL, TELEPHONE AND CABLE TELEVISION CONNECTION AND METER 4TH — COMMON SIDE SEWERS AND COMMON STORM DRAINAGE SYSTEMS SERVING THE LOTS BOXES AS CONSTRUCTED SHALL BE GRANTED. CABLES SHALL RUN UNDERGROUND AND THROUGH THE WITHIN THIS SUBDIVISION ARE TO BE MAINTAINED EQUALLY BY THE OWNERS OF SAID LOTS. BUILDINGS FROM THIS COMMON CONNECTION POINT TO EACH LOT. 5TH — THIS AGREEMENT SHALL BE A COVENANT RUNNING WITH THE LAND, AND SHALL BE 2ND — THERE SHALL BE A COMMON CONNECTION AND THE LINES SHALL BE AS CONSTRUCTED FOR BINDING UPON ALL AFOREMENTIONED PARTIES AND THEIR HEIRS AND ASSIGNS FOREVER. THE USE AND BENEFIT OF ALL PROPERTIES. 3RD — THE COST OF MAINTENANCE, REPAIR OR RECONSTRUCTION OF THAT PORTION OF THE DISTRIBUTION SYSTEM USED IN COMMON SHALL BE BORNE IN EQUAL SHARES, EXCEPT WHEN SUCH COMMON WALL AGREEMENT REPAIRS OR RECONSTRUCTION ARE DUE TO DAMAGES FOR WHICH A SINGLE OWNER IS RESPONSIBLE, THEN THAT OWNER SHALL BE RESPONSIBLE FOR THE COST. WITNESSETH; THAT FOR AND IN CONSIDERATION OF THE MUTUAL COVENANTS HEREIN EXPRESSED, IT IS 4TH — THIS AGREEMENT SHALL BE A COVENANT RUNNING WITH THE LAND AND SHALL BE BINDING HEREBY AGREED BETWEEN THE PARTIES THAT: UPON ALL PARTIES AND THEIR HEIRS AND ASSIGNS FOREVER. 1ST — THE WALLS WHICH ARE ON THE LOT LINES SEPARATING THE INDIVIDUAL TOWNHOMES ARE HEREBY DECLARED TO BE A "COMMON WALL". THE TERM "COMMON WALL" INCLUDES EVERYTHING LOCATED WITHIN SUCH WALL (SUCH AS FRAMING, INSULATION, SOUNDPROOFING, PIPES, WIRES, JOISTS, JUNCTION BOXES, AND OTHER MATERIAL OR EQUIPMENT RELATED TO THE UTILITIES), AND BELOW THE WALL (SUCH AS THE SURFACE OF THE GROUND AND FOOTINGS LOCATED IN THE GROUND), AND ABOVE THE WALL (SUCH AS RAFTERS AND ROOF), AND ON THE SIDES OF THE WALL INCLUDING THE EXTERIOR ADDRESS SIGN MAINTENANCE AGREEMENT SIDING. THE PINE PARK 614 HOMEOWNERS ASSOCIATION IS RESPONSIBLE FOR THE MAINTENANCE, AND/OR REPAIR 2ND — IF THE "COMMON WALL" IS DAMAGED OR DESTROYED FROM ANY CAUSE WHICH IS NOT THE TO ALL ADDRESS SIGNS WITHIN THIS SUBDIVISION. RESULT OF FAULT OR NEGLIGENCE OF EITHER OF THE OWNERS OR OTHER PERSONS USING THE ADJOINING HOUSES; OR IS THE RESULT OF THE JOINT OR CONCURRING FAULT OF EACH OWNER OR OTHER PERSONS OCCUPYING OR USING THEIR RESPECTIVE HOUSES, THEN EACH OWNER SHALL BE RESPONSIBLE FOR THE COST TO REPAIR THEIR PORTION OF THE WALL, EXCEPT FOR THOSE UTILITIES THAT ARE IN THE WALL AND COMMON TO BOTH HOUSES, THE REPAIR SHALL BE SHARED EQUALLY. w WI�r ��ASNI� 3RD RESULT OF — IF THE FAULT "COMMON WALL" IS DAMAGED OR DESTROYED FROM ANY CAUSE OR NEGLIGENCE OF EITHER OF THE OWNERS OR OTHER PERSONS WHICH IS THE USING THE PINE PARK 614 HOMEOWNERS ASSOCIATION NOTE e ADJOINING HOUSES, THEN THAT RESPONSIBLE OWNER SHALL BEAR THE SOLE COST OF REPAIR OR IN THE EVENT THAT THE PINE PARK 614 HOMEOWNERS ASSOCIATION IS DISSOLVED OR CEASES TO BE A RECONSTRUCTION. FUNCTIONING ENTITY, THE OWNERS OF LOTS 1 THROUGH 14, INCLUSIVE, SHALL SHARE EQUALLY IN THE MAINTENANCE OBLIGATIONS OF THE PINE PARK 614 HOMEOWNERS ASSOCIATION. 45803 sv 4TH — WHEN NECESSARY TO REPAIR OR RECONSTRUCT THE "COMMON WALL", THE PARTIES TO THIS �.!STEg 9 �j4a AGREEMENT SHALL HAVE THE RIGHT OF ENTRY FOR THAT PURPOSE. jONAL LAN' 5TH — THIS AGREEMENT SHALL BE A COVENANT RUNNING WITH THE LAND AND SHALL B BINDING UPON ALL PARTIES AND THEIR HEIRS AND ASSIGNS FOREVER. ttachment 14 DATE: PLN2021-0072 CHADWICK VJ WINTERS LAND SURVEYING MAPPING 1422 N.W. 85TH ST., SEATTLE, WA 98117 206.297.0996 FAX: 206.297.0997 WEB: WWW.CHADWICKWINTERS.COM SUBDI VIS/ON NO. PLN2021-0072 NE 1/4 NE 1/4 SEC. 26, T. 27N., R. 3 E., W.M. SNOHOMISH COUNTY, WASHINGTON REVISED: 11104122 20-6942X.D WG DRAWN BY. SAL DATE: 11-10-21 PROJECT #: 20-6942 CHK. BY. RHW SCALE: N/A SHEET. 8 OF 8 Packet Pg. 111 1.P September 2021 November 2022 April 2023 Owner: BKInvestment Group, LLC c% Johnathan Kurth 577 Roy St, Suite 125 Seattle, WA 98109 For Submittal to: DAVIDO CONSULTING GROUP, INC. City of Edmonds CIVIL ■ STRUCTURAL ■ LAND USE Attac PLN2 Packet Pg. 112 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds CERTIFICATE OF ENGINEER April 2023 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. IN J,, F Sig A te: �SCIS S�ONAL Davido Consulting Group, Inc. Page i 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 113 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds QUICK REFERENCE PROJECT INFORMATION General Project Information April 2023 Project Description Demolition of two (2) existing buildings and the construction of three (3) buildings containing six (6) live/work units and eight (8) residential units with associated driveway, walkways, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. Project Address 614 5th Ave S Edmonds, WA 98020 Project Size (onsite only) Site = 17,160 SF (0.39 acres Owner/Developer BK Investment Group, LLC c/o Johnathan Kurth 577 Roy St, Suite 125 Seattle, WA 98109 Consulting Engineer Ben Iddins, PE Davido Consulting Group, Inc. 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone: 206 523-0024 ext. 115 Draina e Drainage 2012 DOE Stormwater Management Manual for Western Requirements Washington (as amended in December 2014) and City of Edmonds amendments in the 2017 Stormwater Code Supplement (the combination of which is hereafter known as "The Stormwater Manual"). • Minimum Requirements # 1-9 Tributary Drainage Predeveloped Conditions: Developed Conditions: Area & Land Cover Impervious Surface = 9,565 SF Total Impervious = 16,407 SF Summary (onsite only) Pervious Surface = 7,595 SF Pervious Surface = 753 SF Total = 17,160 SF 0.39 Acres Total = 17,160 SF 0.39 Acres Soils Geotechnical analysis was performed by PanGEO, Inc and summarized in a geotechnical report dated September 2021. The geotechnical report states that the site is underlain by pre -Frasier deposits (geologic map unit Qpf). See APPENDIX A for the full geotechnical report. Drainage • Two infiltration facilities with 18" engineered soil layer Improvements • 10" stormwater drain extension within the private alley south of Project Site 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 ii 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 114 1.p Stormwater Site Plans - Rev 2 614 51h Ave S Edmonds TABLE OF CONTENTS April 2023 1. Project Overview..........................................................................................................I 1.1 General Description of Project......................................................................................2 1.2 Predeveloped Site Conditions.......................................................................................2 1.3 Developed Site Conditions............................................................................................2 1.4 Site Area and Size of Improvements.............................................................................3 1.5 Predeveloped Stormwater Runoff Conditions...............................................................3 1.6 Postdeveloped Stormwater Runoff Conditions..............................................................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...............................................7 3. Site and Basin Assessment............................................................................................7 3.1 Offsite Analysis............................................................................................................8 3.2 Sub -basin Description...................................................................................................8 3.3 Soils/Infiltration Rates..................................................................................................8 3.4 Critical Areas and Flood Plain......................................................................................9 3.5 Assessment Summary...................................................................................................9 3.6 Stormwater BMP Sizing...............................................................................................9 4. Construction Stormwater Pollution Prevention Plan (SWPPP)....................................10 5. Permanent Stormwater Control Plan...........................................................................14 5.1 Flow Control..............................................................................................................14 5.2 Water Quality.............................................................................................................14 5.3 Source Control & Operation and Maintenance............................................................14 5.4 Conveyance System Analysis and Design...................................................................14 6. Special Reports and Studies........................................................................................15 6.1 Geotechnical Report...................................................................................................15 7. Other Permits..............................................................................................................15 8. Bonds.........................................................................................................................15 9. Additional Figures......................................................................................................16 Davido Consulting Group, Inc. Page lli 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 115 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds APPENDICES APPENDIX A Geotechnical Report APPENDIX B WWHM Summary APPENDIX C Operation and Maintenance Manual APPENDIX D Declaration of Covenant APPENDIX E Conveyance Calculations APPENDIX F King County Site Improvement Bond Quantity Worksheet April 2023 LIST OF TABLES TABLE 1 Project Site Area and Size of Improvements.........................................................3 TABLE 2 Infiltration Trench Sizing Table............................................................................9 TABLE 3 Proposed ESC Measures.....................................................................................13 LIST OF FIGURES FIGURE1 Site Location........................................................................................................ I FIGURE 2 Site Assessment and Summary...........................................................................17 FIGURE 3 Drainage Plan.....................................................................................................18 FIGURE4 TESC Plan..........................................................................................................19 FIGURE 5 Offsite Analysis Photos......................................................................................20 FIGURE 6 Offsite Drainage System Analysis.......................................................................21 FIGURE 7 Developed Conditions Sub -Basin Exhibit...........................................................22 Davido Consulting Group, Inc. Page iv 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 116 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds 1. PROJECT OVERVIEW April 2023 The project involves the demolition of two (2) existing buildings and the construction of three (3) buildings containing six (6) live/work units and eight (8) residential units with associated driveway, walkways, parking, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. Vehicular access to the site will be via the alley adjacent to the south property line of the site. The project site is bounded to the north by commercial buildings/lots, to the west by residential buildings/lots, to the east by 5th Ave S, and to the south by a privately owned, unnamed alley. The project location is shown in FIGURE 1. The City of Edmonds has adopted the 2012 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin (as Amended in December 2014), City of Edmonds Stormwater Management Code, and the 2017 City of Edmonds Stormwater Addendum; 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. FIGURE 1 Site Location Davido Consulting Group, Inc. Page 1 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 117 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds 1.1 General Description of Project April 2023 The project involves the demolition of two (2) existing buildings and the construction of three (3) buildings containing six (6) live/work units and eight (8) residential units with associated driveway, walkways, and alley improvements. Improvements also include drainage, grading, paving, utilities, and landscaping. Frontage improvements along 5th Ave S include new curb, gutter, and sidewalk where an existing curb cut is being replaced and where utility connections are needed. Street trees are also being placed along the 5th Ave S frontage. Additionally, the alley pavement adjacent to the south property line is being widened to encompass the entire alley width. 1.2 Predeveloped Site Conditions Existing impervious surfaces on the site include two (2) commercial buildings, concrete walkways, asphalt parking, a concrete wall along the north property line, and a concrete driveway off 5th Ave S. The remainder of the site is vegetation which includes five (5) trees. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include three (3) new townhome and live/work buildings, walkways, and a driveway/parking area on the west side of each respective building, landscaping along the west property line, and associated frontage improvements. Drainage for the developed site will include two (2) infiltration trenches along the west side of Building B and C, respectively, that will mitigate the entirety of the new roof and driveway runoff onsite. New stormwater collection includes two (2) Type 1 CB's along the northern portion of the site, two (2) Type 1 CB's near the southern property line, and two (2) trench drains spanning along the vehicular access along the southern property line. Stormwater overflow from the infiltration trenches on -site will be routed to a 10" storm line in the alley south of the site. TABLE 1 summarizes the predeveloped and developed site conditions and land cover. Davido Consulting Group, Inc. Page 2 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 118 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds April 2023 1.4 Site Area and Size of Improvements The project site is a 0.39-acre parcel located on 51h Ave S. 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 51h Ave S. 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 7 for an exhibit showing the sub -basin areas within the site. TABLE 1 Project Site Area and Size of Improvements Project Site Areas Existing Developed SF TAcres SF Acres Impervious Areas: Building (Onsite) 3,020 0.07 9,556 0.22 Walkways (Onsite) 954 0.02 - - Driveways (Onsite) 5,591 0.13 6,851 0.16 Alley /Utility Cuts (ROW) - - 3,221 0.07 Driveway/Curb & Gutter (ROW) - - 1,462 0.03 Total Impervious Surface (Ineffective Impervious Surface - Onsite Only): 9,565 0.22 16,407 0.38 Total Impervious Surface (Effective Impervious Surface — ROW Full Depth Only) 4,191 0.10 Total Impervious Surface (Onsite+ROW): - - 24,652 0.57 Total New/Replaced Impervious Surface: - - 24,652 0.57 Total Pollution Generating Impervious Surface: 6,545 0.07 14,457 0.33 Total New/Replaced Pollution Generating Impervious Surface: - - 15,096 0.35 Pervious Areas: Grass/Trees/Landscaping (Onsite) 7,595EO.3 640 0.15 Grass/Trees/Landscaping (ROW) -390 0.009 Total Pervious Surface 7,5951,030 0.27 Total Project Site Area (Onsite Only) 17,16017,160 0.39 Total Project Site (Alley+ROW) 8,635 0.20 Total Project Site Area (Onsite+Alley+ROW) - - 25,795 0.59 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 24,652 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 infiltration trenches, and/or the 10" storm system within the alley. 1.5 Predeveloped Stormwater Runoff Conditions Stormwater runoff from the two (2) existing buildings is collected in a gutter and downspout Q system and is likely conveyed to the City's storm system in 41h Ave S. Similarly, stormwater runoff from the asphalt parking is collected via a catch basin along the west of the parking Davido Consulting Group, Inc. Page 3 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 119 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 appears to be conveyed west to the City's storm system in 4th Ave S through private property to the west. All existing storm infrastructure on the site will be removed. 1.6 Post -developed Stormwater Runoff Conditions Stormwater runoff from the entirety of the building roof areas and on -site concrete surfacing will be fully infiltrated via two (2) infiltration trenches. Infiltration Trench #2 is located west of Building B and will mitigate the entirety of the roof areas for Building A and B as well as the concrete surfacing between Building C and Buildings A&B. Infiltration Trench #1 located west of Building C will mitigate the entirety of the roof area for Building C and the concrete surfacing between the west property line and Building C. Overflow for the infiltration trenches will discharge directly into the 10" storm line within the alley. See Sections 2.5 and 5 for additional information on the proposed stormwater system and BMPs. See FIGURE 7 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 0. The Temporary Erosion and Sediment Control Plan (TESC Plan) can be seen in Section 9 of this report and serves as a guide for the contractor to implement a final TESC Plan. As the site disturbance is less than one acre, a General Permit through the DOE is not required. 2.3 Minimum Requirement #3: Source Control of Pollution The proposed infiltration trenches, Type 1 catch basins and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. Note that the covered areas Davido Consulting Group, Inc. Page 4 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 120 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 are cantilevered for Buildings C and Building A, and the areas that are covered have open sides, and therefore rainfall will land on those surfaces due to sideways rain and slope towards the drainage collection areas within the driveway. Trash and recycling will be handled on -site within each unit, and there will be no common enclosures anywhere on the site. Trash staging will be placed along the alley ROW south of Building C and Building B. 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed drainage system consisting of two infiltration trenches will emulate the natural pre -developed conditions of the site (i.e., forested conditions) as much as possible as stormwater will be infiltrated onsite or will enter the City's storm system in the alley and eventually drain to 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. This BMP will be utilized for this project for the entirety of the roof areas for Buildings A-C. (see Section 3.3 and Section 3.6 for additional information on the site soils and BMP sizing). 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. Davido Consulting Group, Inc. Page 5 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 121 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 • Permeable pavement in accordance with BMP T5.15 in Chapter 5 of Volume V of SWMMWW. Permeable pavement is infeasible as there are portions of the driveways that exceed the wearing course slope threshold for permeable pavement. • Bioretention is not feasible as there is not enough available space to implement bioretention on the site. • 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. • Since full infiltration is proposed for all hard surfaces on the site to meet flow control, detention vaults or pipes are not required to meet MR#5. 2.6 Minimum Requirement #6: Runoff Treatment Since this project is proposing more than 5,000 SF of new plus replaced pollution generating hard surface (PGHS), runoff treatment is required. The Infiltration Trenches are underlain by an 18" engineered soil layer which will be used to treat the stormwater as it infiltrates into the subgrade. The engineered soils layer will meet the requirements listed in the Soil Suitability Criteria #6 section of Volume III, Section 3.3.7 of The Stormwater Manual, thus satisfying MR#6. 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. Since all roof and driveway/walkway area on the site will be fully infiltrated (according to a full period of record data within WWHM) within the two proposed infiltration trenches the only effective impervious surfaces are within the ROW and the alley and those areas total 4,191 SF. 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 T5. IOA in Volume III of the SWMMWW; or (3) approved continuous runoff modeling methods indicate the entire runofffile is infiltrated" All impervious surfaces on the site will be fully infiltrated according to a full period of record data within WWHM and therefore are ineffective. The effective and ineffective areas are noted in Table 1 in Section 1.4 of this report. Additionally, the WWHM2012 modeling report, which is included in APPENDIX B, shows that the increase in the 100-year flow frequency using 15-minute timesteps is less than 0.15 cfs. 2.8 Minimum Requirement #8: Wetlands Protection The site is not tributary to a wetland, therefore MR #8 is not triggered, making the wetlands protections standard not applicable. Davido Consulting Group, Inc. Page 6 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 122 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 2.9 Minimum Requirement #9: Operation and Maintenance An operation and maintenance manual consistent with Volume V of the Stormwater Manual has been provided in APPENDIX C. 3. SITE AND BASIN ASSESSMENT The proposed project aims to preserve natural resources and maintain or restore natural hydrologic conditions on the site. The existing site conditions are summarized in the following sections. Existing Site Conditions: A. Topography The site generally slopes down from east to west with an approximate grade change of 10 feet to a vacant vegetated area at the western portion of the site with a maximum slope of approximately 15-40% along the vegetated, undisturbed area and a maximum slope of 3.3% in the developed portion along the east side of the site. B. Existing ground cover The existing site contains 9,565 SF of impervious surface, 7,595 SF of pervious surface, and 6,545 SF of pollution generating impervious surface (PGIS). C. Natural features of the parcel The pervious areas on the existing site consist of trees, grass, and shrubs. D. Offsite drainage to the property Very little, if any, offsite stormwater enters the site from the neighboring parcels, 5th Ave S, or the paved alley, which surround the site. E. Environmentally sensitive areas on or down gradient of the property N/A. No environmentally sensitive areas exist on or immediately adjacent to the property. F. Drains, channels, and swales, within the project site and immediately adjacent An existing roof downspout system associated with the buildings and a catch basin collecting the parking area onsite exists. Stormwater appears to be routed to the City's storm system in 4th Ave S through the neighboring parcel to the west. G. Points of exit for existing drainage from the property Existing stormwater runoff from the site appears to be routed west to the existing storm system in 4th Ave S. 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 3,020 SF of buildings (commercial) 954 SF of concrete walkway, and 5,591 SF of asphalt drive aisles. J. New Structures Improvements Three townhouses totaling 9,556 SF are 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. Davido Consulting Group, Inc. Page 7 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 123 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds 3.1 Offsite Analysis April 2023 An offsite analysis is required for this project since the project proposes to discharge stormwater offsite to the City's storm system in the alley, although only the alley upgrades and some minor road/sidewalk replacement in 5th Ave S will drain to the public storm system since all new and replaced impervious surfaces on the site will be fully infiltrated onsite. An offsite analysis was conducted on June 18, 2021 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. The downstream drainage system was followed from the site discharge point in the alley south of the project site to the discharge location to Shellabarger creek, which is approximately 0.20 miles downstream. The project is proposing to discharge to the existing public storm system (MS4) in the alley. The inspection for the analysis was as follows (note that all lineal feet are approximate): From CB 11-107 (locked); 131 LF west via 8" concrete pipe to CB 11-108 (unlocked), 62 LF north via 8" concrete pipe to CB 11-55 (unlocked), 34 LF via 12" concrete pipe west to MH 11-56 (unlocked), 157.92 LF via 12" concrete pipe west (through private property, measured from GIS) to MH 11-62 (locked), 181 LF north via 12" concrete pipe to CB 11-216 (unlocked), 46 LF north via 12" concrete pipe to MH 11-61 (unsafe to open), 144 LF west via 12" PVC to CB 11-180 (unsafe to open), 41 LF west via 12" PVC to MH 11-60 (unsafe to open), 157 LF north to MH 11-59 (unsafe to open) where it then discharges directly into Shellabarger creek. Downstream of the creek the stormwater crosses Edmonds Way and discharges into Edmonds Marsh, where it then 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 and FIGURE 6 for offsite analysis photos and table. 3.2 Subbasin Description Offsite flow from the alley south of the site will be captured via a Type 1 catch basin and conveyed into the city's MS4 storm system. All on -site drainage will be collected and routed to two (2) infiltration trenches where it will fully infiltrate the stormwater (according to a full period of record data within WWHM). Overflow from the Infiltration Trenches will gravity flow to an extended 10" storm main in the alley south of the site, although overflows should rarely, if ever, occur. Runoff from new sidewalks and replaced roadway surfaces along 5th Ave S will be collected within existing drainage structure within 5th Ave S. 3.3 Soils/Infiltration Rates A geotechnical analysis was performed by PanGEO, Inc and summarized in an Infiltration Assessment dated August 23, 2021. PanGEO Inc. excavated three (3) small Pilot Infiltration Tests (PIT) at depths of 5.5, 6, and 12 feet with infiltration rates of approximately 1.2, 0.8, and 1.8 in/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 have moderate infiltration capability." Groundwater or seepage was not Davido Consulting Group, Inc. Page 8 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 124 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 observed in the test pits. Note that two (2) existing monitoring wells were observed on -site, but the details regarding these wells could not be found via the Department of Ecology Well Report Viewer. See APPENDIX A for the full geotechnical report. Groundwater was measured to be 25' and 16.50' below ground surface in the parking lot for both wells. 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, 5th Ave S, and the paved alley south 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 (not including the alley or 5th Ave S ROW) will be fully infiltrated onsite according to a full period of record data within WWHM (see Section 2.5). 3.6 Stormwater BMP Sizing Two infiltration trenches were selected to manage stormwater runoff from the entirety of the roof areas and all other hard surfaces onsite. Infiltration Trench #1 (IT#1), located west of Building C, receives stormwater from the entirety of Building C roof area as well as the western drive aisle. Infiltration Trench #2 (IT#2), located east of Building C and west of Building B, receives stormwater from the entirety of Building A & B roof areas as well as the eastern drive aisle and walkway/stairs leading to 5th Ave S. WWHM2012 was used to size the infiltration trenches in accordance to Volume V — Chapter 4 of the DOE Stormwater Manual, ECDC 18.30, and Checklist 6 in the COE Stormwater Addendum. The two infiltration tests conducted in the location of IT#1 yielded design infiltration rates of 0.8 in/hr and 1 in/hr. Therefore, the lower of the two rates (0.8 in/hr) was used to size IT#1. An infiltration rate of 1.8 in/hr, in accordance with the geotechnical report in APPENDIX A, was used to size IT#2. The bottom of the infiltration trenches was placed at an elevation near where the infiltration tests were conducted. A 2' depth was determined to be the appropriate gravel depth given size constraints and the footprint of the trenches were increased until 100% infiltration was achieved. The table below shows each infiltration size and the amount of roof area draining to each trench. TABLE 2 Infiltration Trench Sizing Table Infiltration Trench Area Minimum Area Infiltration Trench Number Tributary Infiltration Trench Provided (SF) Dimensions (SF) Area Required (SF) IT 1 5,283 1,550 1,550 (IT 1) 13.4' W x 115.7'L x 2.0'D Concrete Parking for 1,874 1,550 1,550 (IT1) 13.4'W x Building C 115.7'L x 2.0'D Building A + B Roof 4,273 1,351 1,351 (IT2) 25.5'W x Areas 53.0'L x 2.0'D Concrete 5,004 1,351 1,351 (IT2) 25.5'W x Parking/Walkway for 53.0'L x 2.0'D Building A+B Davido Consulting Group, Inc. Page 9 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 125 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds See APPENDIX B for the full WWHM report. April 2023 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 3 in this report for TESC measures. Element 1: Preserve Vegetation/Mark Clearing Limits BMPs used: • BMP C 103: 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 FIGURE 4). Element 2: Establish Construction Access BMPs used: • BMP C 105: Stabilize Construction Entrance/Exit 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 Davido Consulting Group, Inc. Page 10 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 126 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 • 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: • 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 C 154: Concrete Washout Area A material delivery, storage and containment area shall be designated by the contractor and located away from traffic and near the construction entrance. An onsite concrete washout area for any concrete mixing shall be designated by the contractor as well. 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 C 150: Materials On Hand • BMP C 160: 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 C 150: Materials On Hand • BMP C 160: Certified Erosion and Sediment Control Lead • BMP C 162: Scheduling a 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 Davido Consulting Group, Inc. Page 11 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 127 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 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 12 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 128 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds TABLE 3 Proposed ESC Measures (All ESC Measures Shall Comply with the Stormwater Manual) April 2023 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 13 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 129 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds April 2023 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 Runoff treatment is required for this project since the total new plus replaced pollution - generating impervious surface in the threshold discharge area for the project is greater than 5,000 SF. The project will satisfy this requirement with the use of an 18" engineered soils layer beneath both proposed infiltration trenches. The engineered soils layer will meet the requirements listed in the Soil Suitability Criteria #6 section of Volume III, Section 3.3.7 of The Stormwater Manual. 5.3 Source Control & Operation and Maintenance The infiltration trenches, Type 1 catch basins, and spill control elbows serve as source control of pollution on the project site. To control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. 5.4 Conveyance System Analysis and Design The proposed onsite conveyance system is comprised of four (4) new Type 1 catch basins, two (2) trench drains, and four to 6-inch storm drain pipe. Four -inch roof downspouts will route the entirety of roof stormwater runoff to the onsite Infiltration Trenches. Stormwater in the driveways will be collected via two catch basins and two trench drains and routed to their respective infiltration trenches. Any overflow for the infiltration trenches will be routed to the 10" storm main in the alley. All proposed storm drains onsite have been sized to handle an anticipated site runoff from a 100-year storm event. See conveyance calculations located in APPENDIX E. Davido Consulting Group, Inc. Page 14 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 130 1.p Stormwater Site Plans — Rev 2 614 5t' Ave S Edmonds 6. SPECIAL REPORTS AND STUDIES April 2023 6.1 Geotechnical Report A geotechnical analysis was performed by PanGEO, Inc and summarized in a geotechnical report dated September 2021. PanGEO Inc. See APPENDIX A for the full geotechnical report 7. OTHER PERMITS A copy of the Ecology UIC registration will be required prior to construction permit issuance. 8. BONDS The bond amount for the project has been calculated using the King County Site Improvement Bond Quantity Worksheet. A completed King County Site Improvement Bond Quantity Worksheet is included in APPENDIX F. 9. ADDITIONAL FIGURES Please see following pages. Davido Consulting Group, Inc. Page 15 20230404_614 5th Ave S Edmonds Drainage Report _Rev 2 Attac PLN2 Packet Pg. 131 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds April 2023 FIGURE 2 Site Assessment and Summary Davido Consulting Group, Inc. Page 17 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 132 A,I� 10 5 0 10 20 SCALE IN FEET KEY NOTES DETAIL KEY DESCRIPTION / SHEET SDCB - TYPE 1, #4 W/ HERRINGBONE GRATE O RIM 82.00 G/C09 6" IE 79.00 (E) W/ SPILL CONTROL ELBOW Oz 15LF6"PVC SD@2.00%MIN - 6" SD CONNECTION TO INFILTRATION O TRENCH 6" IE 74.50 ROOF DOWNSPOUT TIGHTLINE @ 2.00% TO O CONNECT DIRECTLY INTO INFILTRATION - TRENCH O 4" FOOTING DRAIN TIGHTLINE @ 2.00% MIN - Os ROOF DOWNSPOUT TIGHTLINE @ 2.00% MIN - SDCB - TYPE 1,#2 W/ SOLID LOCKING LID RIM 77.22 (D 6" IE 75.00 (S) OVERFLOW G/C09 4" IE 74.70 (E)IN 6" IE 74.60 (W) IN 6" IE 74.50 (N) OUT INFILTRATION TRENCH #2 (25.51 X 53.0'W X 2.0'D) O TOP OF FACILITY 75.50 V/C12 6" PERF PIPE 74.50 BOTTOM OF FACILITY 73.50 Os 158 LF 6" PERF PIPE 6" SDCO m RIM TO FIGL/C11 6"IE 74.50 TRENCH DRAIN 11 RIM VARIES 77.97-75.92 - 6" IE 74.64 (N) 12 17 LF 6" PVC SD @ 2.00% MIN _ SDCB - TYPE 1, #1 W/VANED GRATE 1a RIM 77.786 G/C09 6" IE 74.16 (N) 10" 1 E 73.76 (W) a 87 LF 10" PVC PSD @ 2.00% MIN SDCB - TYPE 1, #3 W/ HERRINGBONE GRATE 15 RIM 73.00 G/C09 6" IE 69.00 (E) W/ SPILL CONTROL ELBOW PERIMETER FOOTING DRAIN -4" 1s PERFORATED PVC PIPE IN 6" MIN WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) iT ROOF DOWNSPOUT (TYP) - SEE STRUCTURAL PLANS FOR FOOTING iB DRAIN PENETRATIONS THROUGH - FOUNDATION (TYP) SDCB - TYPE 1, #2 W/ SOLID LOCKING LID RIM 71.74 s 6" IE 69.50 (S) OVERFLOW G/C09 4" IE 69.20 (E) IN 6" IE 69.10 (W) IN 6" IE 69.00 (N) OUT INFILTRATION TRENCH #1 (13.41 X 1157W X 2.0'D) zo TOP OF FACILITY 70.00 U/C12 6" PERF PIPE 69.00 BOTTOM OF FACILITY 68.00 zi 224 LF 6" PERF PIPE - 6" SDCO 22 RIM TO FG L/C11 6" IE 70.00 za 21 LF 6" PVC SD @ 2.00% MIN NEW 10" SO CONNECTION TO EX CB NEW 10" SO IE (E) 66.39 za 6" IE 67.04 (N) - 10" IE 66.29 (W) 6" IF 66.69 (S) 6" SDCO z5 RIM 82.65 L/C11 6" IE 79.15 zs 55 LF 6" PVC SD @ 2.00% MIN 4" SD CONNECTION TO INFILTRATION z7 TRENCH 4" IE 74.50 zs 6" SD (TRENCH DRAIN OUTLET) @ 1.00% MIN 4" SO CONNECTION TO INFILTRATION zs TRENCH 4" IE 69.00 CONNECT CB #3 OUTLET TO INFILTRATION .SIN 98 FT CONCRETE ao TRENCH #1 E = 72.18 FT 6" IE 69.00 CONNECT FOOTING DRAINS BETWEEN 4" IRYC IV IL = a1 BUILDINGS W/ SOLID WALLED 4" PVC PIPE _ 21 LF 6" PVC SO @ 1.00 % MIN - O 3 LF 6" PVC SD @ 1.00 % MIN _ 6" SDCO " �\ - F 16 zz r-------7 N 8815 " W 4. az as O RIM 76.25 L/C11 j 1 6" IE 74.71 TRENCH DRAIN a 17 I 1 L-------J 35 RIM VARIES70.97-7 PROJECT AREAS 6 IE 69.20 (N) 29 r-------1 I 1 AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 17,160.00 0.39 TOTAL SITE AREA (ROW) 4,683.00 0.11 TOTAL SITE AREA (ON-SITE+ROW) 21,843.00 0.50 EXISTING AREA - IMPERVIOUS AREAS 9,S65.00 0.22 EXISTING AREA -PERVIOUS AREAS 7,595.00 0.17 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (ON -SITE): BUILDNG A ROOF AREA 2,441.00 0.06 BUILDING B ROOF AREA 1,832.00 0.04 BUILDING C ROOF AREA 5,283.00 0.12 CONCRETE SURFACE 6,851.00 0.16 TOTAL IMPERVIOUS AREA 16,407.00 0.38 PROPOSED AREA DESCRIPTION -PERVIOUS AREAS (ON -SITE) LANDSCAPING 732.00 0.02 TOTAL PERVIOUS AREA: 732.00 0.02 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING 2,031.00 0.05 ALLEY GRIND AND OVERLAY 681.00 0.02 STH AVE S FULL -DEPTH TRENCHING 1,190.00 0.03 5TH AVE S GRIND AND OVERLAY 2,735.00 0.06 CONCRETE CURB, GUTTER, AND DWY 1,462.00 0.03 TOTAL IMPERVIOUS AREA: 4,683.00 0.19 COMBINED ON-SITE+ROW IMPERVIOUS SURFACE AREAS 21,090.00 0.48 COMBINED PGIS ON-SITE+ROW 11,534.00 0.26 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF-SITEO LANDSCAPING 69.00 0.002 TOTAL PERVIOUS AREA: 69.00 0.002 COMBINED PERVIOUS SURFACE (ON-SITE+ROW) 801.00 0.02 H I z 1'p LEGEND: E wwaO CONCRETE 0 w PARKING ASPHALT (FULL DEPTH) a m o ° i FOUND MAC NAIL STRIPE (TYPICAL) -uNlrs- LIMITS OF ASPHALT GRIND zo _ m ��z oa.2xo ceC WASHER &OVERLAY w o'i< P: wZlU-i-i (TYPICAL) INFILTRATION TRENCH a w Iwi w o�u a > < w W aU y U BUILDING LANDSCAPE 0 o o�w o 610 5TH AVE S N W W S Z - _.. wir� U�YO. <:gqq°° N e > w,io 11- W< O� a a O � N - _ - M I a oa O Z o z j Q J 16 a d - - -- a C 6 17 «� I O .N E L - z e N r_ ll _ BUILDING FF 83.00 T T T <o�� m N 16 O I `-J uralrs m m r'n m a li in I _w I, ~A a O L- ■ LL m L I I R w w w � A a L- =o I W t O G - '� W-w-W d K' Pry11N CL a w a ° W- w-w-w w-W w (a IN -w a w-w-W, w-w w w-w w Dj In w- w-w w - Ds o w w-w w te: fC ---- w I W W P 2. O'cFS'4Fcls � C INFILTRATION � TRENCH I= w 3 I 0- - 9 BUILDING B Q FF 84.40 ~ / P 69 a 0 co d µ I ~I _ 4 N° W J Lo Y s ZT _ ago dN Z - 'L `' 0 3 I O LU a0 W-0) W z g IL �' w in d ' I Z 1- W fn J U) 0 W o a -w-w- LI ITS 2 } I.-> I Q Z Z Q ++ O T to n W W W = F 2 DISCHARGE LOCATION Z r- �' W S _5 -G r- TO PUBLIC STORM m `° -- `-SYSTEM (OVERFLOWS I a r.i FROM INFILTRATION PSS a TRENCH #2 ONLY) a s a i 0 V P �I I o a aJ L I d PROD. MANAGER: BI WALLS I DESIGNED BY: dV DRAWN BY: RB BUILDINGI a CHECKED BY: BI � SCALE: AS SHOWN REV. SHEET 6 7/8/2022 OF APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: AttaC 1 BY CITYENGINEERINGDIVI5I 2 Packet Pg. 133 J 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds ADAI 2023 FIGURE 3 Drainage Plan Davido Consulting Group, Inc. Page 18 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 134 n ED f— rN C C r+ u i 1 v 1 1. U I LL1 2 U z 0 0 N N x O O M ° ° O ° N W W Z J am J J d J J � >_ W U � IZ cn a ° .. Z W ON 7>U) °H ww U)W w(f) QJ a =z_ LO V rr �O z Z � Z a W ry ° ~ C7 a °a 6� ° ° zz 00 w W Y U �z ary aw W Y Z U a0- co FL-: wW >U) a� =w �w �n = co g za a co 2 N a � Z M 2 0 O N c2 2 H V ry, LL D Y a J ° W co 0 > o Cn a N uI ° z a CO ° J J W U W U a O .. z wmo m ° U) W w W > Z 0 ° LU W00 H U Q a 1.p Stormwater Site Plans — Rev 2 614 5th Ave S Edmonds ADAI 2023 FIGURE 4 TESC Plan Davido Consulting Group, Inc. Page 19 20230404_614 5th Ave S Edmonds_ Drainage Report _Rev 2 Attac PLN2 Packet Pg. 136 A I 1 KA 3 w U z 0 0 N N X 0 0 0 It Q Q 1 z� am J J a J J Z) >w U' Q ow Z oU) 6 Ww U)w >U a J =z -t it Z�0 z� 3:z aw o� �a 10oa 6, w 0 ZZ o° 2i 7 o° ww Y0 ryz aw W Y Z_ U as 7 co H ww aLO =w <n L _ za F- N a Z h =o N c210 Dw Y ~ a J 0 w m U > o Cn a N HU ZQ� W J�J > $ U W U a� Z m O W. �3 w ZLL> Ji zoo °o 0 U) U Q a KEY NOTES DETAIL/ KEY DESCRIPTION SHEET O PROTECT EX POWER VAULT (TYP) - OINSTALL TEMPORARY STORM DRAIN g/C08 INLET PROTECTION CONTRACTOR TO SWEEP STREETS O DAILY OR AT MORE FREQUENT - INTERVALS AS NEEDED OAPPROX LOCATION OF TEST PIT PER GEOTECHNICAL REPORT - EX FLOWER POLE TO BE REMOVED. ONCE POLE IS REMOVED, O CONTRACTOR SHALL CALL PARKS - DEPARTMENT FOR PICKUP. POLE WILL NOT BE REPLACED OLIMITS s OF STRIPING REMOVAL. SEE SHEET C06 FOR NEW STRIPING (TYP) - EX WATER SERVICE TO BE RETIRED OAT THE MAIN AND METER TO BE SALVAGED TO CITY AT DEVELOPER'S - EXPENSE EX 1" WATER SERVICE TO BE CUT & OCAPPED NEAR PL FOR REUSE. MODIFY SERVICE TO INCLUDE HOSE SPIGOT & - AVB ON METER OUTLET EX BENCH TO BE REMOVED AND ORELOCATED. RETURN TO PARKS DEPARTMENT FOR HOLDING DURING - CONSTRUCTION CONSTRUCTION STORMWATER TO DISCHARGE TO NEW SD CONNECTION AFTER COMPLETION OF PRIVATE DRAINAGE SYSTEM IN PRIVATE ALLEY. 10 REFER TO DEMOLITION PERMIT PLANS - (BLD2022-1612 & BLD2022-1614) FOR CONSTRUCTION STORMWATER DISCHARGE LOCATION PRIOR TO COMPLETION OF PRIVATE DRAINAGE SYSTEM IN PRIVATE ALLEY INSTALL TEMPORARY STORM DRAIN 0INLET PROTECTION TO ALL STORM DRAIN INLETS 50' DOWNSTREAM OF PROPERTY LINE PHASE SEDIMENT TRAP AS -NEEDED -DEMOLITION. REFER TO OPOST 12 DEMOLITION PERMIT PLANS E/C08 (BLD2022-1612 & BLD2022-1614) INTERCEPTOR SWALE. REFER TO 0DEMOLITION 0 PERMIT PLANS D/C08 (BLD2022-1612 & BLD2022-1614) SILT FENCE AND/OR STRAW WATTLES. 14 G REFER TO DEMOLITION PERMIT PLANS A & F/C08 (BLD2022-1612 & BLD2022-1614) *INSTALL PERIMETER PROTECTION SUCH AS SILT FENCING, COMPOST SOCKS, OR STRAW WATTLES (PER F/C08) IN ACCORDANCE WITH VOL. II OF THE DOE (2014 AMENDED) STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON A HAUL ROUTE PLAN C GENERAL D NOTES 1. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. 2. EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SHALL BE MAINTAINED AS LONG AS POSSIBLE DURING THE COURSE OF CONSTRUCTION. 3. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. 4. SIDEWALK ALONG 5TH AVE S PROPERTY FRONTAGE SHALL REMAIN OPEN EXCEPT AS NEEDED TO PERFORM SPECIFIC ACTIVITIES SUCH AS SIDEWALK REPLACEMENT AND UTILITY CONNECTIONS. SOIL AMENDMENT NOTE: 1. ALL DISTURBED PERVIOUS SURFACE AREAS SHALL BE AMENDED TO MEET THE SOIL QUALITY AND DEPTH REQUIREMENT PER BMP T5.13 OF THE 2014 DOE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (SEE DETAIL SA/C10). II � O ET o T� 6" ET 6 Mrnratures Fs More 614 51h Avenue South TIN ~Edmonds Norin Sea,tde f" Oi Park (Natural Medicine — Hawey Homes NW Iornlock way rfco Servrces Erhen Or Willow Creek I Iman Wale Ptrm 51 5 Pin_ Pin �11 Pine,Str2et l l Pla ff&w Rich Rano Loan Officer NIVILS 120146, Hflme... Forsyth Ln \ Oerl �hCosnstr�lction,lnc 9 aplevine Community �•� Fir Sr h Shamrack Plaza Cond Fir131 w •F�\ T FJTn Way w �. W SL '� � c:ser Perrrlanenle C1 Ln uborized Agent om FA hambPl Pu Pa .ellr Washing I Biro B C E F G H I J K LEGEND: N 10 5 0 10 20 SCALE IN FEET r r_VZ.16 1- 1 � ` \ N 88052�48' W ASPH T / I I I I ELECTRIC METER w 'Il' I' BUILDING I�I I I I I I I p E i i I i I I I TEL RISER 614 5TH AVE S POWER I 1 x I I 1 VAULT FFE = 84.05 FT _ ----- �II�II 11 T T 7 X I I I I o \---�y � x a IIII III p / \ MN �► I I ► I ■ \ r 1 GE OF I I I 2 \ \ P- o 1p x VEG ATION I 1 W 2 1► I I► I TAX \ N 0. 27032600102900LO \CIIIIIi I I I I I I I I \ I \ D T IW X I IIIII I I j X 0 W I I I I i I I 1 I CATCH BASIN \ \� 1 � W x I I I I RIM = 82.22 FT \ I �\ W I I I 1 10" CON W IE = 80.42 FTC MONITOR % / PO R \ IIII III 4" CONIC E IE = 80.62 FT/ WELL \� / VA T \ � / SD S 8852'47" E SID / \ \ PARS'--- ��. AASPHALT PARKING q / x I I I IIII SEE PERMITS BLD2022-1612 & \\ ( I I I I I I I BLD2022-1614 FOR ON -SITE DEMOLITION E OGV 1FI IIIIIII / \ ' ETA I /I ION IIIII I I / / " i�\ x x / \r x / I I I I 1--I — �' / I � � s o/� \ X E / i /� D BE IIII II \ / I x \\ x I I i i i I i l I \ " x / \\ / D T \I P C X \ I \\ \ \ \ \ X VA ONCRETE (TYPICAL)\ P — —C3/ PI W �— - \ x II W 1 o \ x \ \ I \ x AVE w r T MAIN II T ALLEY xI iIl \ I 13 y �\ \X / 14 \\1 2 -T D CL CA II —T— / I \ ANITARY 11 \AN . OL IM 69.68 R 10 63.0$ FT / / EL 9 I I II / I PSS PSS /PSS I ► I I o II S \ I I I I G II N c, -SD SD I SD �SD LSD LSD SD �.SD LSD ---LSD 2 I / / VAULT 1 II I ► / / II c� / / I WOOD 1 l FENCE WALLS E F BUILDING / I \ PSS 3: U\ STABILIZED CONSTRUCTION ENTRANCE, C/C09 x PERIMETER PROTECTION HVF HIGH VISIBILITY FENCING X REMOVE EXISTING TREE INTERCEPTOR SWALE STOCKPILE LOCATION W W W SOIL AMENDMENT, SA/C10 INFILTRATION TRENCH ASPHALT APPROX LOCATION OF SOIL TEST PIT PAVEMENT PAINT STRIPING REMOVAL � r \ � II V) CO t7 STREET SIGN (TYPICAL) POWER VAUL POWER POLE W/LUMINAIR CATCH E RIM = 8" PVC 6" PVC CROSSW SEWER -MANHOLE RIM 84.23 FT. CATCH B RIM = 8, 8" PVC 1 0 Z w Z O N O U* C/) � w LU U a O m Z �0 w Z a O Z � Z U O w WQ� wO >w inm 2 N co w o 0 Q CIA N o \o It Z a< Z Y w 2 a (D a0°6w J a J = LU W Uj _(YOw� ~ a U C/) °6O(Dwc) �(DzUZ Z_j JZ O a J a 0 U) a CO 0 Q W LU Z Z U L_wwD� Q��_jIY o- < p<uj�U L:w>>Z �J w w=OE UotSmI— a -C) C) o�ww ji Z 0 J00of Q U Q a w a —1Lu Q LO E z — � N O 1? CO N — L C?O > Q >< N O> N N 0 �co 6(6-0 co 2 t� CDON O N 3: M CO Cf) L 11 0 LL a 'a j �PNIIN F W� p CO enj i J. Q ins te: D R 549 23 3 0 ccss oN 1 3 0 r I E a LO d t w c J J Ln Y E o � No a CATCH BASII` O O W ~ � oo rn Wco Z Q Z RIM = 84.39 8" P VC W I C� � Q i>Z a Z W Cn J W p Cn O Q O W Z W U) Lo W L0 m SANITARY P I— RIM = 85.E CTR CHANN wLU z O ~ O a I I PROJ. MANAGER: BI I / DESIGNED BY: JV DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN DATE: REV. SHEET 1 4/13/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS a_ DATE: CO2 BY: CITY ENGINEERING DIVISION K PLN2 Packet Pg. 137 6 W 0= �z o- 0 Z N J x d O 0 Lo a- z OJ � m J J OJ �LL W — �' Q ow Z oU) o� w W U)w w= >_j Q J =z Lo (D v � �o z� �Z Qw o� �a oQ 6) co 0 0 ZZ 00 2i2 0 12 ww Y0 �Z aw W Y Z U as co H Lu w aw =w L_ LO za _OD QN Z h = o O N � N 2 Dw Y ~ J Q 0 Lu co 0 > o (/) Q N ZQC0 W_ J J U w U a0 Z wmo mom 2i =LL> Z 0 � Lu O� U �o U) U Q Q A B C D E F G H I J K GENERAL NOTES LEGEND: KEY NOTES 26 SWALE 146 LF INTERCEPTOR D/D02 DESCRIPTION DETAIL/ SHEET KEY O 1. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. STABILIZED CONSTRUCTION 2. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES ENTRANCE, C/D02 27 340 SF (MEASURED AT WEIR HEIGHT) LINED SEDIMENT TRAP W/ MOVEABLE SUMP PUMP E/D02 EX WALL TO BE REMOVED - 0 O THAT MAY BE REQUIRED DURING CONSTRUCTION. 3. DURING EXCAVATION FOR THE INFILTRATION TRENCH, A GEOTECHNICAL x PERIMETER PROTECTION ENGINEER SHALL BE ONSITE TO CONFIRM THE SOIL AT THE BOTTOM OF THE TRENCH WILL INFILTRATE AT A RATE EQUAL TO OR GREATER THAN THE 0.8 IN/HR FOR THE EAST INFILTRATION TRENCH AND 1.8 IN/HR FOR THE WEST HVF HIGH VISIBILITY FENCING UTILIZE ORANGE PROTECTION FENCING AS -NEEDED TO PROTECT SUBGRADE OF PROPOSED INFILTRATION FACILITIES FROM REM EX TEL RISER - REM EX POWER VAULT & CONDUIT - REM EX SERVICE FROM BLDG TO WATER METER AND/OR HOSE BIB WITH AVB INSTALLED (TYP) - O 28 COMPACTION DURING CONSTRUCTION WHEN POSSIBLE. IF COMPACTION OCCURS, SCARIFY - INFILTRATION TRENCH MEASURED BY PANGEO, INC. ON AUGUST 23RD, 2021. IF THE INFILTRATION RATE OF THE INFILTRATION TRENCH SUBGRADE IS LESS THAN 0.8 IN/HR AND 1.8 IN/HR, CONTACT THE ENGINEER OF RECORD FOR X REMOVE EXISTING TREE UPDATED INFILTRATION CALCULATIONS AND SIZING 2 G)REM O O SUBGRADE TO ITS ORIGINAL STATE AND OBTAIN GEOTECHNICAL APPROVAL PRIOR TO PLACING DRAIN ROCK (TYP) 4. NO CONSTRUCTION STORMWATER DISCHARGE OVER 5 NTU WILL ENTER THE INTERCEPTOR SWALE PUBLIC STORM SYSTEM. THIS WILL REQUIRE CLOSE MONITORING BY SITE .--� / CESCL. ` STOCKPILE LOCATION 5. REMOVE ALL ON -SITE SIDE SEWERS AND CAP AT THE PROPERTY LINE USING A ` _ TWIST PLUG. IT 6. DUMPING WILL BE AT APPROVED DUMP SITES ONLY. W W W SOIL AMENDMENT, SA/C12 7. EXCAVATION OF INFILTRATION AREAS SHALL NOT BE ALLOWED DURING WET OR SATURATED CONDITIONS EX TELEPHONE LINE - ALL EX BUILDINGS AND HARD SURFACES ONSITE TO BE REMOVED - CONSTRUCTION STORMWATER TO DISCHARGE TO NEW SD REM EX FENCE ON -SITE (TYP) - Os OREM 29 CONNECTION AFTER COMPLETION OF PSD IN PRIVATE ALLEY (SEE KEYNOTE 34 FOR TEMPORARY CONSTRUCTION STORMWATER - 8. CONTRACTOR ENSURE PROPER SEDIMENT CONTROLS ARE PROVIDED 10 5 0 10 20 INFILTRATION TRENCH THROUGHOUT CONSTRUCTION. g. CITY OF EDMONDS WILL NOT FINAL DEMO PERMIT UNTIL SITE IS ASPHALT PERMANENTLY STABILIZED OR FILL/GRADE PERMIT HAS BEEN ISSUED. SCALE IN FEET REM EX CB ON -SITE - EX MONITORING WELL (TYP) - REM EX SD ON -SITE AND CAP AT PROPERTY LINE. 4" STORM DRAIN NOT BE REMOVED UNTIL IT IS CONFIRMED THAT NO OFF -SITE DRAINAGE FROM THE 5TH AVE S ROW DISCHARGES TO IT OR THE ON -SITE CATCH BASIN (KEYNOTE 8) - popSHALL 3 10 11 12 POINT OF DISCHARGE PRIOR TO COMPLETION OF PSD IN PRIVATE ALLEY). SEE SD DESIGN ON SHEET C06 OF BLD2022-0694 APPROX LOCATION OF SOIL I \ v L \\ I / TEST PIT _ - - _ `\ // \ \ 33 o \ N 8805�v. w ASPH T \ I I / ~ I E� \� I I I I 3 ELECTRIC METER �\ � ® 11K x x ❑I 1 I I I I 2 u V) \ \ I� III I1 6 cn ❑ r 7 1 1 1 I III I TEL RISER / I I I I I 6 ET o �11 I -� 614 5TH AVE S 3o EX 1" WATER SERVICE TO BE CUT & CAPPED NEAR PL FOR REUSE. MODIFY SERVICE TO INCLUDE OUTLETHOSE PIGOT &AVB ON METER - NOT USED - REM EX SIGN - TEMPORARY CATCH BASIN TO SERVE AS OFF -SITE DRAINAGE REM EX POWER SERVICES TO PROPERTY TO BE DECOMISSIONED POINT OF DISCHARGE PRIOR TO P d 1 1 1 I I POWER I 13 PRIOR TO DEMOLITION OF - COMPLETION OF THE PRIVATE / I x 32 i I i I I 1 VAULT FFE = 84.05 FT STORM SYSTEM IN THE PRIVATE STRUCTURES (TYP) 31 _ ALLEY (SEE KEYNOTE 29). I T - - - 14 REM EX ELECTRICAL METER (TYP) _ CONNECT CATCH BASIN TO EX 10" // �/ j I I j I I II T T T T O — STORM DRAIN TO DISCHARGE / ❑ I 1 1 1 1 I 1 11 \ \ 15 NOT USED - WEST TO EX 12" PUBLIC STORM / \ I 1 I I I I \ / \ �� / \ INSTALL APPROXIMATELY 281 LF MAIN IN 4TH AVE S. _ - - o - x 1 i I I i I I I i 5 P \ / \\ \ ■ / \ PERIMETER PROTECTION. 32 APPROX LOCATION OF TEST PIT - M 1 ❑III 1 I I I I \ \\ 16 *INSTALL J-HOOKS AS NECESSARY A&F/D02 O PER GEOTECHNICAL REPORT (TYP) x \EDGE OF IIII I \ P - o \ -P / � VEGETATION 1 1 1 1 1 I 20 Q /\ ni / I \ a_ TO INCREASE RETENTION TIME 33 PROTECT EX CB DURING - 20 W 1 I I IIII I TAX \ N 0. 27032600102. 0 I \ / \ % 4 17 INSTALL 246 LF HIGH VISIBILITY - * CONSTRUCTION W W I d I I i I I I I I \ 1 \ DT \ 22 / ■ \ I FENCE INSTALL PERIMETER PROTECTION SUCH AS SILT x I IIII 1 1 I I I \\ / X c� \ PRELIMINARY STOCKPILE FENCING, COMPOST SOCKS, OR STRAW WATTLES W I III 1 I I I I I CATCH BASIN \1 I V // I \� I `: 18 LOCATION. FINAL LOCATION TBD - (PER F/D02) IN ACCORDANCE WITH VOL. II OF THE \ x I I I I I RIM = 8 ASS FT I 6 \ s BY CONTRACTOR DOE (2014 AMENDED) STORMWATER MANAGEMENT W I I I I I I I I I RIM CON W IE - 80.4 I 10 \ I 19 INSTALL TEMPORARY STABILIZED C/D02 MANUAL FOR WESTERN WASHINGTON \\ 31 W I I I I - 2 FTI MONITOR- �� / PO R IIIIIIII 8 4 CONC E IE = 80.62 FT/ WELL \ / VA T \ O CONSTRUCTION ENTRANCE ISD I S 8852'47" E SD 130.0 // \ \ popINSTALL TEMPORARY STORM SD 20 B/D02 \ 9 -- ��nL.L�T DRAIN INLET PROTECTION \ IIIII ` 1 T _ _ \ W W l INSTALL TEMPORARY STORM \ IIII 1 I I ASPHALT PARKING PA R C o q 1 1 1 I lA I DRAIN INLET PROTECTION TO ALL Cn 21 B/D02 \ / � �/ I I I I � I I CURB / / // � � VI STORM DRAIN INLETS 50 \ x �1\S� DOWNSTREAM OF PROPERTY LINE \ 28 IIIIIIII 32 SWEEP STREETS DAILY OR AT 23 \ o _ / j // II \ Cn I 20 5 22 MORE FREQUENT INTERVALS AS - E 0F1 I I I I I I I / \ ui ET NEEDED 1 A/1 ION IIIII I I / / i�GV \I > x x " 28 Q J �� I I I 045 LF SDFM - x / 19 I j I I 1-I- �' �i_ I 0I I Z O w w Q 0 0 Z U) Z Y W Lu Lu 2' Q (D Qo06w J Q J = wrYU� w w D Co =(YOw� ~ Q U C/) °6OOwuo zLi(DZ_Ei UZ_ J Z 0 0-- 0 COam0Q CO Lu Z Z U LLwwZLL a U O Q w p<uj�0 Llj I— Lu > Z J Lu C _ Lu Lu = U.6C0�00 Q -0 C) o�ww Lu Z 0 J O 0O Q U Q Q w a W J LO E Lu Z � � N 0 1? 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O WAS I S IB nj i ins I �.r te: ox\ y 549 � 3 2 T ASS/ON V 'a o 0 •L Q 3 E 0 E •L a LO CATCH B RIM = 8, 8" PVC 1 M a Y J LO Q J U o L1 CD a CATCH BASIS O O� w - 00 rn W 00 z ~ RIM =84.39 8" PVC W 1 � C�5))Q Q 3: Lu 3 '"'^ vJ W Cn J w 0 Z Q 0 0 Lu Lu � p LuG O z � � Lu _ CO ;aplevine Community I \ / 20 I I I 1 I / \\ SANITARY P 21 ANI AR Iv.. 17 I- RIM = 85.E I I 69.68 FT \ / / / / I I / I / I I I I II / \ CTR CHANN w w Shamraak Plaza Cond FirPl Flrss w \ C R HANnf = 63.0 FT / A I EL / / O J I 29 PSS S / /PSS I ► I I I o II // \ I 0 a ` FJmvfaq ' I 4 \ 1 — — 1' / 22 / / / / I I I I PTS G / PSS I I PROJ. MANAGER: BI \\ SD SD . SD SD I SD SD _i / l I I I I 04 I I / I DESIGNED BY: MS 9 'l � � a:ser Perrrlanente T— �� / D SD �`Sp —SD SD . � � \ I � uborized Agent 20 I VAU LfT 11 / \ ' / I I I I I I 33 \ _ WM / \ 00 \ \ / / m FA /) 20 I I — -- / P 8 *h�mb aai F � u� , Pa`.erwas�i�ng� WOOF) 1 � j I 4 l FENCE I / > / I U\ F I cf)I I // i WALLS A I! I Cf) BUILDING 3t IT B C D E F G H I J DRAWN BY: MH CHECKED BY: BI SCALE: AS SHOWN DATE: REV. SHEET 4/12/2023 A OF 2 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: D 01 BY: CITY ENGINEERING DIVISION Attace K PLN2 Packet Pg. 138 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds April 2023 FIGURE 5 Offsite Analysis Photos Davido Consulting Group, Inc. Page 20 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 139 1.p Downstream Analysis Photo Exhibit Project: 614 5t" Ave S, Edmonds, Parcel A: 270326-001-009-00 & Parcel B: 270326-001-029-00 Photo 1 (Looking West): CB 11-107 (locked) 8" concrete outlet flows west Photo 2 (Looking North): CB 11-108 (unlocked) 8" Concrete inlet east flows north via 8" concrete outlet Photo 3 (Looking down/south): CB 11-108 MOLPE l!1l�IlI `f�11ll1 ,ry Photo 5 (Looking down/south): CB 11-55 Photo 7 (Looking West): MH 11-56 (unlocked) 12" concrete inlet east flows west via 12" concrete pipe through private property N O O T- N O N Z J a c 0 N =a E L C U- i L M a a� c a Attac PLN2 Packet Pg. 140 1.p Downstream Analysis Photo Exhibit Project: 614 5t" Ave S, Edmonds, Parcel A: 270326-001-009-00 & Parcel B: 270326-001-029-00 Photo 8 (Looking down/West) MH 11-56 Photo 9 (Looking North) MH 11-62 (locked) 12" concrete inlet east flows north via 12" concrete pipe along alley Photo 10 (Looking South) CB 11-216 (unlocked) 12" concrete inlet flows north via 12" concrete pipe Photo 11 (Looking down/east) CB 11-216 Photo 12 (Looking west) MH 11-61 (locked) 12" inlet south flows west via 12" PVC pipe Photo 13 (Looking north) CB 11-180 (locked) 12" PVC inlet flows west via 12" PVC pipe Attac PLN2 Packet Pg. 141 1.p Downstream Analysis Photo Exhibit Project: 614 5t" Ave S, Edmonds, Parcel A: 270326-001-009-00 & Parcel B: 270326-001-029-00 Photo 14 (Looking East) MH 11-60 (locked) 12" PVC inlet east flows north via 12" concrete pipe Photo 15 (Looking west) MH 11-59 (locked) 12" concrete inlet south flows west via 24" concrete pipe which then outfalls into Shellabarger Creek Looking West along Edmonds Way at the discharge point from Shellabarger Creek to the Edmonds Marsh Attac PLN2 Packet Pg. 142 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds April 2023 FIGURE 6 Offsite Drainage System Analysis Davido Consulting Group, Inc. Page 21 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 143 DOWNSTREAM DRAINAGE SYSTEM ANALYSIS Project: 614 5th Ave S Owner: Johnathan Kurth Parcel A: 270326-001-009-00 & Parcel B: 270326-001-029- Parcels: 00 Drainage Component Type, Drainage Component Symbol Name, and Size Description Type: sheet flow, swale, drainage basin, vegetation, stream, channel, pipe, pond; cover, depth, type of Size: diameter, surface area sensitive area, volume CB 11-107 to CB From CB 11-107 to CB 11-108 11-108 through 8" concrete pipe Pavement CB 11-108 to CB From CB 11-108 to CB 11-55 11-55 through 8" concrete pipe Pavement CB 11-55 to MH From CB 11-55 to MH 11-56 Pavement 11-56 through 12" concrete pipe MH 11-56 to MH From MH 11-56 to MH 11-62 Grass 11-62 through 12" concrete pipe MH 11-62 to CB From MH 11-62 to CB 11-216 Grass 11-216 through 12" concrete pipe CB 11-216 to From CB 11-216 to MH 11-61 Pavement MH 11-61 through 12" concrete pipe MH 11-61 to CB From CB 11-61 to CB 11-180 Pavement 11-180 through 12" PVC pipe CB 11-180 to From MH 11-180 to MH 11-60 MH 11-60 through 12" PVC pipe Pavement MH 11-60 to MH From MH 11-60 to MH 11-59 Pavement 11-59 through 12" concrete pipe MH 11-59 to From MH 11-59 to Shellabarger Shellabarger creek through 24" Pavement Creek concrete pipe Basin: Shellabarger Creek Subbasin: N/A Subbasin #: N/A Distance from site Slope Length discharge % ft % ml = 1,320 ft. 1.p Date: 9/24/2021 Date of Inspection: 6/18/2021 p Weather: Sunny Vl 'a 7 N Observations of field M inspector, resource reviewer E Existing Problems Potential Problems or resident O LL constrictions, under capacity, ponding, overtopping, flooding, tributary area, likelihood of i habitat or organism destruction, scouring, bank sloughing, problem, overflow pathways, M sedimentation, incision, other erosion potential impacts d N C 2.0% 131 0 to 131 No Problems No Problems None d r 2.0% 63 131 to 194 No Problems No Problems None O O N 2.0% 34 194 to 228 No Problems No Problems None N a 2.0% 158 228 to 386 No Problems No Problems None L 2.0% 178 386 to 564 No Problems No Problems None L 2.0% 47 564 to 611 No Problems No Problems None 3 L 2.0% 144 611 to 755 No Problems No Problems None fn 2.0% 144 755 to 899 No Problems No Problems None R C 2.0% 144 899 to 1043 No Problems No Problems None 2.0% 6 611 to 617 No Problems No Problems None n` Attac PLN2 Packet Pg. 144 1.5 city Of EdmOx1ds Map Title y PO7-31 PD7=fig 2 1e� DCPp7-32 27V 1 3 J r �OPD7-330o PD8-70 G PD8-71 ❑ 0 PD7-03 PD�7�7 * I I. PP7 D7-35 RD8-23 4144RD11-1� 409A_ 512 ------------------ -- - PD�-fit 514 III I PD77-2 0 7 % �r ■ fl❑ ❑ 424 0 , Shellabor- er Creek 530 +I II 1 PD11=10 407 sa6 L/} CIO 426 ❑ ❑ Q 403 550 Z 434 -6 432 Oi — —P-D:11-73 PD113. f P_D11-4 ■ ❑0 30 53' LU LU 6 ❑`t [] Q 507 8 511 515 �P011 -. 517 514 �i] m 5� 520� 510 ® ❑7 6�9 5 '"■■1T-s1 ■ 54 W556547 621 h54 r 545 ' 65� 555 ■ W�2 1 PD12-2_ ❑❑ ❑ 7 7011 P.011 �.2=9= �710� 45 � PD2i30 0 254.22 508.4 Feet 378.6 This ma Is a user generated static output from an Internet mapping 4,543 p B p pp B site and is reference only. Data layers that appear on this map may or may not be accur WGS 1984 Web Mercator_Auxiliary-Sphere current, or otherwise relic © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTI Legend L. LL Storm Catch Basins i ■ Edmonds a ■ Private ❑ Infiltration d Storm Manholes t O Edmonds Q p Private Infiltration O Detention Facilities L Culvert G <all other values> Yes o Facility Feature E Creeks L C y+ Storm Line, — <all other values> C — No, BNSF; No, COUNTY; No, LY MOUNTLAKE TERRACE; No, PC ._ SHORELINE; No, STATE; No, W y — Yes, EDMONDS; Yes, PRIVATE; d Facility Lines r Storm Ditch Notes Packet Pg. 145 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds April 2023 FIGURE 7 Developed Conditions Sub -Basin Exhibit Davido Consulting Group, Inc. Page 22 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 146 s o� 5° oN ea __ of 3� om o� r� �a ¢r o9 ro 9 w� m4 zwp Ez. 6g< Ado!�� 10 5 0 10 20 SCALE IN FEET KEY NOTES DETAIL KEY DESCRIPTION / SHEET SDCB - TYPE 1, #4 W/ HERRINGBONE GRATE O RIM 82.00 G/C09 6" IE 79.00 (E) W/ SPILL CONTROL ELBOW Oz 15LF6"PVC SD@2.00%MIN - 6" SD CONNECTION TO INFILTRATION O TRENCH 6" IE 74.50 ROOF DOWNSPOUT TIGHTLINE @ 2.00% TO O CONNECT DIRECTLY INTO INFILTRATION - TRENCH O 4" FOOTING DRAIN TIGHTLINE @ 2.00% MIN - O8 ROOF DOWNSPOUT TIGHTLINE @ 2.00% MIN - SDCB - TYPE 1,#2 W/ SOLID LOCKING LID RIM 77.22 (D 6" IE 75.00 (S) OVERFLOW G/C09 4" IE 74.70 (E)IN 6" IE 74.60 (W) IN 6" IE 74.50 (N) OUT INFILTRATION TRENCH #2 (25.51 X 53.0'W X 2.0'D) O TOP OF FACILITY 75.50 V/C12 6" PERF PIPE 74.50 BOTTOM OF FACILITY 73.50 Os 158 LF 6" PERF PIPE 6" SDCO m RIM TO FIG L/C11 .6" IE 74.50 TRENCH DRAIN 11 RIM VARIES 77.97-75.92 - 6" IE 74.64 (N) 12 17 LF 6" PVC SD @ 2.00% MIN _ SDCB - TYPE 1, #1 W/VANED GRATE 1a RIM 77.786 G/C09 6" IE 74.16 (N) 10" 1 E 73.76 (W) a 87 LF 10" PVC PSD @ 2.00% MIN SDCB - TYPE 1, #3 W/ HERRINGBONE GRATE 15 RIM 73.00 G/C09 6" IE 69.00 (E) W/ SPILL CONTROL ELBOW PERIMETER FOOTING DRAIN -4" 1s PERFORATED PVC PIPE IN 6" MIN WASHED GRAVEL, WRAPPED IN NON -WOVEN FILTER FABRIC (TYP) 17 ROOF DOWNSPOUT (TYP) - SEE STRUCTURAL PLANS FOR FOOTING 18 DRAIN PENETRATIONS THROUGH - FOUNDATION (TYP) SDCB - TYPE 1, #2 W/ SOLID LOCKING LID RIM 71.74 s 6" IE 69.50 (S) OVERFLOW G/CO9 4" IE 69.20 (E) IN 6" IE 69.10 (W) IN 6" IE 69.00 (N) OUT INFILTRATION TRENCH #1 (13.41 X 1157W X 2.0'D) zo TOP OF FACILITY 70.00 U/C12 6" PERF PIPE 69.00 BOTTOM OF FACILITY 68.00 zi 224 LF 6" PERF PIPE - 6" SDCO 22 RIM TO FG L/C11 6" IE 70.00 za 21 LF 6" PVC SD @ 2.00% MIN NEW 10" SO CONNECTION TO EX CB NEW 10" SO IE (E) 66.39 za 6" IE 67.04 (N) - 10" IE 66.29 (W) 6" IF 66.69 (S) 6" SDCO z5 RIM 82.65 L/C11 6" IE 79.15 zs 55 LF 6" PVC SD @ 2.00% MIN 4" SD CONNECTION TO INFILTRATION z7 TRENCH 4"IE 74.50 0 6" SD (TRENCH DRAIN OUTLET) @ 1.00% MIN 4" SO TENCH DRIVEWAY TO IT#1 zs TRENCH 4"IE69.00 1 847 SF CONNECT CB #3 OU ao TRENCH #1 6" IE 69.00 31 CONNECT FOOTING DRAINS BETWEEN BUILDINGS W/ SOLID WALLED 4" PVC PIPE _ az 21LF6"PVC SO@1.00%MIN - 0 33 3 LF 6" PVC SD @ 1.00 % MIN - 6" SDCO O RIM 76.25 L/C11 6" IE 74.71 TRENCH DRAIN 35 RIM VARIES 70.97-73.32 6" IE 69.20 (N) AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 17,160.00 0.39 TOTAL SITE AREA (ROW) 4,683.00 0.11 TOTAL SITE AREA (ON-SITE+ROW) 21,843.00 0.50 EXISTING AREA - IMPERVIOUS AREAS 9,S65.00 0.22 EXISTING AREA -PERVIOUS AREAS 7,595.00 0.17 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (ON -SITE): BUILDING A ROOF AREA 2,441.00 0.06 BUILDING B ROOF AREA 1,832.00 0.04 BUILDING C ROOF AREA 5,283.00 0.12 CONCRETE SURFACE 6,851.00 0.16 TOTAL IMPERVIOUS AREA 16,407.00 0.38 PROPOSED AREA DESCRIPTION -PERVIOUS AREAS (ON -SITE) LANDSCAPING 732.00 0.02 TOTAL PERVIOUS AREA: 732.00 0.02 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING 2,031.00 0.05 ALLEY GRIND AND OVERLAY 681.00 0.02 STH AVE S FULL -DEPTH TRENCHING 1,190.00 0.03 STH AVE S GRIND AND OVERLAY 2,735.00 0.06 CONCRETE CURB, GUTTER, AND DWY 1,462.00 0.03 TOTAL IMPERVIOUS AREA: 4,683.00 0.19 COMBINED ON-SITE+ROW IMPERVIOUS SURFACE AREAS 21,090.00 0.48 COMBINED PGIS ON-SITE+ROW 11,534.00 0.26 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF-SITEO LANDSCAPING A69.00O.002 TOTAL PERVIOUS AREA: COMBINED PERVIOUS SURFACE LEGEND: _AREA TRIBUTARY TO IT#1 (1,847 SF AREA TRIBUTARY TO IT#1 (5,283 SF) AREA BYPASSING BMPS (4,683 SF) AREA TRIBUTARY TO IT#2 (4,273 SF) AREA TRIBUTARY TO IT#2 (5,004 SF) IE = 72.18 FT 4" IR-HC N IF = 72.18 FT BLDG C TO IT#1 5,283 SF CON, N W 1'p LEGEND: WwaO E CONCRETE 0 w PARKING ASPHALT (FULL DEPTH) a 0 o ° i N FOUND MAC NAII `TRIPE LIMITS - Mlrs - LIMITS OF ASPHALT GRIND o m y Z z°9Zz - 0- ceC WASHER &OVERLAY w 'm O a o' y-- 0-Q (TYPICAL) INFILTRATION TRENCH a w 'Ww�U EO�w nF a > < w B U I O LANDSCAPE N 0 g WaU'�j�U - o W w o WALKWAYS AN D WirS Z D W _ TO IT#2 W U�YO� < N610DRIVEWAY Zw3¢5,00 O�l4 Ii a R o ILN CV z° BLDG A ROOF J a J a BASIN TO IT#2 a c 2,441 SF E N W z eN8 ; I I ao3 N� � urairs m ti y a LL� / in 1 �p I a W II a BUILDING I I CD I �j1ll u _i MA W FRONTAGE kmliIMPROVEMENTS BYPASSING BMPS 4,683 SF = ~I J13 U7 - o dj p Z OFao Lu CO g as 3: W BLDG B ROOF J t ~I W _j 0 F W a > Z BASIN TO IT #2 w a = 1,832 W ZLu W I I I In m PS CITY OF EDMONDS DESIGNED BY: IV DRAWN BY: RB CHECKED BY: BI SCALE: ASSHOWN REV. SHEET 5 7/8/2022 OF Packet Pg. 147 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX A Geotechnical Report 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 148 1.p PanGEG)C O R P O R A T E D Geotechnical & Earthquake Engineering Consultants March 7, 2023 File No. 21-372 Mr. Jonathan Kurth BK Investments LLC 557 Roy St, Suite 125 Seattle, WA 98109 Subject: Response to Stormwater Review Comments Proposed Townhomes 614 & 616 — 5th Avenue South, Edmonds, Washington Application #: PLN2021-0072 Dear Mr. Kurth: This letter responds to Stormwater Compliance (Preliminary) review comments dated January 10, 2023. Specifically, the following review comments are pertinent to our geotechnical study and infiltration testing, and our responses are summarized below. 1. Infiltration Testing in the Dry Season 2017 Edmonds Stormwater Addendum states that infiltration testing should be conducted in the wet season (December lst and March 31"). Our interpretation of the addendum is that this is a recommendation, not a requirement. PanGEO has been conducting infiltration testing in other jurisdictions in the dry season. Based on the discussions in the virtual meeting on February 21, 2023, we visited the site and measured the groundwater levels in the two existing monitoring wells on February 24, 2023. The groundwater levels measured in these two wells this time are about the same as the levels we measured in the dry season on August 5, 2021, and is about 14 feet below the upper (east) infiltration trench bottom and about 9 feet below the lower (west) infiltration trench bottom. Figure 1 is a generalized profile (E-W) shows the relationship between infiltration trench location, proposed building location and finish floor elevations, the setback distances from the infiltration trenches to the proposed buildings 3213 Eastlake Ave E, Ste B Seattle, WA 98102 Tel:(206) 262-0370 www.pangeoinc.com Attac PLN2 Packet Pg. 149 1.p Response to Stormwater Review Comments Proposed Townhomes: 614 & 616 — 5�h Avenue South, Edmonds, Washington Application #: PLN2021-0072 March 7, 2023 and the adjacent building to the west. The locations of the existing monitoring wells and measures groundwater levels are also shown in Figure 1. The native soils where the infiltration testing conducted are glacially overridden sands with trace of silt. Based on our experience, the moisture content of this soil unit should be similar in the dry season and wet season if they are above the groundwater table. In summary, based on the soil composition, groundwater level measured, and current design, it is our opinion that the infiltration rate obtained in the August 2021 test should be representative of the wet season conditions, and is appropriate to be used for the design. 2. Detailed Method of Analysis In our opinion, the "Detailed Method of Analysis" as referenced in the Edmonds Stormwater Addendum and DOE Stormwater Manual for Western Washington is meant for large sites with more than 1 acre of impervious areas, and are not typically used for relatively small urban in -fill sites. The adjacent building to the west is located approximately 60 feet west of the lower (west) infiltration trench (see Figure 1), and the adjacent building finish floor is estimated to be only about 2.6 feet below the west infiltration trench bottom. Based on the large setback distance, the gentle gradient (less than 5%), and with an emergency overflow, it is our opinion that the currently designed infiltration facilities will not have adverse impacts on the adjacent buildings and properties. The upper (east) infiltration trench is located 10 feet from the proposed west building, and the current design infiltration trench bottom is slightly below the Building C finish floor elevation. In our opinion, the 10-foot setback is considered adequate based on the site conditions and our experience with similar designs. However, to reduce the potential impacts on the Building C, we recommend that bottom of the upper (east) infiltration trench be set at 2 feet below the Building C finish floor elevation. CLOSURE We trust that the information outlined in this letter meets your need at this time. Please call if you have any questions. 21-372 614 & 616 5th Ave S - Comment Response Ltr Mar 2023 2 PanGEO, Inc. Attac PLN2 Packet Pg. 150 1.p Response to Stormwater Review Comments Proposed Townhomes: 614 & 616 — 5�h Avenue South, Edmonds, Washington Application #: PLN2021-0072 March 7, 2023 Sincerely, Michael H. Xue, P.E. Principal Geotechnical Engineer Attachment: Figure 1— Generalized Profile Section A -A' 21-372 614 & 616 5th Ave S - Comment Response Ltr Mar 2023 3 PanGEO, Inc. Attac PLN2 Packet Pg. 151 A City of Edmonds 517 & 519 - 4th Ave S 614 - 5th Avenue South City of Edmonds A' 4th Avenue South Parcel 00649300100100 Parcel 27032600100900 5th Avenue South Ell W 0 0 0 m E m m � 140 2 m 140 IL 130 CL E 130 E 120 P X Q O Q 120 aa Infiltration Trench Infiltration Trench a 110 TOP 70.0' TOP 75.3' 110 BOT 68.0' BOT 73.3' 100 BLDA/B 100 -56.5 Feet 90 from BLD to PL BLD C 90 Di 517 & 519 - 4th Ave S 80 FF EL 83.0' 80 0 70 a FF EL 74.0' 70 o W 60 FF EL 65.4' / 60 a LU / Rockery Observed at uJ 50 Neighboring Parking 50 Existing Grade Following Alley Grade B 40 Based on 2017 BKH-528 40 North Puget 08/05/2005/2021 - GW EL 59.0' 08/05/2021 - GW EL 57.5' 30 LiDAR Dataset 02/24/2023 - GW EL 58.7' 02/24/2023 - GW EL 57.6' 30 20 20 10 10 0 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 Horizontal Distance (feet) GRAPHICS LEGEND Boring Designation PG-1 Groundwater Level at time of drilling SPT N-value (blows per foot) 7 12 Fill ? 25 =6 Geologic description >so Contact between � i geologic units >50 Static Groundwater Level Horizontal & Vertical Scale: 1 inch = 30 feet Notes: 1. Existing ground profile based on 2017 North Puget LiDAR Dataset 3. See Inset at Right for location of Section A -A'. 4. Proposed Buildings in Orange; Proposed Infiltration in Blue; Neighboring Buildings in Yellow 4. See report text for a detailed description of the subsurface conditions across the site. F_ PmGEI@P O R A T E D HOWELL WAY W i Q A w �` A HOMELAND DR v 9 In ; Li Ln At- 6 NOT TO SCALE GENERALIZED PROFILE 614 - 5th Avenue South SECTION A -A' Edmonds, Washington Project No. 22-463 Figure No. 1 N ti 0 0 CV 0 N Z J d 0 2 =a E 0 LL a m c a PLN21 Packet Pg. 152 1.p Prepared for: Seattle Luxury Homes, LLC O R A T E D 3213 Eastlake Avenue East, Ste B Seattle, Washington 98102-3513 Tel: 206.262.0370 Fax: 206.262.0374 GEOTECHNICAL REPORT N O O r N CD PROPOSED TOWNHOMES 614 & 616 - 5T" AVENUE SOUTH a A EDMONDS, WASHINGTON Co Project No. 21-372 0 September 2021 i a m c 'a Geotechnical & EarthquakM Engineering Consultants I Packet Pg. 153 1.p tbnG� I i v H P 4 a A T e f Geotechnical & Earthquake Engineering Consultants September 21, 2021 Project No. 21-372.200 Mr. Jonathan Kurth 557 Roy St, Suite 125 Seattle, WA 98109 Subject: Geotechnical Report Proposed Townhomes 614 & 616 — 5t' Avenue South, Edmonds, Washington Dear Mr. Kurth: Attached please find our geotechnical report for the proposed development at the above site in Edmonds, Washington. This report documents the subsurface conditions at the site and presents our geotechnical engineering design recommendations for the proposed townhome development. In summary, based on test pits excavated at the site, the east portion of the site is generally underlain by between 8 to 10 feet of fill overlying native, medium dense to dense poorly graded sand. At the west portion of the site, fill soils were encountered up to about 4 feet below existing grade overlying native medium dense to dense sand. In our opinion, the proposed buildings may be supported on conventional shallow footings, bearing on the dense native soils or compacted structural fill placed on the native dense soils. Alternatively, a deep foundations system consisting of small diameter steel pipe piles (pin piles) may be used to support the east buildings, to avoid deep over -excavations below the building foundations. Temporary unsupported excavations may be sloped as steep as 1H:1V (Horizontal: Vertical). We appreciate the opportunity to work on this project. Please call if there are any questions. Sincerely, Michael H. Xue, P.E. Principal Geotechnical Engineer 3213 Eastlake Avenue East, Suite B Seattle, WA 98102 Tel (206) 262-0370 Attac PLN2 Packet Pg. 154 1.p TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................................................... 1 2.0 PROJECT AND SITE DESCRIPTION............................................................................... 1 3.0 SUBSURFACE EXPLORATIONS....................................................................................... 2 3.1 CURRENT SUBSURFACE EXPLORATION.................................................................................. 2 3.2 PREvious SUBSURFACE EXPLORATION.................................................................................. 3 4.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS.................................................... 3 4.1 SITE GEOLOGY....................................................................................................................... 3 4.2 SOIL CONDITIONS.................................................................................................................. 3 4.3 GROUNDWATER..................................................................................................................... 4 5.0 CRITICAL AREAS AMF SITE STABILITY..................................................................... 5 5.1 EROSION HAZARD AREA........................................................................................................ 5 5.2 SITE STABILITY...................................................................................................................... 5 6.0 GEOTECHNICAL RECOMMENDATIONS...................................................................... 6 6.1 SEISMIC DESIGN PARAMETERS.............................................................................................. 6 6.2 BUILDING FOUNDATIONS....................................................................................................... 6 6.2.1 General........................................................................................................................... 6 6.2.2 Conventional Footings................................................................................................... 6 6.2.3 Allowable Bearing Pressure........................................................................................... 7 6.2.4 Foundation Performance................................................................................................ 7 6.2.5 Lateral Resistance.......................................................................................................... 7 6.2.6 Perimeter Footing Drains............................................................................................... 8 6.2.7 Footing Subgrade Preparation and Protection............................................................... 8 6.2.8 Pin Piles......................................................................................................................... 8 6.3 CONCRETE RETAINING WALL DESIGN PARAMETERS........................................................... 11 6.3.1 Lateral Earth Pressures................................................................................................. 11 6.3.2 Wall Surcharge............................................................................................................. 12 6.3.3 Lateral Resistance........................................................................................................ 12 6.3.4 Wall Drainage.............................................................................................................. 12 6.3.5 Wall Backfill................................................................................................................ 13 6.4 CONCRETE SLAB-ON-GRADE............................................................................................... 13 7.0 CONSTRUCTION CONSIDERATIONS..........................................................................13 7.1 DEMOLITION & SITE PREPARATION..................................................................................... 13 7.2 MATERIAL REUSE................................................................................................................ 14 7.3 TEMPORARY EXCAVATIONS................................................................................................. 14 7.4 STRUCTURAL FILL PLACEMENT AND COMPACTION............................................................. 15 N 0 0 r N 0 N Z J a c 0 .N co ia E o` U- L a m c a. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 1 PanGEO, Inc. Attac PLN2 Packet Pg. 155 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 7.5 PERMANENT CUT AND FILL SLOPES..................................................................................... 15 7.6 EROSION AND DRAINAGE CONSIDERATIONS........................................................................ 15 7.7 WET EARTHWORK RECOMMENDATIONS.............................................................................. 16 8.0 ADDITIONAL SERVICES.................................................................................................. 17 9.0 LIMITATIONS.....................................................................................................................17 10.0 REFERENCES....................................................................................................................19 LIST OF ATTACHMENTS Figure 1 Figure 2 Appendix A Figure A-1 Figure A-2 Figure A-3 Figure A-4 Figure A-5 Figure A-6 Figure A-7 Appendix B Vicinity Map Site and Exploration Plan Summary Test Pit Logs Terms and Symbols for Boring and Test Pit Logs Log of Test Pit PIT-1 Log of Test Pit PIT-2 Log of Test Pit PIT-3 Log of Test Pit TP-1 Log of Test Pit TP-2 Log of Test Pit TP-3 Previous Test Boring Logs and Laboratory Results N rl- 0 r N O N Z J a a 2 .N co ra E o` U- L a m c a. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page ii PanGEO, Inc. Attac PLN2 Packet Pg. 156 1.p GEOTECHNICAL REPORT PROPOSED TOWNHOMES 614 & 616 — 5TH AVENUE SOUTH EDMONDS, WASHINGTON 1.0 INTRODUCTION This report presents the results of a geotechnical study that was undertaken to support the design and construction of the proposed development in Edmonds, Washington. Our study was performed in general accordance with our mutually agreed -upon scope of work as outlined in our proposal dated August 2, 2021. Our service scope included reviewing readily available geologic and geotechnical data at the subject site and in the site vicinity, conducting a site reconnaissance, excavating six (6) test pits, and developing the geotechnical design recommendations presented in this report. 2.0 PROJECT AND SITE DESCRIPTION The project site consists of two adjacent parcels located at 614 and 616 — 5th Avenue South in Edmonds, Washington (see Figure 1, Vicinity Map). The combined site is an approximate 0.39 acre lot. It is bordered by 5th Avenue South to the east, multi -family residences to the west, retail establishments to the north, and an improved private alley to the south. The site is currently occupied by a single -story retail building at the north portion of the site and a single -story retail building with full basement at the southern portion of the site, with a surface parking lot between the two buildings. The site generally slopes down from east to west with an approximate grade change of 10 feet to a vacant vegetated area at the western portion of the site. According to the City, an erosion hazard (slope gradient between 15% and 40%) is present at the approximate central portion of the lot, associated with previous grading at the site. No other geologic hazards are mapped on the property by the City or County. We understand that you plan to remove the existing buildings, and construct three buildings at the site, consisting of two live -work townhome buildings (Buildings A and B) along the east property line and a townhome building (Building C) in the western portion of the site (see Figure 2). Based on review of the preliminary plans, the proposed buildings will be 3-story, wood -frame structures with concrete slabs on grade. We envisage that site grading for the proposed project will include cuts and fill up to about 8 to 10 feet for the foundation construction. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 1 PanGEO, Inc. Attac PLN2 Packet Pg. 157 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 BUILDING A BUILDING C Plate 1. Typical East-West Building Section, looking North. The conclusions and recommendations outlined and provided in this report are based on our understanding of the proposed development, which is in turn based on the project information provided. If the above project description is incorrect, or the project information changes, we should be consulted to review the recommendations contained in this study and make modifications, if needed. 3.0 SUBSURFACE EXPLORATIONS 3.1 CURRENT SUBSURFACE EXPLORATION Our current subsurface exploration consisted of excavating six (6) test pits (PIT-1, PIT-2, PIT-3 and TP-1, TP-2, TP-3) at the project site on August 4 and August 6, 2021. PIT-1 was initially excavated to 5.5 feet for infiltration testing and was then excavated to about 9 feet deep after the test. PIT-2 was initially excavated to 6 feet for infiltration testing and was then excavated to at about 9 feet deep after the test. PIT-3 was initially excavated to 12 feet for infiltration testing and was then excavated to practical digging refusal at about 15 feet deep after the test. TP-1 was excavated to practical digging refusal at 13 feet below grade and TP-2, and TP-3 were each excavated to about 11 feet below the existing grade. 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, M was estimated from the excavating action of the excavator, probing the sidewalls with a 1/2-inch a 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 test pits were 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 2 PanGEO, Inc. Attac PLN2 Packet Pg. 158 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 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 explorations to assist in sampling, and to document the soil samples obtained from the explorations. The summary test pit logs are included in Appendix A. 3.2 PREVIOUS SUBSURFACE EXPLORATION In addition to the current explorations at the site, we also reviewed readily available subsurface data in the site vicinity. Specifically, we reviewed five boring logs (B-1 through B-5) at the subject site by Zipper Geo Associates, LLC (ZGA) in October 2015. The previous test boring logs and laboratory results are included in Appendix B for reference. We also observed two existing monitoring wells (Department of Ecology Well Tags BKH-527 and BKH-528) installed by others at the site. Details of these monitoring wells are not known, and they could not be found on the Department of Ecology Well Report Viewer. These groundwater monitoring wells will need to be decommissioned per the Washington State Department of Ecology's standards prior to, or during construction. 4.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS 4.1 SITE GEOLOGY Based on our review of the Composite Geologic Map of ' the Sno-King Area, Central Puget Lowland (Booth, 2004), the site is underlain by Pre -Fraser Deposits (geologic map unit Qpf). Pre -Fraser Deposits generally consist of interbedded sand, gravel, and silt that has been glacially overridden and typically dense to very dense. This unit is similar to the younger Vashon Advance Outwash but is characterized by its stratigraphic position and generally heterogenous gram size. 4.2 SOIL CONDITIONS For a detailed description of the subsurface conditions encountered at each exploration location, please refer to our summary test pit logs provided in Appendix A and previous test boring logs in Appendix B. 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 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 3 PanGEO, Inc. Attac PLN2 Packet Pg. 159 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 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: Fill — Test pits PIT-1, PIT-2, and TP-1, excavated in the western portion of the site, test pits, generally encountered approximately 4 to 4.5 feet of fill below surface vegetation. The fill encountered in these test pits generally consisted of loose to medium dense silty to poorly graded sand with some plastic, asphalt, and brick debris. Test pits PIT- 3, TP-2, and TP-3, excavated in the central and eastern portion of the site, encountered approximately 8 to 10 feet of fill below the surface asphalt. The fill generally consisted of loose to medium dense silty sand with gravel with varying amounts of wood, concrete, and construction debris. UNIT 2: Pre -Fraser Deposits — Directly below the fill in each test pit, medium dense to dense poorly graded sand was observed in the test pits extending to the bottom of test pits. We interpreted this unit as the mapped pre -Fraser Deposits within the project vicinity. 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. Previous Test Borings: The previous test borings by ZGA generally encountered fill up to 13 feet overlying medium dense to dense native sand that extended to a maximum depth of about 24 feet below the surface. 4.3 GROUNDWATER Groundwater or seepage was not observed in our test pits or previous test borings by ZGA at the time of exploration. Groundwater was measured in the previously installed groundwater monitoring wells on August 5, 2021 at a level of approximately 25 feet below ground surface in the parking lot area (approximate EL 59 feet) and 16.5 feet below ground surface in the lower vegetated area (approximate EL 57.5 feet). No groundwater was encountered within the drilling depths in the borings by ZGA. It should be noted that groundwater elevations may fluctuate depending on the seasonal rainfall, local subsurface and groundwater conditions, and other factors. In general, the water level is the 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 4 PanGEO, Inc. Attac PLN2 Packet Pg. 160 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 highest and the seepage rate in the greatest during the winter and early spring (typically October through May). 5.0 CRITICAL AREAS AMF SITE STABILITY 5.1 EROSION HAZARD AREA The site is mapped as an erosion hazard area in accordance with the City of Edmonds Critical Areas Map and City of Edmonds Development Code Section 23.80.020, due to presence of slopes with gradient between 15 and 40 percent. Based on the USDA Soil Survey data and the test pits/borings, the site soils (Alderwood/Everett series) are anticipated to exhibit low to moderate erosion potential when disturbed and left unprotected. However, in our opinion, the potential erosion hazards at the site can be effectively mitigated with the best management practice during construction and with properly designed and implemented landscaping for permanent erosion control. During construction, the temporary erosion hazard can be effectively managed with an appropriate erosion and sediment control plan, including but not limited to installing silt fence at the construction perimeter, limiting removal of vegetation near the construction area, placing rocks or hay bales at the disturbed/traffic areas and on the downhill side of the project, covering stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to control surface runoff and sediment trap if needed, placing rocks at the construction entrance, etc. Permanent erosion control measures should include establishing vegetation, landscape plants, and hardscape established at the end of project. 5.2 SITE STABILITY As part of our study, we conducted a site reconnaissance on August 4, 2021 to observe the conditions of the slope. Based on our observations, the slope follows the east -west grade break located at the approximate center of the two parcels. The earthen slope at the center of the two parcels has a gradient of approximately 35 to 40 percent with a vertical height of about 7 feet. The slope area is currently heavily vegetated. No evidence of groundwater seepage was observed on or near the slope. Based on the results of our field exploration and our field observations, it is our opinion that the site is currently stable. It is also our opinion that the proposed development as currently planned will not adversely impact the subject site and surrounding properties, provided that the proposed project is properly designed and constructed. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 5 PanGEO, Inc. Attac PLN2 Packet Pg. 161 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 6.0 GEOTECHNICAL RECOMMENDATIONS 6.1 SEISMIC DESIGN PARAMETERS We understand that the project will be designed in conformance with the 2018 edition of the International Building Code (IBC). The 2018 International Building Code (IBC) is based on a design level earthquake event having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Based on site soils conditions, it is our opinion that Site Class D (Stiff Soil) may be assumed for the seismic design of the proposed structures. 6.2 BUILDING FOUNDATIONS 6.2.1 General Based on the subsurface conditions and current design plans, it is our opinion that the proposed buildings may be supported by conventional shallow footings, bearing on dense native soils or structural fill/controlled density fill (CDF) placed on the competent native soils. However, use of this foundation system will require over -excavation of fill/loose soils and backfill of structural fill/CDF. Over -excavations of existing fill below foundations will be up to about 4 feet for the west building and will be up to about 10 to 12 feet for the two east buildings. Alternatively, to avoid deep over-excavations/structural backfill and the need for temporary shoring, it is our opinion that a deep foundation system consisting of small diameter steel pipe piles (pin piles) may be considered to support the east buildings. It should be noted that large concrete pieces were encountered in the test pits in the existing fill. As such, obstructions may be encountered during pin pile installation and pile locations may need to be moved to avoid obstructions. Alternatively, the obstructions may be removed by the excavator, where encountered, to facilitate pile installation. The following sections present our design recommendations for shallow conventional footings and pin piles. 6.2.2 Conventional Footings In our opinion, the proposed west building may be supported on conventional footings bearing on the medium dense to dense, undisturbed native soils (Soil Unit 2: Pre -Fraser Deposits). Footings may also be founded on properly compacted structural fill placed on undisturbed native soil. The structural backfill should extend horizontally with an approximately 1H:1V line beyond the footing edges. It is our opinion that it will be more appropriate to support the two east buildings with pin piles. Please note that the competent bearing soil depths in the vicinity of our test pits are approximate. The actual amount of over -excavation required will need to be 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 6 PanGEO, Inc. Attac PLN2 Packet Pg. 162 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 determined during construction based on actual soil conditions found at the proposed footing locations and elevations. In designing the footings, the shape of footings will need to be considered regarding the available space for temporary excavations. Where space may be limited for an unsupported open cut, it may be necessary to use L-shaped perimeter footings to conserve space and to allow the temporary excavations to be made within the property limits. 6.2.3 Allowable Bearing Pressure We recommend that an allowable soil bearing pressure of 2,500 pounds per square feet (psf) be used to size the footings, bearing on medium dense to dense native soil, or structural fill/lean- mix concrete placed on the competent native soils. Continuous and individual spread footings should have minimum widths of 18 and 24 inches, respectively. Footings should be placed at least 18 inches below final exterior grade. Interior footings should be placed at least 12 inches below the top of slab. 6.2.4 Foundation Performance Total and differential settlements are anticipated to be within tolerable limits for foundation designed and constructed as discussed above. For the proposed buildings supported by conventional footings bearing on competent native soils and structural fill/lean-mix concrete, the building settlement under static loading conditions is estimated to be approximately one inch, and differential settlement should be on the order of about 1/2 inch. Most settlement should occur during construction as loads are applied. 6.2.5 Lateral Resistance Lateral forces from wind or seismic loading may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and walls, and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor safety of at least 1.5 assuming that densely compacted structural fill will be placed adjacent to the sides of the foundation. A friction coefficient of 0.35 may be used to determine the frictional resistance at the base of the foundation. This coefficient includes a factor of safety of approximately 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 12 inches of soil should be neglected. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page % PanGEO, Inc. Attac PLN2 Packet Pg. 163 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 6.2.6 Perimeter Footing Drains Footing drains should be installed around the perimeter of the building, at or just below the invert of the footings. The footing drains should consist of 4-inch diameter, schedule 40 PVC or SDR 35, perforated pipe embedded in washed drain rock/pea gravel and wrapped in filter fabric. Under no circumstances should roof downspout drain lines be connected to the footing drain systems. Roof downspouts must be separately tightlined to appropriate discharge locations. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. 6.2.7 Footing Subgrade Preparation and Protection All footing subgrades should be carefully prepared. The adequacy of footing subgrade should be verified by a representative of PanGEO, prior to placing forms or rebar. The footing subgrade at should be in a firm/dense condition prior to concrete pour. Any over -excavations in the footing areas should be backfilled with compacted structural fill. Footing excavations should be observed by PanGEO to confirm that the exposed footing subgrade is consistent with the expected conditions and adequate to support the design bearing pressure. It should be noted that site soils are highly moisture sensitive and can be easily disturbed when exposed to moisture. As such, the exposed footing subgrade should be adequately protected. This may be accomplished with placing quarry spalls or crushed surfacing base course (CSBQ on the footing subgrade immediately after excavations if excavations are planned during inclement weather. 6.2.8 Pin Piles In the eastern portion of the site where upwards of 13 feet of fill was observed in our test pits and previous borings, it is our opinion that 3- and 4-inch diameter driven pin piles may be considered in -lieu of deep over -excavation and structural backfill. Three- and four -inch diameter pin piles are typically driven with a hammer mounted to a small excavator. Pin Pile Capacity — The number of piles required depends on the magnitude of the design load and the pile size. Table 1, below, provides the allowable axial capacities in compression for pin piles with an approximate factor of safety of at least 2.0. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 8 PanGEO, Inc. Attac PLN2 Packet Pg. 164 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 Table 1— Pin Pile Capacities Pile Diameter (in) Allowable Axial Capacity in Compression (tons) 3 6 4 10 Penetration resistance required to achieve the capacities will be determined based on the hammer used to install the pile. The tensile and lateral capacities of pin piles should be ignored in design calculations. It is our experience that the driven pipe pile foundations should provide adequate support with total settlements on the order of 1/2-inch or less. Pin Pile Specifications — We recommend that the following specifications be included on the foundation plan: 1. 3-inch and 4-inch diameter piles should consist of Schedule-40, ASTM A-53 Grade "A" pipe. 2. 3-inch piles shall be driven to refusal with a minimum 600-lb hydraulic hammer. We recommend the following refusal criteria based on the size of hammer utilized: Table 2 — Three-inch Pile Refusal Criteria Hammer Approx. Refusal Criteria Blows per Size Minute 3-inch pile) ( p� ) 600 lbs 1000 12 seconds per inch 850 lbs 900 10 seconds per inch 1100 lbs 900 6 seconds per inch The driving criteria recommended in the table above will be verified by a static load test program (see discussion in Item 5). 3. 4-inch piles shall be driven to refusal with a minimum 850-lb hydraulic hammer. We recommend the following refusal criteria based on the size of hammer utilized: 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 9 PanGEO, Inc. Attac PLN2 Packet Pg. 165 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 Table 3 — Four -inch Pile Refusal Criteria Hammer Approx. Refusal Criteria Blows per Size Minute (4-inch pile) 850 lbs 900 16 seconds per inch 1100 lbs 900 10 seconds per inch 2000 lbs 600 4 seconds per inch The driving criteria recommended in the table above will be verified by a static load test program (see discussion in Item 5). 4. Piles shall be driven in nominal sections and connected with compression fitted sleeve couplers (see detail below — Courtesy of McDowell Pile King, Kent, WA). We discourage welding of pipe joints, particularly when galvanized pipe is used, as we have frequently observed welds broken during driving. Pipe I D. 2" to 6" II New Steel Pipe Section 10" to 18" 1 1/4" to 2" wide X-Strong Steel Ring 114" filet welded to pipe sleeve [Driven Steel Pipe Section Beveled End to aid insertion 5. At least 3 percent (but no more than 5) of the 3-inch and 4-inch pin piles should be load tested. All load tests shall be performed in accordance with the procedure outlined in ASTM D1143. The maximum test load shall be 2 times the design load. The objective of the testing program is to verify the adequacy of the driving criteria, and the efficiency of the hammer used for the project. 6. The geotechnical engineer of record or their representative shall provide full time observation of pile installation and testing. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 10 PanGEO, Inc. Attac PLN2 Packet Pg. 166 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 The quality of a pin pile foundation is dependent, in part, on the experience and professionalism of the installation company. We recommend that a company with experienced personnel be selected to install the piles. Lateral Resistance — Lateral capacity of vertical pin piles should be ignored in design calculations. Some resistance to lateral loads may be accomplished by battering the piles to a slope of l(H):4(V), or steeper. Passive soil resistance values for embedded pile caps and grade beams may be determined using an equivalent fluid weight of 250 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the pile caps and grade beams. Friction at the base of pile cap should be ignored in the design calculations. For the seismic condition, the recommended passive pressure may be increased by one third. Estimated Pile Length — The subsurface conditions at the site may vary across the site. Based on the soil conditions at the site and our experience in the project area, for planning and cost estimating purposes, we estimate that pile length may range from about 20 to 25 feet. A minimum pile length of 10 feet should also be specified in the project plans. Obstructions — Construction and concrete debris was encountered in test pits PIT-3, TP-2, and TP-3 beneath the existing parking area. In so, obstructions may be encountered during pile driving. Where possible, the obstructions should be removed to facilitate the pile driving. If obstructions cannot be removed, the structural engineer of record should be notified to revise the pile layout to accommodate the adjustment. 6.3 CONCRETE RETAINING WALL DESIGN PARAMETERS Retaining walls should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater that may be present behind the wall. Our geotechnical recommendations for the design and construction of the retaining and below -grade walls are presented in the sections below. 6.3.1 Lateral Earth Pressures We recommend that concrete cantilever walls that are free to rotate be designed for an equivalent fluid pressure of 35 pcf for level backfills behind the walls; and 50 pcf with a backslope no steeper than 2H:IV. Restrained walls such as basement walls should be designed for 50 and 60 pcf for level and 2H:1 V backslope, respectively. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 11 PanGEO, Inc. Attac PLN2 Packet Pg. 167 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 For the seismic condition, we recommend a uniform lateral earth pressure of 8H psf (where H is the wall height) be added to the static pressure for sizing the retaining and basement walls. The recommended lateral pressure assumes that adequate wall drainage will be incorporated into the design and construction of the walls to prevent the development of hydrostatic pressure. 6.3.2 Wall Surcharge The retaining and basement walls should be designed to accommodate traffic surcharge pressures if the traffic load is located within the height dimension of the wall. As a minimum, the traffic surcharge should be considered equivalent to 2 feet of soils surcharge (i.e., 80 psf of horizontal uniform pressure). Similarly, surcharge loads from construction equipment or soil/material stockpiles should be considered in the retaining and basement wall design. We recommend that a lateral load coefficient of 0.4 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one-half wall height. 6.3.3 Lateral Resistance Lateral forces from wind or seismic loading and unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor of safety of 1.5, assuming the footing is poured against recompacted native soil or properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.35 may be used to determine the frictional resistance at the base of the footings. This coefficient also includes a safety factor of at least 1.5. 6.3.4 Wall Drainage Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea gravel wrapped with a layer of filter fabric. Where applicable, in -lieu of conventional footing drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls. A minimum 18-inch-wide zone of free draining granular soils (i.e., pea gravel or washed rock) is recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a suitable outlet. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 12 PanGEO, Inc. Attac PLN2 Packet Pg. 168 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 6.3.5 Wall Backfill Wall backfill should consist of free draining granular soils. In our opinion, the on -site fill soils have a high fines content, and are not suitable to be re -used as wall backfill. Imported wall backfill such as Gravel Borrow (Section 9.03.14 (1) of the 2020 WSDOT Standard Specifications) should be assumed for this project. The fill should be moisture conditioned to near its optimum moisture content, placed in loose, horizontal lifts less than about a foot in thickness, and systematically compacted to a dense and relatively unyielding condition. The adequacy of the compaction should be verified by PanGEO. If density tests will be performed, the test results should indicate at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall, the backfill should be compacted to 90 percent of the maximum dry density. 6.4 CONCRETE SLAB -ON -GRADE The floor slabs for the proposed buildings may be constructed using conventional concrete slab - on -grade floor construction. The floor slabs should be supported on competent native soil or compacted structural fill. Any loose soils at the slab subgrade should be either recompacted to a dense condition or over -excavated to expose dense undisturbed native soils. Over -excavation should be replaced with compacted structural fill. Interior concrete slab -on -grade floors should be underlain by a capillary break consisting of at least of 4 inches of pea gravel or compacted 3/4-inch, clean crushed rock (less than 3 percent fines). The capillary break material should also have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. The capillary break should be placed on the subgrade that has been compacted to a dense and unyielding condition. A 10-mil polyethylene vapor barrier should also be placed directly below the slab. We also recommend that construction joints be incorporated into the floor slab to control cracking. 7.0 CONSTRUCTION CONSIDERATIONS 7.1 DEMOLITION & SITE PREPARATION We envisage site preparation for the proposed project includes demolishing the existing structures, stripping and clearing of surface vegetation, and excavations to the design subgrade. All footings and floor slabs of the existing buildings, as well as building debris and concrete rubble should be removed from the site prior to the start of excavations or grading. All stripped 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 13 PanGEO, Inc. Attac PLN2 Packet Pg. 169 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 surface materials should be properly disposed off -site or be "wasted" on site in non-structural landscaping areas. Following site clearing and excavations, the adequacy of the subgrade where foundations, slabs, or pavements are to be placed should be verified by a representative of PanGEO. The subgrade soil in the improvement areas, if recompacted and still yielding, should be over -excavated and replaced with compacted structural fill or CDF/lean-mix concrete. The test pits for this study were backfilled with the excavated soils. The backfill was tamped with the excavator bucket and the ground surface leveled. The backfill was not compacted to the requirements of structural fill. 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. 7.2 MATERIAL REUSE In the context of this report, structural fill is defined as compacted fill placed under footings, concrete stairs and landings, and slabs, or other load -bearing areas. The contractor should be aware that the site soils are poorly graded and may be difficult to compact to the requirements of structural fill. As a result, the excavated site materials may not be suitable for use as structural backfill, particularly during periods of wet weather. If import structural fill is needed, it should consist of a well -graded granular material, such as WSDOT CSBC, Gravel Borrow or approved equivalent. Well -graded recycled concrete may also be considered as a source of structural fill. Use of recycled concrete as structural fill should be approved by the geotechnical engineer. The on -site soil can be used as general fill in the non-structural and landscaping areas. If use of the on -site soil is planned, the excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall in the wet season. 7.3 TEMPORARY EXCAVATIONS As currently planned, excavations on the order of 10 feet are needed for the foundation construction. As such, we anticipate that unsupported slope cuts may be incorporated into the excavation design. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 14 PanGEO, Inc. Attac PLN2 Packet Pg. 170 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 In general, vertical cuts should be limited to 4 feet in areas not close to the property lines. The vertical cuts should be limited to 2 feet along the property lines. Temporary excavations deeper than a total of 4 feet should be sloped, benched, or shored. Excavations more than 2 feet along property lines, will also need to be sloped or supported if sufficient space is not available to lay back the excavations without encroaching into neighboring properties. If temporary shoring is needed to support the excavations, PanGEO can provide shoring design recommendations if requested. For planning purposes, the temporary unsupported excavation may be sloped as steep as 1H:1V (Horizontal: Vertical). The cut slopes may also need to be flattened in the wet seasons and should be covered with plastic sheets. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 1/3 the slope height from the top of any excavation. 7.4 STRUCTURAL FILL PLACEMENT AND COMPACTION Structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Depending on the type of compaction equipment used and depending on the type of fill material, it may be necessary to decrease the thickness of each lift to achieve adequate compaction. PanGEO can provide additional recommendations regarding structural fill and compaction during construction. 7.5 PERMANENT CUT AND FILL SLOPES Based on the anticipated soil that will be exposed in the planned excavation, we recommend permanent cut and fill slopes be constructed no steeper than 2H:1V (Horizontal:Vertical). 7.6 EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, up -grade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed to a positive and permanent discharge system such as an approved City storm sewer. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 15 PanGEO, Inc. Attac PLN2 Packet Pg. 171 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations. As previously mentioned in Section 7.3, we recommend that the exposed temporary slopes be covered with plastic sheeting. Permanent control of surface water and roof runoff should be incorporated in the final grading design. In addition to these sources, irrigation and rainwater infiltrating into landscape and planter areas adjacent to paved areas or building walls should also be controlled. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into City storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 7.7 WET EARTHWORK RECOMMENDATIONS General recommendations relative to earthwork performed in inclement weather or in wet conditions are presented below: • All surface of the foundation subgrade should be protected against inclement weather. It is the contractor's responsibility to protect the footing subgrade from disturbance. One option is to place a 2- to 3-inch-thick layer of lean -mix concrete on the footing subgrade as soon as the subgrade is exposed. • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing 3/4-inch sieve. The fines should be non -plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • Geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 16 PanGEO, Inc. Attac PLN2 Packet Pg. 172 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 8.0 ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the proposed development, PanGEO should be retained to conduct a review of the final project plans and specifications, and to monitor the construction of geotechnical elements. Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. 9.0 LIMITATIONS We have prepared this report for use by Jonathan Kurth and the project design team. Recommendations contained in this report are based on a site reconnaissance, 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 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. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 17 PanGEO, Inc. Attac PLN2 Packet Pg. 173 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 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, Spenser P. Scott, L.G. Staff Geologist J //1 "/ff—ff Michael H. Xue, P.E. Principal Geotechnical Engineer 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 18 PanGEO, Inc. Attac PLN2 Packet Pg. 174 1.p Geotechnical Report Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington September 21, 2021 10.0 REFERENCES ASTM D2488-17, Standard Practice for Description and Identification of Soils (Visual -Manual Procedures), ASTM International, West Conshohocken, PA, 2017, www.astm.org. International Code Council, 2018, International Building Code (IBC). Booth, D. B., Cox, B. F., Troost, K. G., Shimel, S. A., 2004, Composite Geologic Map of the Sno-King Area, Central Puget Lowland, Washington: Seattle -Area Geologic Mapping Project, University of Washington, and the United States Geological Survey, scale 1:24000. Washington Administrative Code (WAC), 2016, Chapter 296-155 - Safety Standards for Construction Work, Part N - Excavation, Trenching, and Shoring, Olympia, Washington. Washington State Department of Transportation, 2020, Standard Specifications for Road, Bridge and Municipal Construction, M 41-10, Washington State Department of Transportation. Zipper Geo Associates, LLC., February 2016, Geotechnical Engineering Report, Proposed Home Street Bank, 614 & 616 Srh Avenue South, Edmonds, Consultant report prepared for Home Street Bank. 21-372 - 614 & 616 5th Ave S - Geotech Rpt.doc Page 19 PanGEO, Inc. Attac PLN2 Packet Pg. 175 1.p 200th St SW Edmonds' < Undernale r Park d � E 1 a tgrff PUGET 0— SOUND C nric Daley St Center N,,,Q a R" d9 • Edmonds "'I'L ' s:ff park hrl�iin St C'rg� g � 17�gtpn5t Maple St YostPark L Aide r S t Lo Ed mands Shej" ViInut St MBFeh us f d dmonds i� C ? D`+a fly ltrk, - PI St x 216111 St SW Proj ect Site 21DthSt SVV 3 2201h 51 SW y 1. < m L 4 r ` Gi L J u 1 qT Q L 0 2261n St SW 228111 S I SW " s Oeor Creel, i10d bBer Falk RBEerve 4'dmonds' Esperance 232nd 5t SW b' a�hus 373 R Hrkman F-d 4, Woodway RD sltawn 23Rth 5t 5 Part Marysville - Hadl-k lr-dale Whidbey and Everett L �1 234th LIdk Base Map: ESRI Topographic a NORTH lrz N Rdr-nd Not to Scale a T i PMGEI@ ProposedTownhomes VICINITY MAP 614 & 616 5th Ave S r I N C O R P O R A T E O Edmonds, A N Pro ect No Fi ure No 21-372 g 1 PLN2 Packet Pg. 176 , PARK PLACE EDMONDS, A CONDO ONE BALLARD LLC 400 HOWELL WAY 610 5TH AVE S 0 CL - ------------- _47o& C 171� CONCRETE VVAft""7' N99'54'04" P ONE STOR BUILDING I ....... B-4 614 5TH AVE. S, I C) C*4 0) r- FFE 84.05' Q 9 FP - C*4 C14 z Building A _J 0 Im 'TP -2 ON N IE=80,42' 4 CON C E- -.1 E =BO, 62, BKH-528 31 BKH-527 1 ASPHALT ARKIN� SD- �rD SD— � J7 GRASS f RM;;A Z Building C B-2 2 POST B-3 UJ J_ eV O M ASPHALT----- C, . .......... ED NOTE: C L LEGAL DESCRIPTION OVERLAPS Building B Ln -TH STREET Lip ..... ..... INTO RIGHT OF WAY OF 4 FPIT-2]". Vi 2 STOPY CONC. BL CK BUILDING C Le 616 5TH A V . S, PARKVIEW T\MN, A CONDOMINIUM C RIM 69,54 ra /517 4TH AVE S K .: FFE 85,26' ,SIN co I E 6 71.4 F F E 76. 59' LLEY 5 B-5 70 T—Ln iY-37' CL... ..... ..... ..... ..... .. ..... . U) PHALT. ALLEY, 3. Vi RIM =69,68 Legend: PARCa 8: � J K, Approximate Test Pit Location Approximate Parcel Boundary PanGEO, Inc., August 2021 F-1 ..... . ...... mT_UP CL 75 Previous Test Boring Location 15 Approximate Proposed Building LU Zipper Geo Associates, October 20 Base map modified from ALTA/ACSM Land Title Survey by PACE Engineering, dated July 17, 2015 U) Approximate Observed Proposed Townhomes SITE AND EXPLORATION PLAN Monitoring Well PanGE® 614 & 616 5th Ave S Approx. Scale: I W C 0 R P 0 R A T E D Edmonds, WA 1 inch = 20 feet i Project No. 21-372 iFigure No. 2 0 2: E 0 JL he PLN21 Packet Pg. 177 1.p APPENDIX A SUMMARY TEST PIT LOGS N O O N O N Z J a c 0 N E 0 u- L m a a� c a L 0 Q N� L L 3 E L 0 i E L a r a Attac PLN2 Packet Pg. 178 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) .....:...................................................... 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%fines) ..................................................................... ............................•...... GC : Clayey GRAVEL .............................................................. SW Well -graded SAND Sand ; SAND <5 /o fines 50% or more of the coarse w .: t:..'> SP : Poorly -graded SAND fraction passing the #4 sieve. Use dual symbols leg. SP-SM g ) > ....:...................................................... SM : Silty SAND for 5%to12%fines. SAND (>1 2% 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 ...................................... . u 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: 3/4 inches to #4 sieve Silt 0.074 to 0.002 mm Clay <0.002 mm TEST SYMBOL" 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 Sample/In Situ test types and intervals 2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) H3.25-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 jPanGEe 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 N 0 0 N O N Z J a. c O N t'n O tL M a a� c d Attac PLN2 Packet Pg. 179 1.p Test Pit No. PIT-1 Approximate ground surface elevation (NAVD88): 74 feet Coordinates (Washington State Plane - North): 297653, 1260821 Depth ft Material Description Light vegetation above loose to medium dense, gray -brown, silty fine SAND 0-2 with gravel; trace plastic, asphalt, and brick debris, some angular rock, trace ----------------------- rootlets; disrupted texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2 — 4.5 rock, trace roots, burnt wood fragments; iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine SAND; trace gravel, trace silt; non- 4.5 — 9 plastic, moist [Qpf — Pre -Fraser Deposits] - Becomes dense, gray, poorly graded fine SAND from 7 to 9 feet .'N`..-'.:?.. may, • . / ;.i Ae • i_.l 3 -------------- Photo PIT-1 (left): Shows PIT-1 at approximately 5.5 feet in depth before testing Photo PIT-1 (right): Shows spoils from PIT-1 at approximately 9 feet in depth after testing PIT-1 was terminated approximately 5.5 feet below grade for infiltration testing. After the test, PIT-1 was over -excavated to 9 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-2 PanGEO, Inc. N I - CD 0 N O N Z J a. c 0 =a N E L C U_ M a N d O N� M 3 E `o fC i E L a LO r c a) E a c m E U a r Q Attac PLN2 Packet Pg. 180 1.p Test Pit No. PIT-2 Approximate ground surface elevation (NAVD88): 73.5 feet Coordinates (Washington State Plane - North): 297574, 1260814 Depth ft Material Description Light vegetation above loose to medium dense, gray -brown, silty fine SAND 0-2.5 with gravel; trace asphalt debris, some angular rock, trace rootlets; disrupted ----------------------- texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2.5-4 rock, some roots, burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine SAND; trace gravel, trace silt; non- 4-9 plastic, moist [Qpf — Pre -Fraser Deposits] - Becomes dense, gray, poorly graded fine SAND from 7 to 9 feet F. . 44Lwj;' .. Photo PIT-2 (left): Shows PIT-2 at approximately 6 feet in depth before testing Photo PIT-2 (right): Shows spoils from PIT-2 at approximately 9 feet in depth after testing PIT-2 was terminated approximately 6 feet below grade for infiltration testing. After the test, PIT-2 was over -excavated to 9 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-3 PanGEO, Inc. N 0 0 N 0 N z J a c 0 N =a E L 0 U_ i M a a� d 0 a� d' a� a� M c 3 0 N E LO c m E a c m E U 0 r r a Attac PLN2 Packet Pg. 181 1.p Test Pit No. PIT-3 Approximate ground surface elevation (NAVD88): 83.5 feet Coordinates (Washington State Plane - North): 297594, 1260886 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-7 ----------------------- slightly silty SAND with gravel and cobble; trace wood debris; non -plastic, moist ---------------------------------------------------------------------------------------------------------------------------- Loose, dark brown to black, slightly organic silty SAND; trace brick debris, wood 7-8.5 debris, some concrete and construction debris; disrupted texture; non -plastic, ----------------------- moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 8.5 —10 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine to medium SAND; trace gravel, trace silt, 10 —15 trace iron -oxide staining; non -plastic, moist [Qpf— Pre -Fraser Deposits] ti bl' At EP r Photo PIT-3 (left): Shows PIT-3 at approximately 12 feet in depth before testing Photo PIT-3 (right): Shows spoils from PIT-3 at approximately 10 feet in depth after testing PIT-3 was terminated approximately 6 feet below grade for infiltration testing. After the test, PIT-3 was over -excavated to 15 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-4 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E `O U_ L M a a� L O N N M 3 E O cC E •L a LO c m E Q c m U a r r a Attac PLN2 Packet Pg. 182 1.p Test Pit No. TP-1 Approximate ground surface elevation (NAVD88): 74 feet Coordinates (Washington State Plane - North): 297615, 1260818 Death ft Material Description Light vegetation and gravel above loose to medium dense, gray -brown, silty 0-2 fine SAND with gravel; trace concrete debris, some angular rock, trace rootlets; ----------------------- disrupted texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2-4 rock, trace roots, burnt wood fragments; iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown to gray, poorly graded fine to medium SAND; trace gravel, trace silt; non -plastic, moist 4-13 • Top approximate 2 feet weathered to red -brown w/iron-oxide staining • Cobble layer from approximately 11 to 12 feet below ground surface [Qpf — Pre -Fraser Deposits] YV qbp- ... Photo TP-1(left): Shows TP-1 at approximately 13 feet in depth Photo TP-1 (right): Shows spoils from TP-1 at approximately 10 feet in depth TP-1 was terminated approximately 13 feet below grade. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-5 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E L 0 a_ L M a a� c a L 0 Q N N M i d 3 E 0 E L a Q Attac PLN2 Packet Pg. 183 1.p Test Pit No. TP-2 Approximate ground surface elevation (NAVD88): 84 feet Coordinates (Washington State Plane - North): 297617, 1260919 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-8 ----------------------- slightly silty SAND with gravel and cobble; trace wood debris; non -plastic, moist ---------------------------------------------------------------------------------------------------------------------------- Loose, dark brown to black, slightly organic silty SAND; trace brick debris, wood 8-9 debris, some concrete and construction debris; disrupted texture; non -plastic, moist [Fill] Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 9-11 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Qpf — Pre -Fraser Deposits] f: - r- w„ `.. . �C�-� - -tl- 'I r Photo TP-2 (left): Shows TP-2 at approximately 11 feet in depth Photo TP-2 (right): Shows spoils from TP-2 at approximately 10 feet in depth TP-2 was terminated approximately 11 feet below grade. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-6 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E O LL R a a� a 0 Q. a� d' a� M c d 3 O N fC C E L a LO c m Q c m E U a r r a Attac PLN2 Packet Pg. 184 1.p Test Pit No. TP-3 Approximate ground surface elevation (NAVD88): 83 feet Coordinates (Washington State Plane - North): 297651, 1260854 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-7 slightly silty SAND with gravel and cobble, layers of gray, sandy SILT; metal ---------------------------- debris, wood debris, large fragments of concrete slab; non -plastic, moist ------------------------------------------------------------------------------------------------------------------------------------------------------ Loose, dark brown to black, slightly organic silty SAND; metal debris, wood 7-8 debris, some concrete and construction debris; disrupted texture; non -plastic, moist [Fill] Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 8 —11 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Qpf — Pre -Fraser Deposits] 4 Z. r.--' 4. Photo TP-3 (left): Shows TP-3 at approximately 10 feet in depth Photo TP-3 (right): Shows spoils from TP-3 at approximately 10 feet in depth TP-3 was terminated approximately 10 feet below grade. No groundwater seepage was encountered during explorations. Date of Test Pit Excavations: August 4 and August 6, 2021 Excavations Logged by: S. Scott and J. Manke 21-372 Test Pit Logs Figure A-7 PanGEO, Inc. Attac PLN2 Packet Pg. 185 1.p APPENDIX B PREVIOUS TEST BORING LOGS AND LABORATORY RESULTS Attac PLN2 Packet Pg. 186 I 1•P I i% r i.g uc. 9 r�' & B-2 1 11 1 C ■ _� � I ! I ! i B-5 S M SWUY - ALT. 6A LEGEND B-1 BORING NUMBER AND APPROXIMATE LOCATION 30 0 15 30 APPROXIMTATE SCALE IN FEET N rl- O r N O N z J a N 7 co ia O u- a m C a EDMONDS HOMESTREET BANK 614 & 616 5TH AVE. S. EDMONDS, WASHINGTON SITE AND EXPLORATION PLAN DATE: NOVEMBER 2015 Zipper Geo Associa 19023 36th Ave. W., Lynnwood, WA, 9 JVU 1'IV. IDL/.V I BASE DRAWING PROVIDED BY HOMESTREET BANK, UNDATED. Packet Pg. 187 1.p See Figure 1, Site and Exploration Plan 10/19/2015 SOIL DESCRIPTION The stratification lines represent the approximate boundaries m between soil types. The transition may be gradual. Refer to 0 report text and appendices for additional information. 0 2 inches asphalt over about 2 inches Crushed Surfacing Base Course over gravelly SAND with trace to some silt Drilling Company: Environmental Bore Hole Dia.: 8" Drilling Method: Hollow Stem Auger Hammer Type: Auto Drill Rig: Truck Logged by_: TAJ PENETRATION RESISTANCE (blows/foot) U) Standard Penetration Test a c E J C6 Qo -0 Hammer Weight and Drop: U co O 0 20 40 Loose, wet, gray -brown, gravelly SAND with some silt S-1 (Probable Fill) 1 5 Loose, wet, gray, SAND with silt and gravel (Probable Fill) S-2 18" Loose, moist, gray, gravelly SAND with trace to some silt s 3 I 18" JProbable_iID---------------------------------- 1 J oose,nQist.dkJ).rQwrL_saodXSLLT�fteUc_ToP.S_oU _ -------- 10- Loose, moist, orange -brown, SAND with gravel, some silt T S-4 I 15" S-5 118 15 20 Dense, moist, light brown, SAND with some silt, some gravel S-6 15" Dense, wet, brown, gravelly SAND with silt IS-7 I 18" 25 Boring completed at approximately 24 feet. No groundwater observed ATD. SAMPLE LEGEND GROUNDWATER LEGEND I2-inch O.D. split spoon sample 0 Clean Sand 3-inch I.D. Shelby tube sample ® Bentonite Grout/Concrete ® Screened Casing TESTING KEY ❑ Blank Casing GSA = Grain Size Analysis VGroundwater level at time of drilling (ATD) or 20OW = 200 Wash Analysis N on date of Consol. = Consolidation Test N measurement. Att. = Atterberq Limits C � 0 U o o 60 m 0 V_ N 0 N Z J IL c 10 O :a 3 10 GSA (n R E L C U_ 7 Y a c 9 IGSA d 8 34 46 ii i O % Fines (<0.075 mm) O % Water (Moisture) Content Plastic Limit Liquid Limit Natural Water Content Homestreet Bank 614 & 616 5th Ave S. Edmonds, WA Date: - Project No.: 1527.01 Zipper Geo Associates BORING B-1 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page,1, of 1 PLN21 Packet Pg. 188 1.p See Figure 1, Site and Exploration Plan 10/19/2015 SOIL DESCRIPTION The stratification lines represent the approximate boundaries m between soil types. The transition may be gradual. Refer to 0 report text and appendices for additional information. 0 2 - 2.5 inches asphalt over about 2.5 inches CSBC over dark brown, moist, silty SAND Drilling Company: Environmental Bore Hole Dia.: 8" Drilling Method: Hollow Stem Auger Hammer Type: Auto Drill Rig: Truck Logged by_: TAJ PENETRATION RESISTANCE (blows/foot) U) a c E J C6 ♦ Standard Penetration Test Qo -0 Hammer Weight and Drop: U co O (D 0 20 40 Medium dense, moist, brown -gray, SAND with silt and gravel I s-1 15" I (Possible Fill) 5 Medium dense, moist, brown, SAND with silt and gravel T (Possible Fillj._Blowcounts overstated -due -to gravel. _ _ _ _ _ _ _ _ s-2 Very dense, moist, brown, sandy GRAVEL with some silt and cobbles (Possible Fill) --------------------------------------------- Loose, moist, brown, SAND with some silt to with silt, trace to s-3 3" some gravel 10 Loose, moist, brown, SAND with some silt to with silt, trace to s-4 1s some gravel (2 inches wood at 11 feet; root?) (Wood in cuttings)--------------------------------------------- T Dense, moist, gray, SAND with silt and gravel to silty SAND s-5 I 18" with gravel (Glacial Till -like) 15 Dense, moist, gray, interbedded fine SAND with trace silt and s-s 1 18" silty SAND with some gravel Boring completed at approximately 19 feet 20 No groundwater observed ATD. 25 ' SAMPLE LEGEND GROUNDWATER LEGEND I2-inch O.D. split spoon sample 0 Clean Sand 3-inch I.D. Shelby tube sample ® Bentonite Grout/Concrete ® Screened Casing TESTING KEY ❑ Blank Casing GSA = Grain Size Analysis VGroundwater level at time of drilling (ATD) or 20OW = 200 Wash Analysis N on date of Consol. = Consolidation Test N measurement. Att. = Atterberq Limits C � 0 U o 60 m o T- N 0 N Z J IL c 12 GSA O :a 50/5' (n 6 E L O LL 14 Y M IL a� c iiIIIIIIIIIIIIIIP2 33 41 O % Fines (<0.075 mm) O % Water (Moisture) Content Plastic Limit Liquid Limit Natural Water Content Homestreet Bank 614 & 616 5th Ave S. Edmonds, WA Date: - Project No.: 1527.01 Zipper Geo Associates 19023 36th Ave. W, Suite D Lynnwood, WA BORING B-2 LOG: Page.1 of 1 PLN2 Packet Pg. 189 1.p See Figure 1, Site and Exploration Plan 10/19/2015 SOIL DESCRIPTION The stratification lines represent the approximate boundaries m between soil types. The transition may be gradual. Refer to 0 report text and appendices for additional information. 0 2.5 inches asphalt over about 2.5 inches CSBC over brown, moist, SAND with silt some gravel Drilling Company: Environmental Bore Hole Dia.: 8" Drilling Method: Hollow Stem Auger Hammer Type: Auto Drill Rig: Truck Logged by_: TAJ PENETRATION RESISTANCE (blows/foot) U7 n c E J C6 Standard Penetration Test Qo -0 Hammer Weight and Drop: U co O U 0 20 40 oose, moist, gray, SAND with silt, trace gravel (Probable Fill) S-1 I 18" 5 1 Medium dense, moist, gray, silty SAND with trace gravel (Probable Fill) s-2 s" Loose, damp to moist, gray, SAND with trace to some silt and gravel (Probable 1s„ ______________________________ s-s T ---- Loose, damp to moist, dark brown, silty SAND (Relic Topsoil?) 11 -------------------------------------------- 10 Medium dense, damp to moist, orange -brown grading to yellow -gray, SAND with trace to some silt trace gravel S-4 I 181, Medium dense, damp to moist, gray, fine SAND with silt S-5 I 181, L 15 --------------------------------------------- Very dense, moist, gray, sandy GRAVEL with some silt S-6 15" Boring completed at approximately 19 feet. 20 No groundwater observed ATD. 25 ' SAMPLE LEGEND GROUNDWATER LEGEND I2-inch O.D. split spoon sample 0 Clean Sand 3-inch I.D. Shelby tube sample ® Bentonite Grout/Concrete ® Screened Casing TESTING KEY ❑ Blank Casing GSA = Grain Size Analysis VGroundwater level at time of drilling (ATD) or 20OW = 200 Wash Analysis N on date of Consol. = Consolidation Test N measurement. Att. = Atterberq Limits U 0 0 60 m A 10 8 15 22 O % Fines (<0.075 mm) O % Water (Moisture) Content Plastic Limit Liquid Limit Natural Water Content Homestreet Bank 614 & 616 5th Ave S. Edmonds, WA E H 0 0 N 0 N Z J a c 2 :a N E L O U_ M a W c Date: - Project No.: 1527.01 Zipper Geo Associates BORING B-3 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page,1, of 1 d PLN21 Packet Pg. 190 1.p Boring Location: See Figure 1, Site and Exploration Plan Drilling Company: Environmental Bore Hole Dia.: 8" I Top Elevation: - Drilling Method: Hollow Stem Auger Hammer Type: Auto B-4 Date Drilled: 10/19/2015 Drill Rig: Truck Logged by_: TAJ SOIL DESCRIPTION PENETRATION RESISTANCE (blows/toot) ii U Standard Penetration Test v E J o E The stratification lines represent the approximate boundaries z CL a -0 U a 2 Hammer Weight and Drop: m between soil types. The transition maybe gradual. Refer to ~ report text and appendices for additional information. � ° —° m U 0 20 40 60 o 0 Weeds-2vsrdark -bravvr stamp_tomoist_siUy-SAUD�Tops_oil) -- -I....-I. -• 4 -} --...t -r t r i_ t - F 1- i- - N o CV Z Encountered 1/2-inch diameter PVC pipe at 14 inches IIIIIIII IIIIIIIII IIIIIII-� J d rr t rrt illiiili rt r r r r r iilliiill r rrrr - IIIIIII Medium dense, dam to moist, brown grading to orange- p 9 9 9 s-� �s° tz C osa TT�T�T�� TT7TTTTT TTTTT-TT- brown, SAND with some silt and gravel 1 I 1 1 1 1 I 1 1 11 1 1 1 1 •ON L J '.. ',..�I 1L.L1LLIL1 IIIIIIIII LILLLLL'__ IIIIIII-� - � 5 ill IIIIIIIII IIIIIII- +�++-1+ 1 +++++++++i +++++ + Loose, damp to moist, yellow -brown, SAND with silt to SAND with some silt S_z 181, to _1111111 1111111 -iII177rtrt -IIIIIIII 1i1111i11 1111111 y�.rrtrrttt 11I1111� 11I1111. rtttttt � E Medium dense, moist, light brown, silty fine SAND S 3 T s -IIIIIII IIIIIIIII IIIIIIIII IIIIIIII IIIIIII is L O L r �r -r-r-r_r7T-t TT TTTTTTr 1111 1 ilii I L-LL1Li -LLL'_ M 11111i11 1i1111111 11i1�11 a 10 N '...IIIIIII IIIIIIIII IIIIIIII Dense, moist, brown -gray, SAND with some silt S-4 18" 38 a Boring completed at approximately 11.5 feet. No groundwater observed ATD. 15 20 25 ' SAMPLE LEGEND GROUNDWATER LEGEND I2-inch O.D. split spoon sample 0 Clean Sand 3-inch I.D. Shelby tube sample ® Bentonite Grout/Concrete ® Screened Casing TESTING KEY ❑ Blank Casing GSA = Grain Size Analysis V Groundwater level at time of drilling (ATD) or 20OW = 200 Wash Analysis N on date of Consol. = Consolidation Test N measurement. Att. = Atterberq Limits L O % Fines (<0.075 mm) O % Water (Moisture) Content Plastic Limit Liquid Limit Natural Water Content Homestreet Bank 614 & 616 5th Ave S. Edmonds, WA Date: - Project No.: 1527.01 Zipper Geo Associates BORING B-4 19023 36th Ave. W, Suite D LOG: Lynnwood, WA Page,1, of 1 PLN21 Packet Pg. 191 1.p See Figure 1, Site and Exploration Plan 10/19/2015 SOIL DESCRIPTION The stratification lines represent the approximate boundaries m between soil types. The transition may be gradual. Refer to 0 report text and appendices for additional information. 0 V1leeds-aver Loose,j-nnist. dk.-brnv[ri,-silty SARQ 4T- psoil)---- Medium dense, damp, orange -brown, fine SAND with silt to silty fine SAND with trace gravel 5 Medium dense, damp to moist, orange -brown and gray, fine SAND with silt to silty fine SAND Drilling Company: Environmental Bore Hole Dia.: 8" Drilling Method: Hollow Stem Auger Hammer Type: Auto Drill Rig: Truck Logged by_: TAJ PENETRATION RESISTANCE (blows/foot) i5 o7 E J ♦ Standard Penetration Test } Qo -0 Hammer Weight and Drop: C\ co 2 (D 0 20 40 60 10 Medium dense, moist, gray, SAND with silt ------------------------------------ Very dense, moist, gray, sandy GRAVEL, with some silt s-s 181, Boring completed at approximately 11.5 feet No groundwater observed ATD. 15 20 25 ' SAMPLE LEGEND GROUNDWATER LEGEND I2-inch O.D. split spoon sample 0 Clean Sand 3-inch I.D. Shelby tube sample ® Bentonite Grout/Concrete ® Screened Casing TESTING KEY ❑ Blank Casing GSA = Grain Size Analysis V Groundwater level at time of drilling (ATD) or 20OW = 200 Wash Analysis N on date of Consol. = Consolidation Test N measurement. Att. = Atterberq Limits 12 21 51 O % Fines (<0.075 mm) O % Water (Moisture) Content Plastic Limit Liquid Limit Natural Water Content Homestreet Bank 614 & 616 5th Ave S. Edmonds, WA ;W E H 0 0 N 0 N Z J IL c :a E L C U_ i L M a a� c Date: - Project No.: 1527.01 Zipper Geo Associates BORING 19023 36th Ave. W, Suite D LOG: B-5 Lynnwood, WA Page,1, of 1 d PLN21 Packet Pg. 192 I 1.p I GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 100 90 = 80 C9 w ?� 70 m 60 W Z 50 Z W U W 40 W a- 30 20 10 0 1000.000 N 0 0 N O N Z J a c 0 2 N co E L 0 tL L M a a� c a 100.000 10.000 1.000 0.100 0.010 PARTICLE SIZE IN MILLIMETERS 0.001 Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES LGRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description B-1 S-2 5 - 6.5 ft. 9.9 26.0 SAND with silt and gravel Project No.: 1527.01 Project Name: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants Date of Testing: 10/21/2015 Edmonds HomeStreet Bank 1 Packet Pg. 193 1 I 1.p I GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 100 90 = 80 C9 w ?� 70 m 60 W Z 50 Z W U W 40 W a- 30 20 10 0 1000.000 N 0 0 N O N Z J a c 0 2 N co E L 0 tL L M a a� c a 100.000 10.000 1.000 0.100 0.010 PARTICLE SIZE IN MILLIMETERS 0.001 Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES LGRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description B-1 S-4 10 - 11.5 ft. 6.1 7.4 SAND with gravel, some silt Project No.: 1527.01 Project Name: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants Date of Testing: 10/21/2015 Edmonds HomeStreet Bank 1 Packet Pg. 194 1 I 1.p I GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 100 90 = 80 C9 w ?� 70 m 60 W Z 50 Z W U W 40 W a- 30 20 10 0 1000.000 N 0 0 N O N Z J a c 0 2 N co E L 0 tL L M a a� c a 100.000 10.000 1.000 0.100 0.010 PARTICLE SIZE IN MILLIMETERS 0.001 Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES LGRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description B-2 S-1 2.5 - 4 ft. 8.2 21.7 SAND with silt and gravel Project No.: 1527.01 Project Name: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants Date of Testing: 10/21 /2015 Edmonds HomeStreet Bank 1 Packet Pg. 195 1 I 1.p I GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 100 90 = 80 C9 w ?� 70 m 60 W Z 50 Z W U W 40 W a- 30 20 10 0 1000.000 N 0 0 N O N Z J a c 0 2 N co E L 0 tL L M a a� c a 100.000 10.000 1.000 0.100 0.010 PARTICLE SIZE IN MILLIMETERS 0.001 Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES LGRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines (%) Description B-4 S-1 2.5 - 4 ft. 6.6 12.0 SAND with some silt and gravel Project No.: 1527.01 Project Name: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants Date of Testing: 10/21/2015 Edmonds HomeStreet Bank 1 Packet Pg. 196 1 1.p PanGEE)C O R P O R A T E D Geotechnical & Earthquake Engineering Consultants August 23, 2021 Project No. 21-372.100 Mr. Jonathan Kurth 557 Roy St, Suite 125 Seattle, WA 98109 Subject: Infiltration Assessment Proposed Townhomes 614 & 616 — 5th Avenue South, Edmonds, Washington Dear Mr. Kurth: 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 six test pits, performing three Small Pilot Infiltration Tests (PIT), and preparing this summary report. In summary, three small pilot infiltration tests completed at the site of the site at a depth of about 5.5 feet, 6 feet, and 12 feet yielded long-term infiltration rates of approximately 1.2, 0.8, and 1.8 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 Fax (206) 262-0374 Attac PLN2 Packet Pg. 197 1.p TABLE OF CONTENTS 1.0 INTRODUCTION...................................................................................................................1 2.0 SITE AND PROJECT DESCRIPTION............................................................................... 1 3.0 SUBSURFACE EXPLORATIONS.......................................................................................1 4.0 SUBSURFACE CONDITIONS............................................................................................. 2 4.1 SITE GEOLOGY....................................................................................................................... 2 4.2 SOIL CONDITIONS................................................................................................................... 2 4.3 GROUNDWATER..................................................................................................................... 3 5.0 INFILTRATION TESTING AND RECOMMENDATIONS ............................................ 4 5.1 TEST METHOD........................................................................................................................ 4 5.2 CORRECTION FACTORS.......................................................................................................... 4 5.3 LONG TERM INFILTRATION RATE FOR DESIGN....................................................................... 5 5.4 CONSTRUCTION CONSIDERATIONS......................................................................................... 5 6.0 LIMITATIONS....................................................................................................................... 6 7.0 LIST OF REFERENCES....................................................................................................... 9 LIST OF ATTACHMENTS Figure I Figure 2 Appendix A Figure A-1 Figure A-2 Figure A-3 Figure A-4 Figure A-5 Figure A-6 Figure A-7 Vicinity Map Site and Exploration Plan Summary Test Pit Logs Terms and Symbols for Boring and Test Pit Logs Log of Test Pit PIT-1 Log of Test Pit PIT-2 Log of Test Pit PIT-3 Log of Test Pit TP-1 Log of Test Pit TP-2 Log of Test Pit TP-3 N 0 0 N O N Z J a c 0 :a E L 0 U- M a w c d 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc 1 PanGEO, Inc. Attac PLN2 Packet Pg. 198 1.p INFILTRATION ASSESSMENT 614 & 616 — 5TH AVENUE SOUTH EDMONDS, WASHINGTON 1.0 INTRODUCTION 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 six test pits, performing three Small Pilot Infiltration Tests (PIT), 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 two adjacent parcels located at 614 and 616 — 5th Avenue South in Edmonds, Washington (see Figure 1, Vicinity Map). The subject property is an approximate 0.39 acre lot. It is bordered by 5th Avenue South to the east, multi -family residences to the west, retail establishments to the north, and an improved private alley to the south. The site is currently occupied by a single -story retail building at the north portion of the site and a single - story retail building with full basement at the southern portion of the site, with a surface parking lot between the two buildings. The site generally slopes down from east to west with an approximate grade change of 10 feet to a vacant vegetated area at the western portion of the site. We understand that you plan to construct three buildings on the site, consisting of a combination of multi -use townhomes and residential townhomes. Based on review of the preliminary plans, the proposed buildings will be 3-story, wood -frame structures. We envisage that site grading for the proposed project will include cuts and fill up to about 8 to 10 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 Six test pits (PIT-1, PIT-2, PIT-3, TP-1, TP-2, and TP-3) were excavated at the project site on August 4 and 6, 2021. PIT-1 was initially excavated to 5.5 feet for infiltration testing and was 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc I PanGEO, Inc. Attac PLN2 Packet Pg. 199 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 then excavated to about 9 feet deep after the test. PIT-2 was initially excavated to 6 feet for infiltration testing and was then excavated to at about 9 feet deep after the test. PIT-3 was initially excavated to 12 feet for infiltration testing and was then excavated to practical digging refusal at about 15 feet deep after the test. TP-1 was excavated to practical digging refusal at 13 feet below grade and TP-2, and TP-3 were each excavated to about 11 feet below the existing grade. 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 %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 Composite Geologic Map of the Sno-King Area, Central Puget Lowland (Booth, 2004), the site is underlain by Pre -Fraser Deposits (geologic map unit Qpf). Pre -Fraser Deposits generally consist of interbedded sand, gravel, and silt that has been glacially overridden and typically dense to very dense. This unit is similar to the younger Vashon Advance Outwash but is characterized by its stratigraphic position and generally heterogenous grain size. Pre -Fraser Deposits generally have moderate infiltration capability. 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 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 2 PanGEO, Inc. Attac PLN2 Packet Pg. 200 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 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: Fill — Test pits PIT-1, PIT-2, and TP-1, excavated in the western portion of the site, test pits, generally encountered approximately 4 to 4.5 feet of fill below surface vegetation. The fill encountered in these test pits generally consisted of loose to medium dense silty to poorly graded sand with some plastic, asphalt, and brick debris. Test pits PIT- 3, TP-2, and TP-3, excavated in the central and eastern portion of the site, encountered approximately 8 to 10 feet of fill below the surface asphalt. The fill generally consisted of loose to medium dense silty sand with gravel with varying amounts of wood, concrete, and construction debris. UNIT 2: Pre -Fraser Deposits — Directly below the fill in each test pit, medium dense to dense poorly graded sand was observed in the test pits extending to the bottom of test pits. We interpreted this unit as the mapped pre -Fraser Deposits within the project vicinity. 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. 4.3 GROUNDWATER Groundwater or seepage was not observed in our test pits at the time of our exploration. We observed two existing monitoring wells (Department of Ecology Well Tags BKH-527 and BKH- 528) installed by others at the site. Their approximate locations are on Figure 2, Site and Exploration Plan. Details of these monitoring wells are not known, and they could not be found on the Department of Ecology Well Report Viewer. Groundwater was measured in these wells on August 5, 2021 at a level of approximately 25 feet below ground surface in the parking lot area (approximate EL 59 feet) and 16.5 feet below ground surface in the lower vegetated area (approximate EL 57.5 feet). 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 3 PanGEO, Inc. Attac PLN2 Packet Pg. 201 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 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 Three field infiltration tests, PIT-1, PIT-2 and PIT-3 were performed at the project site on August 5, 2021. The test location is 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. The results of our test are summarized in Table 1, below. 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: 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 4 PanGEO, Inc. Attac PLN2 Packet Pg. 202 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 • Site Variability (CFv) — 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 are generally consistent at the proposed infiltration depth. In our opinion, a CFv 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 (CF.) Assuming a good degree of control, we assume CFr„ of 0.9. The Total Correction Factor (CFT) is then calculated as: CFT = CFv x CFt x CFr„ = 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. 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 5.5 6 Constant 1 hour 2.6 0.45 1.2 feet Head PIT-2 at 6 6 Constant 1 hour 1.7 0.45 0.8 feet Head PIT-3 at 12 6 Constant 1 hour 4.1 0.45 1.8 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 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 5 PanGEO, Inc. Attac PLN2 Packet Pg. 203 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 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. • 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 Jonathan Kurth and the project design team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 6 PanGEO, Inc. Attac PLN2 Packet Pg. 204 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 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. 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. 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 7 PanGEO, Inc. Attac PLN2 Packet Pg. 205 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 We appreciate the opportunity to be of service. Sincerely, Spenser P. Scott, L.G. Michael H. Xue, P.E. Staff Geologist Principal Geotechnical Engineer 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 8 PanGEO, Inc. Attac PLN2 Packet Pg. 206 1.p Infiltration Assessment Proposed Townhomes: 614 & 616 — 5th Avenue South, Edmonds, Washington August 23, 2021 7.0 LIST OF REFERENCES Booth, D. B., Cox, B. F., Troost, K. G., Shimel, S. A., 2004, Composite Geologic Map of the Sno-King Area, Central Puget Lowland, Washington: Seattle -Area Geologic Mapping Project, University of Washington, and the United States Geological Survey, scale 1:24000. City of Edmonds, 2017, Appendix B, Edmonds Stormwater Addendum. 21-372 - 614 & 616 5th Ave S - Infiltration Rpt.doc Page 9 PanGEO, Inc. Attac PLN2 Packet Pg. 207 1.p 200th St SW Edmonds' < Undernale r Park d � E 1 a tgrff PUGET 0— SOUND C nric Daley St Center N,,,Q a R" d9 • Edmonds "'I'L ' s:ff park hrl�iin St C'rg� g � 17�gtpn5t Maple St YostPark L Aide r S t Lo Ed mands Shej" ViInut St MBFeh us f d dmonds i� C ? D`+a fly ltrk, - PI St x 216111 St SW Proj ect Site 21DthSt SVV 3 2201h 51 SW y 1. < m L 4 r ` Gi L J u 1 qT Q L 0 2261n St SW 228111 S I SW " s Oeor Creel, i10d bBer Falk RBEerve 4'dmonds' Esperance 232nd 5t SW b' a�hus 373 R Hrkman F-d 4, Woodway RD sltawn 23Rth 5t 5 Part Marysville - Hadl-k lr-dale Whidbey and Everett L �1 234th LIdk Base Map: ESRI Topographic a NORTH lrz N Rdr-nd Not to Scale a T i PMGEI@ ProposedTownhomes VICINITY MAP 614 & 616 5th Ave S r I N C O R P O R A T E O Edmonds, A N Pro ect No Fi ure No 21-372 g 1 PLN2 Packet Pg. 208 , PARK PLACE EDMONDS, A CONDO ONE BALLARD LLC 400 HOWELL WAY . ..... 610 5TH AVE S 0 CL -------- Wo& CONCRETE OVAL-T N99'54'04" 1Xbz.'I .......... TP ONE STOP BUILDING I ......... I 614 5TH AVE. S. I C) C14 0) FFE 84.05' 9 C*4 C14 z -J (L 0 CB RIM --.-82.22' 10"-CON"--�N 1E=k42' T 4" 01\1 C 'E- --!E =BO, 62' BKH-52 8 BKH-527ASPHALT ARIz-E 36 GRASS R0 0 0 a. 0 C Q. b {p =z /-POST M ASPHALT'-.. d/ PIT-3 NOTE: L K LEGAL DESCRIPTION OVERLAPS Ln L L4p INTO RIGHT OF WAY OF 47H STREET ................ . ......... 3I P I T 2 Vi 2 STORE' CONC. BLC CK BUILDING 0 616 5TH AVU S. PARKVIEW TWIN, A CONDOMINIUM C RIM 69,54 cc /517 4TH AVE S F ' FFE=85.26' 14AIN :.-S' CON S IE=671-4 FFE=76.59' ,LLEY ===Fl E 5 D i i. 37't U) ..... ..... N 89'54'04 CL ..... ..... ..... -SSMH RIM 69, 68 Vi E �PA L �!-A L L �E��' U) C13 RIM =62.6.0 ... ..... ..... PARCEL 8: CTR CHAIS��= 5 3- 05 SS ES :5S 'N(-. E IE=FD7 :EASEMENT 7603100239,' Q" CO 5D 5D SEE EKEPTION 4 559'54'04"E .. ..... ..... ..... '35T54-04-E CL -FT f2�1,37' UP Legend: UJ Approximate Test Pit Location Parcel Boundary Base map modified from ALTA/ACSM Land Title Survey by PACE Engineering, dated July 17, 2015 6PPanGEO, Inc., August 2021 aApproximate 2 U) PanGE® Proposed Townhomes SITE AND EXPLORATION PLAN 614 & 616 5th Ave S Approximate Observed Approximate Proposed Building Monitoring Well F-1 Approx. Scale: R C U R P 0 R A T E D Edmonds, WA No. Figure 1 inch = 20 feetProject No. i 21-372 2 PL�ZL_!aCket Pg. 209 1.p APPENDIX A SUMMARY TEST PIT LOGS N r- O O N O N Z J a c 0 N =a E L 0 u- i L m a a� c a L 0 Q N0 m 0 m L L 0 0 3 E L 0 i E L a r a Attac PLN2 Packet Pg. 210 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) .....:...................................................... 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%fines) ..................................................................... ............................•...... GC : Clayey GRAVEL .............................................................. SW Well -graded SAND Sand ; SAND <5 /o fines 50% or more of the coarse w .: t:..'> SP : Poorly -graded SAND fraction passing the #4 sieve. Use dual symbols leg. SP-SM g ) > ....:...................................................... SM : Silty SAND for 5%to12%fines. SAND (>1 2% 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 ...................................... . u 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: 3/4 inches to #4 sieve Silt 0.074 to 0.002 mm Clay <0.002 mm TEST SYMBOL" 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 Sample/In Situ test types and intervals 2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) H3.25-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 jPanGEe 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 N 0 0 N O N Z J a. c O N t'n O tL M a a� c d Attac PLN2 Packet Pg. 211 1.p Test Pit No. PIT-1 Approximate ground surface elevation (NAVD88): 74 feet Coordinates (Washington State Plane - North): 297653, 1260821 Depth ft Material Description Light vegetation above loose to medium dense, gray -brown, silty fine SAND 0-2 with gravel; trace plastic, asphalt, and brick debris, some angular rock, trace ----------------------- rootlets; disrupted texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2 — 4.5 rock, trace roots, burnt wood fragments; iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine SAND; trace gravel, trace silt; non- 4.5 — 9 plastic, moist [Qpf — Pre -Fraser Deposits] - Becomes dense, gray, poorly graded fine SAND from 7 to 9 feet .'N`..-'.:?.. may, • . / ;.i Ae • i_.l 3 -------------- Photo PIT-1 (left): Shows PIT-1 at approximately 5.5 feet in depth before testing Photo PIT-1 (right): Shows spoils from PIT-1 at approximately 9 feet in depth after testing PIT-1 was terminated approximately 5.5 feet below grade for infiltration testing. After the test, PIT-1 was over -excavated to 9 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-2 PanGEO, Inc. N I - CD 0 N O N Z J a. c 0 =a N E L C U_ M a N d O N� M 3 E `o fC i E L a LO r c a) E a c m E U a r Q Attac PLN2 Packet Pg. 212 1.p Test Pit No. PIT-2 Approximate ground surface elevation (NAVD88): 73.5 feet Coordinates (Washington State Plane - North): 297574, 1260814 Depth ft Material Description Light vegetation above loose to medium dense, gray -brown, silty fine SAND 0-2.5 with gravel; trace asphalt debris, some angular rock, trace rootlets; disrupted ----------------------- texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2.5-4 rock, some roots, burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine SAND; trace gravel, trace silt; non- 4-9 plastic, moist [Qpf — Pre -Fraser Deposits] - Becomes dense, gray, poorly graded fine SAND from 7 to 9 feet NA 14 _ [.ilr;'.`:r.. .r'S' _. • 'nw 1. �. ..r. - `��''�',•- Photo PIT-2 (left): Shows PIT-2 at approximately 6 feet in depth before testing Photo PIT-2 (right): Shows spoils from PIT-2 at approximately 9 feet in depth after testing PIT-2 was terminated approximately 6 feet below grade for infiltration testing. After the test, PIT-2 was over -excavated to 9 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-3 PanGEO, Inc. N 0 0 N 0 N z J a c 0 N =a E L 0 U_ i M a a� d 0 a� d' ku M C 3 0 E LO C E a c m E U 0 r r a Attac PLN2 Packet Pg. 213 1.p Test Pit No. PIT-3 Approximate ground surface elevation (NAVD88): 83.5 feet Coordinates (Washington State Plane - North): 297594, 1260886 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-7 ----------------------- slightly silty SAND with gravel and cobble; trace wood debris; non -plastic, moist ---------------------------------------------------------------------------------------------------------------------------- Loose, dark brown to black, slightly organic silty SAND; trace brick debris, wood 7-8.5 debris, some concrete and construction debris; disrupted texture; non -plastic, ----------------------- moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 8.5 —10 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown, poorly graded fine to medium SAND; trace gravel, trace silt, 10 —15 trace iron -oxide staining; non -plastic, moist [Qpf— Pre -Fraser Deposits] ti bl' At EP r Photo PIT-3 (left): Shows PIT-3 at approximately 12 feet in depth before testing Photo PIT-3 (right): Shows spoils from PIT-3 at approximately 10 feet in depth after testing PIT-3 was terminated approximately 6 feet below grade for infiltration testing. After the test, PIT-3 was over -excavated to 15 feet in depth to check for shallow groundwater or groundwater mounding. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-4 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E `O U_ L M a a� L O N N M 3 E O cC E •L a LO c m E Q c m U a r r a Attac PLN2 Packet Pg. 214 1.p Test Pit No. TP-1 Approximate ground surface elevation (NAVD88): 74 feet Coordinates (Washington State Plane - North): 297615, 1260818 Death ft Material Description Light vegetation and gravel above loose to medium dense, gray -brown, silty 0-2 fine SAND with gravel; trace concrete debris, some angular rock, trace rootlets; ----------------------- disrupted texture, non -plastic, dry to moist ---------------------------------------------------------------------------------------------------------------------------- Medium dense, light brown, poorly graded fine SAND; trace silt, trace angular 2-4 rock, trace roots, burnt wood fragments; iron -oxide staining; disrupted texture non -plastic, moist [Fill] Dense, gray -brown to gray, poorly graded fine to medium SAND; trace gravel, trace silt; non -plastic, moist 4-13 • Top approximate 2 feet weathered to red -brown w/iron-oxide staining • Cobble layer from approximately 11 to 12 feet below ground surface [Qpf — Pre -Fraser Deposits] YV qbp- ... Photo TP-1(left): Shows TP-1 at approximately 13 feet in depth Photo TP-1 (right): Shows spoils from TP-1 at approximately 10 feet in depth TP-1 was terminated approximately 13 feet below grade. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-5 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E L 0 a_ L M a a� c a L 0 Q N N M i d 3 E 0 E L a Q Attac PLN2 Packet Pg. 215 1.p Test Pit No. TP-2 Approximate ground surface elevation (NAVD88): 84 feet Coordinates (Washington State Plane - North): 297617, 1260919 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-8 ----------------------- slightly silty SAND with gravel and cobble; trace wood debris; non -plastic, moist ---------------------------------------------------------------------------------------------------------------------------- Loose, dark brown to black, slightly organic silty SAND; trace brick debris, wood 8-9 debris, some concrete and construction debris; disrupted texture; non -plastic, moist [Fill] Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 9-11 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Qpf — Pre -Fraser Deposits] f: - r- w„ `.. . �C�-� - -tl- 'I r Photo TP-2 (left): Shows TP-2 at approximately 11 feet in depth Photo TP-2 (right): Shows spoils from TP-2 at approximately 10 feet in depth TP-2 was terminated approximately 11 feet below grade. No groundwater seepage was encountered during explorations. 21-372 Test Pit Logs Figure A-6 PanGEO, Inc. N 0 0 N O N Z J a c 0 N =a E O LL R a a� a 0 Q. a� d' a� M c d 3 O N fC C E L a LO c m Q c m E U a r r a Attac PLN2 Packet Pg. 216 1.p Test Pit No. TP-3 Approximate ground surface elevation (NAVD88): 83 feet Coordinates (Washington State Plane - North): 297651, 1260854 Depth ft Material Description Approximate 2-inch asphalt overlay above loose to medium dense, gray -brown, 0-7 slightly silty SAND with gravel and cobble, layers of gray, sandy SILT; metal ---------------------------- debris, wood debris, large fragments of concrete slab; non -plastic, moist ------------------------------------------------------------------------------------------------------------------------------------------------------ Loose, dark brown to black, slightly organic silty SAND; metal debris, wood 7-8 debris, some concrete and construction debris; disrupted texture; non -plastic, moist [Fill] Medium dense, light brown to red -brown, poorly graded fine SAND; trace silt, 8 —11 burnt wood fragments; trace iron -oxide staining; disrupted texture non -plastic, moist [Qpf — Pre -Fraser Deposits] 4 Z. r.--' 4. Photo TP-3 (left): Shows TP-3 at approximately 10 feet in depth Photo TP-3 (right): Shows spoils from TP-3 at approximately 10 feet in depth TP-3 was terminated approximately 10 feet below grade. No groundwater seepage was encountered during explorations. Date of Test Pit Excavations: August 4 and August 6, 2021 Excavations Logged by: S. Scott and J. Manke 21-372 Test Pit Logs Figure A-7 PanGEO, Inc. Attac PLN2 Packet Pg. 217 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX B WWHM Summary 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 218 1.p WWHM2012 PROJECT REPORT N O O r N O N Z J a c 0 .N Co ia E L 0 U- L 0 a m c 'a 0 a a� a� a� c L L 0 0 3 E L 0 r Co c L a a Attac PLN2 Packet Pg. 219 1.p General Model Information Project Name: 614 5th Ave SLID Site Name: Site Address: City: Report Date: 5/4/2022 0 MGS Region: Puget East 0 r Data Start: 1901 /10/1 N z Data End: 2058/09/30 a Timestep: 15 Minute o DOT Data Number03 > Version Date: 2019/09/13 ; Version: 4.2.17 U) FU E L POC Thresholds C Y a a� c Low Flow Threshold for POC1: 50 Percent of the 2 Year a High Flow Threshold for POC1: 50 Year L 9. 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 220 1.p Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 0.4929 Pervious Total 0.4929 Impervious Land Use acre Impervious Total 0 Basin Total 0.4929 Element Flows To: Surface Interflow Groundwater N 0 0 N c N Z J a c 0 N E L 0 U- L M a a� c a 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 221 1.p Mitigated Land Use Bldg C + Conc Bypass: No GroundWater: No Pervious Land Use acre ti c 0 Pervious Total 0 N 0 N Impervious Land Use acre ROOF TOPS FLAT 0.1213 a DRIVEWAYS MOD 0.0424 0 2 Impervious Total 0.1637 Basin Total 0.1637 U) FU E L Element Flows To: U° Surface Interflow Groundwater Gravel Trench Bed 1 (VidrTl)Trench Bed 1 (WEST) a a 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 222 Bldg A + B + Conc 1.p Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.0981 DRIVEWAYS MOD 0.1149 Impervious Total 0.213 Basin Total 0.213 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 2 (RAST01 Trench Bed 2 (EAST) N ti 0 0 r N 0 N Z J a_ c 0 2 .: U) F6 E `o U- L a a� c 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 223 Onsite Lscape + ROW Hard Surfaces 1.p Bypass: Yes GroundWater: No Pervious Land Use acre C, Lawn, Flat 0.0168 Pervious Total 0.0168 Impervious Land Use acre DRIVEWAYS MOD 0.0994 Impervious Total 0.0994 Basin Total 0.1162 Element Flows To: Surface Interflow Groundwater N ti O 0 r N 0 N Z J a_ c 0 2 .: U) F6 E `o U- L a a� c 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 224 1.p Routing Elements Predeveloped Routing 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 225 1.p Mitigated Routing Gravel Trench Bed 1 (WEST) Bottom Length: Bottom Width: Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer: Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 155.00 ft. 10.00 ft. 0 To 1 0 To 1 0 To 1 1.5 0.3 0 0 0 0 0.8 1 62.238 0 62.238 100 0 0 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 0.0000 0.035 0.000 0.000 0.000 0.0278 0.035 0.000 0.000 0.028 0.0556 0.035 0.000 0.000 0.028 0.0833 0.035 0.000 0.000 0.028 0.1111 0.035 0.001 0.000 0.028 0.1389 0.035 0.001 0.000 0.028 0.1667 0.035 0.001 0.000 0.028 0.1944 0.035 0.002 0.000 0.028 0.2222 0.035 0.002 0.000 0.028 0.2500 0.035 0.002 0.000 0.028 0.2778 0.035 0.003 0.000 0.028 0.3056 0.035 0.003 0.000 0.028 0.3333 0.035 0.003 0.000 0.028 0.3611 0.035 0.003 0.000 0.028 0.3889 0.035 0.004 0.000 0.028 0.4167 0.035 0.004 0.000 0.028 0.4444 0.035 0.004 0.000 0.028 0.4722 0.035 0.005 0.000 0.028 0.5000 0.035 0.005 0.000 0.028 0.5278 0.035 0.005 0.000 0.028 0.5556 0.035 0.005 0.000 0.028 0.5833 0.035 0.006 0.000 0.028 0.6111 0.035 0.006 0.000 0.028 0.6389 0.035 0.006 0.000 0.028 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 226 1.p 0.6667 0.035 0.007 0.000 0.028 0.6944 0.035 0.007 0.000 0.028 0.7222 0.035 0.007 0.000 0.028 0.7500 0.035 0.008 0.000 0.028 0.7778 0.035 0.008 0.000 0.028 0.8056 0.035 0.008 0.000 0.028 0.8333 0.035 0.008 0.000 0.028 0.8611 0.035 0.009 0.000 0.028 0.8889 0.035 0.009 0.000 0.028 0.9167 0.035 0.009 0.000 0.028 0.9444 0.035 0.010 0.000 0.028 0.9722 0.035 0.010 0.000 0.028 1.0000 0.035 0.010 0.000 0.028 1.0278 0.035 0.011 0.000 0.028 1.0556 0.035 0.011 0.000 0.028 1.0833 0.035 0.011 0.000 0.028 1.1111 0.035 0.011 0.000 0.028 1.1389 0.035 0.012 0.000 0.028 1.1667 0.035 0.012 0.000 0.028 1.1944 0.035 0.012 0.000 0.028 1.2222 0.035 0.013 0.000 0.028 1.2500 0.035 0.013 0.000 0.028 1.2778 0.035 0.013 0.000 0.028 1.3056 0.035 0.013 0.000 0.028 1.3333 0.035 0.014 0.000 0.028 1.3611 0.035 0.014 0.000 0.028 1.3889 0.035 0.014 0.000 0.028 1.4167 0.035 0.015 0.000 0.028 1.4444 0.035 0.015 0.000 0.028 1.4722 0.035 0.015 0.000 0.028 1.5000 0.035 0.016 0.000 0.028 1.5278 0.035 0.017 0.040 0.028 1.5556 0.035 0.018 0.115 0.028 1.5833 0.035 0.019 0.211 0.028 1.6111 0.035 0.020 0.323 0.028 1.6389 0.035 0.021 0.445 0.028 1.6667 0.035 0.021 0.575 0.028 1.6944 0.035 0.022 0.706 0.028 1.7222 0.035 0.023 0.835 0.028 1.7500 0.035 0.024 0.957 0.028 1.7778 0.035 0.025 1.067 0.028 1.8056 0.035 0.026 1.163 0.028 1.8333 0.035 0.027 1.242 0.028 1.8611 0.035 0.028 1.305 0.028 1.8889 0.035 0.029 1.355 0.028 1.9167 0.035 0.030 1.396 0.028 1.9444 0.035 0.031 1.458 0.028 1.9722 0.035 0.032 1.503 0.028 2.0000 0.035 0.033 1.546 0.028 2.0278 0.035 0.034 1.589 0.028 2.0556 0.035 0.035 1.630 0.028 2.0833 0.035 0.036 1.670 0.028 2.1111 0.035 0.037 1.709 0.028 2.1389 0.035 0.038 1.748 0.028 2.1667 0.035 0.039 1.785 0.028 2.1944 0.035 0.040 1.822 0.028 2.2222 0.035 0.041 1.858 0.028 2.2500 0.035 0.042 1.894 0.028 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 227 1.p 2.2778 0.035 0.043 1.929 0.028 2.3056 0.035 0.044 1.963 0.028 2.3333 0.035 0.045 1.996 0.028 2.3611 0.035 0.046 2.029 0.028 2.3889 0.035 0.047 2.062 0.028 2.4167 0.035 0.048 2.094 0.028 2.4444 0.035 0.049 2.125 0.028 2.4722 0.035 0.050 2.156 0.028 2.5000 0.035 0.051 2.187 0.028 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 228 1.p Gravel Trench Bed 2 (EAST) Bottom Length: 135.00 ft. Bottom Width: 10.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 1.5 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 4.1 Infiltration safety factor: 0.45 Total Volume Infiltrated (ac-ft.): 81.29 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 81.29 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 10 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.031 0.000 0.000 0.000 0.0278 0.031 0.000 0.000 0.057 0.0556 0.031 0.000 0.000 0.057 0.0833 0.031 0.000 0.000 0.057 0.1111 0.031 0.001 0.000 0.057 0.1389 0.031 0.001 0.000 0.057 0.1667 0.031 0.001 0.000 0.057 0.1944 0.031 0.001 0.000 0.057 0.2222 0.031 0.002 0.000 0.057 0.2500 0.031 0.002 0.000 0.057 0.2778 0.031 0.002 0.000 0.057 0.3056 0.031 0.002 0.000 0.057 0.3333 0.031 0.003 0.000 0.057 0.3611 0.031 0.003 0.000 0.057 0.3889 0.031 0.003 0.000 0.057 0.4167 0.031 0.003 0.000 0.057 0.4444 0.031 0.004 0.000 0.057 0.4722 0.031 0.004 0.000 0.057 0.5000 0.031 0.004 0.000 0.057 0.5278 0.031 0.004 0.000 0.057 0.5556 0.031 0.005 0.000 0.057 0.5833 0.031 0.005 0.000 0.057 0.6111 0.031 0.005 0.000 0.057 0.6389 0.031 0.005 0.000 0.057 0.6667 0.031 0.006 0.000 0.057 0.6944 0.031 0.006 0.000 0.057 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 229 1.p 0.7222 0.031 0.006 0.000 0.057 0.7500 0.031 0.007 0.000 0.057 0.7778 0.031 0.007 0.000 0.057 0.8056 0.031 0.007 0.000 0.057 0.8333 0.031 0.007 0.000 0.057 0.8611 0.031 0.008 0.000 0.057 0.8889 0.031 0.008 0.000 0.057 0.9167 0.031 0.008 0.000 0.057 0.9444 0.031 0.008 0.000 0.057 0.9722 0.031 0.009 0.000 0.057 1.0000 0.031 0.009 0.000 0.057 1.0278 0.031 0.009 0.000 0.057 1.0556 0.031 0.009 0.000 0.057 1.0833 0.031 0.010 0.000 0.057 1.1111 0.031 0.010 0.000 0.057 1.1389 0.031 0.010 0.000 0.057 1.1667 0.031 0.010 0.000 0.057 1.1944 0.031 0.011 0.000 0.057 1.2222 0.031 0.011 0.000 0.057 1.2500 0.031 0.011 0.000 0.057 1.2778 0.031 0.011 0.000 0.057 1.3056 0.031 0.012 0.000 0.057 1.3333 0.031 0.012 0.000 0.057 1.3611 0.031 0.012 0.000 0.057 1.3889 0.031 0.012 0.000 0.057 1.4167 0.031 0.013 0.000 0.057 1.4444 0.031 0.013 0.000 0.057 1.4722 0.031 0.013 0.000 0.057 1.5000 0.031 0.013 0.000 0.057 1.5278 0.031 0.014 0.040 0.057 1.5556 0.031 0.015 0.115 0.057 1.5833 0.031 0.016 0.211 0.057 1.6111 0.031 0.017 0.323 0.057 1.6389 0.031 0.018 0.445 0.057 1.6667 0.031 0.019 0.575 0.057 1.6944 0.031 0.020 0.706 0.057 1.7222 0.031 0.020 0.835 0.057 1.7500 0.031 0.021 0.957 0.057 1.7778 0.031 0.022 1.067 0.057 1.8056 0.031 0.023 1.163 0.057 1.8333 0.031 0.024 1.242 0.057 1.8611 0.031 0.025 1.305 0.057 1.8889 0.031 0.026 1.355 0.057 1.9167 0.031 0.026 1.396 0.057 1.9444 0.031 0.027 1.458 0.057 1.9722 0.031 0.028 1.503 0.057 2.0000 0.031 0.029 1.546 0.057 2.0278 0.031 0.030 1.589 0.057 2.0556 0.031 0.031 1.630 0.057 2.0833 0.031 0.032 1.670 0.057 2.1111 0.031 0.032 1.709 0.057 2.1389 0.031 0.033 1.748 0.057 2.1667 0.031 0.034 1.785 0.057 2.1944 0.031 0.035 1.822 0.057 2.2222 0.031 0.036 1.858 0.057 2.2500 0.031 0.037 1.894 0.057 2.2778 0.031 0.038 1.929 0.057 2.3056 0.031 0.038 1.963 0.057 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 230 1.p 2.3333 0.031 0.039 1.996 0.057 2.3611 0.031 0.040 2.029 0.057 2.3889 0.031 0.041 2.062 0.057 2.4167 0.031 0.042 2.094 0.057 2.4444 0.031 0.043 2.125 0.057 2.4722 0.031 0.044 2.156 0.057 2.5000 0.031 0.044 2.187 0.057 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 231 1.p Analysis Results POC 1 10E-5 10E-4 10E 3 10E 2 10E 1 1 10 100 Percent Time Exceeding + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.4929 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.0168 Total Impervious Area: 0.4761 lo Cumulative Pro6a6ility ° ol o °°o, x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.008364 5 year 0.01298 10 year 0.015485 25 year 0.018032 50 year 0.019545 100 year 0.020788 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.032295 5 year 0.04376 10 year 0.052326 25 year 0.064316 50 year 0.074134 100 year 0.084745 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.012 0.037 1903 0.004 0.040 1904 0.007 0.045 1905 0.005 0.023 1906 0.002 0.028 1907 0.013 0.031 1908 0.008 0.026 1909 0.009 0.033 1910 0.014 0.029 1911 0.007 0.034 4.000, 6 10 20 30 b0 ]0 90 90 �6 �3 �� !M.6 10 � N ti O O r N O N Z J a O 2 .: U) FU E `o U- a 614 5th Ave SLID 5/4/2022 4:03:08 PM Attac PLN2 Packet Pg. 232 1.p 1912 0.025 0.061 1913 0.013 0.029 1914 0.003 0.095 1915 0.004 0.021 1916 0.007 0.040 1917 0.003 0.019 1918 0.008 0.031 1919 0.006 0.019 1920 0.008 0.029 1921 0.008 0.021 1922 0.009 0.033 1923 0.006 0.027 1924 0.004 0.045 1925 0.004 0.019 1926 0.007 0.039 1927 0.009 0.032 1928 0.006 0.024 1929 0.013 0.042 1930 0.008 0.050 1931 0.008 0.022 1932 0.005 0.025 1933 0.007 0.025 1934 0.018 0.039 1935 0.007 0.021 1936 0.011 0.032 1937 0.009 0.040 1938 0.009 0.021 1939 0.001 0.028 1940 0.007 0.051 1941 0.007 0.053 1942 0.011 0.038 1943 0.004 0.034 1944 0.009 0.048 1945 0.008 0.037 1946 0.007 0.029 1947 0.005 0.023 1948 0.017 0.028 1949 0.014 0.052 1950 0.008 0.027 1951 0.009 0.050 1952 0.025 0.052 1953 0.022 0.047 1954 0.007 0.028 1955 0.006 0.030 1956 0.004 0.021 1957 0.010 0.027 1958 0.023 0.032 1959 0.014 0.031 1960 0.005 0.026 1961 0.014 0.073 1962 0.007 0.031 1963 0.003 0.021 1964 0.007 0.071 1965 0.017 0.042 1966 0.003 0.026 1967 0.007 0.038 1968 0.009 0.029 1969 0.006 0.024 614 5th Ave SLID 5/4/2022 4:04:14 PM Attac PLN2 Packet Pg. 233 1.p 1970 0.010 0.032 1971 0.018 0.029 1972 0.012 0.118 1973 0.013 0.060 1974 0.008 0.041 1975 0.019 0.044 1976 0.009 0.044 1977 0.005 0.020 1978 0.017 0.031 1979 0.004 0.032 1980 0.008 0.037 1981 0.008 0.040 1982 0.006 0.026 1983 0.013 0.036 1984 0.004 0.033 1985 0.008 0.040 1986 0.006 0.020 1987 0.014 0.038 1988 0.010 0.021 1989 0.008 0.030 1990 0.010 0.026 1991 0.008 0.038 1992 0.012 0.036 1993 0.010 0.043 1994 0.017 0.028 1995 0.004 0.020 1996 0.019 0.030 1997 0.009 0.026 1998 0.008 0.030 1999 0.000 0.037 2000 0.006 0.031 2001 0.005 0.039 2002 0.012 0.048 2003 0.009 0.030 2004 0.009 0.039 2005 0.012 0.083 2006 0.006 0.031 2007 0.007 0.039 2008 0.008 0.031 2009 0.005 0.026 2010 0.004 0.032 2011 0.006 0.033 2012 0.008 0.029 2013 0.006 0.033 2014 0.004 0.026 2015 0.017 0.069 2016 0.002 0.027 2017 0.014 0.046 2018 0.023 0.031 2019 0.025 0.046 2020 0.007 0.037 2021 0.011 0.031 2022 0.004 0.043 2023 0.009 0.053 2024 0.020 0.068 2025 0.007 0.044 2026 0.013 0.042 2027 0.006 0.041 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 234 1.p 2028 0.003 0.018 2029 0.009 0.022 2030 0.018 0.052 2031 0.005 0.018 2032 0.004 0.027 2033 0.004 0.028 2034 0.005 0.023 2035 0.020 0.030 2036 0.011 0.026 2037 0.002 0.036 2038 0.010 0.030 2039 0.001 0.058 2040 0.004 0.027 2041 0.006 0.029 2042 0.021 0.041 2043 0.009 0.043 2044 0.013 0.029 2045 0.008 0.024 2046 0.010 0.023 2047 0.006 0.031 2048 0.008 0.026 2049 0.008 0.041 2050 0.005 0.023 2051 0.008 0.038 2052 0.005 0.031 2053 0.009 0.026 2054 0.011 0.055 2055 0.003 0.034 2056 0.003 0.043 2057 0.006 0.021 2058 0.007 0.039 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Rank Predeveloped Mitigated 1 0.0253 0.1181 2 0.0252 0.0948 3 0.0246 0.0826 4 0.0232 0.0733 5 0.0229 0.0712 6 0.0218 0.0689 7 0.0211 0.0681 8 0.0203 0.0607 9 0.0197 0.0600 10 0.0192 0.0584 11 0.0190 0.0549 12 0.0184 0.0535 13 0.0181 0.0527 14 0.0179 0.0520 15 0.0171 0.0517 16 0.0171 0.0515 17 0.0169 0.0513 18 0.0166 0.0499 19 0.0165 0.0497 20 0.0143 0.0483 21 0.0142 0.0478 22 0.0141 0.0471 23 0.0139 0.0462 Mitigated. POC #1 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 235 1.p 24 0.0136 0.0459 25 0.0135 0.0449 26 0.0134 0.0445 27 0.0134 0.0445 28 0.0132 0.0441 29 0.0130 0.0437 30 0.0129 0.0433 31 0.0128 0.0430 32 0.0125 0.0426 33 0.0118 0.0426 34 0.0117 0.0424 35 0.0117 0.0420 36 0.0116 0.0417 37 0.0115 0.0415 38 0.0113 0.0411 39 0.0113 0.0410 40 0.0109 0.0409 41 0.0109 0.0405 42 0.0105 0.0404 43 0.0105 0.0400 44 0.0103 0.0400 45 0.0101 0.0396 46 0.0097 0.0394 47 0.0096 0.0391 48 0.0095 0.0390 49 0.0095 0.0389 50 0.0094 0.0389 51 0.0094 0.0386 52 0.0093 0.0385 53 0.0092 0.0385 54 0.0092 0.0380 55 0.0092 0.0377 56 0.0091 0.0377 57 0.0091 0.0375 58 0.0091 0.0372 59 0.0090 0.0368 60 0.0090 0.0366 61 0.0090 0.0366 62 0.0089 0.0363 63 0.0088 0.0356 64 0.0086 0.0355 65 0.0085 0.0344 66 0.0085 0.0343 67 0.0085 0.0339 68 0.0084 0.0333 69 0.0083 0.0330 70 0.0082 0.0330 71 0.0081 0.0327 72 0.0081 0.0327 73 0.0081 0.0324 74 0.0081 0.0323 75 0.0080 0.0319 76 0.0080 0.0319 77 0.0080 0.0318 78 0.0079 0.0317 79 0.0079 0.0315 80 0.0078 0.0314 81 0.0077 0.0314 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 236 1.p 82 0.0076 0.0313 83 0.0076 0.0312 84 0.0076 0.0312 85 0.0075 0.0311 86 0.0075 0.0311 87 0.0075 0.0310 88 0.0074 0.0310 89 0.0074 0.0309 90 0.0074 0.0307 91 0.0074 0.0303 92 0.0073 0.0302 93 0.0073 0.0301 94 0.0072 0.0300 95 0.0072 0.0299 96 0.0069 0.0297 97 0.0068 0.0297 98 0.0068 0.0295 99 0.0068 0.0294 100 0.0066 0.0291 101 0.0066 0.0288 102 0.0066 0.0288 103 0.0066 0.0287 104 0.0063 0.0287 105 0.0063 0.0286 106 0.0063 0.0286 107 0.0062 0.0284 108 0.0060 0.0284 109 0.0060 0.0280 110 0.0060 0.0279 111 0.0059 0.0276 112 0.0059 0.0275 113 0.0059 0.0273 114 0.0058 0.0272 115 0.0057 0.0268 116 0.0056 0.0267 117 0.0056 0.0266 118 0.0056 0.0265 119 0.0055 0.0264 120 0.0054 0.0262 121 0.0053 0.0260 122 0.0051 0.0260 123 0.0051 0.0258 124 0.0050 0.0258 125 0.0050 0.0257 126 0.0049 0.0257 127 0.0048 0.0256 128 0.0047 0.0256 129 0.0046 0.0256 130 0.0045 0.0254 131 0.0044 0.0248 132 0.0044 0.0243 133 0.0043 0.0242 134 0.0042 0.0238 135 0.0041 0.0234 136 0.0041 0.0231 137 0.0040 0.0226 138 0.0040 0.0226 139 0.0040 0.0225 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 237 1.p 140 0.0040 0.0225 141 0.0039 0.0215 142 0.0038 0.0215 143 0.0037 0.0214 144 0.0035 0.0212 145 0.0035 0.0211 146 0.0034 0.0211 147 0.0033 0.0210 148 0.0032 0.0208 149 0.0030 0.0207 150 0.0029 0.0202 151 0.0028 0.0199 152 0.0023 0.0199 153 0.0020 0.0194 154 0.0019 0.0192 155 0.0009 0.0191 156 0.0006 0.0178 157 0.0004 0.0175 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 238 1.p Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0042 53267 140763 264 Fail 0.0043 49006 134323 274 Fail 0.0045 45136 127937 283 Fail 0.0046 41767 121881 291 Fail 0.0048 38645 116321 300 Fail 0.0050 35816 110926 309 Fail 0.0051 33223 105862 318 Fail 0.0053 30916 100962 326 Fail 0.0054 28863 96228 333 Fail 0.0056 26936 91769 340 Fail 0.0057 25174 87475 347 Fail 0.0059 23424 83456 356 Fail 0.0060 21860 79603 364 Fail 0.0062 20330 76079 374 Fail 0.0064 18915 72666 384 Fail 0.0065 17666 69528 393 Fail 0.0067 16499 66391 402 Fail 0.0068 15453 63308 409 Fail 0.0070 14451 60500 418 Fail 0.0071 13498 57803 428 Fail 0.0073 12601 55381 439 Fail 0.0074 11792 52975 449 Fail 0.0076 11054 50690 458 Fail 0.0078 10416 48483 465 Fail 0.0079 9837 46363 471 Fail 0.0081 9309 44481 477 Fail 0.0082 8781 42559 484 Fail 0.0084 8291 40858 492 Fail 0.0085 7845 39080 498 Fail 0.0087 7393 37522 507 Fail 0.0088 7035 36030 512 Fail 0.0090 6667 34494 517 Fail 0.0091 6342 33102 521 Fail 0.0093 6034 31781 526 Fail 0.0095 5742 30514 531 Fail 0.0096 5474 29287 535 Fail 0.0098 5218 28125 538 Fail 0.0099 4988 27030 541 Fail 0.0101 4770 26050 546 Fail 0.0102 4542 24987 550 Fail 0.0104 4342 24079 554 Fail 0.0105 4130 23105 559 Fail 0.0107 3945 22257 564 Fail 0.0109 3779 21409 566 Fail 0.0110 3631 20556 566 Fail 0.0112 3497 19851 567 Fail 0.0113 3368 19069 566 Fail 0.0115 3258 18403 564 Fail 0.0116 3145 17682 562 Fail 0.0118 3056 17082 558 Fail 0.0119 2965 16466 555 Fail 0.0121 2877 15904 552 Fail 0.0123 2779 15337 551 Fail 0.0124 2683 14847 553 Fail 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 239 1.p 0.0126 2586 14253 551 Fail 0.0127 2498 13735 549 Fail 0.0129 2391 13240 553 Fail 0.0130 2280 12788 560 Fail 0.0132 2181 12342 565 Fail 0.0133 2082 11929 572 Fail 0.0135 1997 11506 576 Fail 0.0136 1933 11137 576 Fail 0.0138 1866 10784 577 Fail 0.0140 1790 10438 583 Fail 0.0141 1719 10080 586 Fail 0.0143 1666 9744 584 Fail 0.0144 1596 9375 587 Fail 0.0146 1539 9045 587 Fail 0.0147 1482 8714 587 Fail 0.0149 1420 8439 594 Fail 0.0150 1361 8153 599 Fail 0.0152 1304 7856 602 Fail 0.0154 1245 7569 607 Fail 0.0155 1188 7305 614 Fail 0.0157 1147 7052 614 Fail 0.0158 1100 6810 619 Fail 0.0160 1046 6567 627 Fail 0.0161 1000 6325 632 Fail 0.0163 954 6111 640 Fail 0.0164 916 5857 639 Fail 0.0166 877 5676 647 Fail 0.0168 830 5456 657 Fail 0.0169 789 5264 667 Fail 0.0171 754 5089 674 Fail 0.0172 710 4905 690 Fail 0.0174 666 4730 710 Fail 0.0175 628 4560 726 Fail 0.0177 595 4392 738 Fail 0.0178 555 4240 763 Fail 0.0180 516 4087 792 Fail 0.0181 465 3914 841 Fail 0.0183 422 3741 886 Fail 0.0185 393 3593 914 Fail 0.0186 360 3436 954 Fail 0.0188 336 3282 976 Fail 0.0189 306 3148 1028 Fail 0.0191 286 3016 1054 Fail 0.0192 264 2881 1091 Fail 0.0194 248 2770 1116 Fail 0.0195 233 2648 1136 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. 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 240 1.p 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. 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 241 1.p LID Report LID Technique Used for Total volume volume Infiltration Cumulative Percent Waterfluality Percent Comment Treatment? Needs Through volume volume volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 (WEST) ❑ 56.64 ❑ 100.00 Gravel Trench Bed (EAST) ❑ 73.97 ❑ 100.00 Total volume Infiltrated 130.61 0.00 0.00 100.00 0.00 0% No Treat. Credit Duration Compliance with LID Analysis Standard 8% of2-yrto 50% of Result = 2 yr Failed N O O N O N Z J a c 0 =a E L 0 U- M a W c a L 0 Q NCD M i- L L 3 E L 0 i E L a Ln r c m E M W a c am E M U 0 r r a 614 5th Ave SLID 5/4/2022 4:04:15 PM Attac PLN2 Packet Pg. 242 1.p 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. 614 5th Ave SLID 5/4/2022 4:04:34 PM Attac PLN2 Packet Pg. 243 1.p Appendix Predeveloped Schematic ff 614 5th Ave SLID 5/4/2022 4:04:34 PM Attac PLN2 Packet Pg. 244 Mitigated Schematic 1.p � J Ortite II yy1 �Lscape + BROW Hard Surfaces S I 0.12ac Gravel , -1 Medcih Bed 2 )EAST) I I I I N O O N O N Z J a c 2 Co E L C U- i L M 614 5th Ave SLID 5/4/2022 4:04:34 PM Attac PLN2 Packet Pg. 245 1.p Predeveloped UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2058 09 30 FILES <File> <Un#> OPN SEQUENCE UNIT SYSTEM 1 <----------- File Name---- -------------------------->*** *** INGRP INDELT 00:15 PERLND 11 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 *** 11 C, Forest, Mod 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 *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO K4 <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 246 1.p PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 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 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 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 11 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 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 GWVS 0 N rl- 0 r N 0 N Z J a c O .N Z :a O co E L O U_ L to IL m c a 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 247 1.p END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.4929 COPY 501 12 0.4929 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-PARMl 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 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 248 1.p 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 N 0 0 r N 0 N Z J a C O A Z :a O co E L O U_ L a m c a 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 249 1.p Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1901 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL 2058 09 30 FILES <File> <Un#> OPN SEQUENCE UNIT SYSTEM 1 <----------- File Name---- -------------------------->*** *** INGRP INDELT 00:15 IMPLND 4 IMPLND 6 PERLND 16 RCHRES 1 RCHRES 2 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INF01 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Gravel Trench Bed 1 (WEST MAX END DISPLY-INF01 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 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 *** 16 C, 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 *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 250 1.p PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 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 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 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 16 0 0 0 0 2.5 1 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 4 ROOF TOPS/FLAT 6 DRIVEWAYS/MOD END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 6 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 6 0 0 0 0 0 END IWAT-PARM1 GWVS 0 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac00 PLN2 Packet Pg. 251 1.p IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 6 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 6 0 0 END IWAT-STATEI i21►n.=1ues"0191 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK <Name> # <-factor-> <Name> # Tbl# Bldg C + Conc *** IMPLND 4 0.1213 RCHRES 1 5 IMPLND 6 0.0424 RCHRES 1 5 Bldg A + B + Conc*** IMPLND 4 0.0981 RCHRES 2 5 IMPLND 6 0.1149 RCHRES 2 5 Onsite Lscape + ROW Hard Surfaces*** PERLND 16 0.0168 COPY 501 12 PERLND 16 0.0168 COPY 601 12 PERLND 16 0.0168 COPY 501 13 PERLND 16 0.0168 COPY 601 13 IMPLND 6 0.0994 COPY 501 15 IMPLND 6 0.0994 COPY 601 15 ******Routing****** IMPLND 4 0.1213 COPY 1 15 IMPLND 6 0.0424 COPY 1 15 IMPLND 4 0.0981 COPY 1 15 IMPLND 6 0.1149 COPY 1 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 501 17 END SCHEMATIC 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 1 Gravel Trench Be-013 2 1 1 1 28 0 1 2 Gravel Trench Be-014 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 252 1.p 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 2 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 2 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 2 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 0.03 0.0 0.0 0.5 0.0 2 2 0.03 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 2 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 FTABLES FTABLE 1 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.035583 0.000000 0.000000 0.000000 0.027778 0.035583 0.000297 0.000000 0.028704 0.055556 0.035583 0.000593 0.000000 0.028704 0.083333 0.035583 0.000890 0.000000 0.028704 0.111111 0.035583 0.001186 0.000000 0.028704 0.138889 0.035583 0.001483 0.000000 0.028704 0.166667 0.035583 0.001779 0.000000 0.028704 0.194444 0.035583 0.002076 0.000000 0.028704 0.222222 0.035583 0.002372 0.000000 0.028704 0.250000 0.035583 0.002669 0.000000 0.028704 0.277778 0.035583 0.002965 0.000000 0.028704 0.305556 0.035583 0.003262 0.000000 0.028704 0.333333 0.035583 0.003558 0.000000 0.028704 0.361111 0.035583 0.003855 0.000000 0.028704 0.388889 0.035583 0.004151 0.000000 0.028704 0.416667 0.035583 0.004448 0.000000 0.028704 0.444444 0.035583 0.004744 0.000000 0.028704 0.472222 0.035583 0.005041 0.000000 0.028704 0.500000 0.035583 0.005337 0.000000 0.028704 0.527778 0.035583 0.005634 0.000000 0.028704 0.555556 0.035583 0.005931 0.000000 0.028704 0.583333 0.035583 0.006227 0.000000 0.028704 0.611111 0.035583 0.006524 0.000000 0.028704 0.638889 0.035583 0.006820 0.000000 0.028704 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 253 1.p 0.666667 0.035583 0.007117 0.000000 0.028704 0.694444 0.035583 0.007413 0.000000 0.028704 0.722222 0.035583 0.007710 0.000000 0.028704 0.750000 0.035583 0.008006 0.000000 0.028704 0.777778 0.035583 0.008303 0.000000 0.028704 0.805556 0.035583 0.008599 0.000000 0.028704 0.833333 0.035583 0.008896 0.000000 0.028704 0.861111 0.035583 0.009192 0.000000 0.028704 0.888889 0.035583 0.009489 0.000000 0.028704 0.916667 0.035583 0.009785 0.000000 0.028704 0.944444 0.035583 0.010082 0.000000 0.028704 0.972222 0.035583 0.010378 0.000000 0.028704 1.000000 0.035583 0.010675 0.000000 0.028704 1.027778 0.035583 0.010971 0.000000 0.028704 1.055556 0.035583 0.011268 0.000000 0.028704 1.083333 0.035583 0.011565 0.000000 0.028704 1.111111 0.035583 0.011861 0.000000 0.028704 1.138889 0.035583 0.012158 0.000000 0.028704 1.166667 0.035583 0.012454 0.000000 0.028704 1.194444 0.035583 0.012751 0.000000 0.028704 1.222222 0.035583 0.013047 0.000000 0.028704 1.250000 0.035583 0.013344 0.000000 0.028704 1.277778 0.035583 0.013640 0.000000 0.028704 1.305556 0.035583 0.013937 0.000000 0.028704 1.333333 0.035583 0.014233 0.000000 0.028704 1.361111 0.035583 0.014530 0.000000 0.028704 1.388889 0.035583 0.014826 0.000000 0.028704 1.416667 0.035583 0.015123 0.000000 0.028704 1.444444 0.035583 0.015419 0.000000 0.028704 1.472222 0.035583 0.015716 0.000000 0.028704 1.500000 0.035583 0.016012 0.000000 0.028704 1.527778 0.035583 0.017001 0.040914 0.028704 1.555556 0.035583 0.017989 0.115525 0.028704 1.583333 0.035583 0.018978 0.211431 0.028704 1.611111 0.035583 0.019966 0.323094 0.028704 1.638889 0.035583 0.020954 0.445932 0.028704 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0.035583 0.043688 1.928967 0.028704 2.305556 0.035583 0.044677 1.963111 0.028704 2.333333 0.035583 0.045665 1.996671 0.028704 2.361111 0.035583 0.046653 2.029676 0.028704 2.388889 0.035583 0.047642 2.062153 0.028704 2.416667 0.035583 0.048630 2.094126 0.028704 2.444444 0.035583 0.049619 2.125618 0.028704 2.472222 0.035583 0.050607 2.156651 0.028704 2.500000 0.035583 0.051596 2.187243 0.028704 2.527778 0.035583 0.052584 2.217413 0.028704 END FTABLE 1 FTABLE 2 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 254 1.p 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.030992 0.000000 0.000000 0.000000 0.027778 0.030992 0.000258 0.000000 0.057656 0.055556 0.030992 0.000517 0.000000 0.057656 0.083333 0.030992 0.000775 0.000000 0.057656 0.111111 0.030992 0.001033 0.000000 0.057656 0.138889 0.030992 0.001291 0.000000 0.057656 0.166667 0.030992 0.001550 0.000000 0.057656 0.194444 0.030992 0.001808 0.000000 0.057656 0.222222 0.030992 0.002066 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0.057656 0.861111 0.030992 0.008006 0.000000 0.057656 0.888889 0.030992 0.008264 0.000000 0.057656 0.916667 0.030992 0.008523 0.000000 0.057656 0.944444 0.030992 0.008781 0.000000 0.057656 0.972222 0.030992 0.009039 0.000000 0.057656 1.000000 0.030992 0.009298 0.000000 0.057656 1.027778 0.030992 0.009556 0.000000 0.057656 1.055556 0.030992 0.009814 0.000000 0.057656 1.083333 0.030992 0.010072 0.000000 0.057656 1.111111 0.030992 0.010331 0.000000 0.057656 1.138889 0.030992 0.010589 0.000000 0.057656 1.166667 0.030992 0.010847 0.000000 0.057656 1.194444 0.030992 0.011105 0.000000 0.057656 1.222222 0.030992 0.011364 0.000000 0.057656 1.250000 0.030992 0.011622 0.000000 0.057656 1.277778 0.030992 0.011880 0.000000 0.057656 1.305556 0.030992 0.012138 0.000000 0.057656 1.333333 0.030992 0.012397 0.000000 0.057656 1.361111 0.030992 0.012655 0.000000 0.057656 1.388889 0.030992 0.012913 0.000000 0.057656 1.416667 0.030992 0.013171 0.000000 0.057656 1.444444 0.030992 0.013430 0.000000 0.057656 1.472222 0.030992 0.013688 0.000000 0.057656 1.500000 0.030992 0.013946 0.000000 0.057656 1.527778 0.030992 0.014807 0.040914 0.057656 1.555556 0.030992 0.015668 0.115525 0.057656 1.583333 0.030992 0.016529 0.211431 0.057656 1.611111 0.030992 0.017390 0.323094 0.057656 1.638889 0.030992 0.018251 0.445932 0.057656 1.666667 0.030992 0.019112 0.575411 0.057656 1.694444 0.030992 0.019972 0.706863 0.057656 1.722222 0.030992 0.020833 0.835581 0.057656 1.750000 0.030992 0.021694 0.957039 0.057656 1.777778 0.030992 0.022555 1.067215 0.057656 1.805556 0.030992 0.023416 1.162979 0.057656 1.833333 0.030992 0.024277 1.242541 0.057656 Velocity Travel Time*** (ft/sec) (Minutes)*** 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 255 1.p 1.861111 0.030992 0.025138 1.305935 0.057656 1.888889 0.030992 0.025999 1.355566 0.057656 1.916667 0.030992 0.026860 1.396778 0.057656 1.944444 0.030992 0.027720 1.458162 0.057656 1.972222 0.030992 0.028581 1.503039 0.057656 2.000000 0.030992 0.029442 1.546614 0.057656 2.027778 0.030992 0.030303 1.588995 0.057656 2.055556 0.030992 0.031164 1.630275 0.057656 2.083333 0.030992 0.032025 1.670534 0.057656 2.111111 0.030992 0.032886 1.709847 0.057656 2.138889 0.030992 0.033747 1.748275 0.057656 2.166667 0.030992 0.034607 1.785876 0.057656 2.194444 0.030992 0.035468 1.822703 0.057656 2.222222 0.030992 0.036329 1.858799 0.057656 2.250000 0.030992 0.037190 1.894208 0.057656 2.277778 0.030992 0.038051 1.928967 0.057656 2.305556 0.030992 0.038912 1.963111 0.057656 2.333333 0.030992 0.039773 1.996671 0.057656 2.361111 0.030992 0.040634 2.029676 0.057656 2.388889 0.030992 0.041494 2.062153 0.057656 2.416667 0.030992 0.042355 2.094126 0.057656 2.444444 0.030992 0.043216 2.125618 0.057656 2.472222 0.030992 0.044077 2.156651 0.057656 2.500000 0.030992 0.044938 2.187243 0.057656 2.527778 0.030992 0.045799 2.217413 0.057656 END FTABLE 2 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*** RCHRES 1 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL 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 COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 2 HYDR 0 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 2 HYDR 0 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 5 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 MASS -LINK 15 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 256 1.p IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS -LINK 17 END MASS -LINK END RUN 614 5th Ave SLID 5/4/2022 4:04:35 PM Attac PLN2 Packet Pg. 257 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX C Operation and Maintenance Manual 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 258 1.p 614 5" Ave S — Pine Park Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On -Site Storm System: Johnathan Kurth 614 5th Ave S Edmonds, WA 98020 The Location Where the Operation and Maintenance Manual is to be Kept: 614 5th Ave S 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 614 5th Ave S townhouses consists of 4-6" storm drain pipe, two infiltration trenches, and four Type I catch basins. Stormwater runoff from the proposed townhome buildings will be collected in a gutter and downspout system and routed to their respective infiltration trench. Any runoff from the driveway and walkways will be collected in two trench drains along the southern portion of the property line, where it will then be routed into one of the infiltration trenches. Any overflows from will be conveyed to a new 10" SD extension along the Private Alley to the south which will then flow into the City's storm system in the unnamed alley. The Type I catch basins serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See the attached sheets for operation and maintenance requirements pertaining to the project. Attac PLN2 Packet Pg. 259 1.p Contact Information for Stormwater Facility Manufacturers and Installers: Contractor (Installer of On -Site Stormwater Facilities) TBD Civil Engineer (Designer of On -Site Stormwater Facilities) Ben Iddins, P.E. Davido Consulting Group, Inc 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone — 206.523.0024 benAdcgen r Attachments • SWMMWW Operation and Maintenance Manual for Catch Basins • SWMMWW Maintenance Standards and Procedures for Infiltration Facilities Attac PLN2 Packet Pg. 260 1.p Table V-A.1: Maintenance Standards - Detention Ponds (continued) Maintenance Com- ponent Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Liner (if Applic- able) Liner is visible and has more than three 1/4-inch holes in it. Liner repaired or replaced. Liner is fully covered. Any part of berm which has settled 4 inches lower than the design elevation If settlement is apparent, measure berm to determine amount of settlement Settlements Settling can be an indication of more severe problems with the berm or outlet works. A Dike is built back to the design elevation. licensed engineer in the state of Washington should be consulted to determine the source of Ponds Berms (Dikes) the settlement. Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Goethechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Tree growth on emergency spillways creates blockage problems and may cause failure of the berm due to uncontrolled overtopping. Trees should be removed. If root system is small (base less than 4 inches) the root system may be left in Tree Growth place. Otherwise the roots should be removed and the berm restored. A licensed engineer in the state of Emergency Overflow/ Tree growth on berms over 4 feet in height may lead to piping through the berm which could Washington should be consulted for proper berm/spillway restoration. lead to failure of the berm. Spillway Berms and over 4 feet in height Discernable water flow through pond berm. Ongoing erosion with potential for erosion to con- tinue. Piping Piping eliminated. Erosion potential resolved. (Recommend a Geotechnical engineer be called in to inspect and evaluate condition and recommend repair of condition. Only one layer of rock exists above native soil in area five square feet or larger, or any expos - Emergency Over- Emergency Over- ure of native soil at the top of out flow path of spillway. Rocks and pad depth are restored to design standards. flow/Spillway flow/Spillway (Rip -rap on inside slopes need not be replaced.) Erosion See "Side Slopes of Pond" Table V-A.2: Maintenance Standards - Infiltration Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Per- formed Trash & Debris See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Poisonous/Noxious Vegetation See Table V-A. Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds General Contaminants and Pol- lution See Table V-A. Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Rodent Holes See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Storage Area Sediment Water ponding in infiltration pond after rainfall ceases and appropriate time allowed for infiltration. Treatment basins should infiltrate Water Quality Design Storm Volume within 48 hours, and empty within 24 hours after cessation of most rain events. Sediment is removed and/or facility is cleaned so that infiltration system works according to design. 2019 Stormwater Management Manual for Western Washington Attac Volume V-AppendixA - Page 1006 PLN2 Packet Pg. 261 1.p Table V-A.2: Maintenance Standards - Infiltration (continued) Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Per- formed (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filter Bags if applicable) g( pp ) Filled with Sediment and Debris Sediment and debris fill bagmore than 1/2 full. Filter bag is replaced or stem is redesigned. g p y g Rock Filters Sediment and Debris By visual inspection, little or no water flows through filter during heavy rain storms. Gravel in rock filter is replaced. Side Slopes of Pond Erosion See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Emergency Overflow Spillway Tree Growth See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds and Berms over 4 feet in height. Piping See Table V-A.1: Maintenance Standards -Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Rock Missing See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Emergency Overflow Spillway Erosion See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Facility or sump filled Pre -settling Ponds and Vaults with Sediment and/or 6" or designed sediment trap depth of sediment. Sediment is removed. debris 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 engineerto determine Tank/pipe repaired or replaced to design. structural stability). Cracks widerthan 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 Attac Volume V-AppendixA - Page 1007 PLN2 Packet Pg. 262 1.p 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 ordebris. 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 lar erthan 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 the joint 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- If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. alignment 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 Mechanism cannot be opened by one maintenance person with propertools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Not Working 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 coverfrom 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 Attac Volume V-AppendixA - Page 1009 PLN2 Packet Pg. 263 1.p Table V-A.17: Maintenance Standards - Coalescing Plate OHNVater Separators Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Monitoring Inspection of discharge water for obvious signs of poor water quality. Effluent discharge from vault should be clearwith no thick visible sheen. Sediment Accumulation Sediment depth in bottom of vault exceeds 6-inches in depth and/or visible signs of sediment on No sediment deposits on vault bottom and plate media, which would impede flow plates. through the vault and reduce separation efficiency. Trash and Debris Accumulation Trash and debris accumulated in vault, or pipe inlet/outlet, floatables and non-floatables. Trash and debris removed from vault, and inlet/outlet piping. Oil Accumulation Oil accumulation that exceeds 1-inch at the water surface. Oil is extracted from vault using vactoring methods. Coalescing plates are cleaned by thoroughly rinsing and flushing. Should be no visible oil depth on water. Damaged Coalescing Plates Plate media broken, deformed, cracked and/or showing signs of failure. A portion of the media pack or the entire plate pack is replaced depending on sever- ity of failure. General Damaged Pipes Inlet or outlet piping damaged or broken and in need of repair. Pipe repaired and or replaced. Baffles Baffles corroding, cracking, warping and/or showing signs of failure as determined by main- Baffles repaired or replaced to specifications. tenance/inspection person. Cracks wider than 1/2-inch or evidence of soil particles entering the structure through the cracks, Vault replaced or repairs made so that vault meets design specifications and is Vault Structure Damage - Includes Cracks in or maintenance/inspection personnel determine that the vault is not structurally sound. structurally sound. Walls, Bottom, Damage to Frame and/or Top Slab Cracks wider than 1/2-inch at the joint of any inlet/outlet pipe or evidence of soil particles enter- Vault repaired so that no cracks exist wider than 1/4-inch at the joint of the ing through the cracks. inlet/outlet pipe. Access Ladder Damaged Ladder is corroded or deteriorated, not functioning properly, not securely attached to structure Ladder replaced or repaired and meets specifications, and is safe to use as determ- wall, missing rungs, cracks, and misaligned. ined by inspection personnel. 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 overthe 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 waterfrom 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. Table V-A.19: Maintenance Standards - Media Filter Drain (MFD) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Sediment accumulation Remove sediment deposits on grass treatment area of the embankment. When finished, embank - on grass filter Sediment depth exceeds 2 inches or creates uneven grading that interferes with sheet flow. ment should be level from side to side and drain freely toward the toe of the embankment slope. General strip There should be no areas of standing water once inflow has ceased. No -vegetation Flow spreader is uneven or clogged so that flows are not uniformly distributed over entire embankment width. Level the spreader and clean to spread flows evenly over entire embankment width. 2019 Stormwater Management Manual for Western Washington Attac Volume V-AppendixA - Page 1017 PLN2 Packet Pg. 264 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX D Declaration of Covenant 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 265 1.p 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) Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated form; i.e., lot, plat or section, township, range, quarter/quarter) Assessor's Property Tax Parcel/Account Number at the Time of Recording: 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. Attac PLN2 Packet Pg. 266 1.p 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 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: in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. 3. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners shall inspect LID BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working Attac PLN2 Packet Pg. 267 1.p 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. Attac PLN2 Packet Pg. 268 1.p Dated: DECLARANT(S): (Signature) (Print Name) (Signature) (Print Name) State of Washington ss. County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me {Declarant(s)} to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this day of , 201_ (Signature) (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: My commission expires Attac PLN2 Packet Pg. 269 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX E Conveyance Calculations 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 270 1.p RATIONAL METHOD for Conveyance Facility Sizing Project: 614 5th Ave S 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 = (C1'A1+C2'A2... )/At Where: Cc = composite runoff coefficient C# = runoff coefficient for Area # C # Description 1 Onsite/New Impervious Surface 2 Onsite/New Pervious Surface A# = area of land cover (acres) At = total area (acres) Area Area(sf) (acres) C A`C 6,315 0.14 0.90 0.13 0 0.00 0.25 0.00 Totals: 0.14 0.13 Cc = 0.90 (total C#'A#)/(total area) Time of Concentration Travel Upper Lower Slope Time Seg. # Description of Flow Path Segment Length (ft) kr Elev Elev (ft/ft) (minutes) 1 Paved Area (sheet flow) and shallow gutter flow 131 20 85.96 70 0.122 0.31 Totals: 131 0.3 Unity Peak Intensity Factor it = ar`Tc^-br where: Tc = time of concentration (minutes) ar and br = coefficients from Table 3.2.1.B 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 3.2.1.6) 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 = 0.90 Cc (unitless) from above Ir = 3.27 Ir (inches/hour) from above A = 0.14 total area (acres) from above Q = 0.427 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 9/24/2021 Pipe Capacity Req'd Flow (cfs) (cfs) 0.563 0.427 Capacity OK d Storm Drain Pipe Sizing_Rational Method AttaC Calculations ncc, Inc. PLN2 Packet Pg. 271 1.p Stormwater Site Plans — Rev 2 614 51h Ave S Edmonds Abril 2023 APPENDIX F King County Site Improvement Bond Quantity Worksheet 20230404_614 5th Ave S Edmonds_Drainage Report _Rev 2 Attac PLN2 Packet Pg. 272 1.p Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 LIM King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 206-296-6600 TTY Relay 711 Project Name: Location: Pine Park 614 614-616 5th Ave S Edmonds Clearing greater than or equal to 5,000 board feet of timber? yes X no If yes, Forest Practice Permit Number: N/A (RCW 76.09) Page 1 of 9 614 5th Ave S_KC BQ For alternate formats, call 206-296-6600. Date: Project No.: Activity No.: 4/4/2023 BLDG2022-0694 Correction Notice #1 Note: All prices include labor, equipment, materials, overhead and profit. Prices are from IRS Means data adjusted for the Seattle area or from local sources if not included in the IRS Means database. r- 0 .y �a E L O U- L a W c a Unit prices updated: 3/2/2015 VALW015 Reponl�amPacket Pg. 273 1.p Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 Reference # Unit Price Unit Quantity # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment 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 685 1 $ 1,027.50 Fence, Temporary (NGPE) ESC-7 $ 1.50 LF 246 1 $ 369.00 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.80 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 3.50 SY Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.50 SY Mulch, by machine, straw, 2" deep 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 ESC-16 WSDOT 9-13.1(2) $ 45.00 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,800.00 Each 1 1 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 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF Seeding, by hand Sodding, 1" deep, level ground ESC-22 SWDM 5.4.2.4 $ 1.00 SY ESC-23 SWDM 5.4.2.5 $ 8.00 SY Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 10.00 SY TESC Supervisor ESC-25 $ 110.00 HR 40 1 4400 Water truck, dust control ESC-26 SWDM 5.4.7 $ 140.00 HR WRITE -IN -ITEMS **** (see page 9) Inlet Protection $ 74.00 Each 10 1 740 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 614 5th Ave S_KC BQ $ 10,536.50 $ 3,160.95 $ 13,697.45 A Unit prices updated: 3/2/2015 VALW 015 Repor�L Packet Pg. 274 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p 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 100 $ 900.00 2565 $ 23,085.00 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 100 $ 500.00 2565 $ 12,825.00 Fencing, cedar, 6' hi h 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 487 $ 974.00 301 $ 602.00 Monuments, 3' Ion GI - 19 $ 250.00 Each Sensitive Areas Sin GI - 20 $ 7.00 Each Sodding, 1" deep, sloped ground GI - 21 $ 8.00 SY Surveying, line & grade GI - 22 $ 850.00 Da Surveying, lot location/lines GI - 23 $ 1,800.00 Acre Traffic control crew 2 flaggers GI - 24 $ 120.00 HR 40 $ 4,800.00 Trail, 4" chipped wood GI - 25 $ 8.00 SY Trail, 4" crushed cinder GI - 26 $ 9.00 SY Trail, 4" top course GI - 27 $ 12.00 SY Wall, retaining, concrete GI - 28 $ 55.00 SF 5 $ 275.00 Wall, rockery GI - 29 $ 15.00 SF Page 3 of 9 SUBTOTAL 7,174.00 36,787.00 d Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. VeAFj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 275 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p 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 < 1000s RI - 1 $ 30.00 SY 487 $ 14,610.00 AC Grinding, 4' wide machine 1000-2000s RI - 2 $ 16.00 SY AC Grinding, 4' wide machine > 2000s RI - 3 $ 10.00 SY AC Removal/Disposal RI - 4 $ 35.00 SY 410 14,350.00 Barricade, type III Permanent RI - 6 $ 56.00 LF Curb & Gutter, rolled RI - 7 $ 17.00 LF Curb & Gutter, vertical RI - 8 $ 12.50 LF 162 Curb and Gutter, demolition and disposal RI - 9 $ 18.00 LF 162 $ 2,916.00 Curb, extruded asphalt RI - 10 $ 5.50 LF Curb, extruded concrete RI - 11 $ 7.00 LF Sawcut, asphalt, 3" depth RI - 12 $ 1.85 LF 216 $ 399.60 Sawcut, concrete, per 1" depth RI - 13 $ 3.00 LF Sealant, asphalt RI - 14 $ 2.00 LF 165 $ 330.00 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 129 $ 4,902.00 33 $ 1,254.00 Sidewalk, 4" thick, demolition and disposal RI - 18 $ 32.00 SY 129 $ 4,128.00 Sidewalk, 5" thick RI - 19 $ 41.00 SY Sidewalk, 5" thick, demolition and disposal RI - 20 $ 40.00 SY Sign, handicap RI - 21 $ 85.00 Each Striping, per stall I RI - 22 $ 7.00 Each 4 $ 28.00 12 84.00 Striping, thermoplastic, for crosswalk I RI - 23 $ 3.00 SF Striping, 4" reflectorized line I RI - 24 $ 0.50 LF Page 4 of 9 SUBTOTAL 41,663.60 1,338.00 c O An 'a N E L O LL L a N c EL - Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. VeAFj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 276 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit I QuantT Cost Quant7, Cost Quant. Cost ROAD SURFACING No. 4" Rock = 2.5 base & 1.5" to course 9 1/2" Rock= 8" base & 1.5" top course Additional 2.5' Crushed Surfacing IRS - 1 $ 3.60 SY HMA 1/2" Overlay, 1.5' IRS - 2 $ 14.00 SY $ - $ - HMA 1/2" Overlay 2" IRS - 3 $ 18.00 SY 379 6,822.00 69 1,242.00 HMA Road, 2", 4" rock, First 2500 SY IRS - 4 $ 28.00 SY 939 $ 26,292.00 HMA Road, 2", 4" rock, Qty. over 2500 SY IRS - 5 $ 21.00 SY HMA Road, 3", 9 1/2" Rock, First 2500 SY IRS - 6 $ 42.00 SY $ - 232 $ 9,744.00 HMA Road, 3", 9 1/2" Rock, Qty Over 2500 S IRS - 7 $ 35.00 SY Not Used IRS - 8 Not Used IRS - 9 HMA Road, 6" Depth, First 2500 SY IRS - 10 $ 33.10 SY 52 1,721.20 HMA Road, 6" Depth, Qty. Over 2500 SY IRS - 11 $ 30.00 SY HMA 3/4" or 1", 4" Depth IRS - 12 $ 20.00 SY Gravel Road, 4" rock, First 2500 SY IRS - 13 $ 15.00 SY Gravel Road, 4" rock, Qty. over 2500 SY IRS - 14 $ 10.00 SY PCC Road Add Under W rite -Ins w/Desi n IRS - 15 Thickened Edge IRS - 17 $ 8.60 F LF Page 5 of 9 SUBTOTAL 8,543.20 d Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. VeAFj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 277 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p 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 6 $ 9,000.00 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 8 $ 1,360.00 Cleanout, PVC, 8" D - 17 $ 200.00 Each Culvert, PVC, 4" D - 18 $ 10.00 LF Culvert, PVC, 6" D - 19 $ 13.00 LF 804 $ 10,452.00 Culvert, PVC, 8" D - 20 $ 15.00 LF Culvert, PVC, 12" D - 21 $ 23.00 LF 84 $ 1,932.00 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" 1 D - 30 $ 270.00 1 LF Culvert, CMP, 72" 1 D - 31 $ 350.00 1 LF Page 6 of 9 SUBTOTAL 22,744.00 d Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Ve Fj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 278 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p 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 1 1150 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 7 of 9 MIr11felr1111 1150 d Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. VeAFj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 279 Site Improvement Bond Quantity Worksheet Web date: 04/03/ ,p 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 course 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 Poles Relocation UP-1 Lump Sum Street Light Poles w/Luminaires UP-2 $ 7,500.00 Each WRITE -IN -ITEMS Such as detention/water quality vaults. No. Stormwater Vault W I - 1 Each Block Wall WI-2 $ 16.00 SY Yard Drain WI-3 $ 225.00 CY Remove OHP, Install UGP W I - 3 $ 5,000.00 LS 1 $ 5,000.00 1 $ 5,000.00 New t"Water Service/Meter/Connection WI-4 $ 1,500.00 LS 14 $ 21,000.00 6" Concrete Driveway W 1 - 6 $ 65.00 SY 30 $ 1,950.00 14 $ 910.00 Trench Drain WI-9 $ 500.00 LS 2 $ 1,000.00 Stormwater Infiltration Trench W 1 - 8 $ 2,000.00 LS 2 $ 4,000.00 Sewer infrastructure WI-9 $ 2,000.00 LS 1 $ 2,000.00 Water Service Lines W I - 10 $ 300.00 Each 14 $ 4,200.00 1" Water Meter & Service Tap W I-11 $ 2,970.00 1 Each 1 1 14 $ 41,580.00 Street Tree Grate W I-12 $ 500.00 1 Each 1 1 4 $ 2,000.00 1311:>tr4S/11111 SUBTOTAL (SUM ALL PAGES): 30%CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page 8 of 9 27,950.00 85,330.80 25,599.24 110,930.04 B 47,780.00 47,780.00 14,334.00 62,114.00 C 112,207.00 33,662.10 145,869.10 D d Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Ve Fj@ 614 5th Ave S_KC BQ Rep" Packet Pg. 280 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: PE Registration Number: Firm Name: Address: Pine Park 614 614-616 5th Ave S Edmonds Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right -of Way and/or Site Restoration Bond*/** (First $7,500 of bond* shall be cash.) Performance Bond* Amount (A+B+C+D) = TOTAL Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: Date: Tel. #: 1.p Web date: 04/03/2015 4/4/2023 Project No: BLDG2022-0694 FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND* TEMPORARY OCCUPANCY AT (A) $ 13,697.5 SUBSTANTIAL COMPLETION *** (B) $ 110,930.0 (C) $ 62,114.0 (D) $ 145,869.1 (A+B) $ 124,627.5 (T) $ 332,610.6 Minimum is $2000. T x 0.30 $ 99,783.2 Minimum is $2000. Date: (B+C) x 0.25 = $ 43,261.0 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. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY r_ O An 'a 3 N R E L O LL a N c d Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kinpcounty.poy/permits VersiRNc015 614 5th Ave S_KC BQ ReponhDa Packet Pg. 281 W C D W E W F W G 1.q CONSTRUCTION SEQUENCE NOTES 1 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT ENGINEERINGPERMITS@EDMONDSWA.GOV. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL 2 PERMANENT VEGETATION IS ESTABLISHED. 6. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. 3 PINE PARK 614 5TH AVE S EDMONDS, WA 98020 a o �< 104, Kelso Ct Q Edmonds Shelleberger Edmonds Park Marsh Creek Apartments SemaConnect Charging Sta© n^ A © Beck Ln v1 Beck Ln s D m Cn w n Walnut St Walnut St D Walnut Street Coffee D w Takeout Nancy'sNails Q m Berkshire Hathaway O �HomeServices... Edmonds Bowl Ace Hardware Q Q Holly Dr Delivery Ohana Hyperbarics w Q Howell Way Howell Way D r`o Hamburger Harrys II � Takeout •Delivery -•, PROJECT LOCATION Homeland Dr s D W Edmonds City Park ` Barkada Edmonds QNorth Seattle elaxing space with many Takeout • Delivery Natural Medicine amenities w A T DHemlock Way Q Hemlock Way Hemlock Way rD N to Infinity Mortgage GroupQ Strategic Edge Partners Erhen Dr Seamonl Ln VICINITY MAP 0. NTS GENERAL NOTES: 1. ALL MATERIALS AND WORK SHOWN ON THESE 8. CONTRACTOR SHALL LOCATE AND PROTECT 20. CONTRACTOR SHALL OBTAIN AND PAY FOR 30. COORDINATE AND ARRANGE FOR ALL UTILITY 4 PLANS SHALL CONFORM TO THE CITY OF ALL UTILITIES DURING CONSTRUCTION AND ALL PERMITS REQUIRED FOR INSTALLATION OF CONNECTIONS, UTILITY RELOCATIONS AND/OR EDMONDS STANDARD PLANS AND DETAILS, SHALL CONTACT THE UNDERGROUND ALL SITE IMPROVEMENTS INDICATED ON SERVICE INTERRUPTIONS WITH THE AFFECTED THE FOLLOWING SPECIFICATIONS AND CODES, UTILITIES. LOCATION SERVICE (1-800-424-5555) THESE DRAWINGS. OWNERS AND APPROPRIATE UTILITY AND ALL OTHER APPLICABLE LOCAL AT LEAST 48 HOURS PRIOR TO 21. A SEPARATE IRRIGATION PERMIT MUST BE COMPANIES. CONNECTIONS TO EXISTING MUNICIPAL, STATE, AND FEDERAL CODES, CONSTRUCTION. OBTAINED FROM THE CITY PUBLIC WORKS UTILITIES SHALL BE MADE ONLY WITH RULES AND REGULATIONS: 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS DEPARTMENT. PRIOR TO FINAL ADVANCE WRITTEN APPROVAL OF THE - CURRENT INTERNATIONAL BUILDING AND DIMENSIONS AT THE PROJECT SITE CONSTRUCTION ACCEPTANCE, PROVIDE TO AUTHORITIES GOVERNING SAID UTILITIES. 0. CODE(IBC) BEFORE STARTING WORK AND SHALL NOTIFY THE CITY WATER QUALITY TECHNICIAN, A 31. ALL UTILITIES SHALL BE PLACED - 2020 WSDOT/APWA STANDARD OWNER'S REPRESENTATIVE OF ANY COPY OF THE BACKFLOW TEST REPORT. TEST UNDERGROUND. SPECIFICATIONS FOR ROAD, BRIDGE AND DISCREPANCIES. REPORTS CAN BE FAXED TO 425-744-6057 OR 32. EXISTING UTILITY LINES IN SERVICE WHICH MUNICIPAL CONSTRUCTION 10. PIPE LENGTHS WHERE SHOWN ARE EMAILED TO JEFF.KOBLYK@EDMONDSWA.GOV. ARE DAMAGED DUE TO CONSTRUCTION WORK - WASHINGTON STATE DEPARTMENT OF APPROXIMATE AND MAY CHANGE DUE TO BACKFLOW TESTING SHALL BE COMPLETED BY SHALL BE REPAIRED AT CONTRACTOR'S ECOLOGY STORMWATER MANAGEMENT FIELD CONDITIONS. THE OWNER ANNUALLY THEREAFTER. EXPENSE AND INSPECTED AND ACCEPTED BY MANUAL FOR THE PUGET SOUND BASIN 11. CONTRACTOR SHALL OBTAIN A COPY OF THE 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED CITY OF EDMONDS AND OWNER'S (2012/2014). GEOTECHNICAL REPORT (WHERE APPLICABLE) AREAS ON AND OFF SITE SHALL BE RETURNED REPRESENTATIVE PRIOR TO BACKFILLING. 5 2. STANDARD PLAN AND TYPE NUMBERS AND SHALL THOROUGHLY FAMILIARIZE TO THE EQUIVALENT OF THEIR 33. NEW UTILITY LOCATIONS ARE GENERALLY INDICATED ON THESE DRAWINGS REFER TO HIMSELF WITH THE CONTENTS THEREOF. ALL PRECONSTRUCTION CONDITION IN SHOWN BY DIMENSION, WHERE NO Uj CITY OF EDMONDS STANDARD DETAILS, SITE WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH APPROPRIATE DIMENSIONS ARE INDICATED, LOCATIONS MAY z UNLESS NOTED OTHERWISE. COMPLIANCE WITH THE RECOMMENDATIONS REQUIREMENTS AND STANDARDS. BE SCALED FROM DRAWINGS. FIELD 0 3. A COPY OF THESE APPROVED PLANS MUST BE OF THIS REPORT. 23. ALL DISTURBED SOIL AREAS SHALL BE ADJUSTMENTS SHALL BE APPROVED BY X ON THE JOBSITE WHENEVER CONSTRUCTION 12. STRUCTURAL FILL MATERIAL AND PLACEMENT COMPOST AMENDED AND SEEDED OR OWNER'S REPRESENTATIVE AND CITY. g IS IN PROGRESS. SHALL CONFORM TO THE RECOMMENDATIONS STABILIZED BY OTHER ACCEPTABLE METHODS 34. FIELD STAKE ALL UTILITY STUBS AT THE 0 4. DEVIATIONS FROM THESE PLANS MUST BE OF THE PROJECT GEOTECHNICAL REPORT. FOR THE PREVENTION OF ON -SITE EROSION PROPERTY LINE. o 60 APPROVED BY THE ENGINEER OF RECORD AND 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN AFTER THE COMPLETION OF CONSTRUCTION. 35. TRENCH BACKFILL OF UTILITIES LOCATED z J THE LOCAL GOVERNING AUTHORITY. GARDENS INFILTRATION OR PERVIOUS SEE EROSION CONTROL PLANS FOR SPECIFIC WITHIN THE CITY RIGHT-OF-WAY SHALL BE a m 5. CONTRACTOR SHALL RECORD ALL APPROVED PAVEMENT IS TO BE PLACED SHALL BE GRADING AND EROSION CONTROL COMPACTED TO 95%. COMPACTION TEST u- DEVIATIONS FROM THESE PLANS ON A SET OF DELINEATED AND PROTECTED AT ALL TIMES REQUIREMENTS. REPORTS SHALL BE PROVIDED TO THE CITY col "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE FROM COMPACTIVE ACTIVITIES (I.E. HEAVY 24. THE CONTRACTOR SHALL KEEP OFF -SITE PRIOR TO PAVING. z ALL AS -BUILT CONDITIONS ON ONE SET OF EQUIPMENT, STOCKPILING). STREETS CLEAN AT ALL TIMES BY SWEEPING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR N 2 co REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO 14. MANHOLES, CATCH BASINS, UTILITIES AND WASHING OF THESE STREETS WILL NOT BE NEW UTILITY BY 6" OR LESS, PLACE o w 6 THE OWNER PRIOR PROJECT COMPLETION PAVEMENT SHALL BEAR ON MEDIUM DENSE TO ALLOWED WITHOUT PRIOR APPROVAL. POLYETHYLENE PLASTIC FOAM ETHAFOAM W U) > AND ACCEPTANCE. A SET OF AS -BUILT VERY DENSE NATIVE SOIL OR COMPACTED 25. THIS PROJECT IS NOT A BALANCED 220 OR APPROVED EQUAL) AS A CUSHION = z DRAWINGS SHALL BE SUBMITTED TO THE CITY STRUCTURAL FILL. IF SOIL IS DISTURBED, EARTHWORK PROJECT. BOTH EXPORT AND BETWEEN THE UTILITIES. OF EDMONDS PRIOR TO FINAL APPROVAL OF SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IMPORT OF SOIL AND ROCK MATERIALS ARE 37. SEE MECHANICAL DRAWINGS (WHERE 6 0 THE BUILDING OCCUPANCY/FINAL PROJECT IS PRESENT AT SUBGRADE ELEVATION, REQUIRED. APPLICABLE) FOR CONTINUATION OF SITE Z z z APPROVAL.3: REMOVE AND REPLACE WITH COMPACTED 26. SLOPE OF FINISHED GRADE SHALL BE UTILITIES WITHIN THE BUILDING. Q w 6. ELEVATIONS SHOWN ARE IN FEET. SEE STRUCTURAL FILL PER GEOTECHNICAL CONSTANT BETWEEN FINISHED CONTOURS OR 38. SEE ELECTRICAL DRAWINGS (WHERE c� Q SURVEY FOR BENCHMARK INFORMATION. REPORT. SPOT ELEVATIONS SHOWN. APPLICABLE) FOR EXTERIOR ELECTRICAL o Q 7. THE LOCATIONS OF EXISTING UTILITIES AND 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS 27. FINISHED GRADE SHALL SLOPE AWAY FROM WORK. C, z SITE FEATURES SHOWN HEREON HAVE BEEN FOR DIMENSIONS AND LOCATIONS OF BUILDING WALLS AT MINIMUM 5% SLOPE FOR A 39. SEE LANDSCAPE DRAWINGS (WHERE 2i o FURNISHED BY OTHERS BY FIELD SURVEY OR BUILDINGS, LANDSCAPED AREAS AND OTHER MINIMUM DISTANCE OF 10 FEET. APPLICABLE) FOR SITE IRRIGATION SYSTEM. W w OBTAINED FROM AVAILABLE RECORDS AND PROPOSED OR EXISTING SITE FEATURES. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS Y 0 0, z SHOULD THEREFORE BE CONSIDERED 16. SEE ARCHITECTURAL DRAWINGS FOR AND SHALL INSTALL AND MAINTAIN SHORING SHALL BE PROVIDED TO CITY ENGINEERING z APPROXIMATE ONLY AND NOT NECESSARILY PERIMETER FOUNDATION DRAINS. AND BRACING AS NECESSARY TO PROTECT DIVISION FOR APPROVAL PRIOR TO a a COMPLETE. IT IS THE SOLE RESPONSIBILITY OF FOUNDATION DRAINS SHALL BE INDEPENDENT WORKERS, EXISTING BUILDINGS, STREETS, INSTALLATION. U) Uj THE CONTRACTOR TO INDEPENDENTLY VERIFY OF OTHER SITE DRAIN LINES AND SHALL BE WALKWAYS, UTILITIES AND OTHER EXISTING Q w THE ACCURACY OF ALL UTILITY LOCATIONS TIGHTLINED TO THE STORM DRAIN SYSTEM AND PROPOSED IMPROVEMENTS AND = w �_ SHOWN AND TO FURTHER DISCOVER AND WHERE INDICATED ON THE PLANS. EXCAVATIONS AGAINST LOSS OF GROUND OR U) PROTECT ANY OTHER UTILITIES NOT SHOWN 17. ALL REQUIRED STORMWATER FACILITIES MUST CAVING EMBANKMENTS. CONTRACTOR SHALL <w HEREON WHICH MAY BE AFFECTED BY THE BE CONSTRUCTED AND IN OPERATION PRIOR ALSO BE RESPONSIBLE FOR REMOVAL OF IMPLEMENTATION OF THIS PLAN. CONTRACTOR< TO INSTALLATION OF ANY PAVEMENT UNLESS SHORING AND BRACING, AS REQUIRED. co SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE OTHERWISE APPROVED BY THE ENGINEER. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM ° AND CONDITION OF EXISTING UTILITY LINES AT 18. ALL ROOF DRAINS, PERIMETER FOUNDATION THE CITY AND FOLLOW CITY PROCEDURES W CONNECTION OR CROSSING POINTS BEFORE DRAINS, CATCH BASINS AND OTHER EXTERNAL FOR ALL WATER SERVICE INTERRUPTIONS, J 0 TRENCHING FOR NEW UTILITIES. ENGINEER DRAINS SHALL BE CONNECTED TO THE STORM HYDRANT SHUTOFFS, STREET CLOSURES OR > > ASSUMES NO RESPONSIBILITY FOR THE DRAINAGE SYSTEM, UNLESS NOTED OTHER ACCESS RESTRICTIONS. CONTRACTOR Ch CO o COMPLETENESS OR ACCURACY OF THE OTHERWISE. SHALL NOT RELOCATE OR ELIMINATE ANY W EXISTING UTILITIES AND SITE FEATURES 19. ALL FOOTING DRAINS SHALL BE ROUTED HYDRANTS WITHOUT FIRST OBTAINING w $ PRESENTED ON THESE DRAWINGS. ENGINEER THROUGH A SUMP PRIOR TO CONNECTING TO WRITTEN APPROVAL FROM THE FIRE MARSHAL. w 10ONSITE SHALL BE NOTIFIED IMMEDIATELY OF BMPS. W, �, mo CONFLICTS THAT ARISE. �ww �LL> zoo woo rn U Q Q A B C D E F G Walnut St �c H I J K CONTACTS: UTILITY PROVIDERS: APPLICANT: BK INVESTMENT GROUP, LLC 577 ROY ST, SUITE 125 SEATTLE, WA 98109 ATTN: JOHNATHAN KURTH ENGINEER: DAVIDO CONSULTING GROUP, INC. 9706 4TH AVE NE, SUITE 300 SEATTLE, WA 98115 PHONE (206) 523-0024 ATTN: BEN IDDINS, P.E. SURVEYOR: CHADWICK & WINTERS 1422 NW 85TH ST SEATTLE, WA 98117 PHONE (206) 297-0996 ATTN: BRANDON WINTERS, PLS ARCHITECT: COLLABORATIVE CO 10 DRAVUS ST SEATTLE, WA 98109 PHONE (206) 370-9908 ATTN: CRAIG PONTIUS SHEET INDEX SHEET DESCRIPTION C01 COVER CO2 TESC PLAN CO3 GRADING PLAN C04 ON -SITE DRIVEWAY PROFILES AND SECTIONS C05 ALLEY PLAN AND PROFILE C06 DRAINAGE & PAVING PLAN C07 UTILITY PLAN C08 DETAILS C09 DETAILS C10 DETAILS C11 DETAILS C12 VEHICLE TRACKING z STORMWATER, WATER & SEWER: CITY OF EDMONDS PUBLIC WORKS ENGINEERING DIVISION CITY HALL - SECOND FLOOR 121 5TH AVE N EDMONDS, WA 98020 PHONE (425) 771-0220 GAS: PUGET SOUND ENERGY 19900 NORTH CREEK PKWY BOTHELL, WA 98011 PHONE (888) 225-5773 POWER: SNOHOMISH COUNTY PUD 21014 63RD AVE W LYNNWOOD, WA 98036 PHONE (425) 783-1000 PHONE & CABLE: COMCAST 3105 ALDERWOOD MALL BLVD, SUITE Q LYNNWOOD, WA 98036 PHONE (800) 934-6489 TELECOMMUNICATIONS: ZIPLY FIBER 135 LAKE STREETS. SUITE 155 KIRKLAND, WA 98033 866-699-4759 FIRE: CITY OF EDMONDS DEPT. OF FIRE PREVENTION (SNOHOMISH COUNTY FIRE DIST. #1) KARL FITTERER, DEPUTY FIRE MARSHAL OFFICE - EDMONDS CITY HALL, 3RD FLOOR 121 5TH AVE N EDMONDS, WA 98020 PHONE (425) 771-0213 J W I- z W Z O N O U 44- w Lu U �O m z LUW w z �o Z � Z U oW t) W' � O U) Cl) m m � N W O p QN 0 o a< z LO W Z 00 O <> >Q O (5 � co CD M CO U) rn z Y W LU 2i Q U' QC)°6LU J Q -J 2 W g LU W W, m Z =Ow� ~ Q U C °6OCDwtn L, C Z U Z z J Z 0 0-- 2 � Q LOUm Q CO Lu Z z U LLwwSL �LOJIY a U U Q w LU C) L: W > > z J W _ 0 LU W = LU _ Z J (-) co F co � oQ�w�w W z z C) J 0 O Q U Q Q H ffLu Q N O N - U o O L O � � co t,� (C,,)N N p1 LO U O o N N N ti 0 0 • T_ N O N Z J a 0 .N - o U_ Y a 'a Y O F,11�\,Po W6 o �P enj i J. N ` ins J m 23. 4 L 54904 at �s -G IST4 NA&7 - 06 ; a U E a` r J J LO Y r N O Q CNDZ) O O U O W W °° 0) a (3)z O U) Q W Cp W W U) W W 0 O Q O U W W � Cn Lo Z r,- Lo W cfl m U W z O O a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN DATE: REV. SHEET 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C01 BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 282 PLN2021-0072 1 KA 3 M W U Z 0 0 N N x 0 0 M Q 0 1 zLLJ LLJ Qm J J _j Z) >W Jz i oa Zw ON 7>U 0H 6 wW U)w w= Q J =Z LoLD �ry �O Z z� �Z QW o� oQ 6 U) 00 ZZ 00 o� wW �(D Z aw Y Z_ U Ea- 7 coFL-: wW aw = W LO U) za Q � N Q N Z co = o O N �a Y 0 > > co U Q o Ch 0 N Waco J J W — U w $ U a� Z w m O m w =LL> Zop LU °o U) U Q Q A I KEY NOTES DETAIL/ KEY DESCRIPTION SHEET O PROTECT EX POWER VAULT (TYP) - OINSTALL TEMPORARY STORM DRAIN B/C08 INLET PROTECTION CONTRACTOR TO SWEEP STREETS O DAILY OR AT MORE FREQUENT - INTERVALS AS NEEDED OAPPROX LOCATION OF TEST PIT PER GEOTECHNICAL REPORT - EX FLOWER POLE TO BE REMOVED. ONCE POLE IS REMOVED, O CONTRACTOR SHALL CALL PARKS - DEPARTMENT FOR PICKUP. POLE WILL NOT BE REPLACED OLIMITS s OF STRIPING REMOVAL. SEE SHEET C06 FOR NEW STRIPING (TYP) - EX WATER SERVICE TO BE RETIRED OAT THE MAIN AND METER TO BE SALVAGED TO CITY AT DEVELOPER'S - EXPENSE EX 1" WATER SERVICE TO BE CUT & (DCAPPED NEAR PL FOR REUSE. MODIFY SERVICE TO INCLUDE HOSE SPIGOT & - AVB ON METER OUTLET EX BENCH TO BE REMOVED AND ORELOCATED. RETURN TO PARKS DEPARTMENT FOR HOLDING DURING - CONSTRUCTION CONSTRUCTION STORMWATER TO DISCHARGE TO NEW SD CONNECTION AFTER COMPLETION OF PRIVATE DRAINAGE SYSTEM IN PRIVATE ALLEY. 8 REFER TO DEMOLITION PERMIT PLANS - (BLD2022-1612 & BLD2022-1614) FOR CONSTRUCTION STORMWATER DISCHARGE LOCATION PRIOR TO COMPLETION OF PRIVATE DRAINAGE SYSTEM IN PRIVATE ALLEY INSTALL TEMPORARY STORM DRAIN 0INLET 0 PROTECTION TO ALL STORM DRAIN INLETS 50' DOWNSTREAM OF PROPERTY LINE PHASE SEDIMENT TRAP AS -NEEDED -DEMOLITION. REFER TO OPOST 12 DEMOLITION PERMIT PLANS E/C08 (BLD2022-1612 & BLD2022-1614) INTERCEPTOR SWALE. REFER TO 13 DEMOLITION PERMIT PLANS D/C08 (BLD2022-1612 & BLD2022-1614) SILT FENCE AND/OR STRAW WATTLES. 14 REFER TO DEMOLITION PERMIT PLANS A & F/C08 (BLD2022-1612 & BLD2022-1614) *INSTALL PERIMETER PROTECTION SUCH AS SILT FENCING, COMPOST SOCKS, OR STRAW WATTLES (PER F/C08) IN ACCORDANCE WITH VOL. II OF THE DOE (2014 AMENDED) STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON A HAUL ROUTE PLAN C GENERAL D E F G H I J K NOTES LEGEND: 1. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. 2. EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SHALL BE MAINTAINED AS LONG AS POSSIBLE DURING THE COURSE OF CONSTRUCTION. 3. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. 4. SIDEWALK ALONG 5TH AVE S PROPERTY FRONTAGE SHALL REMAIN OPEN EXCEPT AS NEEDED TO PERFORM SPECIFIC ACTIVITIES SUCH AS SIDEWALK REPLACEMENT AND UTILITY CONNECTIONS. SOIL AMENDMENT NOTE: 1. ALL DISTURBED PERVIOUS SURFACE AREAS SHALL BE AMENDED TO MEET THE SOIL QUALITY AND DEPTH REQUIREMENT PER BMP T5.13 OF THE 2014 DOE STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON (SEE DETAIL SA/C10). �I r � I O ET T� 6" ET w Nlinialures FS More � 614 51h Avenue 5outhp T04 ~ Edmonds Nor1n Sea,ttte f" Oi Park natural Medicine — HaIwey Homes NW Iorn[cc Is way , rfco Semces Erhen Dr Willow Creek I Iman Wateri:,.'• Ptrm 51 5 Pin_ Pin l� Pine,Str2et pld}�fi�Jd Rich Rano Loan Officer NIVILS 120146, Home... Oerl khCo6s1rtiction,lnc Forsyth Ln aplevine Community �•� Fir SS Shamrock Plaza Cond i=irP1 h w FJm Way w ` 1 `� a:Ser Perm anenle rA L&hcrized Agent � 0 x p om %�nWcambPl Fu Pa .eIr Washing � df$# I Biro B A C STABILIZED CONSTRUCTION ENTRANCE, C/C09 x PERIMETER PROTECTION HVF HIGH VISIBILITY FENCING X REMOVE EXISTING TREE INTERCEPTOR SWALE STOCKPILE LOCATION W W W SOIL AMENDMENT, SA/C10 INFILTRATION TRENCH ASPHALT APPROX LOCATION OF SOIL /Z. 16 r I '\ / TEST PIT Lj /\ \\ / N $$052�48 W PAVEMENT PAINT STRIPING ASPH T / REMOVAL I I I I ELECTRIC METER / I �\ I , \ \ a"_7 1BUILDING a 7 1 to I�I I I I I I I ❑ E I i I I I I I I TEL RISER j� 61 A- 5T CL 17 P I�I I I I I I H AVE S I d III I I POWER I 1 x I I 1 VAULT ILzzz�� FFE = 84.05 FT I I I II I T T T T x I I I I o _ ---0 x M W ❑I I I I I I ■ \ / \ P I x VEC ATION I I I Cn Cn W 2 1 ► I I ► TAX \ N 0. 27032600102900 ` \ // `\ /' DT I X /� / `\ I 2 ' W I IIIIIII CATCH BASIN I \ � W x I III I I RIM = 82.22 FT �\ W I IIIII 1 10" CON W IE = 80.42 FT I \ \ x IIIIII I III II 4" CONIC E IE = 80.62 F/ MONITOR PO R TWELL \ VA T \ SD S 88'52'47» E 2 I SD SD 130.00' \\ IIIII ` / -- �— — — l, _� W \ W I I I l 1 I I PA R�' A ASPHALT PARKING /�// q I 1 1 I E- 111 \ / �/ IIIIIII \ x IIIII I I SEE PERMITS BLD2022-1612 & / \ IIIIIII BLD2022-1614 FOR ON -SITE 4 \X o -- 1 1 I 1 I I DEMOLITION E O11FI IIIIIII / \ ' ETA /1ION IIIII I I / / i�G V \ x x / I \ 9 AO!!N 10 5 0 10 20 SCALE IN FEET oiTl i� I i /� ��\ " E / I /�� D BENCH 2 \ \\ x / i I I i I I i \\ _ // \\ // `\ I I / 5 x x DT \I POST V,4 11 T ` \ r Na I \ \ \\ \ \�_ ONCRETE (TYPICAL) \ \ I / / I \ o � xLL PI \ x R f �v I 1 \\ x I I ��_ \\ / I� \ / I \ o yy I III W F I \ 4 \ W \ �.CD 1' IN W W \ ` AVE S T MAIN W II \ �y\\ \\ � ` x F T ALLEY � \\ I x \� \�� 1 x II � y I \ 13 > 14NUL II - I -T co __ 2 0 I \ ■ 2 1 I ILL 11 0 T / I I —� —� _x D Cn CL y 1.q U) Z Y W LLI LU LU 2 Q U' Qp06w J Q J = 0 w0�U� LU LLJ T_Z LU LLj I__~Q��F 015w co Z O N O UZ Z 0 0 Z _j _j LU w U U � Q m w 0 O LLL I � Z ZZ U m LLww:� LU 0 Q J� co LU Z o- CD < LLLI O pQujEU U �w>>Z w p U) LD � pLuw=pZ U.�Sm�m Q p p C) LUw > I ZC) m m J 0 O Q U Q N CM Q N N O Q C"! o rL-Ljj z as a. 44 1 Ln ZN O 0 Co N — L O > Q QQ co cri O > N N O Ln Ln ON CD N MCOU L:L� N 0 o r. STREET SIGN N (TYPICAL) Z a POWER VAUL o POWER POLE W/LUMINAIR 76 o - CATCH E L RIM = 8" PVC li 6" PVC a III MIN j y c OF `N91S y N N �P e nj j J o ins m CROSSIA te: 0 549 223 4 SEWER —MANHOLE ASS ON G/ST Des RIM 84.23 FT. `- a U E a CATCH B r RIM = 8, 8" PVC 1 U J J LO Y r CV Q o o o CATCH BASIS O O w ~ 00 M W 00 Z rn Q Z Q a RIM = 84.39 8" PVC W 1� 0 Q a— W U) J W C) U) Q O O LU W U) Z � L0 W m / I / \ SANITARY P \ tJIANHOL �-- I I I 11 ANITARY I / I \ I— RIM = 85 E ~ / o I R= 69.6810 63.01 FT I �/ I I t7L Y/ l l I j I I II / \ CTR CHANN z LU o -�— \ � PSS I / / // / / / I I ' ' I o � I I // \ I o � PSS /PSS I I / \ S O \ / PSS I I PROJ. MANAGER: BI S04 I I / 3: �\ DESIGNED BY: ,lV ■ SD -SD SD �SD LSD LSD SD �.$p LSD �SD ■ I I / 2 / I 1 / / j 2 I / / VAULT emw— / I WOOD 1 / � � � � — — / \ l FENCE U \ I WALLS E F BUILDING J DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN 1 DATE: REV. SHEET 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: CO2 BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 283 n In If— r-% C C r— u I I v I I.0 I W 2 U Z 0 O N N O O O � ZI J Q CD J J IL J J Z) >_ LL U to ZQ 0 .. Z W 0 N �U ww u)w w= >U) Q J = Z_ Lo V Fy �O Z Z � Z Q W ry (Y � 0 ~ (7 Q d 0 Q M Z Z 00 o � ww Y O (Y Z Q ry d W ZY U EL IL U)�- W W >U) Q� =w �w Ln = �U) co g za 2 N QN Z ch = o ON 2 in .. (Y W Y J_ > > CO U Q o N W 7;; � J W J UwU a .. z Wmo CO CO �ww �LL> LU zoo FL 20 U) U _3 Q A v B v C v D v E v F v G v H v I v J v K I 1•p z Y w W Q U QOo6w J Q J = 1 uj 0� U ~ w z w w m W 0�Owr oo2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 4+00 4+10 4+20 4+30 4+40 4+50 4+60 4+70 4+80 4+90 5+00 5+10 5+20 5+30 5+40 5+50 o z z 06w z 110 J J 11010 100 z ° 100 00 90 90 90 2 CB #4 - TYPE 1 RIM 72.90 IE FG FL OF WEST DRIVEWAY 80 6" 69.10 (S) @ EXISTING GRADE TRENCH DRAIN 80 80 a w U z_ O O N N O O V U'M 0o zLu gm aJ J J Z) > LL E3I Q 0 Z W �N U) 06 ww u)w w= >cf) Q J =z Lo0 "tFy 00 z z� z aW or �Q �a 0Q �co 0� zz 00 2 2 00 ww Y � or Z dLu W ZY U EIL 7 co�-: ww >U) Q� =W �w Ln = �c/) co g za Q 2 N QN Z co = o U N , Q _Lo cr-w Y J > co U Q o Cf) N W 7;; co 0 J W J U w U 8 z Wmo m w > zLu oo � U �0 U _3 Q 70 70 70 FG @ FL OF EAST DRIVEWAY 110 � O UCN Qoz0- J 0 J z z W U w Oamw� U �Q 0Q O Of a-O~ w�zz0 °o z w w Lu w 0 w Q J U H 100 w o oa�o� J wU O w z U H W > z _ w o J (n 0' 0w20 � OU U,tSco�m Q 0 0 90 m oz�Of 0o J00Q U Q N M Q N Q oo 2 80 � o a W z° as J Q 70 E W z N OU 00 N L O O � 60 >O a0> co co a).�... NN O Ln Lo U M N (D O 0) co � d 50 . ' 50 50 50 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 3+00 3+10 3+20 3+30 3+40 3+50 4+00 4+10 4+20 4+30 4+40 4+50 4+60 4+70 4+80 4+90 5+00 5+10 5+20 5+30 5+40 5+50 10 5 0 10 20 10 5 0 10 20 WEST DRIVEWAY PROFILE A -A SCALE IN FEET EAST DRIVEWAY PROFILE B-B SCALE IN FEET SCALE: H:1" = 10'; V:1" = 5' CO3 SCALE: H:1" = 10'; V:1" = 5' CO3 b' 1 We 75 70 65 95 75 70 WEST DRIVEWAY SECTION C-C SCALE: H:1" = 5'; V:1" = 5' CO3 EAST DRIVEWAY SECTION tr 1 ,: 1 75 70 65 95 - u- z O Q 90 J w 75 70 10 5 0 10 20 SCALE IN FEET SCALE: H:1" = 5'; V:1" = 5' CO3 A B C D E F G H I J N ti 0 0 o N Z J a c 0 �a `o - U. Y L a a� c a SP01N Di Y o °F Wg y o co , end i J N 0 ins m -13 �OT `��• 23 549 � 4 FSS R oN Q ai 0S c a U tv E VJ L z O d U U .-. U a /� p Z) /'► Q f0 !�/) V Q j J ILL Z -�>-O w (n J w p W O � Q Q = O � Q z ~ U w > — L 0 00 w U) z O H U W � z O o a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN REV. SHEET 4 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C04 BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 285 PLN2021-0072 1 a W U Z 0 0 N N x 0 0 U'M 0o zI Lu Lu Qm aJ J Z) >LL �I Z 0¢ z ui O N �U 6 WW u)w W= >cf) Q J =Z Lo0 "t Ir ;2;o i5� z�- Z aw (Da 0Q in co 0� zZ 00 22 00 WW Y O Z d W ZY U EIL 7 co�-: Ww U) ¢w =w LO_ �c/) Qa 2 N QN Z co = o O N , Q _Lo cr-w Y J > co U Q o Cf) N W 7;; co 0 J W J U w U 8 Z Wmo m � w �U- > zLu oo � U �O U _3 Q A N 10 5 0 10 20 SCALE IN FEET LEGEND: B w C a CONCRETE ASPHALT (FULL DEPTH) APPROXIMATE EXTENTS OF 2" HMA GRIND & OVERLAY (PER CITY INSPECTOR DISCRETION) INFILTRATION TRENCH LANDSCAPE PEDESTRIAN PATH (SEE LSCAPE PLANS FOR DETAILS) ABBREVIATIONS: BM =BENCHMARK BOTS = BOTTOM OF STAIR BOTW = BOTTOM OF WALL CB = CATCH BASIN CL = CENTER LINE COMM = COMMUNICATIONS CONC = CONCRETE CW = CONCRETE WALK GR = GRADE EL = ELEVATION EOP = EDGE OF PAVEMENT EX = EXISTING EG = EXISTING GRADE FF = FINISHED FLOOR FG = FINISHED GRADE FL = FLOWLINE IE = INVERT ELEVATION LSCAPE = LANDSCAPING LT = LEFT M.I.C. = MONUMENT IN CASE NO. = NUMBER PC = POINT OF CURVE PT = POINT OF TANGENT RT = RIGHT STA = STATION STD =STANDARD TOC = TOP OF CURB TOP = TOP OF PAVEMENT TOPS = TOP OF STAIR TOPW = TOP OF WALL TYP = TYPICAL A J U 10, 10, 2' ( 1.50 - 2.50% 1.50 - 2.50% E J 1. 'MIN HMA CL 1/2" PG 58H-22), OR MATCH XISTING IF GREATER SAWCUT AND MATCH EG 6" CSBC PER WSDOT STD SPEC 9-03.9(3), OR MATCH NOTE: EXISTING IF GREATER 1. 1" HMA GRIND AND OVERLAY IN AREAS NOT SHOWN FOR FULL -DEPTH CROSS SECTION - PRIVATE ALLEY E-E ill = 5' C0r- B D w E w F w G w H w I 1+70 1+60 1+50 1+40 1+30 1+20 1+10 1+00 0+90 0+80 0+70 0+60 0+50 0+40 0+30 0+20 0+10 0+00 11 110 J a J w HP STA: 0+30.72 Lu > U) I HP EL: 85.73 Q PVI STA: 0+73.65 1 w Q T_ PVI EL: 78.31 PVI STA: 0+35.00 L, K: 1.05 PVI EL: 85.80 10 LVC: 10.00 K: 0.48 _ 100 LO LVC: 10.00 cq w� w m o co O M I` � m � o 00 0 o Iii o Iii - 00 o 00 90 o iu o > w > m 0 w m U w U m CB #6 - TYPE 1 w m 1.50% -4.34% _ W/ SOLID LOCKING LID FG @ CL OF ALLEY I -4.34 ° RIM 70.50 EX CB 6" IE (E) 68.00 RIM 69.25 8" IE (W) 67.50 8" IE (E) 66.39 -8.38 _g.83% ° � , �y L.-1 2 LF 8" SD @ 7.71 % 6 1+70 1+60 1+50 1+40 1+30 1+20 i80 EG @ CL OF ALLEY V SIDEWALK I 0 w w 72 LF 6" SD @ 7.79% w z w CB - TYPE 1 Q W/ VANED GRATE 60 0 U) RIM 77.72 6" IE (N) 74.16 6" IE (W) 73.76 0 1+10 1+00 0+90 0+80 0+70 0+60 0+50 0+40 0+30 0+20 0+10 0+00 00 CDcoa0 00 rn� � O� O -ti N N� cp �� c, N tiNt ti� O 00 Zo 0)M coIt O co w 0; -00 O O -00 coco00 � r�ti coN L? rn M o O Ci cri N M LO It LO r` 6 O cq N L6 6 6 U-)LO(D cfl LL (0CD I`ti titi �ti r-ti ti r` �ti I-ti r- 0000 0000 0000 0000 co00 00 U- a° C7 (r 0(' UU' 0(r C7(r U( Ur 0()r UU' Ur 0()r 0Ur 0Ur C7()r 0Ur c� c Lu Lu w� w� Lu Lu wu- LL Lu wu- u- w� w� w� w� Lu w w ALLEY GRADING PROFILE SCALE: 1" = 10' ILL 10 5 0 10 20 SCALE IN FEET J v K �a I W W - \ I I �a � \ t I I of L---------j----- - ° T � � � - - - - a a W I �► I f-------- 71 0 l LO TOPW 81.68 ° FG 79.23 FG 81.83 cn \ ----FG 74.94 . ° - � EG 70.30\� 72 73 FG 78.25 � \ - ---- EG 85.66 nDKI a �\ _FG 85.50 ° SEE SHEET C06 & C07 FOR EG 69.77 o \ N I T,4 / FG 78.25 �- FG 80.57 FG 83.09 o o FG 71.99-- ' FRONTAGE IMPROVEMENTS \ \ o o ��- FG 73.96 'fir FG 76.90 / FG 80.37 I AND CO3 FOR FRONTAGE FG69.85 �� FG71.79 0 m IT I FG75.92 �c I coop / o� g� I No �. �1 PSS o o N _ �, 5 /_ "'i N I N FG 81.63 I 4 N -EG 3FIG $ 723 � GRADING (�j Nj FG 78.05 N r. i IDo 9 �,o FG +1.69 L-�� -�--J / FG81.60 - -I- / - - - FG 73.76 FG 76.70 RIM 77.82 FG 79.03 / ' N a EG 69.42 0 - - I a / ,4 I M o �FG 75.72 - - o - o �� in -�--o o 1- 0 \\ �� FG73.65 CRq M� FG76.58 oo N� /VAUUN N� / `'`� �N`° FG81.78 FG82.89 / \ I - I \ l FG 75.61 EG 69.69 1 \) - / FG 78.96 FG 80.32 I I I / _ P EG 69.34 vVA00D EG 72.04 EG 74.86 \ FG 6FG 85.97 9.62 FACE FG 72.04 // �/ FG 74.00\ EG 76.93 EG 80.47 EG 84.70 EG 85.89 I \ FG 69.69 FG 76.90 EG 79.00 _� IZ I I RIM 70.50 EG 76.00 FG 79.08 CL I FG 80 47 FG 83.09 FG 76.00 FLOW LINE (TYP) m -SEE SHEETC06 FOR v I LDI N STORM IMPROVEMENTS G n / 0 CA I CH BASIN 622 5 TH AVE S RIM = 69.29 FT / \ I 6" CON N IE = 67.04 FT 10" CONC W IE = 66.29 FT 8" CONC S IE = 66.69 FT FOUND IRON PIPE // \ I � \ (TYPICAL) I I I I � ALLEY PLAN VIEW U SCALE: 1 "=10' a E F G H a- I r- 1.q z Y w Lu Lu I_ W Q U <006w J Q J = (n UJI 0 UF) z LU LU Lu ~QC)�F 06w Z O N J O (DZ Z } cn Z_ j J Z > w 0 0- LD Lu U U �Qm O Of w Z Z U m O www0� U) � J � J H IL z aC)(Daw O 0 < U) z U ~ w > Z Lu 00 cn Lu Lu � OU Q,6m�m -00 m? 2 2 Lu Lu 0 Z� Of co �00Q U Q N M Q N Lu Q oo 0 o 00 w LO E Lu Z N 0 U ap 0')O N � L O � > O LO Lo u �tM ai c6(6_q rn(0U) �o N 0 0 N 0 N z J a 0 .N 3 co 7 E L 0 U. IL CD a Sr, IN Di y u F W�{ C, �� ° C, COP enjr i J c ins a te: t•r � s 23 4 s 6, C, GIST O - - Oi .J J L0 Y' W J - Cq O 04 O 0 1- 00 LLJ Z_ U =)Q U)� - Q � C Z W (n W U) W c Q Z O W Q O W z � W > LLJ J _ J Q m � I D w z o U Lu) 0 a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN REV. SHEET 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C05 BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 286 1 KA 3 L, w x U z 0 0 N N x 0 0 �-%' M Q 0 1 0 0 LLJ J m a J J Z) >w c)z o< Zw ON �cl) 6 ww c')w wx < J xz L� �0 z z� �z <w o� o< �U) 00 zz 00 2i7i 00 ww �CD �Z dw Y Z_ U as 7 C/)� ww <w xw LoU) z<a � N < N Z co x o 0 N � M 2 u> �w Y 0 J U < o ch co N Waco J w J U w U $ a� Z wmo m 2i =DLL> Z 0 n _j U) U Q < A I KEY NOTES DETAIL/ KEY DESCRIPTION SHEET CB #1 - TYPE 1 O1 W/ HERRINGBONE GRATE K/C09 RIM 81.90 6" IE 79.00 (E) W/ SPILL CONTROL ELBOW 20 10LF6"PVC SD@2.00%MIN - O3 6" PVC CONNECTION TO INFILTRATION TRENCH'S DISTRIBUTION SYSTEM (KN 9) - 6" IE 73.00 40 4" ROOF DOWNSPOUT (TYP) - 4" FOOTING DRAIN TIGHTLINE @ 2.00% MIN & 2' MIN (D COVER - 4" IE 76.13 (DRN) O4" PVC ROOF DOWNSPOUT TIGHTLINE @ 2.00% MIN & 2' MIN COVER CB #2 - TYPE 1 W/ SOLID LOCKING LID RIM 77.20 07 6" IE 74.80 (S) OVERFLOW K/C09 4" IE 74.70 (E) IN 6" IE 74.40 (W) IN 6" IE 73.05 (N) OUT INFILTRATION TRENCH #2 (25.51 X 53.0'W X 2.0'D) TOP OF FACILITY 74.00 O8 6" PERF PIPE 73.00 BOTTOM OF FACILITY 72.00 V/C11 TRENCH PERIMETER TO BE LINED WITH PLASTIC MEMBRANE LINER PER PROJECT GEOTECHNICAL ENGINEER'S SPECIFICATIONS O9 174 LF 6" SLOTTED PVC PIPE LAID FLAT @ 73.00 - 10 6" SDCO #1 RIM TO FG R/C11 6" IE 73.00 TRENCH DRAIN #1 11 RIM VARIES 77.97-75.92 - 6"IE74.64(N) 12 17LF6"PVC SD@2.00%MIN - CB #3 - TYPE 1 W/ VANED GRATE 13 RIM 77.72 K/C09 6"IE74.16(N) 6" IE 73.76 (W) 14 71 LF 6" PVC SD @ 2.00% MIN - CB#4-TYPE 1 15 O W/ HERRINGBONE GRATE K/C09 RIM 72.90 6" IE 69.10 (S) W/ SPILL CONTROL ELBOW 16 PERIMETER FOOTING DRAIN - 4" PERFORATED PVC PIPE IN 6" MIN WASHED GRAVEL, WRAPPED IN NON -WOVEN S/C11 FILTER FABRIC 17 YELLOW NO -PARKING CURB PAINT - STRUCTURAL PLANS FOR FOOTING DRAIN GSEE G PENETRATIONS THROUGH FOUNDATION (TYP) CB #5 - TYPE 1 W/ SOLID LOCKING LID RIM 71.74 19 6" IE 69.50 (S) OVERFLOW K/C09 4" IE 69.10 (E) IN 6" IE 69.10 (W) IN 6" IE 69.00 (N) OUT INFILTRATION TRENCH #1 (13.41 X 116.0'W X 2.0'D) 0TOP 0 OF FACILITY 70.00 U/C11 6" PERF PIPE 69.00 BOTTOM OF FACILITY 68.00 21 225 LF 6" SLOTTED PVC PIPE LAID FLAT @ 69.00 - 22 6" SDCO #2 RIM TO FG R/C11 6" IE 69.00 23 21 LF 6" PVC SD @ 2.00% MIN - NEW 10" SD CONNECTION TO EX CB rzX RIM 69.29 24 NEW 8" SD IE (E) 66.39 6" IE 67.04 (N) 10" IE 66.29 (W) 6" IE 66.69 (S) 25 6" SDCO #3 RIM 82.65 R/C11 6" IE 78.75 26 45 LF 8" PVC SD @ 2.00% MIN - 4" PVC SD TIGHTLINE @ 2.00% MIN FROM DOWNSPOUT 27 (KN 4) TO INFILTRATION TRENCH'S PERFORATED DISTRIBUTION SYSTEM (KN 9) (TYP) 4" IE 73.00 28 6" PVC SD (TRENCH DRAIN OUTLET) @ 1.00% MIN - 4" PVC SD TIGHTLINE @ 2.00% MIN FROM DOWNSPOUT (KN 4) TO INFILTRATION TRENCH'S PERFORATED 29 DISTRIBUTION SYSTEM (KN 21). USE CROSS CONNECTION TO EAST PERFORATED PIPE AND TEE TO WEST - PERFORATED PIPE (TYP) 4" IE 69.00 CB #3 OUTLET TO INFILTRATION TRENCH #1 OCONNECT 30 6" IE 69.00 GCONNECT G FOOTING DRAINS BETWEEN BUILDINGS W/ SOLID WALLED 4" PVC PIPE 32 21 LF 6" PVC SD @ 1.00% MIN - 33 3 LF 6" PVC SD @ 1.00% MIN - 34 6" SDCO #4 RIM 76.25 R/C11 6" IE 74.61 TRENCH DRAIN #2 35 RIM VARIES 70.97-73.32 - 6" IE 69.20 (N) 4" FOOTING DRAIN TIGHTLINE @ 2.00% MIN & 2' MIN 36 COVER - 4" IE 70.95 (DRN) A i D CB #6 - TYPE 1 W/ SOLID LOCKING LID 37 RIM 70.50 K/C09 6" IE 68.00 (N,E) IN 8" IE 67.50 (W) OUT 38 12LF8"PVC SD@2.00%MIN - 39 20'-WIDE TYPE 1 ALLEY APPROACH PER COE STD DTL I/C09 TR-541 40 CONCRETE SIDEWALK PER COE STD DTL TR-531 H/C09 41 CONCRETE CURB AND GUTTER PER COE STD DTL TR-520 G/C09 FULL -DEPTH PAVEMENT RESTORATION FOR 5TH AVE S 42 SHALL BE 6" HMA (OR MATCH EX IF GREATER) OVER 6" P/C10 & CSBC 5/8" SIEVE (OR MATCH EX OF GREATER) OVER F-F/C11 COMPACTED SUBGRADE PER COE STD DTL GU-410 ONSITE ASPHALT PAVEMENT SECTION: 43 4" COMPACTED DEPTH HMA (PER WSDOT STD SPEC 5-04) & OVER 6" CSCB (PER WSDOT STD SPEC 9-03.9 (3) DD-DD/-DD/C04 ALLEY PAVING SECTION: 4" MIN HMA CL 1/2" (PG 58H22), OR MATCH EX IF GREATER 9OVER 9 6" CSBC (PER WSDOT STD SPEC 9-03.9 (3), OR EE-EE/C05 MATCH EX IF GREATER OR 1" HMA GRIND & OVERLAY IN AREAS NOT SHOWN FOR FULL -DEPTH RESTORATION 45 8' WALL. SEE STRUCTURAL PLANS FOR MORE DETAILS - 46 3' MAX CONCRETE WALL - 2" HMA GRIND & OVERLAY MAY BE REQUIRED FOR LANE AREAS THAT DO NOT OTHERWISE 0PARKING 0 REQUIRE FULL -DEPTH RESTORATION (KEYNOTE 42) PER DISCRETION OF CITY INSPECTOR (TYP) ROADWAY PAVEMENT STRIPING FOR PARKING PER COE DTL TR-561. NEW PARKING PAINT TO BEGIN AT OSTD 48 SOUTHERN EXTENT OF EXISTING PARKING STRIPING L/C09 NEAR NORTH EXTENT OF PROJECT, AS SHOWN HEREON STAMPED CONCRETE PEDESTRIAN PATH DISTINGUISHED 0FROM 0 VEHICULAR PAVEMENT USING STRIPING, ALTERNATIVE MATERIALS, OR SIMILAR. SEE LANDSCAPE - ARCHITECTURAL PLANS FOR DETAILS 50 LONG SWEEP ELBOW (TYP) - AREA DESCRIPTION: SF AC TOTAL SITE AREA (ON -SITE) 17,160.00 0.39 TOTAL SITE AREA (ROW) 4,683.00 0.11 TOTAL SITE AREA (ON-SITE+ROW) 21,843.00 0.50 EXISTING AREA - IMPERVIOUS AREAS 9,565.00 0.22 EXISTING AREA - PERVIOUS AREAS 7,595.00 0.17 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (ON -SITE): BUILDNG A ROOF AREA 2,441.00 0.06 BUILDING B ROOF AREA 1,832.00 0.04 BUILDING C ROOF AREA 5,283.00 0.12 ASPHALT & CONCRETE SURFACE 6,851.00 0.16 TOTAL IMPERVIOUS AREA 16,407.00 0.38 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (ON -SITE) LANDSCAPING 640.00 0.01 TOTAL PERVIOUS AREA: 640.00 0.01 PROPOSED AREA DESCRIPTION - IMPVERIOUS AREAS (OFF -SITE): ALLEY FULL -DEPTH TRENCHING 2,072.00 0.05 ALLEY GRIND AND OVERLAY 639.00 0.01 5TH AVE S FULL -DEPTH TRENCHING 485.00 0.01 5TH AVE S GRIND AND OVERLAY 3,415.00 0.08 CONCRETE CURB, GUTTER, AND DWY 1,634.00 0.04 TOTAL IMPERVIOUS AREA: 4,191.00 0.19 COMBINED ON-SITE+ROW IMPERVIOUS SURFACE AREAS 20,598.00 0.47 COMBINED PGIS ON-SITE+ROW 15,096.00 0.35 PROPOSED AREA DESCRIPTION - PERVIOUS AREAS (OFF-SITEO LANDSCAPING 390.00 0.009 TOTAL PERVIOUS AREA: 390.00 0.009 COMBINED PERVIOUS SURFACE (ON-SITE+ROW) 1,030.00 0.02 GENERAL NOTES: 1. STORM SYSTEM IN PRIVATE ALLEY IS A PRIVATE STORM SYSTEM. 2. INFRASTRUCTURE LOCATED IN THE PUBLIC ROW IS PUBLIC INFRASTRUCTURE. 3. ALL PRIVATE ON -SITE SD PIPES W/ >2' COVER SHALL BE PVC. 4. ALL PRIVATE ON -SITE SD PIPES W/ <2' COVER SHALL BE SCHEDULE 40 PVC, SCHEDULE 80 PVC, OR DUCTILE IRON. C m D E N 10 5 0 10 20 SCALE IN FEET F G � J ATI ,SIN CONCRETE 98 FTIE = 72.18 �45 4" 'AV"C N IE = 72.18 43 \ N 8805 W 1F • / •BEM Eli; � MRS i.,►�.�. INFILTRATION TRENCH #1 it � , . ;•:::•:• � ■ %1 �� its:s:s A i►s:s:s0 � isssi • ;�isOOi �i rs's's's� INFILTRATION TRENCH ro ;sssssss_ 1►s�s�ssi 36 ■ � i , • ��sssssss� r� s.+ssisisi ��■ Ls:'::': �).... ® q►ssss' ♦.... ®� . C9 �•��Di 9. I ® N • J-0 SS n ❑� ■ ❑ ■ ■ ■ ■ I, 8 FRONTAGE 1. STREET TREE SPECIES TO BE DETERMINED BY THE CITY OF EDMONDS PRIOR TO PLANTING. REFER TO LANDSCAPE PLANS. 2. STAIRS AND RAILINGS SHALL NOT BE LOCATED WITHIN THE CITY RIGHT-OF-WAY. 3. A FINAL RESTORATION INSPECTION IS REQUIRED, PRIOR TO PAVING, TO DETERMINE THE LIMITS OF RESTORATION. 4. ANY SECTION OF SIDEWALK NOT MEETING THE CRITERIA OF ECDC 18.90 SHALL BE REMOVED AND REPLACED. E F G H FOUND MAG NAIL & WASHER (TYPICAL) BUILDING 610 5TH AVF ,8 � ASPHA T � PARKING STRIPE BUILDING B J K 1.q z LEGEND: <ww �wQCD <006 CONCRETE C/) Lu z w w m / UJ ASPHALT (FULL DEPTH) I_Q o 0 ~ 6 CDw~ / Z O N Lj O z U Z / APPROXIMATE EXTENTS o>- n z 2 o ::] z w Oa-�� /7OF2"HMA GRIND& w U- �omoQ / OVERLAY (PER CITY m oz o J w D / INSPECTOR DISCRETION) w � } _j � a z aUC�<w / O p<uj�U / INFILTRATION TRENCH o w o w= o 0 (� w z J LANDSCAPE ° 0 .6 m ° m o�oo PEDESTRIAN PATH (SEE m m uj Z o Q LSCAPE PLANS FOR m Q DETAILS) piN � < O Q � N � D a El a- -1 W N > I ^ a I �..L e � � w I N I I E z - � N OU J co N a U rn C)C) > >Q>co • T a 0> N Lo N p 'tm °' co c5 U I CD N N E \ mcncn L1 04 47 \ J ~ I J O 7 /1 VV A, 4 I ° U) cV C11 D o •� 40 u U)a U)> 4- � 27 > Q � 1 a_ 8 U) w a 17 o �s U)7 J a S SD . SD SD 5 < I / \ -SSS SSS SSS SSS U)W I W wT_ / 11 8 / 46 I I I I A \ // a // PSS T/ P S Ca � ZPSS12 � C \ 39 44 WALLS-� BUILDING 622 5TH AVE S H W 151 0 O N 0 N z J a c 3 co 7 0 U. IL Iv IL 7W0 I w D I y C, �P en�� i J. c = c ins a te: 23. 4 s 5490 Z FS NAQ� a S I! J Y F C11 J z Q O J Z O O W oo a- CD Lu 00 CD z U) Q za' IZ j Q z W Cn W 07 07 W p 06 �J 0 QO CD � W 0� Q > � LLJ 2 Q � Q z z � Lu m Cfl /�I IT I III � 1, �MI■�� ■ cll. a ( U \ PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: ms / I SCALE: AS SHOWN / DATE: REV. SHEET 5/3/2023 2 of 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C06 BY: CITY ENGINEERING DIVISION J K Attachme Packet Pg. 287 A w B w c w D w E w F w G w H w I w J w K 1.q 1 INA 3 M w U z 0 0 N N x 0 0 M 00 ► 00 NLLJ I w am J J a J Z) >_ w iz cl zw ON 2iU) off 6 ww U)w w= Q J = Z_ Lo LD �o z Z� �w o� �a ► oQ �w 00 Zz UU 2i2 0 0 ww �0 �Z 0-UJ w Lu Y Z_ U as 7 coFL-: ww aw =w Lo= �U) Qa � N Q N Z co = o ON ► � M yj 2 � �w �Q Y 0 J >;co U Q o (h co N W�� J W J U w U $ a� z wmo w F 2ww =LL> Zoo _j U Q Q 10 5 0 10 20 SCALE IN FEET KEY NOTES DETAIL/ KEY DESCRIPTION SHEET 6" SSSCO #1 O RIM 78.20 M/C10 6" IE 74.20 O6" IE TO NEW 6" SSS 6" IE 70.21 - 6" SSSCO #2 O RIM 73.94 M/C10 6" IE 70.95 NEW UNDERGROUND POWER SERVICES. FINAL DESIGN AND SERVICE SIZES TO BE O COORDINATED W/ SNOHOMISH COUNTY PUD - (DESIGN UNDER SEPARATE PERMIT AND IS SHOWN HEREON FOR REFERENCE ONLY) SEWER POINT OF COMPLIANCE W/ BUILDING C. OSEE PLUMBING PLANS FOR ROUTING INTERNAL OF BUILDING - 6" IE 71.00 O 115LF6"PVC SSS @2.00%MIN - 1" DOMESTIC WATER SERVICE POINT OF OCONNECTION TO BUILDING. INSTALL RPBA ON PRIVATE PROPERTY PRIOR TO WATER SERVICE - ENTERING THE BUILDINGS (TYP) 6" SSSCO #3 O RIM 82.90 M/C10 6" IE 78.90 O 116LF6"PVC SSS @2.00%MIN - 6" SSSCO #4 10 RIM 76.07 M/C10 6" IE 72.00 11 11 LF 6" PVC SSS @ 2.00% MIN - NEW 6" SSS CONNECTION TO EX 12" CP PSS W/ 12 0 ROMAC SADDLE N/C10 6" SSS IE 70.29 2" PSS IE: 69.29 13 G 6" IE TO NEW 6" SSS 6" IE 69.91 - 14 G 6" IE TO NEW 6" SSS 6" IE 69.28 - 0RETIRE 0 EX WATER SERVICE AT DEVELOPER'S - EXPENSE SEWER POINT OF COMPLIANCE W/ BUILDING B. 16 G SEE PLUMBING PLANS FOR ROUTING INTERNAL - OF BUILDING 6" IE 78.00 0 36 LF 6" PVC SSS @ 2.00% MIN - (8) 1" PE WATER SERVICES IN COMMON TRENCH aa(FROM METER TO BUILDING) W/ 13 GA. VINYL -COATED WIRE TRACER TO BE GROUNDED AT BUILDING (TYP) 19 UTILITY TRENCHING (TYP) SAWCUT AND MATCH O/C10 EG 20 CONTRACTOR TO PROTECT EX UTILITIES AT PROPOSED UTILITY CROSSINGS (TYP) 06" 0 IE TO NEW 6" SSS 6" IE 68.82 - 22 6" IE TO NEW 6" SSS 6" IE 68.34 - 23 (1) 1" WATER METER FOR COMBINATION WATER S/C11 SERVICE 24 (8) 1" WATER METERS FOR COMBINATION WATER S/C11 SERVICE SEWER POINT OF COMPLIANCE W/ BUILDING A. 25 SEE PLUMBING PLANS FOR ROUTING INTERNAL OF BUILDING - 6" IE 79.00 REUSE EX 1" WATER METER (COMBINATION 26 WATER & FIRE) & SERVICE IF SIZED - APPROPRIATELY TREE WITHIN TREE PIT W/ TREE GRADE OSTREE 27 PER LANDSCAPE PLANS (TYP) J/C09 REUSE EX COMM (T) LINE. FINAL DESIGN TO BE 2s COMPLETED BY COMM SERVICE PROVIDER (DESIGN UNDER SEPARATE PERMIT AND IS SHOWN HEREON FOR REFERENCE ONLY) STAMPED CONCRETE PEDESTRIAN PATH DISTINGUISHED FROM VEHICULAR PAVEMENT 29 USING STRIPING, ALTERNATIVE MATERIALS, OR - SIMILAR. SEE LANDSCAPE ARCHITECTURAL PLANS FOR DETAILS 30 LANDSCAPE PLANTER PER LANDSCAPE PLANS (TYP) 31 1" WATER SERVICE CONNECTION TO EX 8" DI WM S/C11 32 6" IE TO NEW 6" SSS 6" IE 67.90 - W 33 6" IE TO NEW 6" SSS 6" IE 78.29 - 34 6" IE TO NEW 6" SSS - 6" IE 77.40 06" 0 IE TO NEW 6" SSS 6" IE 76.19 - &6" IE TO NEW 6" SSS - 6" IE 75.38 37 6" IE TO NEW 6" SSS 6" IE 74.28 - APPROXIMATE LOCATION OF EX 8" DI WATER 3s MAIN. EXACT LOCATION OF WATER MAIN TO BE - CONFIRMED PRIOR TO PERMIT ISSUANCE 39 1" IRRIGATION SERVICE LINE PER LANDSCAPE PLANS (TYP) 40 (1) 1" IRRIGATION METER - ONEW 41 1" IRRIGATION SERVICE CONNECTION TO EX 8" DI WM (TYP) 6" SSSCO #5 42 RIM 73.36 M/C10 6" IE 67.70 43 11 LF 6" SSS @ 2.00% MIN - NEW 6" SSS CONNECTION TO EX 12" CP PSS W/ 44 ROMAC SADDLE 6" SSS IE 67.02± - X 12" PSS IE: 66.02± 06" 0 IE TO NEW 6" SSS - 6" IE 70.72 REFUSE STAGING AREA PER ARCHITECTURAL 46 PLANS. 16' MIN CLEARANCE WITHIN PRIVATE - ALLEY WATER NOTE: 1. EXISTING DOMESTIC WATER METER TO BE EXAMINED BY CONTRACTOR FOR CONDITION AND SIZE AND MAY ONLY BE REUSED IF SIZED APPROPRIATELY FOR BUILDING (MEP TO DETERMINE SIZING). METER ALSO TO BE INSPECTED BY CITY PUBLIC WORKS WATER DIVISION TO DETERMINE ELIGIBILITY FOR REUSE. GENERAL UTILITY NOTES: 1 2 t S G 7 n s ALL UTILITY SERVICES SHALL BE PLACED UNDERGROUND. MINIMUM SEPARATION BETWEEN SEWER AND STORM PIPE CROSSING IS 6". ALL CROSSINGS MEET MINIMUM SEPARATION. ALL FINAL RESTORATION RESULTING FROM THE INSTALLATION OF UTILITIES IS TO BE COMPLETED BY THE N CONTRACTOR. MAINTAIN A MINIMUM OF 3' HORIZONTAL SEPARATION \� O BETWEEN DRY UTILITIES (GAS, POWER, ETC) AND WET r UTILITIES (WATER, SEWER, AND STORM) ON -SITE. MAINTAIN A MINIMUM OF 10' HORIZONTAL SEPARATION BETWEEN WATER AND SEWER LINES. 12" MIN SEPARATION SHALL BE APPLIED FOR WATER/SEWER CROSSINGS, IN WHICH WATER SHALL CROSS OVER SEWER AND SEWER SHALL BE ENCASED FOR A MINIMUM OF 5 LF ON EITHER SIDE OF CROSSING. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY MAY BE REQUIRED DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES �\ FALL ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY SHALL EXTEND TO THE CENTERLINE OF ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES, A FULL WIDTH OVERLAY IS REQUIRED. SIDE SEWER MUST MAINTAIN A 2.00% MIN SLOPE. IF PIPE SLOPE EXCEEDS 20% THE PIPE MUST BE ANCHORED. CITY WILL TV SEWER MAIN PRIOR TO FINAL ACCEPTANCE. LEGEND: CONCRETE ASPHALT (FULL DEPTH) APPROXIMATE EXTENTS OF 2" HMA GRIND & OVERLAY (PER CITY INSPECTOR DISCRETION) r////// INFILTRATION TRENCH A• Em D`LSCAPE PLANS FOR DETAILS) c FBI E F z J U) z Y W Q (D Lu Qo°6Lu J Q J = U) uj z W WS'Co � ~QC)�� odw Z O N O OZ Z U) z_j :3z LU w U U Q m w F co O Lu Z ZZ U CD LL W Lu Z Lu U) Q J� J a_ z dUCDQw O p<U)Do z0 U �w>>z w o U) � oW W = oz () F-- m Q o oWW > Wzzo inm J 0 O Q U Q N M Q N N W 0 0 Q �N Iw Z as -Q L z -'t N O 1? CO N - L Q O > Q >� O > N N o Lo C6c� CD N mcoU) ALL N 0 0 N 0 N z J a 3 co 7 0 U. a d a oPMIN J. �'� OF WASH/ Diga I ed P Be mi ins te: �o �•� 3..05 5490 .18:CIS CIS SISCIS SS ONAL ��G\ c i c i c U .-. a J J Lo Y W CV M CD Q CD O W ~ LL, 00 Z J U � Q Q i1 11 W (j W W U) G z W � Q 1: z ti U) Lu Lo Lu - L cfl m U W � z O O a ri PROJ. MANAGER: BI � DESIGNED BY: iv DRAWN BY: RB CHECKED BY: ms SCALE: AS SHOWN DATE: REV. SHEET \ 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C07 BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 288 1 3 w U Z 0 0 N N x 0 0 CD v M ' � 0 zui J co 0_ J J >w �Iz o< Zw ON 7>-U) 0�- 6 Ww �w w= > U)< J = Z LoLD v ry �O Z z� 3:Z <w ry-7 C7 < 10 3:o- r) < 66u) 00 Zz 00 o� ww Y(D fyZ <� dw ZY _ U as 7 U)FL-: ww >� < =w LOw �U) co g z<a � N < N Z M = o � N ' � M = u> Y< J 0 Ly >_;co U < o (h N w2i� J w J U w U $ L � z w m 0 mom �ww �LL> ui Zoo E�o U0 U) Q < C 2" x 2" WOOD/STEEL FILTER FABRIC SECURED TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIAL -/ I FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS -\ 0 `WIRE MESH FENCE TO SUPPORT FILTER I 1111 FABRIC N `BURY BOTTOM OF FILTER N MATERIAL 8" TO 12" 6' MAX NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS ACTIVITY. BEFORE OTHER WORK CAN BEGIN REVISION DATE FILTER FABRIC FENCE JANUARY 2018 CITY OF EDMONDS FILTRATION SYSTEMS �� PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH E R— 9 0 0 FILTER FABRIC SILT FENCE PER COE STANDARD PLAN ER-900 FIGURE C.3.12.A INTERCEPTOR DIKE IF - DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR 2' MIN. 2 MAX. 18" MIN. 1 DIKE SPACING DEPENDS ON SLOPE GRADIENT 2 MAX. 1 FIGURE C.3.12.B INTERCEPTOR SWALE11 2:1 MAX. SLOPE LEVEL BOTTOM 1' MIN. 2' MIN. SWALE SPACING DEPENDS ON SLOPE GRADIENT INTERCEPTOR SWALE PER 2016 KC SWDM C X E O O O 0 O O O O O O O O O O O O d O O ° O ° °.d a i •� i 4 FILTERI SOCK WITH JA. OVER FLOW HOLES (TYP) 4 c a a d •d < -a 8 d d F FILTER SOCK WITH OVER FLOW HOLES (TYP) NOTES: CATCH BASIN 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISION DATE CITY OF EDMONDS TEMPORARY JANUARY 2018 SEDIMENT TRAP PUBLIC WORKS FOR CATCH BASINS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH E R — 9 02 CATCH BASIN INLET PROTECTION PER CITY OF EDMONDS STANDARD DETAIL ER-902 _III= =III=III=1 -1_ 1' Min. depth overflow spillway 1=1 1=1 1=1 1=1 1= Native soil or compacted backfill 1.5' / Geotextile Pump to approved point Pump intake to be 1.5' of discharge per plan min from bottom Figure 19. Cross Section of Sediment Trap and Outlet. To aid in determining sediment depth, all sediment traps should have a staff gauge with a prominent mark 1 foot above the bottom of the trap. Maintenance • The sediment trap must be continually monitored and regularly maintained. The size of the trap is less important to its effectiveness than is regular sediment removal. Remove sediment from the trap when it reaches approximately 1 foot in depth (assuming a 1-1 /2 foot sediment accumulation depth). Conduct regular inspections and additional inspections after each large runoff -producing storm. • Maintain and repair all temporary and permanent erosion and sediment control practices as needed to assure continued performance of their intended function. • Remove all temporary erosion and sediment control measures within 5 business days after final site stabilization is achieved, or after the temporary BMPs are no longer needed, whichever is longer. Remove trapped sediment or stabilize on site. Permanently stabilize disturbed soil areas resulting from removal. E SEDIMENT TRAP PER 2016 KC SWDM Fs - NOTES: H J _LS A TH IN DE FULL WIDTH GRESS/EGRESS DETAIL NOTES: O THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. O ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS* < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 *PROVIDE ATB OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL. LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN REVISION DATE CITY OF EDMONDS STABILIZED CONSTRUCTION JANUARY 2018 ENTRANCE fft PUBLIC WORKS STANDARD DEPARTMENT DETAIL s t g g APPROVED BY: R. ENGLISH E R— 9 01 CONSTRUCTION ENTRANCE PER CITY OF EDMONDS STANDARD DETAILS ER-901 CONTOUR LINE (TYP) ANGLE TERMINAL END UPHILL 24" TO 48" TO PREVENT FLOW AROUND WATTLE (TYP) PLAN VIEW I AREA AVAILABLE FOR SEDIMENT TRAPPING (TYP) -::Y__� r� WATTLE TRENCH, SEE NOTE 2 2"x2"x24" UN -TREATED WOODEN STAKE (TYP) SEE WATTLE SPACING TABLE (TYP) SECTION A —A w WATTLE INSTALLATION ON SLOPES WATTLE (TYP) SEE DETAIL 2" MIN �// 5" MAX \� 2"x2"x24" UN -TREATED WOODEN STAKE (TYP) 3" MIN 4" MAX 8" DIAMETER MIN WATTLE DETAIL 8" DIAMETER SPACING WATTLE TABLE SLOPE MAXIMUM SPACING 1H:1V lot -Olt 2H:1 V 20'-0" 3H:1 V 30'-0" 4H:1V 40'-0" >4H:1V ONE RUN ONLY NOTES: 1. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION. 2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS. INSTALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 8-01.3(10). 3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDITIONAL STAKING MAY BE NECESSARY TO PREVENT UNDERCUTTING. 4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE SEDIMENT AND ACCUMULATIONS WHEN EXCEEDING 1/2 HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. `st. 18y' REVISION DATE CITY O F EDMONDS JANUARY2018 DATE WATTLE INSTALLATION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH E R — 9 03 STRAW WATTLES PER CITY OF EDMONDS STANDARD DETAIL ER-903 G H I J K I 1.q U) z Y W W LU L < (D <p°6w J < J = U) W 0� U H ui Z LU LU CoLU Z: � I-<C)cwi)06 � (Dw Z O N _j O Z Z U) Z_j :3Z LU 0 LU U U Q m w 0 - O CO LU Z ZZ U m LL w W D LU W Q J� J LU Z 0- (D < w O p<uj�U Z LU U LD Fw > >z w p U) � pw W = pz 0 CO�m < p p p�wI Wzzp m m J 0 0< U < N CM < N N Uj Fj 0 < o o r--. uj z as Q LO C z — N O �? CO N L C? ai > < << co CO C)> N N = o Lo M 4co a) CD N 04 rnCOe7 1 N ti 0 0 N 0 N Z J a 0 .T Z - o U_ Y a 'a rn IN IQ o <2j �� OF W � / N N �P = e nj I N o I ins J m � O:K\ ��►I 549 23 � 4 L R �s G ISTq A \CD: - otj c M a U E a to C d t V U J Y CV O Q CDE NO Z) U O W _O oo LIJ 00 O a Q Q J Uj U) P LU U) I_ Z U QLli = >lij U) Ill- Lo Z LO Lli Cfl m U W LU z O O a PROJ. MANAGER: BI DESIGNED BY: JV DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN DATE: REV. SHEET 8 5/3/2023 2 of 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: C08 BY: CITY ENGINEERING DIVISION K Attalchme Packet Pg. 289 PLN2021-0072 1 3 w U z 0 0 N N x 0 0 c7 � M ' N 0w w z J J co d J J Z) >w Uz a o zw ON 7>U) 0H 6 ww U)w w= Q J 2 Z LoLD '�try z z� �z Qw �a oQ 6)U) 00 zz 00 2� o° w w Z dw Lu Y Z_ U as 7 ct) FL-: ww Q� =w w LoU) za Q � N Q N Z co = o 0 N / � M 2 u> �w YQ J � >_;co U Q o (h co N Waco J w J U w U $ a� Z w m O M U) 2ww �LL> zop U �o U) U Q Q A B C D E F G H I J 5-1/2" I� f 1" BATTER R=1" N0.05 FT/FT 4 4 a 2' MIN SAWCUT SEE NOTE 10 4"-5/8" 18" STANDARD 6"-5/8" MINUS CSTC SEE NOTE 11 MINUS CSTC STANDARD TYPE "A" CURB/GUTTER (NOT TO SCALE) HMA 4" OR MATCH EXISTING, WHICHEVER IS GREATER SEE NOTE 12 NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. EXPANSION JOINTS SHALL HAVE 1/2" TO 5/8" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 11, CURB/GUTTER SHALL BE 18" OR AS DIRECTED BY CITY ENGINEER. 12. ALL VERTICAL EDGES SHALL BE TACKED. REVISION DATE CITY OF EDMONDS CONCRETE CURB JANUARY 2018 "70��AND GUTTER ` S / . 18y" PUBLIC WORKS DEPARTMENT STANDARD DETAIL APPROVED BY: R. ENGLISH T R- 5 2 0 PER COE STANDARD PLAN TR-520 NOTES: 1. TREE GRATE SHALL BE URBAN ACCESSORIES MODEL KIVA 3'x3' OR EQUIVALENT. TREE GRATE FRAME SHALL BE URBAN ACCESSORIES MODEL TYPE "S" OR EQUIVALENT. 2. SLOTS IN GRATE SHALL BE NO GREATER THAN 1/2" IN ONE DIRECTION. 3. HOLES (SQUARE OR ROUND), SHALL BE NO GREATER THAN 1/2" IN DIAMETER. 4. WITH ELONGATED OPENINGS, LONG DIMENSIONS SHOULD BE PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL. 5. ROOT BARRIER SHALL BE 24" DEEP AND SHALL BE MADE OF BIO-BARRIER TRIFLURALIN, AS ROOT CONTROL CHEMICAL OR APPROVED EQUAL. 6. BACKFILL SOIL FINAL GRADE SHALL NOT BE HIGHER THAN THE TREE ROOT FLARE. ROOT FLARE SHALL BE SET 3" BELOW THE TOP OF GRATE. DECIDUOUS TREE PLANTING TREE GUARD (OPTIONAL) FINISH GRADE CONCRETE PAVEMENT f3'-1/8„ co 00 ' 000e °000 000O O000 0o O O�000 0 ��DDD�00000 I I -H -HH 0000°��DO� 0 0000�0 O OOo °00 O OOo 000 000 o0O ADA STANDARD TREE GRATE (SEE NOTES 1-4) FINISH GRADE CONCRETE PAVEMENT 24" DEPTH APPROVED ROOT BARRIER MATERIAL WRAPPED ENTIRELY AROUND SIDES OF PLANT PIT. SEE NOTE 5. r-3" SEE NOTE 6 M T (TYP) TO 5%( \//\\ \ \ \ '.' \ \; \..\•\ `\ \.:.\///\ BACKFILL SOIL IF HARDPAN, NATIVE SOIL \\� /�\\�12" DEPTH LIGHTLY COMPACTED MUST BE SCARIFIED 3-WAY PLANTING SOIL I`S/ 10- REMOVE ROOT BALL WRAP OR WIRE BASKET REVISION DATE CITY OF EDMONDS TREE GRATE APRIL 2019 PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 51 TREE GRATE PER CITY OF EDMONDS STANDARD DETAIL TR-551 C A B C 10' EXPANSION DUMMY JOINT JOINT d d a d a 4. d Q- d 4 4 a a a a d 4 a 10' O.C. 5' O.C. PLAN VIEW (NOT TO SCALE)W)"o 'T' 5' MIN 1' FULL DEPTH 1/2" EXPANSION CURB/GUTTER JOINT MATERIAL MPS' SEE COE STD � 2% MAX � 1� DTL TR-521 - m d m a a a d a m DETAIL �a ° � 2" MIN 5/8" MINUS CSTC ON NATIVE BEARING SOIL �Te_'N � SEE NOTE 9 SECTION VIEW NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. CONCRETE SHALL BE CLASS 3000. 3. FINISH SHALL BE LIGHT BROOM. 4. SIDEWALK THICKNESS SHALL BE 4". 5. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. 6. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION. 9. SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 10. ALL EDGES WITH EXPANSION JOINTS SHALL HAVE 4" RADIUS � REVISION DATE ocroeER 2018 .CITY OF EDMONDS CONCRETE SIDEWALK 7 �F7 PUBLIC WORKS STANDARD DEPARTMENT CONCRETE SIDEWALK / r� PER CITY OF EDMONDS STANDARD DETAIL TR-531 C## SEE APPLICABLE STANDARD DETAILS FRAME AND GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" SOLID WALL PVC 15" (WSDOT STD SPEC 9-05.12.(1)) PROFILE WALL PVC 15" (WSDOT STD SPEC 9-05.12(2)) 5 3p.. k V S •• �2 4 6 OR 12" f NOTES: RISER SECTION 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-05.50(3). 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE g• FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY 22, TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. X`- ti1/iy 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX / DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR � "D" SHAPE. 0 N 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE � PIPE INVERT IS 5'-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION � AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL � BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. (MEASUREMENT AT THE TOP OF THE BASE) 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2" PRECAST BASE SECTION FROM VERTICAL EDGE OF CATCH BASIN WALL. CITY OF EDMONDS CATCH BASIN TYPE PUBLIC WORKS DEPARTMENT APPROVED BY: R. ENGLISH CATCH BASIN TYPE 1 K PER CITY OF EDMONDS STANDARD DETAIL SD-303 C05 D E F REVISION DATE MARCH 2O23 DETAIL STANDARD SD-303 rRq pRoP Rw� Mq rER /0 w/fir qs /14 qP 0 9 N of OR/VEkq y pROVep 6RlVc rF ,Y pRop R e DETAIL EXPANSION EXPANSION JOINT JOINT 0 SEE DRIVEWAY CURB 30,41k FNrjq4 TRANSITIONAL tilgk (2�CgR '�lN/,y/UM DETAIL BELOW (Cp GqR , M,qGE� Q DRIVEWAY APPROACH yFRC/ q4)- � � CONCRETE CURB AND GUTTER, SEE / O \ COE STD DTL TR-520 6' TYP \ EXISTING PAVEMENT FULL DEPTH MAX 15' 1/2" EXPANSION 2' MIN JOINT I SAWCUT O 7 2% MAX 8.39,' MAX 6" CURB LOPE 7 ' 3 2 f SECTION A -A DRIVEWAY CURB TRANSITIONAL DETAIL FOR CURB AND GUTTER OR VERTICAL CURBS NOTES: OCURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2O DRIVEWAY APRON INCLUDING WING RAMPS SHALL BE A MINIMUM OF 6" THICK AND SHALL BE PLACED ON 2" OF 5/8" CSTC COMPACTED TO 95% MAXIMUM DENSITY. 3O SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. O4 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. O5 CONCRETE SHALL BE CLASS 3000. O6 CURB TRANSITION SHOULD MAINTAIN A SLOPE NO GREATER THAN 8.3%. IF THE SLOPE REQUIREMENT CANNOT BE ACHIEVED, MAXIMUM CURB THE TRANSITION LENGTH SHALL BE 15-FEET. O7 MAINTAIN 1/2" LIP AT GUTTER. O8 IF DRIVEWAY WIDTH EXCEEDS 15', INSTALL A FULL DEPTH EXPANSION JOINT AT CENTER OF DRIVEWAY. O9 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. 10 FINISH SHALL BE LIGHT BROOM. � REVISION DATE DRIVEWAY APPROACH JANUARY 2018 EL CITY OF EDMONDS TYPE PUBLIC WORKS STANDARD DEPARTMENT APPROVED BY: R. ENGLISH T R - 5 41 DRIVEWAY APPROACH TYPE I PER CITY OF EDMONDS STANDARD DETAIL TR-541qL 10, 10' I 30' I 10 I�-2 RPM TYPE 2 (TYP) YELLOW - CENTERLINE AND LANE LINE CENTERLINE WHITE - LAN ELI N E 10' I 30' I I 2 } RPM TYPE 2 �1 ❑ (TYP) YELLOW NO -PASS LINE AND TWO-WAY LEFT -TURN CENTERLINE YELLOW Z�I 3' 9' 3 9 3' 9' 3 9 3 �Z WHITE WIDE DOTTED LANE LINE �f tt FOG LINE WHITE, SEE NOTE 1 40 I 40' �} ❑ ❑�� TYPE 2 (TYP)❑ � YELLOW - 11 DOUBLE � CENTERLINE DOUBLE CENTERLINE AND DOUBLE LANE LINE YELLOW - DOUBLE CENTERLINE WHITE NOTES: WIDE LANE LINE 1. FOG LINE SHALL BE WHITE ON THE RIGHT EDGE OF TRAVEL LANE. 2. ALL PAVEMENT MARKINGS SHALL CONFORM TO SECTION 8-22 PAVEMENT MARKING OF WSDOT/APWA STANDARD SPECS. STRIPES SHALL BE CONSTRUCTED WITH HIGH REFLECTIVE DOUBLE COAT WATER BORNE PAINT UNLESS OTHERWISE NOTED. 3. RPM COLOR SHALL MATCH TO COLOR OF MARKING WHICH IT IS SUPPLEMENTING. � REVISION DATE CITY OF EDMONDS ROADWAY PAVEMENT JANUARY 2018 STRIPING FOR COLLECTOR T_F_7 - PUBLIC WORKS AND ARTERIAL STREETS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R- 5 F)1 ROADWAY PAVEMENT STRIPING L PER CITY OF EDMONDS STANDARD DETAIL TR-561 ### G H I J ULu ) SO Ll D Lu C\CD ILU j K 1.q z Y W o�Q� Qp06w J Q J = Z w W S CIO � °d cD w Z O N J O Z Z 0 z � ULU ) � J Z w U U 0 Q m w 0 � W O w� Z pZ U m LL w w D � w W �iQ�J� W Z aU0Qw O pQuj U � U �w >>z U)� pww=�p Lu 0 Uom� tSm Q p p p�ww > wzzp inm� J0 O Q U Q N M Q N N w o 0 Q N � z as �Q LLLI o co c E z N 0 CO N - N ti 0 0 N 0 N z J acn to 0 - 0 =a o Y fC a 'a 0 OF W� ,S o N N enj ins i J o J o�, 549 23 4 U W � z O O a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: Re CHECKED BY: nns SCALE: AS SHOWN DATE: REV. SHEET 5/3/2023 2 of 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 290 PLN2021-0072 1 3 w U z 0 0 (V N x 0 0 M ' 04 00 zuj J m d J J 5 w wiz cl zw ON 7>-U) 0H 6 ww U)w w= > U)Q J =z LoLD v ry Z�0 cD � z�- 3:w �7 C7 Q 3:a oQ 66u) 00 zz 00 o� ww z0 Z d w UJ Y Z_ U as 7 coFL-: ww aw =w LoU) za Q � N Q co z co T_o 0 N ' � M 2 u> �w YQ J 0 > co U Q 7,(h co N Wco a J w J U w U $ E m z 0 M U) �ww �LL> Lu Zop _j 0o U) U Q Q A B C w z J Z 0-1 RESIDENCE a w 0 CLEANOUT w Ln WITH 45' BEND AND 2' CAP CLEANOUT (MAX) f(TYP) NOT TO EXCEED 100' BETWEEN CLEANOUTS CLEANOUT (WYE WITH CAP AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR r12"t r FINISHED GRADE z af w o Ln 12" LOCKING COVER w CL SEE NOTE 3 o w END OF PIPER GRIPPER PLUG (CHERNE 27061 OR APPROVED EQUAL) w `- WATER TIGHT CAP \�xx/,,x,\x,,x/,, K RISER LEVELING COLLAR 45• SEE NOTE 4 45• 12" PVC SLEEVE / 6" RISER 4" OR 6" SIDE SEWER 6" WYE AND 6" CITY STUB GENERAL CLEANOUT DETAIL 45' BEND 4" OR 6" 12" LOCKING COVER SIDE SEWER CLEANOUT DETAIL 3 z SEE NOTE 3 AT PROPERTY LINE/CITY EASEMENT w of LEVELING COLLAR NOTES: j a_ w SEE NOTE 4 w w U n ASPHALT SURFACE 1. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. 12" f 2. PIPE SLOPE TO BE 2% MIN AND UP TO 50% MAX. \ .I 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS 1 FOOT LONG 12" PVC PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED SLEEVE EQUAL. 6" RISER END OF PIPE GRIPPER 4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: PLUG (CHERNE 270261 OR APPROVED EQUAL) • IN ROADWAYS PER COE STD DWG GU-424 TYPICAL CLEANOUT • IN SIDEWALK/LANDSCAPED AREAS, EITHER 24"x24"x6" UNDER ASPHALT OR CONCRETE DEEP CONCRETE COLLAR OR 24" DIAMETER x 6" DEEP CONCRETE COLLAR REVISION DATE CITY OF EDMONDS JANUARY 2018 SEWER CLEANOUT DETAILS T� PUBLIC WORKS STANDARD DEPARTMENT DETAIL c s t. 18 APPROVED BY: R. ENGLISH S S- 2 0 0 SSS CLEANOUT PER CITY OF EDMONDS STANDARD DETAIL SS-200 C07 FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL HMA CLASS 1/2" EDGES SHALL BE TACKED NEATLY PER PG 58H -22 WSDOT STANDARD SPECIFICATIONS 5-04.3(4) (SEE NOTES 4 & 5) 1' APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 1' SLOPE EXCAVATION TO AVOID UNDERMINING I� EXISTING PAVEMENT. J............................................................. EXISTING HMA.....:...............:..........:.:..............................:.....:.....:..:..... v ° /\ EXISTINGi //� // 4 ° d a4 /� //� //�� MATERIAL\ p BEDDING MATERIAL (1-1/4" MINUS) CRUSHED SURFACE BASE COURSE (SEE NOTE 3) IMPORT BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY (SEE NOTE 2) TRENCH WIDTH NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFILLING REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557. 3. CSBC DEPTH SHALL BE A MINIMUM OF 6", AND SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4" FOR RESIDENTIAL ROADS AND 6" FOR COLLECTORS/ARTERIALS. 5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 2" SHALL MATCH EXISTING. 6. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2". 7. FINAL PAVEMENT JOINTS SHALL BE NEATLY SAW CUT AND UNIFORMILY SEALED WITH WSDOT STANDARD SPECIFICATIONS 5-04.3(4)A APPROVED JOINT SEALANT OR APPROVED EQUAL. REVISION DATE CITY OF EDMONDS TYPICAL HMA AND APRIL 2021 UTILITY PATCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH G U - 41 0 TYPICAL HMA AND UTILITY PATCH PER CITY OF EDMONDS STANDARD DETAIL GU-410 A B C z_ 0 'n w of z�w J W r = Z a U ui uj a � o� wQU w Qom NOTES: E F (IF STUB FOR FUTURE DEVELOPMENT) SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE & STAKED. PLACE 2 x 4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO ENSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE. IN 3 INCH HIGH LETTERS, STENCIL THE NUMBER OF EVEN FEET FROM GROUND ELEVATION TO THE SEWER STUB INVERT. 8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2 x 4 STAKE AT OR ABOVE FINISHED GRADE. w Z J w w LOCKING CLEANOUT COVER PER COE STD DTL SS-200 6" LATERAL SEWER SLOPE - 2% MIN TO 50% MAX 22.5' OR 45' BEND 6" TEST TEE 6" WYE/6" ROMAC SADDLE SEE NOTES 1 AND 2 fPOSSIBLE SEWER MAIN LOCATION 22.5' OR 45' BEND 6" TEST TEE 6" TEE POSSIBLE I SEWER MAIN LOCATION 1. WHEN TAPPING INTO EXISTING MAIN A ROMAC STYLE CB SADDLE SHALL BE USED. PLACEMENT OF TEE SHALL DEPEND ON DEPTH OF SEWER MAIN. AS A MINIMUM, THE TEE SHALL BE PLACED AT A 45 DEGREE ANGLE FROM PIPE SPRINGLINE. 2. IF NEW MAIN IS BEING INSTALLED OR MAIN IS BEING REPLACED, SERVICE CONNECTION TO THE MAIN SHALL BE DONE WITH A WYE. WYE SHALL BE AT A 45 DEGREE ANGLE FROM PIPE SPRINGLINE. 3. IF CONNECTING EXISTING PRIVATE SIDE SEWER TO NEW CITY LATERAL, A CONCRETE/PVC STRONGBACK FERNCO RC SERIES OR ROMAC COUPLING SHALL BE USED AND SECURED PER MFR'S INSTRUCTIONS. 4. BORING OF SERVICES WITHIN RIGHT OF WAY IS NOT ALLOWED. 5. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. 6. IF STUB FOR FUTURE DEVELOPMENT, USE RUBBER JOINT BISCUIT PLUG OR OTHER APPROVED WATERTIGHT PLUG. REVISION DATE CITY OF EDMONDS FEBRUARY 2018 NEW LATERAL SEWER PUBLIC WORKS STANDARD DEPARTMENT DETAIL s t 189� APPROVED BY: R. ENGLISH SS-202 NEW LATERAL SEWER rN PER CITY OF EDMONDS STANDARD DETAIL SS-202 C07 PROPERTY LINE O R.O.W. FINISHED GRADE I� �I - -�METER SUPPLIED BY CITY O BALL VALVE----- (GPI I H 04 II II II �� G Liro DIRECTION -� OF FLOW - A D J I MATERIAL LIST: ALL 1" SERVICES TO BE TYPE "K" SOFT COPPER TUBING OA OB 1 " BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET (FORD OR MUELLER) OC DUAL PURPOSE UNION OD MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD 884- 444Q FOR 1" OWHEN REPLACING EXISTING SERVICES: 1" METER SETTER WITH ANGLE BALL METER VALVE 15" HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, HORIZONTAL IN HORIZONTAL, OUTLET EQUAL TO FORD VB74-15W-1 1-44 WHEN PLACING NEW SERVICES: USE SAME AS ABOVE AND ADD A SINGLE CHECK, EQUAL TO FORD VBH74-15W-11-44 OF 1" CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S OG IN UNPAVED AREAS: CARSON 1324 MSBCF WITH DUCTILE IRON COVER AND CAST IRON READER DOOR; IN PAVED AREAS: ARMOR CAST A6001946PCX12 BOX W/ A600196969 RCI LID OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2" X 4" STAKE WITH "WATER" STENCILED ON IT WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE OI 14 GA. VINYL COATED OJ SCHEDULE 40 3/4" OR 1" PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE WITH COMPRESSION FITTING OK WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR (PER PLUMBING CODE) O PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4" OR 1 " METER THROUGH THE CITY AT DEVELOPMENT SERVICES DEPARTMENT; CITY WILL SUPPLY AND INSTALL METER AFTER PURCHASE; IF USING 3/4" METER, CONTRACTOR WILL PROVIDE REDUCERS MO BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE UNLESS APPROVED BY THE CITY ENGINEER. METER BOXES SHALL NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RATED BOX IS APPROVED BY CITY ENGINEER. REVISION DATE CITY OF EDMONDS 1 " WATER SERVICE JANUARY 2021 (FOR 3/4" & T m. PUBLIC WORKS 1 " METERS) STANDARD DEPARTMENT DETAIL Fs t 189� APPROVED BY: R. ENGLISH WA-1 30 1" WATER SERVICE INSTALLATION rQ PER CITY OF EDMONDS STANDARD DETAIL WA-131 CO7 D E F G H I J rn 0 o 6" MIN 1 / , bi 6" MIN 8" MIN 8" MIN EE NOTE SEE COE STD DTL GU-410 BEDDING MATERIAL (5/8" MINUS) CRUSHED PER COE MOD 9-03.16.A.2 OR SUITABLE EXCAVATED MATERIAL AS APPROVED BY CITY ENGINEER (SEE NOTE 2 BELOW) FOUNDATION (IF REQUIRED) SEE NOTE 4 NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE • 36" FOR PIPE UP TO AND INCLUDING 12" DIAMETER • O.D. PLUS 18" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTION OF 95% DENSITY PER ASTM D 1557. 4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. REVISION DATE CITY OF EDMONDS JANUARY 2018 TYPICAL TRENCH SECTION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH GU UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL 2" ORGANIC MULCH TYPICAL TRENCH SECTION PER CITY OF EDMONDS STANDARD DETAIL GU-400 C06 & C07 UNDISTURBED PLANTS UNDISTURBED TURF (LAWN) (SEE NOTE 1) AREAS (SEE NOTE 1) J UNDISTURBED _I,�RI 0„ ITURF/LAWN/LANDSCAPE OPTION 1 - NO DISTURBANCE PLANTING BEDS TURF (LAWN) AREAS UNDISTURBED NATIVE SOIL GRASS: SEED OR SOD 3" OF COMPOST I ,�_, MET_j Fjr=M-_ -III=III=III=III=III=III III=III=III=III=III=III=11 - - 1.75" OF COMPOST INCORPORATED INCORPORATED INTO 5" OF 11=III=III=III=III-III=1 1 1=1 11=1 11=1 11=1 I I -III HEIII=III =111=1 11=1 Ell II=III=III=III 11=1 11=1 11=1 11=1 I INTO 6.25" OF SITE SOIL (TOTAL SITE SOIL (TOTAL AMENDED III=III=III=III=III=III=III II=III=III=III=III=III=III AMENDED DEPTH OF 9.5", FOR A DEPTH OF 9.5", FOR A=III=III=III=III=III-III =1II=III=III=III=III=III=11 SETTLED DEPTH OF 8") SETTLED DEPTH OF 8' III=III=III=III=III=III-111 I-III=111-III=III=III-III II-III=III=III=III-III-III II=III-III-III-III=III-II =1 =1 =1 SUBSOIL SCARIFIED 4" BELOW\\/\/ III=1 1=1I1ElI1=1 =1 -III li III-III=III=III=III=III //\\j g" III=III=III=III=III=III-II 1-I I-III-III=1 SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) \\� /\\/ \/\!. (12" BELOW SOIL SURFACE) OPTION 2 - AMEND IN PLACE OR STOCKPILE AND AMEND GENERAL NOTES: PLANTING BEDS TURF (LAWN) AREAS 1. AREAS OF NO DISTURBANCE 2" ORGANIC ' I �11II GRASS: SEED SHALL BE FENCED AND EXISTING VEGETATION AND SOIL SHALL BE MULCH �i //,�///�/, 0 II L, �R'I,, OR SOD PROTECTED FROM CONSTRUCTION 1I=1I=1I-1I1=1I1=1I 11=1 I FEI 11=1 11=1 11=1 11=1 _ 1= =-1I-1 =1I III 111-1 11=1 11=1 11=1 11=1 11=1 I I IMPACTS. 6" IMPORTED I =1 11-1 11=1 I -I 11=1 11=1 I III=III-III-111=111=111El 11 =I II=111=111=111=111=1II 1=1 11=1 11=1 11=1 11=1 11=1 I JII=III=III=III=III=111=111 1=III=III=III=III=III-III 6" IMPORTED 2. TO MEASURE SETTLED DEPTH, WATER SOIL SUFFICIENTLY TO TOPSOIL MIX III=III=111=111=111 ElII= II-III=III=IIIEll II-III=1 TOPSOIL MIX FULLY SATURATE WITHOUT (COMPACTED I -I 11=1 11=1 11=1 11=1 11=1 I I III Ell 11-III-111=111=III=1 1=1 11=1 I I -I I -I I I-1 11=1 I III=III=III=III-III=III-III (COMPACTED CAUSING EROSION. DEPTH) 11Ell IIElII=111=III=111=1II III -I LII =1 Ih.I,111 6'=111 1=III-III=III=IIIElIIEl11 DEPTH) 1-711 \\ \\\ \// \\ \\ I \ I �, \/j 3. COMPOST SHALL MEET SPEC. REQUIREMENTS IN THE 2017 //\ / - I I //\\/ \ SUBSOIL IS SCARIFIED 6"\\j/\// 'I /j//\ �// \\/ II I I �/j //jam// I I i \\/ �I SUBSOIL IS EDMONDS STORMWATER ADDENDUM CHECKLIST 7 ( ) BELOW ;� A/ jA \j�Aj/ jAA� j� j:; SCARIFIED 6" BELOWIMP OR QED / �� \\ \\\\ \//�\ �\\// �j IMPORTED 4. COMPACTION OF TOPSOIL WHERE REQUIRED) TO BE TO 85%( TOPSOIL //\ /\/\/\ /\/ 12" \//�\/\\/\\�\\�\\\ MIX (MAX) I (_TOPSOIL OF THE MAXIMUM DRY DENSITY OPTION 3 - IMPORT TOPSOIL PER MODIFIED PROCTOR TEST (ASTM D1557). REVISION DATE POST CONSTRUCTION SOIL DECEMBER 2017 CITY OF EDMONDS QUALITY AND DEPTH PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fst 1g9,11 APPROVED BY: SD-642 POST CONSTRUCTION SOIL QUALITY AND DEPTH SA PER CITY OF EDMONDS STANDARD DETAIL SD-642 CO2 G H I J K I 1.q U) z Y W L Q (D Qp06 J Q J = U)W U H z wWCo ~ Q C) � (Dw Z O N od O Z z m z OJ 0 :3 Z 0Qmww U O W LUZ Z U w uj w D 7wU)U) Lu z aUCDQw O pQuj�U ZO U �w>>z w p U) � pww=pz > ��> 0.�Sm�m Q 0 o pww wzz0 m m J 0 O Q U Q N M Q N N Q oFj 0 o 0. _ W z L E z - "t N 0 �? Co N - L Q O > Q >� co co O > N N o Ln Lo Nt O N 04 rn co U) Ii N ti 0 0 N 0 N z J a 0 T Z cn m - 0 U- Y a 'a JPMIN i °F W S� f]' N coP O o ins m �0 549 tt1e: 4 ass R ONA Ir V 0 �s c R a U i4 E Z a C t J J Lo Y r 0 N O O Q O CN CD W ~ Ljj Z co m a Q j J W 0 IJJ W p W O J Q O w > W I- z Lo U) Ln w m H U WLu Z O O a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN DATE: REV. SHEET 10 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: clo BY: CITY ENGINEERING DIVISION K Attachme Packet Pg. 291 PLN2021-0072 1 w U z 0 0 N N 0 0 U' M zui am aJ J >LL � i Z Z Lu O N 7>U) 0�- ww cnw w= >co Q J =Z Lo (D � o i5� Z�- z Qw Dry �Q 3:a 66co 0 0 ZZ 00 22 00 ww Y (Doe Z Q ry 0-W ZY U E:0- c� ww >U) Q� =w �w Lo= �co co g Qa 2 N QN Z ch = o ON ")Q �w Y 0 J > co U Q o ch Cf) N w�co J W J Uw0 a ) .. z Wmo m zo 2uiw �1> zoo ui w20 U) U _3 Q A B C MECHANICAL PLUG EXTEND CLEANOUT 2" ABOVE - DESIGN PONDING ELEVATION OR PER PLAN 4" STREAMBED COBBLES -\ PER WSDOT 9-03.1 1(2) DESIGN PONDING ELEVATION ASPHALT/ CONCRETE TRAFFIC RATED, IRCULAR LOCKING AST VALVE BOX PER ANUFACTURER ECOMMENDATIONS, EE NOTES 1 AND 2 z m N MECHANICAL PLUG ADD VALVE BOX EXTENSION OR SOIL PIPE AS NECESSARY TO ACCOMMODATE O.D. OF RISER PIPE SOIL TIGHT 45° BEND CLEANOUT COVER IN PAVED AREA WYE —ICI—ICI—ill, I�I� f- 1 - SOIL TIGHT - =I I � LAWN/ NDS PRO SERIES VALVE COUPLER LANDSCAPE BOX WITH LOCKING COVER, OR EQUAL. SEE 6" UNDERDRAIN PIPE, (MIN) NOTES 1 AND 2. PER PLANS V,; vwWV�,� terry ��w�i�r�y 4" (MIN)E OOoO 5 OlJO90 PLUG OR CONTINUED UNDERDRAIN CRUSHED SURFACING MECHANICAL PLUG CONNECTION TOP COURSE (CSTC) CLEANOUT PER WSDOT 9-03.9(3) (SHOWN WITHIN BIORETENTION FACILITY) CLEANOUT COVER IN LANDSCAPE AREA GENERAL NOTES: 1. CLEANOUT PIPE SHALL BE SAME SIZE AND MATERIAL AS UNDERDRAIN PIPE. 2. CLEANOUT SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 3. ALL FITTINGS SHALL BE SOIL TIGHT. 4. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF PONDING AREAS WHERE POSSIBLE. NOTES: 1. CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "DRAIN CLEANOUT," "CLEANOUT," "CO," OR SIMILAR. 2. TRAFFIC RATED LID REQUIRED IN AREAS WITH VEHICULAR LOADING. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT REVISION DATE STORM DRAINAGE [DECEMBER 2017 CLEANOUT STANDARD D ETAI L APPROVED BY: R. ENGLISH S D - 61 9 STORM DRAINAGE CLEANOUT PER CITY OF EDMONDS STANDARD DETAIL SD-619 TOP OF FACILITY 70.00 COMPACTED _ BACKFILL WASHED ROCK 1 1 /2" - 3/4" n • 4.47' 18" ENGINEERED SOIL PER 2014 DOE SPECIFICATIONS //\ij SURFACING PER PLAN FILTER FABRIC 4.47' 1.00' 13.40' INFILTRATION TRENCH #1 SCALE: 1"=2' 4.47' n E COMPOSITE DRAIN MAT PERIMETER WALL SLAB THICKNESS PER STRUCTURAL PLANS—\ ago NON -WOVEN GEOTEXTILE— FABRIC SURROUNDING GRAVELTRENCH CLEAN GRAVEL (PEA GRAVEL, DRAIN ROCK, WASHED CRUSHED ROCK) F WEEP CONNECTION �—FROM DRAIN MAT SHALL BE INSTALLED PER THE WATERPROOFING CONSULTANT'S RECOMMENDATIONS AND IN ACCORDANCE i WITH DRAINAGE COMPOSITE i MANUFACTURER'S RECOMMENDATIONS \\\\/� 2" SOLID WALL PVC y\ PIPE AT 6-8' O.C. 74" PERFORATED ,\/ PVC PIPE//� PERIMETER DRAINAGE DETAIL 6" FLEXIBLE PERFORATED PIPE I E 69.00 1.50' MIN. 2.00' MIN. 1.50' MIN. BOTTOM OF FACILITY 68.00 SCARIFIED SUBGRADE 66.50 m Wi INFILTRATION TRENCH NOTES: 1. THE ENGINEERED SOILS LAYER SHALL MEET THE FOLLOWING CRITERIA: - A CATION EXCHANGE CAPACITY (CEC) GREATER THAN OR EQUAL TO 5 MILLIEQUIVALENT CEC/100 G DRY SOIL (USEPA METHOD 9081). -A MINIMUM ORGANIC CONTENT OF 1%. - A MINIMUM DEPTH OF 18 INCHES. - WASTE FILL MATERIALS SHALL NOT BE USED AS INFILTRATION SOIL MEDIA NOR SHALL SUCH MEDIA BE PLACED OVER UNCONTROLLED OR NON -ENGINEERED FILL SOILS. F-1 E COMPACTED _ BACKFILL WASHED ROCK 1 1 /2" - 3/4" PLASTIC GEOMEMBRANE _ ALONG FACILITY PERIMETER • O IY Q w 18" ENGINEERED SOIL PER 2014 DOE SPECIFICATIONS 4 W z 6" HMA OR MATCH EXISTING, WHICHEVER IS GREATER PER COE STD PLAN TR-520 (IN AREAS OF UTILITY TRENCHING) 6" CSTC 5/8" PER COE STD TR-520 (IN AREAS OF UTILITY TRENCHING) COMPACTED SUBGRADE (OR MATCH EX SECTIONS IF GREATER - IN AREAS OF UTILITY TRENCHING) CONCRETE CURB AND GUTTER PER COE STD TR-520 TYPICAL CROSS SECTION - 5TH AVE S SURFACING PER PLAN FILTER FABRIC 1.00' 25.50' 1 "=5' 6" FLEXIBLE PERFORATED PIPE IE 73.00 TOP OF FACILITY 74.00 J K 1.q z Y W I- W Q U Q 0 °6 L1J J Q J = W�UI- � w z W WLu m ~ Q UU � 06w Z O N J O OZ z } Z_ j 0 J Z F_ W O 0— — W Lu U U Q m W F_ w�ZOZCaj m0 LLWWOI Lu U) � J� J H IL Z aUCDQw O 0<U)�U U L > Z W 0 cn � Oyu Lu > 0� 0� = - Uo�SmF-m Q 0 0 0 W W m? 2 W z� Of m _j 0 p Q U Q N cM Q N N LLJ Q 04 O\ 0 o G a LU z as -a m O J m Lo Lu E CDCD z - �N o rn N C) L > O O >Q> () (rj C cq :E O > � LLo w �� 0) 3 0.tfM N0 rn W U) d w 3: L 10' CONCRETE SIDEWALK PER COE STD PLAN TR-531 STREET TREE IN 3'x3' PIT W/ STREET TREE GRATE PER COE STD PLAN TR-551 1.50' MIN. 1.50' MIN. SCARIFIED SUBGRADE 70.50 BOTTOM OF FACILITY 72.00 �a cn m `o - U. Y c`a a. c a CD JPMIN D.i o OF W J A N 04 co enji o ins m te: 23. 4 `° L C'� R 549- �S FGIST'C1 - 06 a U E I I d r E L V U _jLo CN rn Y Q O E 0 00 �u o � a D Q Q J wc)w Lu ~ QLu Z 0 w z ti Q 0 = �Lu — Lo NT Ir— CIO INFILTRATION TRENCH #2 rvV SCALE: 1 "=2' C06 U W � z O o a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN REV. SHEET 1 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION G H I J K Attachme Packet Pg. 292 PLN2021-0072 1 a w U z 0 0 (V N x 0 0 U' M 0o . zLu Qm aJ J Z) >LL �I Z o¢ z ui O N 6 ww u)w w= >cf) a J =Z Lo0 "tFy ;2;o i5� Z�- Z aw or a oa in co o� ZZ 00 22 00 ww Y U Z a ry 0- W ZY U EIL 7 co�-: ww >U) a � =w �w Ln m �c/) co g za a 2 N QN Z co = o U N , Q _Lo cr-w Y J > co U a o Cf) N W 7;; co co J W J U w U 8 Z Wmo m � w �U- > zLu oo w�0 U _3 a A N 10 5 0 10 20 SCALE IN FEET A I c w D w E w F T \ I I to I 0 - -r- — \ °� o I I — — — — — — — \ CIO♦ I s2 ° - I--------� SLOT I SLOT 0 -I \ J o — — c/) 8� 0 \ J ° F O 0 L I ' \ r I- 8o c� to I ♦ I I J o ---o -- O I J \ W ° I� I W U)L—— — ---- r --J I------- o o �I \ \ \ , I — — — — — — — 79 c I �U w 0 I J 0 0 \ IV. o coI c \ o ♦ I $ \\ tI I t I L---------� 1 0 L_--_(" — 0 _ `) \ I — ---I — — --( \ I s �I \ °I o cn U) \ o I 7 1°,s 71 I 72 I 73-------� \\ JITA LL -- I\ CI IAN JL5+4 1\ E� PSS I SD \ i SD ' SD SD gD LSD SD —,$$ SD SD I WIOOD 1 /V77777/ l FENCE ,I � WALLS — I / BUILDING 0 CATCH BASIN 622 5TH AVE S RIM = 69.29 FT 6" CON N IE = 67.04 FT 10" CONC W IE = 66.29 FT 8" CONC S IE = 66.69 FT FOUND IRON PIPE (TYPICAL) I I VEHICLE TRACKING c I C/� cn n 4 E SCALE: 1 "=10' F G w H w I i PNa 0 w a'^ W V,d 4 d � a _771 1 701 m I \ I a - I I —_— / 30' \ H I IZ I I LA K 1.q � Y z W I_ W a U a0o6W J a J = co W 0� U H w z W W m Lu ~QC)�� 06 (Dw Z O N J O Z Z C} Z 0 � Z W Oa-wU W U U a m � W ~ w - Z �Z U m O LLWLu U) � J � J H Lu z aC)cDaw 0 � OaoU U ~ w > Z Lu 0 cn0� 0WW=0z > � �=�__J � C) U.�Sm�m a 00 m? 2 0 Z� Of 0o 0pa U Q NCr)a N LLJ a O O\ c O Q a U z as J a Lo zN O V 00 N OL > Q cy) co C o Lo Lo 0 Bch ai O N NN o')(0U) oFIN gi Ws I /� co - nj i ins te: tz DR 549 i FGIST% J Ln N M Y- Q N CD O Wo �~ z z C��Q �� U < Z w cn w J U) w U o w O Q O J U w > w U) L0 o w > z L w m N 0 0 N O N Z J IL 3 co 7 O U. Y IL CD H U W � z O o a PROJ. MANAGER: BI DESIGNED BY: iv DRAWN BY: RB CHECKED BY: MS SCALE: AS SHOWN REV. SHEET 1 5/3/2023 2 OF 12 APPROVAL FOR CONSTRUCTION SHEET NUMBER CITY OF EDMONDS DATE: BY: C12 CITY ENGINEERING DIVISION K Attachme Packet Pg. 293 1.r Y MEMORANDUM ENGINEERING MEMO OF COMPLIANCE Date: June 21, 2023 To: Michael Clugston, Planning Division From: Jeanie McConnell, Engineering Division Subject: PLN2021-0072, Pine Park Subdivision 614/616 5th Ave S. Engineering has reviewed the preliminary plat application for the Pine Park project at 614/616 5th Ave S. The information provided indicates general engineering feasibility. As part of the preliminary plat review, requirements regarding development of the property and adjacent public infrastructure were determined. Street Right -of -Way Dedication: Consistent with the City's Official Street Map, there are no street dedications required along 5th Ave S property frontage. Lot and Street Layout and Sidewalks: The subject property fronts on 5th Ave S, to the east, which is designated as a minor arterial In addition, a private alley exists to the south. Access to all lots in the subject development shall be provided from the private alley. Edmonds Community Development Code (ECDC) Chapter 18.90 regulates the construction of sidewalks to ensure implementation of the comprehensive sidewalk plan. Consistent with ECDC 18.90.030, properties located within the BD (Downtown Business) Zone, which this is, shall have sidewalks. The Comprehensive Sidewalk Plan map also indicates sidewalks are required on both sides of 5th Ave S. Sidewalks have already been established on both sides of 5th Ave S and will be replaced to meet current standards as a condition of development. Improvements: Edmonds Community Development Code Chapter 18.80 establishes right-of-way and pavement widths for public and private streets. City of Edmonds Attac PLN2 Packet Pg. 294 1.r Public Improvements • Stn Ave S is an entirely built out right-of-way. Travel lanes, parking and sidewalks is consistent with current 5t" Ave cross section design; however, existing improvements shall be removed and replaced as a condition of development to meet current standards. The details of these requirements will be reviewed with the civil construction plan review phase of the subject subdivision and could include the replacement of curb and gutter, sidewalks, installation of storm drainage features, etc. • The subject development is served by the City of Edmonds for water and sewer. Water and sewer availability certificates are on file. Private Property Improvements: • The private alley to the south of the subject site will provide access to all proposed lots and shall have a pavement width of 20-feet. • Edmonds Community Development Code (ECDC) Chapter 18.80.060 regulates the construction of driveways. Driveway slopes shall not exceed 14%. The current proposal indicates slopes for each access drive aisle to be less than 14%. Please find attached the Engineering Requirements for the subject development. The applicant will be required to satisfy these requirements as a condition of plat approval. In advance of obtaining final plat approval from the Planning Division, the applicant will be required to obtain approved civil construction plans addressing all plat conditions. While the preliminary stormwater management design was found to be feasible, a few comments have been provided by Stormwater Engineer, Jerry Shuster, to assist in preparation of the civil construction design submittal. Please refer to separate comment letter. It shall be noted that the applicants have chosen to concurrently apply for a Fill/Grade permit application (BLD2022-0694), which is currently under review. This application will be accepted as the Civil Construction review phase of the Subdivision process. The Engineering Requirements along with other City of Edmonds code requirements shall be addressed as a part of the review. Thank you. Attac PLN2 Packet Pg. 295 1.r �' ��> CITY OF EDMONDS STORMWATER REVIEW COMMENTS ENGINEERING DIVISION . (425) 771-0220 City Website: www.edmondswa.gov DATE: May 22, 2023 TO: Permit Coordinator FROM: Jerry Shuster, P.E., Stormwater Engineer RE: Application #: PLN2021-0072 Project: BK Investments/Pine Park Address: 614 5th Ave S Stormwater Compliance (Preliminary) Review It is recommended that the project be approved to move into engineering design. The comments below need to be addressed during the next phase of the review process. Additional comments may be generated during the next review phase. During review of the above noted application, it was found that the following information, corrections, or clarifications are needed. Please submit revised plans/documents with a written response to each of the items below. City of Edmonds handouts, standard details and development code can be found on the City website. Comments Stormwater Site Plan, Rev 2, DCG, Inc., April 2023 Page ii — Soils — Please include the following: Describe lateral extent of infiltration receptor horizon, including a detailed description of the condition of the upper soil structure, including the pathway the discharged stormwater will take. • Discuss the discharge point or area of the infiltrating water, particularly at it relates to potential drainage impacts to adjacent properties or to geologic hazards. Geologic cross sections are recommended to illustrate lateral extent and discharge point or area of infiltrated water, if warranted. Section 2.5. PaRe 5-6 — Roofs - Note that BMP T5.10A described in the applicable Stormwater Management Manual for Western Washington are only for a single piped system less than 100 feet in length (predominantly for roofs from single family residential sites). The infiltration trenches designed for this project also include driveway water that is pollution generating. BMP T5.10A is only for non -pollution generating hard surfaces. Infiltrating roof runoff is feasible but since modeling was used to size the Attac PLN2 Packet Pg. 296 1.r infiltration trenches, the design must meet the requirements of BMP T7.20. These include Underground Injection Control (UIC) regulations when perforated pipe is used, and then, provided that the design, operation, and maintenance criteria in this section are met, only the registration requirement applies. Other Hard Surfaces — The text states that permeable pavement is infeasible as there are portions of the driveways that exceed the wearing course slope threshold for permeable pavement. What slope threshold is used in this evaluation and where on the site does it exceed this threshold? Edmonds allows permeable pavement (concrete) slopes to be <3% without check dams and up to 6% with check dams (See Edmonds Standard details — for more information about pervious asphalt and paver block pavement treatments). Section 2.7, page 6 — Minimum Requirement #7 applies on a threshold discharge area (TDA) basis. Please state that the entire site is with a single TDA, if true). 2 Attac PLN2 Packet Pg. 297 1.r CITY OF EDMONDS 121 - 5TH AVENUE NORTH, EDMONDS, WA 98020 PUBLIC WORKS DEPARTMENT - ENGINEERING DIVISION REQUIREMENTS FOR PLATS To: Planning Division File Number: PLN2021-0072 From: Jeanie McConnell, Engineering Program Manager Engineering Division Date: June 21, 2023 Project: Pine Park Address: 614-616 5th Ave S Required as a Condition of Subdivision Required as a Condition of Building Permit Requirement Already Satisfied 1. Right -of Way Dedication for Public Streets: N/A 2. Public Street Improvements & Access (Asphalt, curb, gutter and sidewalks): a) Curb and gutter shall be provided along property frontage as required to comply with City standards and requirements. X b) Existing sidewalk to be removed and replaced along property frontage on 5th Ave S as required to comply with City standards and ADA requirements. X c) Existing driveway approach along 5th Ave S to be removed and replaced with standard sidewalk, curb and gutter per City standards. X d) Existing approach to private alley to be removed and replaced to comply with City standards and ADA requirements. X e) All lots shall take access off the private alley. X f) Cross slope of public road shall not exceed 2% X 3. Private Access Re uirements & Im rovements a) All lots shall take access from private alley. i. Private alley shall be paved to 20.0-feet in width, plus 18" asphalt thickened edge or 6-inch concrete extruded curb may be used to direct storm flows. X b) Shared driveway access off private alley to serve each lot. X c) Driveway slope shall comply with ECDC 18.80.060. X 4. Street Turnaround: N/A 5. Easements (City utilities, private access, other utilities): a) Provide all easements as required - access, utility, etc. X b) All lots shall take access off private alley. X c) Private alley access easement shall be a min of 20 (twenty) feet in width X d) Public utility easement to be provided along private alley. X 6. Street Lights: N/A N I, - CD 0 N O N Z J a c 0 .N Z �a Cn E L O U. L M a d c 'a N c m E O L a O E O E d c� c M .Q E O v c �L c W ti c d E z M Q c E t c� M Q 1 of 3 ENG RQMNTS PLN2021-0072 printed 6/21/2023 Attac PLN2 Packet Pg. 298 1.r Required as a Condition of Subdivision Required as a Condition of Building Permit Requirement Already Satisfied 7. Street Trees/Planting Strip a) Street trees shall be planted along 5th Ave S per Street Tree Plan. X b) Tree grates shall be installed as required to comply with City standards. X 8. Water System Improvements (COE): a) Applicant must meet requirements set forth by City of Edmonds for connection to public water system. X a) Public hydrant spacing shall meet requirements of ECDC 19.25. X b) Provide water service stub to each Lot X c) Connect to public water system. X X d) Install storz adapter on existing fire hydrant, as required. X 9. Sanitary Sewer System Improvements (COE): a) Applicant must meet requirements set forth by City of Edmonds for connection to public sewer system. X b) 1. Provide 6" sewer lateral from main to property line/edge of easement (if serving 8 lots or less) OR 8" sewer lateral from main to property line/edge of easement (if serving 9 or more lots) iii. Provide new 4" side sewer to individual lots. !I!. Side sewer serving 2-8 lots shall be 6" iv. Side sewer serving 9 or more lots shall be 8" X X c) Connect to public sewer system. X X 10. Stormwater System Improvements: a) Provide a Stormwater Management Report and Site Plan that shows compliance with ECDC 18.30, Stormwater Addendum and 2014 Department of Ecology Stormwater Manual. i. Stormwater management design shall account for proposed plat improvements and future lot development. ii. Stormwater management system to be located on private property. X b) Connect all new hard surfaces to storm system as required. X X c) Provide storm sewer stub to all proposed lots, as applicable. X d) Connect to public storm system or manage stormwater on site if soils allow. X X e) Storm catch basins to be installed in gutter flow line in 5th Ave S. and in private alley as required. X 11. Underground Wiring (per Ord. 1387 : a) Required for all new services. X X 12. Excavation and Grading (per IBC a) Submit a grading plan as part of engineered site plan. X X b) Submit grading plan for foundations with individual building permits. X 13. Si na a and Striping (per City Engineer): a) All signs shall be vinyl letters and to City standards. X b) Provide "No Parking - Fire Lane" signage/striping as required by South County Fire. X c) Install fire and aid address signage. X 4. Survey Monumentation(per Ord., Sect. 12.10.120 N/A N I, - CD 0 N O N Z J a C O .N Z :a W ra E L O U. L O a as c d: N c m E O L a m L T` Q 2 of 3 ENG RQMNTS PLN2021-0072 printed 6/21/2023 Attac PLN2 Packet Pg. 299 1.r Required as a Condition of Subdivision Required as a Condition of Building Permit Requirement Already Satisfied 15. As -built Drawings(per City Engineer): a) Provide an as -built drawing of all street and utility improvements in electronic format. X X 16. Other Re uirements a) Plat showing lots, easements, legals, survey information X X b) Legal documents for each lot X c) Field stake lot corners (by professional surveyor) X d) Field stake utility stubs at property lines X e) Clustered mailbox location per Postmaster X f) Maintenance agreements X g) Transporation Impact Fee Analysis X 17. Engineering Fees: a) Storm general facility charge X b) Sewer general facility charge X c) Water general facility charge X d) Water meter fee X e) Transportation impact fees X f) Parks impact fees X g) Plat civil plan review fee X h) Right -of -Way Construction Permit X i) Inspection fees X N ti 0 0 N O N Z J a c O .N Z :a M E L O U. M a as c 'a N c m E O L a O L T" d ci 2 Q E O U tM E �L d d W Q 3 of 3 ENG RQMNTS PLN2021-0072 printed 6/21/2023 Attac PLN2 Packet Pg. 300