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2020-08-05 Architectural Design Board Packet�C)F F.°1[10 Architectural Design Board Remote Zoom Meeting Agenda . 1 R90 121 5th Ave. N. Edmonds, WA 98020 www.edmondswa.gov Michelle Martin 425-771-0220 Wednesday, August 5, 2020 7:00 PM Virtual Online Meeting Remote Meeting Information Join Zoom Meeting at: https://zoom.us/j/96111187352?pwd=czBZY014d2lZLlNndTBIcXVmbUFhZzO9 Meeting ID: 9611118 7352. Password: 171899 Call into the meeting by dialing: 253-215-8782 I. Call to Order Attendee Name Present Absent Late Arrived II. Approval of Agenda III. Approval of Minutes Generic Agenda Item (ID # 4816) Approval of Minutes Background/History Last meeting held December 4, 2019 Staff Recommendation Approval of December 4, 2019 meeting minutes ATTACHMENTS: • ADB191204d (PDF) IV. Public Portion A. Public Hearing Generic Agenda Item (ID # 4814) Westgate Station General Design Review (PLN2020-0015) Background/History This is a new project. Staff Recommendation Architectural Design Board Page 1 Printed 712912020 Remote Zoom Meeting Agenda August 5, 2020 B. V. VI. VII. VIII. Approve with conditions noted on pg 16 of the attached staff report. ATTACHMENTS: • Westgate Station design review staff report and attachments Audience Comment ADB Member Comments Administrative Reports Adjournment Generic Agenda Items (PDF) Architectural Design Board Page 2 Printed 712912020 Architectural Design Board Agenda Item Meeting Date: 08/5/2020 Approval of Minutes Staff Lead: Michelle Martin Department: Development Services Prepared By: Michelle Martin Background/History Last meeting held December 4, 2019 Staff Recommendation Approval of December 4, 2019 meeting minutes Narrative December 4, 2019 minutes attached Attachments: ADB191204d Packet Pg. 3 3.1 CITY OF EDMONDS ARCHITECTURAL DESIGN BOARD Minutes of Regular Meeting December 4, 2019 Chair Herr called the meeting of the Architectural Design Board to order at 7:00 p.m., at the City Council Chambers, 250 - 5' Avenue North, Edmonds, Washington. Board Members Present Cary Guenther, Acting Chair Kim Bayer Cary Guenther Maurine Jeude Bruce Owensby Tom Walker APPROVAL OF MINUTES Board Members Absent Joe Herr, Chair (excused) Laurie Strauss, Vice Chair (excused) Staff Present Mike Clugston, Senior Planner BOARD MEMBER OWENSBY MOVED THAT THE MINUTES OF AUGUST 21, 2019 BE APPROVED AS AMENDED. BOARD MEMBER BAYER SECONDED THE MOTION, WHICH CARRIED UNANIMOUSLY. APPROVAL OF AGENDA The agenda was accepted as presented. REQUESTS FROM THE AUDIENCE: There were no audience comments during this part of the agenda. MINOR PROJECTS: No minor projects were scheduled on the agenda. PUBLIC HEARING: There was no public hearing. PRESENTATION BY MAYOR EARLING Mayor Earling commented that one of the real joys of his position, as mayor, is watching the community at work. The City enjoys a large number of local volunteers who serve well. For example, the Edmonds Center for the Arts (ECA) is run primarily by volunteers, yet the setting appears professional. The Edmonds Art Museum is another example, as it only took two weeks to fill all of the docent positions after the positions were advertised. He summarized that the City benefits enormously from its volunteers, and it is important to recognize this service. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Pagel of 6 Packet Pg. 4 a 3.1 Mayor Earling recognized Board Member Walker and thanked him for his eight -year service on the Architectural Design Board. He presented him with a gift as a token of the City's appreciation. CONSOLIDATED PERMIT APPLICATIONS (No Public Participation): There were no consolidated permit applications. ADMINISTRATIVE REPORTSATEMS FOR DISCUSSION Indigenous People's Land Acknowledgement for Public Meetings Mr. Clugston explained that on August 27ffi, the City Council took action to include a land acknowledgement statement on each of their meeting agendas. They also agreed to read the statement at each of their meetings. The Planning Board took similar action. He explained that the intent of the statement is to recognize the fact that the current residents were not the first to inhabit the area. The purpose of this discussion is for the Board to talk about the idea of adding the statement to their agendas and/or reading it at their meetings. The following statement is the language used by both the City Council and the Planning Board. "We acknowledge the original inhabitants of this place, the Sdohobsh (Snohomish) people and their successors the Tulalip Tribes, who since time immemorial have hunted, fished, gathered, and taken care of these lands. We respect their sovereignty, their right to self-determination, and we honor their sacred spiritual connection with the land and water. " Board Member Bayer asked if other cities have adopted similar statements. Mr. Clugston said he is not familiar with the background, other than the information provided in the packet. It appears the practice is starting to take hold in parts of the United States, Canada, New Zealand and Australia. The statement simply recognizes those who lived in the area before. Board Member Bayer commented that it is great to acknowledge and understand the early inhabitants of the area, but she believes it is sufficient to make the acknowledgement at the City Council level rather than including the statement on every board or commission agenda. All of the boards and commissions fall under the umbrella of the City Council. Board Member Owensby asked if the statement was requested by the Snohomish Tribes. Mr. Clugston answered that the statement was the result of discussions between the City and the Tribes. Board Member Jeude recalled that, initially, a female activist presented the request to the City Council. Board Member Guenther agreed it is appropriate to show respect for the early inhabitants, and the appropriate place to do so is at the City Council level. It is unnecessary to do so at every level of City government. The remainder of the Board Members agreed. Continued Discussion on Architectural Design Board (ADB) Roles Mr. Clugston recalled that the Board originally discussed presenting a proposal to the City Council at their retreat on February 7'", but that might not be possible because the Board's January 1 ' meeting has been cancelled. However, it would be useful to at least include something on the Council's retreat agenda to reiterate the Board's desire to shift roles. The Board's actual proposal could be presented at a joint meeting after the retreat. He reminded them that the changes will require a number of code amendments, which staff can start working on now. Mr. Clugston announced that a 5-unit, multifamily project is scheduled to come before the Board for a public hearing during the 1 S' quarter of 2020. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Page 2 of 6 Packet Pg. 5 g 3.1 Mr. Clugston said the purpose of the workshop is to review the Board's previous discussions and finalize their direction to staff. Staff can then start preparing information to present a coherent vision for how they see the Board moving forward in the future. However, he acknowledged that the City Council could reject the changes and the Board's current role in reviewing applications would continue. The more information they can present to the City Council at the joint meeting, the better. Mr. Clugston recalled that, at the last meeting, they briefly talked about changing the name of the Board. They also talked about having two meetings a month, which will be necessary if the Board's role is expanded. There was also a discussion about meeting times, perhaps on Thursday afternoons following pre -application meetings with staff. Applicant's would then have the ability to talk to the ADB about the design aspects of a project. They may also want to change the format and setup of their meetings. Mr. Clugston explained that there is a large number of outdated links in both the Edmonds City Code (ECC) and Edmonds Community Development Code (ECDC) that need to be cleaned up. It will also take a lot of work to update the code to incorporate the proposed changes. He asked the Board to provide more specific direction on the ideas that were discussed at the last meeting so he can start working on the needed code changes. Board Member Owenby said he wouldn't be opposed to changing the Board's name. The current name implies a certain type of mentality related solely to architecture. The Board's interest goes beyond simple building architecture to include landscape architecture, urban design, and other aspects that the City wants to promote. There is so much potential to link the different areas in the City together (i.e. waterfront, marina, ferry, downtown, Dayton Street, etc.). It would be great to get people thinking beyond architecture, and a name change could help that along. There was a suggestion to change the Board's name to Edmonds Design Board, which would encapsulate all aspects related to design. Board Member Walker pointed out that architecture would still be the main theme of what the Board does. He suggested a more appropriate name might be Architecture and Design Board. He noted that the University of Washington's College of Architecture and Urban Planning changed its name to the College of Built Environments, which includes landscape architecture, architecture, urban design, planning, construction management, etc. Mr. Clugston reviewed that the Board was originally called the Amenities Design Board. Its name was changed to Architectural Design Board in about 1980, but its mission remained the same. If the Board's mission is really going to change, he suggested that a name change might be appropriate. He made note of the ideas put forward by the Board, advising that they could make a final decision at their next meeting. Board Member Owenby voiced support for having two meetings each month, and said he would prefer that the meetings be held on either Wednesday or Thursday. Mr. Clugston agreed the Board could continue to meet on Wednesdays. However, he suggested Thursday meetings would be an opportunity for the Board to piggyback on the preapplication meetings. Having both the pre -application meeting and the ADB meeting on the same day would be easier for applicants. Concern was expressed that a 6:00 p.m. meeting start time might be too early for people who are still working full time. Most Board Members indicated they could start earlier in the day. Mr. Clugston suggested that perhaps the pre - application meetings could start a little later, and then the Board meetings could start at 7:00 p.m. The Board Members agreed that the current meeting location (City Council Chamber) would continue to work well. There was some discussion about having one of the meetings at City Hall, but they agreed it would be best to hold all of their meetings in the same location. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Page 3 of 6 Packet Pg. 6 g 3.1 Board Member Owensby said he googled the responsibilities and duties of design review boards in jurisdictions around the country. Some are very vague and open ended, leaving their decisions open to legal challenges. However, he also found some good examples that he would share with staff. Mr. Clugston recalled that Vice Chair Strauss suggested that a sustainability element should be added to the Purpose Statement. Board Member Owensby cautioned that placing so much emphasis on sustainability is making projects dramatically more expensive, and he is not sure everyone understands the impacts of this new direction. He referred to the new energy code standards, and recalled that the old code required developers to select five or six items from a list of sustainable options. The new code requires developers to implement twice as many sustainable options, and it will end up raising the cost of construction significantly. The higher construction costs will be passed on to the building occupants. He questioned if it is the Board's role to influence sustainability since it is already a requirement of the new energy code. Board Member Guenther commented that the only way the Board could influence sustainability would be when an applicant requests a departure from the development code or design guidelines. If an applicant cannot meet a certain standard the Board could require them to do something equal or better. One option would be to require some sustainability elements as part of the design. Board Member Owensby added that they could also encourage sustainability by offering incentives, such as increased floor area ratio, when sustainable elements are included as part of the design. Board Member Guenther observed that, typically when reviewing projects, he asks applicants to identify the sustainable o elements included in their projects. Many sustainable elements are already included as part of a good design, and with �a just a little bit more effort and money, an applicant can obtain LEED certification. Board Member Walker commented L that, in the coming years, there will be Board members who will want to encourage developers in one direction or the 0. a other. The Board can provide reasonable suggestions, but at the end of the day, it will come down to what the code Q requires. M Board Member Guenther commented that it is difficult to codify what is sustainable. While he served on the Planning Board, there were a number of discussions about sustainability. However, when he reviewed the LEED requirements, he found very few things the City could codify that would push people towards LEED certification. He cautioned that while the Board can suggest, it cannot dictate exactly what the elements of design must include. Mr. Clugston suggested that perhaps language related to sustainability could be incorporated into Item B or Item C of the Purpose Statement. It could be as simple as rewording one of these items to tie design sustainability back to the Comprehensive Plan element. It could also be added to the opening sentence. He doesn't believe that Vice Chair Strauss's recommendation included a desire to require LEED certification. However, adding a general mention of sustainability could be useful. Board Member Bayer requested clarification of Item C, which calls for encouraging creative approaches to the use of land and related physical development. Mr. Clugston said he likes the language, but acknowledged that the Board doesn't really have any way to implement it at this time. However, adding a departure option would provide some flexibility for more creative approaches. Board Member Guenther commented that he did a Google search and found a number of jurisdictions offer variances, but none allow departures. As per the current code, a variance requires an applicant to prove a hardship, and what the Board is looking for is a more creative way to encourage good and sustainable design. Currently, there is no means for the Board to grant a variance. Board Member Owensby pointed out that there is not a lot of undeveloped land in Edmonds, so Item C may not even be applicable. Perhaps the language would be more applicable if the phrase, "to the use of land and related physical development" was removed from the statement. He goal is simply to encourage creative approaches to development. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Page 4 of 6 Packet Pg. 7 3.1 Mr. Clugston asked Board Member Owenby to forward the information he collected from other jurisdictions to him so they could be compiled and reviewed at the next meeting. Board Member Owenby expressed his desire for the Board's future role to include the ability to consider requests for temporary exemption permits, request potential code amendments, etc. He agreed to forward Mr. Clugston a copy of his red -lined version of the Board's proposed purpose and duties. Board Member Guenther pointed out that the City of Tacoma allows variances to design standards if an applicant can provide a design solution that is equal to or better than what the code requires. He felt this would be a fair approach for the City of Edmonds, as well. He agreed to forward a copy of Tacoma's variance code to Mr. Clugston. Board Member Walker asked if there would be support for including an additional item that encourages design that properly balances the City's social, economic and environmental needs. Board Member Owensby cautioned that the Board should stay away from being too general; what is beauty to one person might be a blight to another. Board Member Owenby shared a purpose statement he found in his research that said, "The Architectural Design Board is a non political board intended to provide professional analysis, review and input on proposed development applications to achieve the highest level of design standards and quality for the City. " He said he particularly likes the phrase, "non -political." He agreed to present staff with a list of ideas he favors. Mr. Clugston explained that, previously, the ADB didn't have very many standards; it simply provided guidance on the o fly based on preferences. The purpose statements are still fairly general, and he agreed that more specific language that �a addresses the need to balance social, economic and environmental values would be appropriate. Having the ability to 0- encourage creative design, via design variances, would also be favorable. He emphasized that the Board is not a proposing to change or offer departures from the bulk standards, but they are interested in having the ability to approve Q design standard variances to encourage creative design. If departures are allowed, Board Member Guenther said it will be important to have clear language in the code to ensure that projects still meet the intent and purpose of the design N standards. Board Member Guenther said he sees the Board's future power and duties might include: providing design input, providing design review and providing recommendation for potential code amendments related to design. He voiced concern that there could be a potential conflict of interest if the Board were to provide both design review and recommend potential code amendments, since it would mean the Board would both write the rules and judge applications for compliance. That is one of the main reasons for removing the City Council and Planning Board from being quasi-judicial decision makers. In the past, the Board's role has focused on design review, which is still appropriate to some degree. However, there are some risks that must be considered. There was some discussion about the types of legislative issues the Board should focus on. Board Member Guenther pointed out that zoning code amendments currently fall under the purview of the Planning Board. However, the ADB could provide input on code amendments that include elements of design. Up to this time, the ADB's expertise related to design standards hasn't been utilized. Board Member Owenby agreed and suggested that their proposal should include a recommendation that the ADB's advice should be sought out more often when the Planning Board and City Council are considering amendments to the permit processes, Development Code, Comprehensive Plan, etc. Mr. Clugston said he would work with Mr. Chave and Ms. Hope to get an introduction of the proposed changes on the City Council's retreat agenda. He would also work to create a schedule for moving the changes forward. He reminded them that their January meeting was cancelled. The Board asked staff to prepare some preliminary language to implement the concept of departures or variances based on tonight's discussion. They agreed to continue their discussion at their February meeting. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Page 5 of 6 Packet Pg. 8 3.1 ARCHITECTURAL DESIGN BOARD MEMBER COMMENTS: Board Member Guenther noted that the meeting was Board Member Walker's last one. He thanked him for his service to the Board. ADJOURNMENT: The meeting was adjourned at 8:20 p.m. Architectural Design Board Meeting Minutes of Regular Meeting December 4, 2019 Page 6 of 6 Packet Pg. 9 a Architectural Design Board Agenda Item Meeting Date: 08/5/2020 Westgate Station General Design Review (PLN2020-0015) Staff Lead: Michael Clugston Department: Planning Division Prepared By: Michael Clugston Background/History This is a new project. Staff Recommendation Approve with conditions noted on pg 16 of the attached staff report. Narrative The proposal is for a two-story mixed use building and site improvements at the vacant 9601 Edmonds Way. The second floor will contain 20 market rate apartments with a shared south facing deck for residents, while the first floor will be comprised of an at -grade parking garage with 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator and stairs. There will be a partial basement on the west side of building which will include additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. Related site improvements include street level amenity spaces, an additional 16 surface parking stalls, and landscaping. Design review is required for this project as indicated in Section 20.10.020.A of the Edmonds Community Development Code (ECDC). Due to its location and because it required a SEPA threshold determination, general design review is required by the Architectural Design Board (ADB) using the requirements in ECDC 20.11. Findings must be made relative to the design criteria in ECDC 20.11.030, the urban design chapter of the Community Culture and Urban Design Element of the Comprehensive Plan, and the zoning ordinance. A Type III -A permit, the Design Board conducts a public hearing to receive testimony and establish the record and then issues the final decision. Attachments: Westgate Station design review staff report and attachments Packet Pg. 10 4.a 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 `4C. 18y., PLANNING DIVISION REPORT 2 TO THE ARCHITECTURAL DESIGN BOARD M U) Project: Westgate Station r File Number: PLN2020-0015 m Date of Report: Jul 29, 2020 N G E Staff Contact: Mike Clugston, AICP, Senior Planner Meeting: Due to COVID-19, a virtual public hearing will be held by the Architectural Design Board on August 5, 2020 at 7 p.m. Join the Zoom meeting at: htt s: zoom.us/' 96111187352? wd=czBZY014d2lZL1NndTBIcXVmbUFhZzO9 0 a Meeting ID: 9611118 7352 c Password: 171899 3 as One tap mobile L +12532158782„96111187352# US (Tacoma) Dial by your location +1 253 215 8782 US (Tacoma) o Meeting ID: 9611118 7352 cn Find your local number: https://zoom.us/u/acKIB3Yoto 2 I. PROJECT PROPOSAL The proposal is for a two-story mixed use building and site improvements at the vacant 9601 Edmonds Way. The second floor will contain 20 market rate apartments with a shared south facing deck for residents, while the first floor will be comprised of an at -grade parking garage with 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator and stairs. There will be a partial basement on the west side of building which will include additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. Related site improvements include street level amenity spaces, an additional 16 surface parking stalls, and landscaping. Packet Pg. 11 4.a Westgate Station PLN2020-0015 II. FINDINGS, ANALYSIS & CONCLUSIONS A. PROCESS Design review is required for this project as indicated in Section 20.10.020.A of the Edmonds Community Development Code (ECDC). Due to its location and because it required a SEPA threshold determination, per ECDC 20.10.010.C, general design review is required by the Architectural Design Board (ADB) using the requirements in ECDC 20.11. Findings must be made relative to the design criteria in ECDC 20.11.030, the urban design chapter of the c Community Culture and Urban Design Element of the Comprehensive Plan, and the zoning M ordinance. U) as A Type III -A permit, the Design Board conducts a public hearing to receive testimony and r establish the record and then issues the final decision. The following Attachments are included with this report: N 1. Land use application 2. Applicant narrative r 3. Project plans -tea e Location and site plans (Sheets 01— 09) a s Floor plans (Sheets 10 —13) Q. ■ Elevations (Sheets 14 —17) o Landscape (Sheet L1) c • Civils (Sheets C1.1— C5.1) 3 4. Notice of complete application and public notice documentation 2 5. SEPA DNS and checklist ;v 6. PUD SEPA comment 7. Staff review comments and correspondence 8. Preliminary geotechnical reports o 9. Traffic impact analysis 10. Preliminary drainage report U) 11. Public comments as v 12. Lighting plans and cut sheets a� B. SETTING a� 1. Address: 9601 Edmonds Way (Tax ID: 00937900001000) z U to 2. Zoning: Community Business— Edmonds Way (BC-EW) a 3. Comprehensive Plan desi nation: Edmonds Way Corridor 4. Neighborhood: The project site is located at the eastern end of the Westgate commercial area along Edmonds Way. To the north is a residential subdivision while west of the site there is an existing gas station. East of the site are underdeveloped parcels zoned BC-EW with old single family residences used as rentals. South of Edmonds Way is an area of Page 2 of 18 Packet Pg. 12 4.a Westgate Station PLN2020-0015 underdeveloped parcels zoned Multiple Residential along with a Snohomish County PUD substation. 5. Environment: The site is fairly level at Edmonds Way but slopes up steeply at the north edge of the site. A critical area determination was recently completed for the site which identified the steep slopes as potential erosion and landslide hazard areas. The site is currently vacant with some existing trees and vegetation along the north and east property lines. C. COMPREHENSIVE PLAN The proposal is subject to the design guidance found in the 2017 Comprehensive Plan's Urban Design Element (pages 123 - 125). There is also guidance for commercial development along the Edmonds Way Corridor (page 73). Refer to Attachment 3 for project plans and color renderings and Attachment 2 for the applicant's analysis of the project relative to the design guidance. Design Objectives for Site Design. The development of parking lots, pedestrian walkways and landscaping features is an integral part of how a building interacts with its site and its surrounding environment. Good design and site planning improves access by pedestrians, bicycles and automobiles, minimizes potential negative impacts to adjacent development, reinforces the character and activities within a district and builds a more cohesive and coherent physical environment. A.1 Vehicular Access. Reduce the numbers and width of driveways (curb cuts) in order to improve pedestrian, bicycle and auto safety. A.2 Layout of Parking. Locating buildings in proximity to the street to facilitate direct pedestrian access and help define the street edge. Parking should be placed to the side and rear. A.3 Connections On- and Offsite. Design site access and circulation within and between sites to encourage linkages for pedestrians, vehicles, and bicycles. Special attention should be paid to providing and improving connections to transit. A.4 Building Entry Location. Building entries should be configured to provide clear entry points to buildings, be oriented to pedestrian walkways/pathways, and support the overall intent of the streetscape environment. Space at the entry for gathering or seating is desirable for residential or mixed use buildings. A.5 Setbacks. Create and maintain the landscape and site characteristics of each neighborhood area and provide a common street frontage tying each site to its neighbor. Setbacks should be appropriate to the desired streetscape, providing for transition areas between public streets and private building entries where a variety of activities and amenities can occur. A.6 Open Space. For residential settings, create green spaces to enhance the visual attributes of the development and provide places for interaction, play, seating, and other activities. i c 0 -W M in as a� N as Page 3 of 18 Packet Pg. 13 4.a Westgate Station PLN2020-0015 A.7 Building/Site Identity. Improve pedestrian access and way finding by providing variety in building forms, colors, materials and individuality of buildings. A.8 Weather Protection. Provide covered walkways and entries for pedestrian weather protection. A.9 Lighting. Provide adequate and appropriate illumination in all areas used by automobiles, bicycles and pedestrians — including building entries, walkways, parking areas, circulation areas and other open spaces — to support activity and 2 security. 2 M A.10 Signage. Encourage signage that provides clear information and direction for U) as properties and businesses while preventing the streetscape from becoming cluttered. Encourage the use of graphics and symbols in signage to support the city's emphasis on uniqueness and the arts. 3: A.11 Site Utilities, Storage, Trash and Mechanical Systems. Minimize the noise, odor and visual impacts of utility systems using such features as landscaping, building forms, or integrated design. A.12 Integrating Site Features. Integrate natural landscape features and unique landforms — such as rocky outcroppings or significant trees — into site design whenever possible. A.13 Landscape Buffers. Use landscaping and/or other features such as fences to maintain privacy and create a visual barrier between incompatible uses. These buffering techniques should also be used to soften hard edges (such as the perimeters of parking lots) and reinforce pedestrian ways and circulation routes. Native plants and rain gardens should be promoted as alternatives to lawns and runoff retention areas. Analysis of Site Design: Much of the vacant project site is level with Edmonds Way but there is a short steep slope up to the north to a residential subdivision. Existing utility easements on the east and south edges of the site constrain development in those locations. Two existing curb cuts onto Edmonds Way will be retained and upgraded and together with the rest of the project's frontage. Trash, recycling, and most of the parking for the project will be accessed from the east driveway. The west drive will provide emergency and utility access. Buffer landscaping is provided around the site and amenity space activates the area between the sidewalk and the building. Design Objectives for Building Form. Building height and modulation guidelines are essential to create diversity in building forms, minimize shadows cast by taller buildings upon the pedestrian areas and to ensure compliance with policies in the city's Comprehensive Plan. Protecting views from public parks and building entries as well as street views to the mountains and Puget Sound are an important part of Edmonds character and urban form. A.14 Building Form. Encourage new construction to avoid repetitive, monotonous building forms. Page 4 of 18 Packet Pg. 14 4.a Westgate Station PLN2020-0015 A.15 Massing. Reduce the apparent bulk and mass of buildings by encouraging human scale elements in building design and/or by subdividing building masses vertically or horizontally. A.16 Roof Modulation. Use roof forms to help identify different programs or functional areas within the building and support differentiation of building form and massing. Roof design, in combination with wall modulation, can allow for additional light to enter buildings or pedestrian spaces. c A.17 Wall Modulation. Variation in .materials, decorative elements; or other features should be employed to support pedestrian scale environments and streetscapes, or in to help break up large building masses to keep in scale with the surrounding; environment. a) r N Analysis of Building Form: The proposed building uses a mix of materials along with wall and roof modulation to reduce apparent mass and create pedestrian scale. U) Design Objectives for Building Fagade. Building facade objectives ensure that the exterior of a building — the portion of a building that defines the character and visual appearance of a place — is of high quality and demonstrates the strong sense of place and integrity valued by the residents of the City of Edmonds. A.18 Building Fagade Design. Encourage building fagades that reinforce the appearance and consistency of streetscape patterns while supporting diversity and identity in building design. A.19 Window Variety and Articulation. Use window size and placement to help define the scale and character of the building. Use the organization and combinations of window types to reinforce the streetscape character or to provide variation in a fagade, as well as provide light and air to the building interior. A.20 Variation in Facade Materials. Employ variation in materials, colors or design elements on building fagades to help define the scale and style of the structure. Variation in fagade materials can help reduce the apparent bulk of larger buildings while allowing variety and individuality of building design. Analysis of Building Facade: The proposed architectural style is reminiscent of a modern craftsman appearance which is seen throughout Edmonds. Each fagade includes a variety of materials, window sizes, and articulation with roof overhangs. Commercial Development Goal E. The Edmonds Way Corridor consists of portions of Edmonds Way between the 100th Avenue West intersection and Highway 99. This corridor serves as a key transportation corridor, and also provides a key link between Edmonds and Interstate 5. Established residential areas lie on both sides of the corridor. An established pattern of multiple family residential development lies along much of the corridor, while small-scale businesses can be found primarily near intersections. A major concern is that the more intensive development that occurs along the corridor should not interfere with the flow of through traffic or intrude into adjoining established communities. Page 5 of 18 Packet Pg. 15 4.a Westgate Station PLN2020-0015 E.1 Permit uses in planned multiple family or small-scale business developments that are designed to minimize contributing significantly to traffic congestion. E.2 Provide for transit and pedestrian access to development. E.3 Use design review to encourage the shared or joint use of driveways and access points by development onto SR-104 in order to support the movement of traffic in a safe and efficient manner. Site access should not be provided from residential streets unless there is no feasible alternative. EA Use design review to ensure that development provides a transition to adjacent 2 M residential neighborhoods. For uses in transitional areas adjacent to single family U) as neighborhoods, use design techniques such as the modulation of facades, pitched roofs, stepped -down building heights, multiple buildings, and landscaping to provide designs compatible with single family development. Make use of natural topography to buffer incompatible development whenever possible. r Analysis of Commercial Development: Two-story mixed use buildings like the one proposed are consistent with development along Edmonds Way. The topography of the site buffers the scale of the new building from the residential lots to the north. Staff Conclusion Staff finds that the proposal is consistent with the design guidance in the Comprehensive Plan for Site Design, Building Form, and Building Facade as well as Commercial Development along the Edmonds Way Corridor. D. APPLICABLE ZONING CODES Compliance with all codes will be verified through the review and approval of subsequent building, engineering, and fire permits as well as business licenses. 1. ECDC 16.50 Community Business —Edmonds Way (BC-EW) a. Use. Commercial uses like retail stores, offices and services uses are primary permitted uses in the BC-EW zone (ECDC 16.50.010.A). Multiple dwelling units are also primary permitted provided they are not on the ground floor or meet the requirements in ECDC 16.50.020.B. All 20 dwelling units are proposed for the second floor above ground floor commercial. Page 6 of 18 Packet Pg. 16 4.a Westgate Station PLN2020-0015 b. Site development standards (per ECDC 16.50.020.A): Minimum Minimum Minimum Zone Street Side Rear Setback Setback Setback BC-EW I 10, None' None' 1 Maximum Height 25' Maximum Floor Area 3 sq. ft. per sq. ft. of lot area 1 The setback for buildings and structures located at or above grade (exempting buildings and structures entirely below the surface of the ground) shall be 15 feet from the lot line adjacent to residentially (R) zoned property. The required setback shall be completely landscaped with Type I landscaping permanently maintained by the owner of the BC -zoned lot. Height: Sheets 14 and 15 of Attachment 3 show height calculations. All elements of the proposed building appear to be less than the maximum 25' allowed height. Setbacks: Sheet 9 of Attachment 3 is the site plan. The proposed building is set back 15 feet from the street property line along Edmonds Way to accommodate an existing utility easement along the frontage. The building is set back about 50 feet from the east property line and 5 feet from the west property line (each of which have no required setback because the adjacent parcels are commercially -zoned). The building would be about 35 feet away from the north property line where there is a 15 foot minimum setback from residentially -zoned properties. Eaves may project up to 30 inches into required setbacks in accordance with ECDC 21.90.020. The eave of the 2nd floor patio roof encroaches approximately 24 inches into the street setback along Edmonds Way (Sheets 14 - 16 of Attachment 3). Maximum Floor Area: The building would contain 31,106 sq. ft. of floor area on a 47,934 sq. ft. site, well less than the 3:1 maximum allowed. Ground Floor: ECDC 16.50.020.13 states: Development on the ground floor shall consist of only commercial uses to a minimum depth of 30 feet as measured from the street front of the building, with the following exceptions or clarifications: 1. That in all areas the provision of pedestrian access to permitted residential uses is allowed. 2. This provision shall not apply when a single-family use is the primary use on the property. 3. In the BC— Edmonds Way zone, where the street frontage of the total site proposed for development exceeds 150 feet in length, this requirement shall Page 7 of 18 Packet Pg. 17 4.a Westgate Station PLN2020-0015 apply to only 60 percent of the ground floor street frontage of any proposed building. The remaining 40 percent may include any other uses permitted in the BC — Edmonds Way zone, including, but not limited to, off-street parking or live/work space. Sheet 11 of Attachment 3 shows the ground level floor plan. The proposed commercial space will be at least 32 feet deep across about 86% of the ground floor street frontage, well in excess of the minimum required 60%. 0 .W BC-EW Design Criteria: ECDC 16.50.020.0 contains zone -specific design criteria for massing in and articulation, ground level details, and treating blank walls.? 1. Massing and Articulation. y as a. Intent. To reduce the massiveness and bulk of large box -like buildings, and articulate the building form to a pedestrian scale. b. Standards. Buildings shall convey a visually distinct base and top. A "base" can be emphasized by a different masonry pattern, more architectural detail, visible plinth above which the wall rises, storefront, canopies, or a combination. The top edge is highlighted by a prominent cornice, projecting parapet or other architectural element that creates a shadow line. The proposed building is pedestrian in scale but not appearance (Sheets 14 —18 of Attachment 3). The roof and facades are articulated and a variety of pitched eaves create prominent roof forms. 2. Ground Level Details. a. Intent. To reinforce the character of the streetscape by encouraging the greatest amount of visual interest along the ground level of buildings facing Edmonds Way. b. Standards. Ground floor, street facing facades of commercial and mixed - use buildings shall incorporate at least five of the following elements: i. Lighting or hanging baskets supported by ornamental brackets; ii. Medallions, iii. Belt courses, iv. Plinths for columns; v. Bulkhead for storefront window; vi. Projecting sills, vii. Tile work; viii. Transom or clerestory windows; Page 8 of 18 Packet Pg. 18 4.a Westgate Station PLN2020-0015 ix. Planter box; x. An element not listed here that meets the intent, as approved by the Architectural Design Board. Sheets 17 and 18 of Attachment 3 show six ground level details facing Edmonds Way. 3. Treating Blank Walls. a. Intent. To ensure that buildings do not display blank, unattractive walls. 0 b. Standards. Walls or portions of walls on abutting streets or visible from v in residential areas where windows are not provided shall have architectural treatment. 1° a� r Detail is provided on all facades. Because no blanks walls are proposed, the criteria in this section are not applicable. 2. ECDC 17.50 Off Street Parking Regulations Per ECDC 17.50.030, mixed use buildings must sum the number of off-street parking stalls required for the site. There is 4,704 sq. ft. of commercial space proposed. While it is unknown what uses will eventually be in that space, the 13 surface stalls east of the building and 3 west of it would be able to satisfy a typical mix of retail, office and service uses at the following rates: Retail: 1 stall per 300 sq. ft. of floor area Office, with customers: 1 stall per 400 sq. ft. of floor area Office, no customers: 1 stall per 800 sq. ft. of floor area Service: 1 stall per 600 sq. ft. of floor area According to ECDC 17.50.020.A.1.b, the number of parking spaces required per dwelling unit for multifamily units is based upon the number of bedrooms per unit. Sheet 12 of Attachment 3 shows 11 one -bedroom units and nine studio apartments. The code requires 1.2 spaces per studio unit while one -bedroom units require 1.5 spaces for a total of 27 required spaces. A 33 stall garage is proposed. 3. ECDC 18.45 Land Clearing and Tree Cuttin According to ECDC 18.45.035, projects requiring design review by the ABD are exempt from the application and procedural requirements of the tree code except that ADB review of clearing proposals must be consistent with and apply the standards in ECDC 18.45. The landscaping plan (Sheet L-1 of Attachment 3) shows the proposed site landscaping. Fifteen trees on the project site are proposed to be retained during development. Retained trees must be protected in accordance with ECDC 18.45.050.H. 4. ECDC 20.02 Development Proiect Permit Applications The applicant applied for design review on February 14, 2020 and the application was determined to be technically complete on March 13, 2020. Additional requests for Page 9 of 18 Packet Pg. 19 4.a Westgate Station PLN2020-0015 supplemental information and clarifications were subsequently made but public notice of the project could be issued. 5. ECDC 20.03 Public Notice Requirements A "Notice of Application and Optional Determination of Nonsignificance" was published in the Herald Newspaper and posted at the subject site on March 27, 2020 (Attachment 7). Notices were also mailed to property owners within 300 feet of the site. A "Notice of Public Hearing and SEPA Determination" was advertised in the same manner on July 21, 2 2020. ° 4� PUBLIC COMMENTS in as Several public comments were received after the Notice of Application was distributed. Snohomish County PUD noted that there is sufficient electric system capacity in the area but that any improvements needed to serve the proposed development must be paid for by the developer (Attachment 6). The neighbors in the residential development north of the project site had several concerns regarding the proposal including project timing, environmental and traffic questions, and construction noise/hours (Attachment 11). Staff responded with copies of the project documentation and explanations regarding timing and the City's noise limits for construction in Chapter 5.30 of the Edmonds City Code. No additional comments have been received to date after the distribution of the Notice of Public Hearing. 6. ECDC 20.11 General Design Review Criteria Per ECDC 20.10 (Design Review), General Design Review is required for this project since it is not located within an area that has district -based design standards. ECDC 20.11.030 lists the general criteria for Building Design, Site Treatment, and Other Criteria that the proposal must satisfy. Refer to Attachment 3 for project plans and color renderings and Attachment 2 for the applicant's analysis of the project relative to the design criteria. A. ECDC 20.11.030.A. Building Design. No one architectural style is required. The building shall be designed to comply with the purposes of this chapter and to avoid conflict with the existing and planned character of the nearby area. All elements of building design shall form an integrated development, harmonious in scale, line and mass. The following are included as elements of building design: 1. All exterior building components, including windows, doors, eaves, and parapets 2. Colors, which should avoid excessive brilliance or brightness except where that would enhance the character of the area. 3. Mechanical equipment or other utility hardware on the roof, grounds or buildings should be screened from view from the street level. Page 10 of 18 Packet Pg. 20 4.a Westgate Station PLN2020-0015 4. Long, massive, unbroken or monotonous buildings shall be avoided in order to comply with the purposes of this chapter and the design objectives of the comprehensive plan. This criterion is meant to describe the entire building. All elements of the design of a building including the massing, building forms, architectural details and finish materials contribute to whether or not a building is found to be long, massive, unbroken or monotonous. 5. All signs should conform to the general design theme of the development. c The proposed building is not long, massive or monotonous. It has a pedestrian scale and a G :r variety of materials are used throughout. Mechanical equipment will be located within in several service rooms on the west end of the building. A sign band is provided above the; commercial spaces but no specific signage is proposed at this time. 0 N B. ECDC 20.11.030.8. Site Treatment. The existing character of the site and the nearby area should be the starting point for the design of the building and all site treatment. The following are elements of site treatment: Grading, vegetation removal and other changes to the site shall be minimized where natural beauty exists. Large cut and fill and impervious surfaces should be avoided. 2. Landscape treatment shall be provided to enhance the building design and other site improvements. 3. Landscape treatment shall be provided to buffer the development from surrounding property where conflict may result, such as parking facilities near yard spaces, streets or residential units, and different building heights, design or color. 4. Landscaping that could be damaged by pedestrians or vehicles should be protected by curbing or similar devices. 5. Service yards, and other areas where trash or litter may accumulate, shall be screened with planting or fences or walls which are compatible with natural materials. 6. All screening should be effective in the winter as well as the summer. 7. Materials such as wood, brick, stone and gravel (as opposed to asphalt or concrete) may be substituted for planting in areas unsuitable for plant growth. 8. Exterior lighting shall be the minimum necessary for safety and security. Excessive brightness shall be avoided. All lighting shall be low-rise and directed downward onto the site. Lighting standards and patterns shall be compatible with the overall design theme. Due to the steep slope on the north, some temporary and permanent retaining walls will be needed to support construction on the level portion of the site. Some grading will also Page 11 of 18 Packet Pg. 21 4.a Westgate Station PLN2020-0015 be needed but it will be to balance cuts and fills rather than to excavate for a foundation or underground parking garage. Landscaping consists of a variety of deciduous and evergreen species for year-round screening of both the building and trash enclosure (Sheet L-1 of Attachment 3). Exterior lighting for the project will use cut-off LED fixtures to minimize spill while providing adequate lighting for safety in pedestrian and parking areas (Attachment 12). C. ECDC 20.11.030.C. Other Criteria. c 1. Community facilities and public or quasi -public improvements should not conflict ° with the existing and planned character of the nearby area.in as 2. Street furniture (including but not limited to benches, light standards, utility poles, newspaper stands, bus shelters, planters, traffic signs and signals, guardrails, rockeries, walls, mail boxes, fire hydrants and garbage cans) should be compatible with the existing and planned character of the nearby area. M The project is not a community facility. Street furniture is proposed adjacent to the sidewalk in the amenity space area. 7. ECDC 20.13 Landscaping Requirements There are five types of landscaping that can be used throughout a site depending on the setting. For this particular site, a dense landscape buffer is required along the north edge of the site where it is adjacent to a single family residential area (Type I landscaping). A mixed buffer (Type III) would be appropriate along the east and west sides of the project while less dense landscaping would be appropriate along Edmonds Way where sight distance is a concern (Type IV). Surface parking lots like that east of the building require Type V landscaping. While there are specific requirements for each of these landscaping types, the ADB may interpret and modify the requirements as long as the proposal is consistent with the purposes of the design review chapter in ECDC 20.10.000. These purposes include: A. To encourage the realization and conservation of a desirable and aesthetic environment in the city of Edmonds; B. To encourage and promote development which features amenities and excellence in the form of variations of siting, types of structures and adaptation to and conservation of topography and other natural features; C. To encourage creative approaches to the use of land and related physical developments; D. To encourage the enhancement and preservation of land or building of unique or outstanding scenic or historical significance, E. To minimize incompatible and unsightly surroundings and visual blight which prevent orderly community development and reduce community property values. Page 12 of 18 Packet Pg. 22 4.a Westgate Station PLN2020-0015 As seen on Sheet L-1 of Attachment 3, the proposal includes a mix of new and existing landscaping around the site. TYPE Type 1 landscaping is intended to provide a very dense sight barrier to significantly separate uses and land use districts. 1. Two rows of evergreen trees, a minimum of 10 feet in height and planted at intervals of no greater than 20 feet on center. The trees must be backed by a c sight -obscuring fence a minimum of five feet high or the required width of the M planting area must be increased by 10 feet; and U) as 2. Shrubs a minimum of three and one-half feet in height planted in an area at least, five feet in width, and other plant materials, planted so that the ground will be covered within three years; -- 3. Alternatively, the trees and shrubs maybe planted on an earthen berm at least 15 feet in width and an average of five feet high along its midline. Because the project is adjacent to residential parcels to the north, Type I landscaping is required as a buffer north of the building. The proposed plant mix and spacing does not exactly meet the standard for a Type I buffer and no fence is proposed. However, due to the topography change from the residential lots above and because there are existing fences at the south end of each of the residential lots up the slope, staff recommends that the Board approve this portion of the layout as proposed since it provides a dense buffer meeting the intent of the code. TYPE III Type Ill landscaping is intended to provide visual separation of uses from streets, and visual separation of compatible uses so as to soften the appearance of streets, parking areas and building elevations. 1. Evergreen and deciduous trees, with no more than 50 percent being deciduous, a minimum of six feet in height, and planted at intervals no greater than 30 feet on center; and 2. If planted to buffer a building elevation, shrubs, a minimum of three and one-half feet in height, and living ground cover planted so that the ground will be covered within three years; or 3. If planted to buffer a parking area, access, or site development other than a building, any of the following alternatives may be used unless otherwise noted: a. Shrubs, a minimum of three and one-half feet in height, and living ground cover must be planted so that the ground will be covered within three years. b. Earth -mounding, an average of three and one-half feet in height, planted with shrubs or living ground cover so that the ground will be covered within Page 13 of 18 Packet Pg. 23 4.a Westgate Station PLN2020-0015 three years. This alternative may not be used in a downtown or waterfront area. c. A combination of earth mounding, opaque fences and shrubs to produce a visual barrier at least three and one-half feet in height. Landscaping appearing to meet the Type III criteria is shown along the eastern property line and west of the building. TYPE IV S 0 w Type IV Landscaping. Type IV landscaping is intended to provide visual relief where clear sight is desired to see signage or into adjacent space for safety concerns.? CU 1. Trees shall be deciduous and planted 25 feet on center and the trunk shall be free N of branches below six feet in height. 2. Plant materials which will cover the ground within three years, and which will not exceed three and one-half feet in height. The landscaping proposed near the sidewalk and Edmonds Way street edge satisfies the Type IV requirements. For street trees, Red Maple is proposed. The City's Street Tree Plan calls for either Globe Maple, Capital Pear, or Pyramidal European Hornbeam along SR-104 (Edmonds Way). That said, Bowhall Maples were used at the northeast corner of the Westgate intersection. A condition of approval is proposed to have the Parks Manager select the appropriate street tree species at building permit. TYPE V Type V Landscaping. Type V landscaping is intended to provide visual relief and shade in parking areas. 1. Required Amount. a. If the parking area contains no more than 50 parking spaces, at least 17.5 square feet of landscape development must be provided as described in subsection (E)(2) of this section for each parking stall proposed. b. If the parking area contains more than 99 parking spaces, at least 35 square feet of landscape development must be provided as described in subsection (E)(2) of this section for each parking stall proposed. c. If the parking area contains more than 50 but less than 100 parking spaces, the director — or his designee — shall determine the required amount of landscaping by interpolating between 17.5 and 35 square feet for each parking stall proposed. The area must be landscaped as described in subsection (E)(2) of this section. 2. Design. a. Each area of landscaping must contain at least 150 square feet of area and must be at least four feet in any direction exclusive of vehicle overhang. The area must contain at least one tree a minimum of six feet in height and with Page 14 of 18 Packet Pg. 24 4.a Westgate Station PLN2020-0015 a minimum size of one and one-half inches in caliper if deciduous. The remaining ground area must be landscaped with plant materials, decorative mulch or unit pavers. b. A landscaped area must be placed at the interior ends of each parking row in a multiple -lane parking area. This area must be at least four feet wide and must extend the length of the adjacent parking stall. c. Up to 100 percent of the trees proposed for the parking area may be c r1Prirlimus 0 M .r d. Repealed by Ord. 4085. in e. The minimum area per planter is 64 square feet., N f. The maximum area per planter is 1,500 square feet for parking lots greater than 12,000 square feet. Planters shall be spread throughout the parking lot. g. Shade trees are required at the rate of a minimum of one per planter and/or one per 150 square feet of planter. Since the parking area east of the building contains less than 50 spaces, 17.5 square feet of landscaping must be provided per parking space (227.5 sq. ft. for 13 stalls). It appears that the landscape areas adjacent to the trash enclosure and on the south side of the handicapped stalls will satisfy the Type V area and design requirements. The landscape island near the west curb cut would appear to do the same for the three western parking stalls. Finally, per ECDC 20.13.020.E, automatic irrigation required for newly landscaped areas in ADB-approved projects and irrigation is proposed for this project. 8. ECDC 20.15A Environmental Review (SETA) The scope of this project required an environmental determination. The City of Edmonds acted as lead agency for SEPA review and issued a Determination of Nonsignificance on July 21, 2020 (Attachment 5). No appeals were received as of the date of this report. 9. ECDC 20.60 Sign Code Signage was not included with this proposal. Signage meeting the requirements of ECDC 20.60 is exempt from design review. Staff will review future sign permits to verify compliance with the sign code. 10. ECDC 23.40 Environmentallv Critical Areas As mentioned previously, a critical area determination was recently completed for the site (CRA2020-0027) which identified steep slopes on and adjacent to the site. Two geotechnical reports were submitted (Attachment 8) which indicate general feasibility of the proposed project. An updated report will be required at building permit to address specific development requirements for the project; this is proposed as a condition of approval. Page 15 of 18 Packet Pg. 25 4.a Westgate Station PLN2020-0015 E. TECHNICAL REVIEW COMMITTEE In addition to the Planning Division, the Engineering Division evaluated the feasibility of the project relative to the Public Works Requirements in Title 18 ECDC and the Building Division and South County Fire & Rescue did the same for the Building Codes in Title 19 ECDC (Attachment 7). The Building Division had no specific concerns at this time. Fire will require the existing power lines raised to at least 14 to allow emergency access on the east side of the site. Traffic impact fees associated with the project are collected with the building permit. In the end, each group found the project to be feasible, with conditions, and will confirm code c .W compliance at the building permit stage of the development review process. in as III. RECOMMENDATION N Pursuant to ECDC 20.11.020, when recommending approval of applications, the ADB must find that the proposed development is consistent with the criteria listed in ECDC 20.11.030 (General Design Review), the Comprehensive Plan, and the zoning ordinance. Based on the findings, analysis, conclusions, and attachments with this report, staff recommends that the ADB APPROVE the design for the proposed Westgate Station project with the following motion and recommended conditions of approval: THE ARCHITECTURAL DESIGN BOARD ADOPTS THE FINDINGS, CONCLUSIONS AND ANALYSIS OF THE STAFF REPORT AND FINDS THE WESTGATE STATION PROPOSAL IN FILE PLN2020-0015 IS CONSISTENT WITH THE COMPREHENSIVE PLAN, DESIGN CRITERIA OF ECDC 20.11.030, AND ZONING REGULATIONS AND THEREFORE APPROVES THE DESIGN OF THE PROJECT WITH THE FOLLOWING CONDITIONS: 1. An updated geotechnical report addressing the specific requirements of ECDC 23.80 for site development is required at building permit submittal. 2. Retained trees must be protected during development in accordance with ECDC 18.45.050. H. 3. Existing power lines on site must be raised to at least 14 feet to allow emergency access. Separate permits for Fire Sprinklers, Fire Alarm and a test will need to be done to see if a distributive antenna system (DAS) is required. 4. The landscaping shown north of the building on Sheet L-1 of Attachment 3 meets the intent of the landscaping chapter in ECDC 20.13. 5. Street tree species will be determined by the Parks Manager at building permit. 6. Any transformers, utility meters and similar features outside the building must be screened from view or camouflaged to minimize their visual obtrusiveness from the sidewalk along Edmonds Way. 7. Staff will verify compliance of the proposal with all relevant codes and land use permit conditions through review of building, engineering, and fire permits. Minor changes to the approved design may be approved by staff at Page 16 of 18 Packet Pg. 26 4.a Westgate Station PLN2020-0015 the time of building permit without further design review by the Board as long as the design is substantially similar to that originally approved. IV. PARTIES OF RECORD City of Edmonds Robert Gregg PO Box 1576 Mukilteo, WA 98275 c rrgregg@comcast.net G .W M in at Gordon Hayslip Snohomish County PUD PO Box 1107 Everett, WA 98206 Brad & Rachel Ross Colin Adams 22804 96th PI W 22806 96th PI W Edmonds, WA 98020 Edmonds, WA 98020 btrossl@hotmail.com cadams05O2@gmail.com raross1010@gmail.com Eddy & Jenny Lindenstein Jon & Kristine Raquel 22808 96th PI W 22809 961h PI W Edmonds, WA 98020 Edmonds, WA 98020 elindenstein@gmail.com jon_raquel@hotmail.com lindenstein.jen@gmail.com kternate@hotmail.com Erzsi Dornay Steve Shalloway 22807 961h PI W 22803 96th PI W Edmonds, WA 98020 Edmonds, WA 98020 dornayerzsi@gmail.com sshalloway@gmail.com V. APPEALS According to ECDC 20.01.003.B and 20.06.150, Type III -A decisions are not administratively appealable but rather subject to LUPA appeal at Snohomish County superior court pursuant to Chapter 36.70C RCW. VI. LAPSE OF APPROVAL According to ECDC 20.11.050.A, unless the owner submits a fully completed building permit application necessary to bring about the approved alterations, or, if no building permit Page 17 of 18 Packet Pg. 27 4.a Westgate Station PLN2020-0015 application is required, substantially commences the use allowed within 18 months from the date of approval, ADB or hearing examiner approval shall expire and be null and void, unless the owner files a fully completed application for an extension of time prior to the expiration date. For the purposes of this section the date of approval shall be the date on which the ADB's or hearing examiner's minutes or other method of conveying the final written decision of the ADB or hearing examiner as adopted are mailed to the applicant. In the event of appeal, the date of approval shall be the date on which a final decision is entered by the city council or court of competent jurisdiction. 0 :r M in as c� a� r N d Page 18 of 18 Packet Pg. 28 4.a City of Edmonds Land Use Application ;& ARCHITECTURAL DESIGN REVIEW 0 COMPREHENSIVE PLAN AMENDMENT ❑ CONDITIONAL USE PERMIT FILE # )72-IL)"zAt&rZow ❑ HOME OCCUPATION DATE Q P!J REC'D BY A , ILA V 0 FORMAL SUBDIVISION ❑ SHORT SUBDIVISION FEE T tit' RJECEIPT # 0 Lu � LR S n Ji V] 1 M-EN1 1 HEARING DATE ❑ PLANNED RESIDENTIAL DEVELOPMENT ❑ HE ❑STAFF ❑ PB C7 ApB ❑ CC ❑ OFFICIAL STREET MAP AMENDMENT 0 STREET VACATION 0 REZONE 0 SHORELINE PERMIT ❑ VARIANCE / REASONABLE USE EXCEPTION 0 OTHER: ■ PLEASENOTETHATALL INFORMATION CONiAINEDW1THINTHE APPLICA770NISAPUBLICRECORD• PROPERTY ADDRESS as LocATION _ G]tfd i 1�drrto "dS aU� y� PROJECT NAME (IF APPLICABLE) w C + to + e s rt 4+ 9'O ►'1 PROPERTY OWNER app r e- f'V' f /C n PHONE # H Z 3 2 4 3 Z �� 3 ADDRESS 4Y L-�l C k"0Sc(1 910 t:l e�♦ Q E-MAIL Mare a plgfers. 'dc-f FAX# TAX ACCOUNT # o c g 3 7 7^ C>C>C>— 0 t cs E oa TwP. RNG. DESCRIP-nONOFPROJECTOR PROPOSED USE(ATTACHCOVER LETTERASNECESSARY) 1�Jti r ■-+ w i-Y=a j '�'/oar —!5'r.!!1 of r DESCRIBE HOW THE PROJECT MEETS APPLICABLE CODES (ATTAC COVER LETTER AS NCCESSARY) � � EPG � Y� ► � APPLICANT �+ v19 fie. r- ¢ a 0 PHONE # ADDRESS. /�7Ci Af .k !♦ ^FC o W i4 T OF Z%5 E-MAIL r Ir c C C>Ivlc* 3 FAx # CONTACT PERSON/AGENT 0 d'6 012'n G t f p Ho,, fE # ZOG '77 Z' 3 i I ADDRESS / 7 G rfu x J 1 i-e� (�J /Ii 4 S 27 Jr E-MAIL n" r ti 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 aunmey's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information fumished 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 O Pro� AFly Owner's Author lirron, r. , I, ■ Y I A,920, (A _ jJ� _ , certify under die penalty of perjury under the laws of the State of Washing[ n that the following is a srue and corr= statement: I have authorized d+e above ApplicanVAStnt to apply for iht 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 o s don and pasting attendant plication. SIGNATURE OF OWNER DATE 1�ZO Questions? Call (425) 771-0220. Revised on 812242 B - Lond Use Application Page I of J PLN2 Packet Pg. 29 PIRSCHER ARCHITECTS A R C H 1 T E C T S I February 14, 2020 City of Edmonds Development Services Department Attn: Michael Clugston, Senior Planner 121 51h Ave N Edmonds, WA 98020 PROJECT: Westgate Station CDA# 19018 4.a RECEIVED FEB 14 2020 DEVELOPMENT SERVICES COUNTER N T E R 1 O R S P L A N N E R S SUBJECT: Project Description/ Cover letter Dear Michael Clugston: PROJECT DESCRIPTION EXISTING SITE & CONTEXT: The subject property consists of an irregular -shaped parcel covering approximately 47,923 SF (1.1 acres) of land. The property is currently undeveloped and is located in a mixed commercial and residential area approximately two (2) miles east of downtown Edmonds, WA. A hillside parallels the northern property line of the site. The adjacent single-family residential housing development to the north is more than 30 feet higher in elevation than the subject property. Edmonds Way adjoins the southern property line. Across Edmonds Way to the southwest of the site are several single-family residences. Southeast of the site is a Snohomish County Public Utility District Substation and Cellular Tower. Farther south are more single-family residences. F:\JOBS\19018 Westgate Station ll\Word\City\Application\Design Review\Westgate Project Description.doc Carl F. Pirscher, AIA principal 23114100 AVE Edmonds, Washington 98020 Tel: (206)-368-9668 c 2 M U) as N a� ATTAC PLN2 A Packet Pg. 30 4.a Adjacent to the east of the site is a single-family residence. Farther east is another single- family residence. Adjacent to the west of the site is the 76 gas station w/ Kwick N Kleen Brushless Car Wash. Farther west is the Wells Fargo Bank. The majority of the site is level to gently sloping downward to the south and west with bare soil at the surface. A steep bluff more than 30 feet high is located at the back of the parcel along the northern property line. Trees and bushes grow at the base and top of the slope. A north -south, 50 foot wide utility easement is located on the eastern side of the o .W vacant parcel. M in at a� THE PROPOSED PROJECT DESCRIPTION - SITE The proposed project is to consist of a two (2) story mixed use building. The 2nd floor is r devoted to 20 market rate apartments with a shared south facing deck for residents, while the lst floor will be comprised of an at -grade parking garage for 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator v and stairs. There will be a partial basement on the west side of building which will include additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. o The overall building occupied square footage is broken down as follows: 1. Basement Floor = 2,136 SF w 2. First Floor = 16,372 SF (footprint) 3. Second Floor = 15,598 SF 3 TOTAL = 34,106 SF As noted earlier, the site area is 47,923 SF. The coverage ratio of building to site area is (34,106 / 47,923) 71 %. The ratio of pervious area to impervious area (28,297 SF of building footprint plus "hard" surfaces to 19,626 SF of landscaped surfaces) is 59% impervious surface area and 41 % landscape area. As noted above, the site slopes away from the northern hillside down to the southwest corner at approximately an 8% slope. Rather than pushing the building back from the street we elected to locate the front of building just behind the 15' utility easement along the south property line. This allowed the building structure to pull forward to the street ROW and therefore more closely identify with the street/sidewalk pedestrian experience. We are proposing extensive enhancement to the proposed site landscaping which will exceed that of most neighboring properties. This will include pedestrian scale landscaping along Edmonds Way (see attached landscape plan), and proper screening of refuse areas at the rear. F:AJOBS\19018 Westgate Station ll\Word\City\Application\Design Review\Westgate Project Description,doc Carl F. Pirscher, A1A principal 23114100 AVE Edmonds, Washington 98020 Tel: (206)-368-9668 ATTAC PLN2 Packet Pg. 31 4.a THE PROPOSED PROJECT DESCRIPTION - BUILDING The design of the building exterior seeks to compliment nearby structures and at the same time is consistent with the site development standards for the BC -Edmonds Way zone within the ECDC. This includes a storefront glazed commercial space just over 30' in depth and a width of approximately 86% of the building's ground floor street frontage. The proposed two story building also stays below the maximum 25' height limit. The building proposes a 1 st floor base material of brick veneer cladding and rusticated c concrete with a projecting sill between the two materials. The second floor consists of a co horizontal lap -siding, accents of vertical metal siding, and wood panels at the stair tower to the east, elevator shaft at the west, and along the signage band above the south facing storefront. The lap siding will be a smooth faced cement board product with painted finish. As noted in the color renderings, a minimum of five ground level details are provided per the required standards of this zone. These details include column mounted sconce lighting, rusticated belt courses on the exposed concrete surfaces, concrete plinths for the brick clad columns, bulkheads at the storefront windows, projecting concrete E bullnose sills at these bulkheads, and finally transom windows at the storefront windows and entrances. Pedestrian views into the ground floor commercial space are considered important therefore a large portion of it is comprised of storefront. The main entrances along the frontage are weather protected by a 6' to 9' deep colonnade overhang. Window frames are proposed to be anodized aluminum and all window and door frames will be trimmed with a minimum of lx4 trim boards. Please do not hesitate to call if you have any questions. Sincerely. CDA + PIRSCHER ARCHITECTS, INC. Michael DeMarco Associate Architect FIJOBS\19018 Westgate Station II\Word\City\Application\Design Review\Westgate Project Description,doc Carl F. Pirscher, AIA principal 23114 100 AVE Edmonds, Washington 98020 Tel: (206)-368-9668 ATTAC PLN2 Packet Pg. 32 4.a PR(DJECT OWNER/ CLIENT: WZL ENTERPRISES LLC 4412 RUSSELL ROAD, UNIT B MUKILTEO W,4 982�5 P4N: (425) 293-2503 CONT,4CT: M,4RC WISLEN ARCM TECT: CD,4 + PIR5CI4ER ,4RCI 41TECT6, INC. 23114 100TH ,4VE W EDMONDS, W,4 98155 flHN: C20(o) 368-9(o(o8 CONT,4CT: C,41;RL P I RSCNE R EM,41L: CARLP�CD,4,4RCN.COM CIVIL: CG ENGINEERS 25O 4TH ,4VE S STE 200 EDMONDS, W,4 98020 f=>HN: (425) Il8-8500 CONT,4CT: J,4RED UNDERBRINK EM,41L: J,4RE1)UaCGENGINEERING.00M LANDSCAPE: 1" L4IN STREET DESIGN 211 M,4DI50N ,4VENUE S., SUITE 201 BA INBR I DGE 1 SL,4ND, W,4 98011 P14N: (2 00) 842 -I aa& CONT,4CT: KEN LONET' EM,41L: MAIN 6TREETaE,4RTNLIN<NET SURVEY: LOVELL-S,4UERL,4ND 4 ,4550C1,4TE6, INC. 1921-1 3&TN ,4VENUE W., SUITE 10ro LlrNN.000D, W,4 98O3ro P14N: (425) 115-1591 CONT,4CT: JEFFREY TREIBER EM,41L: JEFFTeL5,4ENGINEERING.001" I SOILS ENGR: NELSON GEOTECNNIC,4L 4550CIATES, INC 11311 - 135TH ,4VE NE, SUITE ,4-500 WOODINVILLE, WA 980-12 P-EN: (425)-48ro-1/oro9 CONT,4CT: LEE 5ELL,4N, LG EM,41L: NELSONGEOTECH.COM 9601 EDMONDS WAY EDMONDS, WA 98026 AlRCjfh DD S Cu NN D OAR...03 (A-D--jBD) REV-"-Ew for: WZL ENTERPRISES LLC )- 01 COVER SHEET 02 PROJECT NARRATIVE 03 PROJECT INFORMATION 04 ZONING INFO 05 ZONING INFO CONT. 06 VICINITY PLAN & NEARBY USES 07 VICINITY PLAN & PHOTOS 08 TOPOGRAPHIC SURVEY 09 SITE PLAN 10 PLAN - LEVEL BASEMENT 11 PLAN - LEVEL 1 12 PLAN - LEVEL 2 13 PLAN - ROOF 14 BUILDING ELEVATIONS 15 BUILDING ELEVATIONS 16 SITE SECTION / MASS STUDY 17 PERSPECTIVE 1 18 PERSPECTIVE 2 L-1 LANDSCAPE PLAN C1.1 COVER SHEET & GENERAL NOTES C2.1 PRELIMINARY TEMPORARY EROSION CONTROL PLAN C2.2 TEMPORARY EROSION CONTROL DETAILS C3.1 PRELIMINARY GRADING AND DRAINAGE PLAN & DETAILS C3.2 POWER POLE SECTION C4.1 PRELIMINARY WATER AND SEWER PLAN AND DETAILS C5.1 PRELIMINARY SITE IMPROVEMENT PLAN AND DETAILS Tr=q Kl;::=l I L-A -D 'LlklA DTF=9SCTcD,��-,HPTHON LOT 10 OF K. EL 4SE, ACCORD 4NG TO T�4E PLAT T�4EREOP RECORDED JUNE 19, 2002 UNDER RECORDING NO. 20020(o195002, 4N SNO�40M I,5 - 4 COUNT r, WA,5 41NGTON. 6U5J E CT TO E,46EMENT6, RE STR4 CT 4 ONS AND RE SE RVAT 4 ONS OF RECORD. 0 n, Y n, Q d Q O O 'VHCHNHTv.,-L.M..AP NOT TO SCALE ATTACHMENT 3 rn 0 N O w z Y U w � ¢0 � 3:� w U Z w U Uw0 F zF- 0 w U w 0 z O w m V) ° 0 w 00 N N Ld ON O 04 Q o) N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W LJ m m 0 Q Z O N �- w Q ob w 0') Cn (n z � W O Q 0 LCn z � O O => 0 W QD 0 w �w z �o U PIRSCHER FRCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: PLN2020-0015 Packet Pg. 33 4.a EXISTING SITE 4 CONTEXT: THE SUBJECT PROPERTr CONSISTS OF AN IRREGUL►4R-6H,4PED PARCEL COVERING ►4PPROXIM►4TEL`1' 4'1,923 SF (1.1 ,ACRES OF LAND. THE PROPERT"'r IS CURRENTLY►' UNDEVELOPED ,AND IS LOCATED IN ,4 MIXED COMMERCIAL ,AND RESIDENTIAL AREA APPROXIMATEL'' TWO (2) MILES EAST OF DOWNTOWN EDMONDS, WA. A HILLSIDE PARALLELS THE NORTHERN PROPERT r LINE OF THE SITE. THE ADJACENT SINGLE-FAMIL*' RESIDENTIAL HOUSING DEVELOPMENT TO THE NORTH IS MORE THAN 30 FEET HIGHER IN ELEVATION THAN THE SUBJECT PROPERTY'. EDMOND& WA*1` ,ADJOINS THE SOUTHERN PROPERTY' LINE. ACROSS EDMONDS WAl' TO THE SOUTHWEST OF THE SITE ,ARE SEVERAL SINGLE -F,4M I L 1' RE S 1 D ENCE S. 5OUTHE,45T OF THE SITE 15 A SNOHOM I SH COUNT`i' PUBLIC UT I L I T1' DISTRICT SUBSTATION ,AND CELLULAR TOWER. FARTHER SOUTH ,ARE MORE SINGLE-FAMILY' RESIDENCES. ADJACENT TO THE EAST OF THE SITE IS A SINGLE-FAMILY' RESIDENCE, FARTHER EAST IS ANOTHER SINGLE-FAMILY' RESIDENCE, ADJACENT TO THE WEST OF THE SITE 16 THE 1(o GAS STATION W1 <WICK N KLEEN BRUSHLESS CAR WASH. FARTHER WEST IS THE WELLS FARGO 5ANK, THE MAJ OR I T1' OF THE SITE 15 LEVEL TO GENTL 1' SLOPING DOWNWARD TO THE SOUTH AND WEST WITH 5ARE SOIL AT THE SURFACE. A STEEP BLUFF MORE THAN 30 FEET HIGH IS LOCATED AT THE 5ACK OF THE PARCEL ALONG THE NORTHERN PROPERTY' LINE. TREES AND BUSHES GROW AT THE BASE AND TOP OF THE SLOPE, A NORTH - SOUTH, 50 FOOT WIDE UT I L I T'S' EASEMENT 16 LOCATED ON THE EASTERN SIDE OF THE VACANT PARCEL. THE PROPOSED PROJECT DESCRIPTION - SITE THE PROPOSED PROJECT IS TO CONSIST OF A TWO (2) STORE' MIXED USE BUILDING. THE 2ND FLOOR IS DEVOTED TO 20 MARKET RATE ,APARTMENTS WITH A SHARED SOUTH FACING DECK FOR RESIDENTS, WHILE THE 16T FLOOR WILL BE COMPRISED OF AN ,AT -GRADE PARKING GARAGE FOR 33 STALLS, 4,815 SF OF COMMERCIAL SPACE, SUPPORT SPACES FOR MECHANICAL, ELECTRICAL AND FIRE SPRINKLER 5'r STEMS AND THE RESIDENTIAL LOBB)' WITH LEASING OFFICE, ELEVATOR ,AND STAIRS. THERE WILL BE ,A PARTIAL 5ASEMENT ON THE WEST SIDE OF BUILDING WHICH WILL INCLUDE STORAGE UNITS FOR RESIDENTS ,45 WELL AS THE ELEVATOR MACHINE ROOM, THE OVERALL BUILDING OCCUPIED SQUARE FOOTAGE IS BROKEN DOWN AS FOLLOWS: 1. 8,46EMENT FLOOR = 1,990 SF 2. FIRST FLOOR = 1ro,418 SF (FOOTPRINT) 3. SECOND FLOOR = 15,411 SF TOTAL = 33,819 SF ,AS NOTED EARLIER, THE SITE AREA IS 4-1,923 SF. THE COVERAGE RATIO OF BUILD ING TO SITE AREA IS (33,8l9 / 41,923) 11 ro. THE RATIO OF PERVIOUS AREA TO IMPERVIOUS AREA (28,459 SF OF BUILD ING FOOTPRINT PLUS "HARD" SURFACES TO 19,464 SF OF LANDSCAPED SURFACES) IS 5e% IMPERVIOUS SURFACEAREA ,AND 41 ro LANDSCAPE AREA. A5 NOTED ,45OVE, THE SITE SLOPES , WAJ r FROM THE NORTHERN HILLSIDE DOWN TO THE SOUTHWEST CORNER AT ,APPROXIMATED' AN Sro SLOPE. RATHER THAN PUSHING THE BUILDING 5ACK FROM THE STREET WE ELECTED TO LOCATE THE FRONT OF BUILDING JUST BEHIND THE 15' UTILITI' EASEMENT ALONG THE SOUTH PROPERTI' LINE. THIS ,ALLOWED THE BUILDING STRUCTURE TO PULL FORWARD TO THE STREET ROW AND THEREFORE MORE CLOSEL*� IDENTIFY' WITH THE STREET/SIDEWALK PEDESTRIAN EXPERIENCE. WE ARE PROPOSING EXTENSIVE ENHANCEMENT TO THE PROPOSED SITE LANDSCAPING WHICH WILL EXCEED THAT OF MOST NEIGHBORING PROPERTIES. THIS WILL INCLUDE PEDESTRIAN SCALE LANDSCAPING ALONG EDMONDS WA'llr (SEE ATTACHED LANDSCAPE PLAN), ,AND PROPER SCREENING OF REFUSE AREAS AT THE REAR. THE PROPOSED PROJECT DESCRIPTION - BUILDING THE DESIGN OF THE BUILDING EXTERIOR SEEKS TO COMPLIMENT NEAR5r STRUCTURES AND AT THE SAME TIME IS CONSISTENT WITH THE SITE DEVELOPMENT 6TAND►4RD6 FOR THE BC-EDMONDS WA**r ZONE WITHIN THE ECDC. THIS INCLUDES A STOREFRONT GLAZED COMMERCIAL SPACE JUST OVER 30' IN DEPTH AND A WIDTH OF APPROXIMATEL r 04% OF THE BUILDING'S GROUND FLOOR STREET FRONTAGE. THE PROPOSED TWO STORM' BUILDING ,ALSO STA�'S BELOW THE MAXIMUM 25' HEIGHT LIMIT. THE BUILDING PROPOSES A 1ST FLOOR 5A6E MATERIAL OF BRICK VENEER CLADDING AND RUSTICATED CONCRETE WITH A PROJECTING SILL BETWEEN THE TWO MATERIALS. THE SECOND FLOOR CONSISTS OF HORIZONTAL LAP -SIDING, ACCENTS OF VERTICAL METAL SIDING, AND WOOD PANELS AT THE STAIR TOWER TO THE EAST, ELEVATOR SHAFT AT THE WEST, AND ALONG THE SIGNAGE SAND 45OVE THE SOUTH FACING STOREFRONT. THE LAP SIDING WILL BE A SMOOTH FACED CEMENT 80,41RD PRODUCT WITH PAINTED FINISH. ,45 NOTED IN THE COLOR RENDERINGS, A MINIMUM OF FIVE GROUND LEVEL DETAILS ,ARE PROVIDED PER THE REQUIRED STANDARDS OF THIS ZONE. THESE DETAILS INCLUDE COLUMN MOUNTED SCONCE LIGHTING, RUSTICATED BELT COURSES ON THE EXPOSED CONCRETE SURFACES, CONCRETE PLINTHS FOR THE BRICK CLAD COLUMNS, BULKHEADS ,AT THE STOREFRONT WINDOWS, PROJECTING CONCRETE BULLNOSE SILLS ,AT THESE BULKHEADS, ,AND FINALL"' TRANSOM WINDOWS ,AT THE STOREFRONT WINDOWS ,AND ENTRANCES. PEDESTRIAN VIEWS INTO THE GROUND FLOOR COMMERCIAL SPACE ARE CONSIDERED IMPORTANT THEREFORE A LARGE PORTION OF IT 15 COMPRISED OF STOREFRONT. THE MAIN ENTRANCES ALONG THE FRONTAGE ARE WEATHER PROTECTED B�' A (o' TO 9' DEEP COLONNADE OVERHANG. WINDOW FRAMES ARE PROPOSED TO BE ANODIZED ALUMINUM ,AND ALL WINDOW ,AND DOOR FRAMES WILL BE TRIMMED WITH A MINIMUM OF 1X4 TRIM 80ARD6. �; ,� :�, --; �.'..p■fir — � r... -T ��• � ir . 1 FAlh— IL Lu 229Tk LEGAL DESCRIPTION: LOT 10 OF K. EL 1SE, ACCORD ING TO THE FLAT THEREOF RECORDED JUNE 19, 2002 UNDER RECORDING NO. 20020(o195002, IN SNOHOMISH COUNT'r , WASHINGTON. SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. r. i , , I i� 0 N O �Z W Y U W m 0- d O U Z W w H U O w O FZ1-- (� CD w U o O w �a� mLd O N O N � ON O 04 Q o) N r^ W Y `Q L DRAWN: M CHECK: CFP JOB NO: 19018 W W m � Q % Z Q 3-- oo � Z Cn �� w zo U Q V w CD u z � 0 W _ O O = � 0)W o �w Z Lo P I R S C H E R ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: IX ATTACHMENT 3 PLN2020-0015 Packet Pg. 34 4.a SITE ADDRESS: ZONING: COMPREHENSIVE PLAN DE61GNAT I ON: APN: LOT AREA., CURRENT USE: 9601 EDMONDS WAY ED1" IONDS, WA 9802ro -I(o91 BC-EW (COMMUNITY BUSINESS , 5C-ED1„IONDS WAY) ED1" IONDS WA"'' CORRIDOR 4-1,923 SF OR 1.1 ACRES VACANT LOT PROPOSED USE: 2 STORE' MIXED USE DEVELOPMENT WITH AT GRADE GARAGE 4,815 SF COMMERCIAL 15,411 SF RESIDENTIAL (20 DWELLING UNITS) HEIGHT ALLOWED: MAX BUILD INCH HEIGHT IS LIMITED TO 25' (PER ECDC 1ro.50.020 TA5LE A) HEIGHT PROPOSED: 24' -10'' FROM 340.3' AVG GRADE PLANE (SEE 6HEET5 15 4 1(o FOR PROPOSED BLDG CIE IGHT&) SET5AC:K5: FRONT: 10' MIN (FROM STREET) (PER ECDC 1ro.50.020 TABLE A) SIDE: 0' REAR: 15' MIN (FROM RESIDENTIAL PROPERTY) PARKING: (33) AT GRADE GARAGE PARKING (1(o) SURFACE PARKING BUILDING AREA: TOTAL = (49) ON SITE SPACES 5A6EMENT 1ST FLOOR 2ND FLOOR 1,990 G6F 1(0,4-18 G5F 15,411 G5F 33,8-19 G6F --; '. p■fir — r... -T. T'o; 229Tk P —r- PT ;F LEGAL DESCRIPTION: LOT 10 OF < EL ISE, ACCORDING TO THE PLAT THEREOF RECORDED JUNE 19, 2002 UNDER RECORDING NO, 200206195002, IN 6NOHOl„I15H COUNT', WASHINGTON. SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. y 'F iij 0 N O �Z W Y U W m 0- d O U Z W w H U Ow0 FZ1-- (� CD w U o ZO w �a� mV) O N O N LLJ04o Q�0) � � I I N NY L.L Q DRAWN: M CHECK: CFP JOB NO: 19018 W W ry m p Q Z o �N p LL Q � oo0 Z � oQ w Z� O U Q �Cf) w CD bi z _p O (Y- W 0)W o �w Z 0 PIRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ?40o!rv] ATTACHMENT 3 PLN2020-0015 Packet Pg. 35 4.a I h\ 11 ljjjjq� • \ COMMERCIAL- UJMU (IUE6TCxA7E MIXED USE) COM1" ERCIAL- 5C-EW (COI„MUNIT�r BUSINESS, 5C-ED rOND5 UJA4� ) COMMERCIAL - BP (PLANNED BUSINESS) SINGLE FAMILI'- RS-S (S,mmm SF LOTS) MULTI FAMILI'- 0 RM-1.5 (1,500 SF OF LOt AREA PAR UNIT) OT�4ER- P C i=U5L I C USE 227TF' PL SV: 227TH PL . SW I f 228TF w _ 98TH i L ,w 228TH PL Svv �I� EDMONDS. WAY •Y lol 231ST PL SW - rn 0 N O ~ W Z Y U W � Q � O 3. U Z w U U w O F Z ~ 0 W U W 0 Z O w m V) 0 Q W CL 00 N N Ld ON O 04 Q I 0) I N � Y Q DRAWN: M CHECK: CFP JOB NO: 19018 I� m 0 Q i z 0 N � Q O Q -3:: 00 Q C/- 0 Q W � � Q 0 L Z O C~ O= w O) �LL I Z o o PIRSCHER FRCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ATTACHMENT 3 PLN2020-0015 Packet Pg. 36 4.a IN tt{b:]13 DW I h\ 11 jjjjq� NIN \ - qfq- i r r R—j--IL—J 9—L-J —J �-L—L—1 �`L-L-L—L] q. F— r—T--r --1 f r--1 •-�')A ru t2 T C ur 14TH AA( wt .. i3ry2hh IkN' i L d1Y1) Si T ASS'• S_ 1 �0Hlig School s - W P D -2000- 1 Z�_yT - f �-N��- rrZ _ r i II I 3M ? 5w Hickman a•34TI � ' a Park J w' n � r -3 TH FL °•' ~ ' � W Ll MI 2IRTIH �j TuW - - 239TH gT Sw o --- Former Z T oodwa ;:. _,� � _ � ��°•�4u l� ••. I r �.I J - Elementary 1}�1ar�' ad rona -8 School R� _l SITE LOCATION rn 0 N O ~ W Z Y U W � ¢ W � 0 W U Z w U U 0 F Z ~ � U W BIZ U o O W m N � o w 00 N N Ld ON 0 04 Q 0) N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W LLJ I__I_ m 0 Q I z O N � Qo Q -3:: 00 O C/-) oQ W ZOO Cn 0 � Z O U O � w� 0) �LLW Z L o PIRSCHER A IFARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 ATTACHMENT 3 PLN2020-0015 Packet Pg. 37 4.a VICIN17Y FLAN NEARBY USES PROJECT 51TE GA5 5TAT I ON / CAR U A6H SANK - WELL5 FARGO DRUG 5TORE - WALGREEN5 COFFEE 5HOP - 5TAR5UCK5 GROCERY 5TORE - PCC GROCERY 5TORE - QI=C WE5TGATE 5HOPPING CENTER I DRUG STORE - BARTELLS RESTAURANT - CHOPSTICKS QIi FAST FOOD RESTAURANT - IVARS CONSICsNMEN? 570RE TANNING SALON 6 LUTNERAN GNURGN Is WE5TGATE CHAPEL rn 0 N O F- ILL] ww Y U � Q O W U � Z w H V Oof0 F- Z� - �0w �wZ U 0 O d W Q LLJ 00 N ON N O Ld Q�0) C) 04 N Q DRAWN: M CHECK: CFP JOB NO: 19018 ICE �--I--F 3 _w w m 0 � Q w I Z z O_ QD z Q o Q o Cn oQ Q O Luz z c� w U o o Z 00 > PIRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ATTACHMENT 3 PLN2020-0015 Packet Pg. 38 4.a EXISTING WESTERLY CURB CUT EXISTING EA5TERLY CURB CUT LOOKING 5AC;K AT 51TE FROM ACRO55 HWY 104 PUD 5T,AT I ON AGRO55 HWY 104 NEIC H50RING GA5 5TATION TO THE WEST 0 wl,�IA I• -1-f-� 4 RE511DENT I AL HOME ACRO55 51TE -ti r, ti 'EIL tj J. II' LOOKING AT 51TE FROM AGRO55 HWY 104 Y- w ATTACHMENT 3 PLN2020-0015 rn 0 N O W Z Y U W � Q � � 0 U � Z W w H U O of 0 F- Z ~ 0- U W W Z U 0 O 0- w �Q� 00 N ON N 0 Ld Q C) 04 0) I I N cfl Y (i `Q L DRAWN: M CHECK: UP JOB No: 19018 Q) �w VJ _W 'LJ 1l m Q w I Z A# Z O z < O Q Co V I Q LJ �t-- O Cn L 7 Z 00 L � w U o o Z 00 > PIRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: Packet Pg. 39 4.a l� -5 } 0 I It { r 7J # t A. N1;.I-I . a: TOP 3G4115 w INV _Ulln AS 2103115O0101 01) SANDRA L. GREEN 3 EX. M.H. TOP 34121 a,4BN51 }3B.a A$ y Ex. uliuTLWMT gyp. [ASiY{iR PER AF ., No. 9o02oESi4Y73 r TOP 339.40 BFV 3,&W A0 RASI4 aF BFAFbNCS 8' N ee52'19' 1: 4105,30, Pi'x PLAT SM., SE WER S5 MONUMENT T9 MORUWENT EX- M-H. TOP s_17.M T., '*� #N4 33Q45 6ESMj1-'� fx EX. rRON PIPE- - - - - { f _ - - - - roP 337.ae �j Ndn � � - _.. _ -' - � �i� � � }rr _ rwv 37+.5# n 0,2. 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AS M4F+VMEIOED PER FIAT OF wk } W HIETiERSFIELD EAST AS RECORDED UNDER AUBITOR•5 FILE NO, 99111250D'I, RECORDS OF SkOHOMPSH COUNTY. WASHINGTON. EX, C.S,Mh H. + TUF =.Qa my M:93 F4 W ti BENCH MARS{ err' �x ORIGIOATING - INVERT OF SANITARY SEWER MANHOLE NO. 3-43 LOCATED AT Bo- 15 Dr BEFRNaS f yM THE INTERSECTION OF 96Lh AVENUE IN. AND 228th STREET S.W. +1 61,52 4- E 1105 36' P{g %AT WCNme%i Ta WaRUWENT 10 fr'yy / } se ELEVATION ; 57&00 �Y x DATUM . OLYMI11O MEW WA.7ER DISTRICT (M,L.L.'N,) YOMII - PK NAIL LOCATED DH THE NORTH EDGE OF THE EASTFRLY �XM�Hj OMVEWAY CUT AS SHOWN HEREON. TP 33SA3 w5 ]?3]p pE9xw ELEVATION ; 335.62 W 7Bkt 2 - PK NAIL LOCATED ON THE NORTH EU'GC OF Rif ASPHALT WALK APPROXIMATELY 7' EASTI`RLY OF THE SOUTHWEST CORNER OF LDT 9 DF THE 'l + PLAT AS SHOWN HEREON. ELEVATION ! 332.14 SURVEY LEGEND x Cy LEGEND g Fx. 2' CONCRETE FILLED IRON PIPE WTH rmvlERTED NAIL IN CASING I = FIRE 14YMANT � 5€T 1 /Z" >I 24' RESAR A OAP m = WATER VALVE STAMPED 'LSA 22909- ¢AV - AIR VACUUM RELEASE Q FOUND EX REBAR/11RON PIN A5 NOTED I 00 BWH - CATCH BARN MANHOLE PLAT -REFERS TO PLAT OF K. ELISE Ga I ❑ - CATCH BASIN I VA .C__ = WY ANCHOR _O_unLF1T = UTIUTY POLE POL ¢j 55WH - SANITARY SEWER MAN1 OLE C) ssea - SANITARY SEWER CLEAHOUT w - WATER LINE gyp— - STORM DRAINAGE LINE —$5;— - SANITARY SEWER LINE G GAS UWE r=rT.z====r:3:5 - ROCK RETAINING WALL 130AER LINE 13 ' f \VAULT ACCESS; 4J_ 3m." wT DOWN MO." ` { 1r f / W / OD$'J7900O0]aOD .;"f CITY: BANS rt � CC rJ 4L + tJ 7 DN3790DOOD700 CITY BANKOD ` l / oaiwWb 1rw AN6 BTgIGT � +t 0093790000060D CITY BANK I or 50P.U.D. NO. OE Er r /� / # / SNDHCWISN a"Tr' �1 x r / - - - - "xhN -'3-ON JNE I yi I f + 3'' CIA J -�/ r x � "FASFWENT P=9 A.F. i k ,w * ft. // l - ru. 2c2F2y� I -"50 i I oORRM UZ EEASEWEN FOR LOTS i 7-RR.GY 0093790DO04504 1 I /l / -` f �- __5 r e FM PLAT PHILIP Y. JAHG / , ' / Lv A, 09, CA , -rd�?Tr L - " E4gNENT PER Af. kx - r r r { yX' f rff N9, 29424'3197%3 ] qp. ur, x Eb$T1NG ASPHALT . = E1�5TING CONCRETE VICINITY MAP SCALE; I- - 2000' (APPROX) LEGAL DESCRIPTION LOT IO OF K. ELISE• r QC0nMI`, TO THE PLAT THEREOF RECORDED J NE 19. 2002 UNDER RIECQRDINl� NO, 2002061�5002. BN SNOHOMISH COUNTY. wASHINGTON,. SUBJECT To EASEMENTS, RE$TWTIONS AN# RESERVATIONS OF RECORD. TITLE ENCUMBRANCES AS DISCLOSED BY TITLE REPORT VESUED BY FIRST AMERICAN TITLE INSURANCE COMPANY, DATED FEBRUARY 5• 2001 UNDER YULE NO- NCS-429179-WAI: 1- THE PROPERTY 1S SUBJECT TO AN EASEMENT FOR ELECTRICAL TRAH5MISSION AND DISTRIBU71ON LRIES AS DISCLOSED SY INSTRuwENT RECORDED umDER AuDITOR'S FILE NUMDCR 2027M AFFEI*T$ THE EAST $0 FEET OF THE PROPERTY" 2- THE PROPERTY 1$ SUDJEOT TQ R(>JNQIUISHMENT OF ALL EXIS11NG ANd FUTURE RIGHT'S TO LIGHT. VIEW AND AIR, TETHER WITH RIGHTS OF Ai�CCESS TO A FROM STATE HIGHWAY AS D15CLCISEC DY WARRANTY DEED RECOMX0 UNDER AtiNT}R'S Fxz NUMBER 223!)M6. 3, THE PROPERTY IS SUBJECT TD TERwS AND PR ASIONS CONTAINED Ira VOMMZNT TITLE GRdINANCE NO- 3574, RECORDED OECIEUSER 10, 2001 AS REOC'mNG NO. 24D11N id1023. THIS INSTRWENT DOES NOT AFFECT THE SUBJECT PROPERTY- TMZ LEGAL DESCR4PT10N CONTAINED THEREIN DESORISIES THE ADJACENT LOT 9 OF THE PLAT OF 14" ELISE- 4. THE PROPERTY 15 SUBJECT TO A UTILITY EASEWmT AND AC4 1CF ICNT A$ DISCLOSED By INSTRO ENT RECORDED UNDER AUDITOR'S FILE NUMBER 21N201310272, AFTECTS SOUTHEAST PORTION OF PROPERTY- SEE WxP FOR LOCAT1OH, 5. THE PROPERTY 15 SUBJECT TO A UTILITY EA5EMEHT AND AGREEMENT AS 1)I5CL`SEO 13Y INSTRUMENT RECORDED UNDER AUDITOR`S FILE NUMBER 200202250725. AFFECTS SOUTHWEST PORTOON OF PROPERTY, SEE MAP FOR LOCATION. 6. THE PROPERTY IS SUBJECT RESTRICTIONS. CONPdTlONS, DEDICATIONS, NOTES, EASEMENTS AND PROOSMS• IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE PLAT OF K_ ELISE. RECORDED JJNE 199 2002 UNDER RECORDING KO. 204206195DO2. FLOOD ZONE DESIBNAAT70N ACCORDING TO THE FLOOD INSURANCE RATE MAP. COMMUNITY PANEL kUMBER 53Ofi1C1315 E BATED NOvEMBER & 1999- THE PROPERTY IS DESIGNATED AS LYING WITHM ZONE X. AREAS DETERMIh1ED TO BE OUTSIDE THE 500 YEAR FLOODPLAIIN. EA 4nE7923 SQ. FT- OR 1-1DO ACRES UTILITY NOTE THE LOCAT10N OF UNDERGROUND UTILITIES SH' WN HEREOII IS APPROXIMATE ONLY, THE OWNER SHOULD CONTACT THE PURVEYORS OF ALL UTflJTlE5 IN THE AREA TO DETERMINE THE LOCATION AND DEPTH OF ALL UTlU RES ON AND ADJACENT T4 THE PROPERTY. SURVEYOR'S NOTES TOPOGRAPmIC INFORMATION iN STEEP SLOPE AREAS MAY NOT REFLECT STANDARD ACCURACY AS THE AREA IS COVERED IN EXTREMELY HEAVY BRUSH AND BLACKBERRIES, THERE IS NO EvEIDENCE THE SITE HAS BEEN RECENTLY GRADED OR USED AS A SOLID WASTE D3H P. IVEYOR'S CERTIFICAA T& FIRST wESTERN DEVELOPMENT SERMCES INC­ A WASHNGTON CORPORATION, AND FIRST AMERICAN TITLE wSuRANCE COMPANY (TITt,E ORDER NO- NCS-429179-wA1. DATED FEBRUARY S. 2010); TH15 TO CERTIF1r THAT THIS VAP OR PLAT AND THE SURVEY ON Y1HECH IT IS EASED WERE AEADE IN ACCORDANCE' YNTH "MINkMUM STANDARD DETAIL KOEHREMENTS FOR ALTAJAOSM LAND TITLE SURVEYS', JOINTLY EstASUSHCO AND ADOPTED OY ALTA AND NSIn IN 2005, AND INCLUDES ITEMS 1. 2. 3. 4, 5. 8• 9. 1O. 11(0), 13• 14, 16 AND 18 OF TA9LE A THEREOF, PURSUANT TO THE ACCURACY STANDARDS AS ADOPTED BY ALTA AND NSPS AND IN EFFECT ON THE DATE OF THIS CERTWICATION• UNDE'RMCNED FURTHIER CERTIFIES THAT IN MY PROFESSIONAL OPINION. AS A LAND SURVEYOR REGISTERED MI THE STATE OF WASHINGTON, THIk RELATIVE POSYTIONAL ACCURACY DF THIS SURVEY DOES NOT EXCEED THAT WHICH IS SPEOIFlED THEREIN. JEnFlEY T. #REIGER, P.L.S. CEMIFICATE' NO. 22.969 ALTA AGSM LAND TITLE SURVEY FOR FIRST WESTERN DEVELOPMENT SE 11ICE.S, INC IN NW1 4, E1 4, SECTION 36, T.27 N,, R.3 E., W.M. CITE' OF EDMO DS SNOHOMISH COUNTY, WASHINGTON rn 0 N O ~ LNJ Z Y U LLJ � QO � LLJ U Z w U U w O F Z F- U LLJ U o O W m Cl. 0 Q LLJ 0' 00 N N Ld ON O 04 Q I 0) I N O Y Q DRAWN: M CHECK: CFP JOB NO: 19018 LLJ LLJ P� I --I_ m IJ Q I Z O Q 0') V� /'l Cn Q LLJ O Cn CD Lu ` Z 0 / /•� Vl 0 = w LLJ m 0 Z 000 PIRSCHER ,ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: P L N 2020-0015 Packet Pg. 40 4.a SITE PLAID KEYNOTES SYMBOL O1 COVERED ENTRYWAY TO COMMERCIAL SPACE. O2 NEW 4' WIDE LANDSCAPING PER CITY STANDARDS O3 6' HIGH CEDAR FENCE FOR SCREENING BETWEEN NEIGHBORING PROPERTIES. SEE DTL OX ON SHEET X FOR MORE INFO. O4 NEW 5' WIDE SIDEWALK PER CITY STANDARDS O5 S' HIGH x 20' WIDE ROLL -UP DOOR FOR GARAGE PARKING ENTRANCE d EXIT © EXISTING CURS CUT TO REMAIN. (2D NEW TYPE III LANDSCAPING WITHIN 15' SETBACK O EXISTING TREES ALONG EAST PROPERTY LINE TO REMAIN, TYP O PROPOSED CURB CUT AND DRIVEWAY TO OFF STREET PARKING, 10 AMENITY SPACE PER 16.50.020 SITE DEVELOPMENT STANDARDS 11 NEW TYPE I LANDSCAPING TO SCREEN THE DEVELOPMENT FROM THE SINGLE FAMILY PROPERTY TO THE NORTH. 12 RAINGARDEN *1, SEE CIVIL PLANS FOR ADDT'L INFO 13 RAINGARDEN 02, SEE CIVIL PLANS FOR ADDT'L INFO 14 RAINGARDEN +'3, SEE CIVIL PLANS FOR ADDT'L INFO 15 RAINGARDEN *4, SEE CIVIL PLANS FOR ADDT'L INFO 16 PROPOSED LOCATION OF TRASH ENCLOSURE 17 24' WIDE DRIVEWAY FOR FIRE ACCESS AND 3 ADDITIONAL PARKING SPACES, 18 COVERED ENTRYWAY TO RESIDENTIAL LOBBY. 19 EXISTING GUYWIRE TO BE RAISED TO A MINIMUM IV-6 HIGH CLEARANCE FOR FIRE ACCESS. TO 5E COORDINATED WITH SNOHOMISH COUNTY PUD. SEE CIVIL PLANS FOR ADDITIONAL INFO 20 EXISTING OVERHEAD POWERLINES WITH MINIMUM 20' HORIZONTAL CLEARANCE MAINTAINED FOR ALL PROPOSED STRUCTURES. 21 EXISTING 12' MUTUAL ACCESS EASEMENT PER SNOCO RECORDING 0200206195002 PIPE— T z ON PIN t ROCK 33' W-0.09' 00937900000500 PHILIP Y. JANG 9 00937900000900 ROBERTS PROPERTIES LLC \ 15' X 87' UTILITY — — — \ EASEMENT PER A.F. \ \ NO. 200202250726 z\ \ / / 332 // 0 GO G SE.-1 g 6 EX. C.B.M.H. TOP 332.00 O 0 NV 322.2 CTR CHANNEL • NV 328.83 N 00937900000700 CITY BANK N 330.83 NOV 3 3.30 DESIGN 00937900000600 CITY BANK ... ....... .:.... ce / � \ _ / I ' I M#2 I I ' I ANDPOLE SIGN OLE I I I � I I I I I —OLYMPIC VIEW AND SEWER DISTRICT SEWER EASEMENT tc0 EASEMENT PER PLAT a 3 0 0 0 _ — O 50' P.U.D. NO. 1 OF SNOHOMISH COUNTY TRANSMISSION EAEMENTA.F. 0ERLINE NOS — 50' PRIVATE DRAINAGE EASEMENT FOR LOTS 1 THROUGH a 8 PER PLAT S EX. UTILITY EASEMENT PER F. NO. 200201310 73 F3 ------------- ------------/ �- BASIS / \ N 68°52'49" E X MONUMEN- P�l v338 \ 9 I ycoI ' I \\ I 15' X 40' UTILITY EASEM�NT PER A.F. NO. 20 201310272 I 10 I I III SITS PLAN UJ/ FIRST FLOOR PLAN S Jl L E: 1 I I i 2 0 I_ 0 11 SCALE. 1"= 20' l� �t SL/ }L/ 0 10' 20' 40' 60' rn 0 CV O ujZ ww Y U � ao a � U Z w w F- U O 0_ O F_ Z F— q- U w U0a L,J m cn 1aOf 00 N N Ld N N Q 0 0) I I N ca jili DRAWN: M CHECK: CFP JOB NO: 19018 w LI__J m Q I Z p c� Q 0 Q 3-- Co Cn C/) Z LiO Z Q C/O OL CD LCn C Z O w O � Ld W CO cy) W �Z L0 Ep IRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: i i ATTACHMENT 3 PLN2020-0015 Packet Pg. 41 4.a ELEV PIT r a N m I � I I I I I I I I I I I I I I PND 5ASEME NI SCALE: 1/8" = V-0" I I I r I I � I ill - J e , / / / / �► OUTLINE OF FLOOR A50VE— — — — — — — — — — — — — — — — — — — — — — �[ — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — / AREA CALLS 5ASEMENI 1ST FLOOR 2N[) FLOOR 1,990 G5F 1ro,4l8 GSF 15,411 G5F 33,819 CsSF ATTACH ENT 3 PLN2020-0015 rn 0 N O ~ W Z Y U W � ¢ � 0 W U Z w U U w 0 F Z ~ 0 W W U W 0 m Z O Cl. 0 W 00 N N Ld ON 0 04 Q I 0) I N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W W W Y: C) li Q i- I � � z ~ Q � ono z 1-- 0') C/) C/) 0 Q W ZOO n/ Q (n 1� CD Lu Z O O 0 W p �w 0) 0 w 0z —1 L 0 LL PIRSCHER FRCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: Packet Pg. 42 4.a N FIIRST „FLO,OR (GROUND LEVEL SCALE• 1/8 1 0 AREA CALLS 5A5E " ENT 1ST FLOOR 2N[) FLOOR 1,990 G5F 1ro,4l8 GSF 33,819 CsSF ATTACH ENT 3 PLN2020-0015 rn 0 N O ~ W Z Y U W � ¢ � 0 W U Z w U U w 0 F Z ~ 0 W W U W 00 m Z N o W 00 N N Ld NN 0 04 Q I 0) I N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W �W n/ W Q Z O N ~ Q � ono cn o Q w o� ~ �C Q 0 Ld 0 OLLJ 0 Z QDo a) w o o l PIRSCHER FRCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: r N d Packet Pg. 43 4.a m / / / i / SECOND FLOOR 5GALE= 115" = V-011 EXISTING POWER POLE A! ,AREA GALG5 1ST FLOOR 2NID FLOOR 1,990 G5F 1ro,4l8 G6F 1r5,411 G6F 33,S19 CsSF ATTACH ENT 3 PLN2020-0015 rn 0 N O ~ W H Z Y U W Q d O W U Z w U O Q O F- Z ~ 0- U W U 0 O LLJ 0 Q w O N O N Ld N N Q 0 I CY) I N Y Q DRAWN: M CHECK: UP JOB NO: 19018 W LLIJ 0 W C Q I Z z � O N � ~ Q 000 z cn o Q � w 0 n, Q ww CD Z 0 O 0 (l w O=>- w �z (D rn 0 w o 0 IL PIRSCHER [ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: 12 i i Packet Pg. 44 4.a ELEVATOR OVER -RUN ROOF PLAN SCALE: 1/8" = 1'-0" SCALE.- 1 " = 20' 0 10' 20' 40' 60' :DGE OF 2ND LOOR ROOF )ECK ;TAI R ;HAFT #2 TING ER rn 0 N O ~ W z Y U W � ¢ � O W U Z w U O w O F z ~ 0 W U W 0 z O W m V)) 0 W 00 N N Ld NN 0 04 Q I 0) I N Y Q DRAWN: M CHECK: CFP .JOB NO: 19018 _W -W I_ W Q I z O N � Q O Q -3:: 00 z cn o Q A W ZOO OL cn Liz O � w0 o- z 0) 0 LL. P I R S C H E R 023114 ARCHITECTS + pirscher Architects 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ATTACHMENT 3 PLN2020-0015 Packet Pg. 45 4.a PLATE _ ELEV. 358.50' 0 to I I U-) 00 N -2ND FLOOR - ELEV. 350.00' O I N AVERAGE GRAI r ELEV. 340.3' FIRST FLOOR _ ELEV. 338.00' MY co _ _BASEMENT _ ELEV. 329.50' - — I— ---L— - -- I ELEVATION KEYN07E5 SYM50L ( EXPOSED CONCRETE FINISH O VINYL WINDOWS, TYP O3 TRESPA WOOD PANEL SIDING OVERTICAL ARCHITECTURAL METAL WALL PANELS W1 WEATHERED STEEL FINISH O BALCONY WITH PREFAB ALUM RAILING 4 GLASS INFILL © STANDING SEAM METAL ROOF O7 AVERAGE GRADE PLANE ®25' HEIGHT PLANE FROM AVG GRADE OCOVERED ENTRYWAY TO COMMERICIAL/RETAIL SPACE COVERED ENTRYWAY TO MAIN 10 LOBBY 11 ELEVATOR OVER -RUN 12 GROUND LEVEL LIGHTING 13 STOREFRONT BULKHEAD WITH BRICK VENEER 14 TRANSOM WINDOWS 15 PROJECTING SILL WITH CONCRETE 5ULLN06E 16 4" METAL TRIM $ELT COURSE 17 ANODIZED STOREFRONT SYSTEM 18 PREFAB METAL CORNICE W1 WEATHERED STEEL FINISH 19 ARCHITECTURAL GRADE STANDING SEAM METAL ROOFING 20 6' OVERHANG ABOVE CD PEDESTRIAN SIDEWALK SIDED IN WOOD GRAINED TRESPA PANELS AND SOFFITED WITH T4G CEDAR PLANKS AND RECESSED CAN LIGHTING 21 SHED ROOFS BEYOND 22 HORIZONTAL WOOD PLANK SIDING 23 EXISTING GRADE SHOWN FOR REFERENCE ELEV. 35f 00 FL _2ND ELEV. 35( 0 N FIRST FL ELEV. 338 _ _BASEMENT 64_ ELEV. 329.50' NK SOUTH ELEVATION SCALE: 1/&" = 1'-0" EAST ELEVATION SCALE: 1/8" = 1'-0" GARAGE ENTRANCE/EXIT. METAL SECURITY GRILLE rn 0 N O w z Y U w � ¢ � O 3:� w U Z w U O w O F- z F— a- 0 U) w z U W 0 m O N o w 00 N N Ld NN 0 04 Q I 0) I N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W W r wwnn vl m 0 Q O Z O N w Q ob 0') Cn 0 Q , tt LL ZO Z � Cn 0 Q LuCn Q Z ~ O LLJ QD 0) 0 ll:� z- Ca 0O0 FPIRSCHER_ ,ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: 1.4 0 m U) U) ATTACHMENT 3 PLN2020-0015 Packet Pg. 46 4.a O I N 0 I Lo N _2ND FLOOR.0 _ ELEV. 350.00' AVERAGE GRADE P ELEV. 340.3' FIRST FLOOR ELEV. 338.00' _ _BASEMENT ELEV. 329.50' ELEVATION KEYN07E5 SYM50L ( EXPOSED CONCRETE FINISH O VINYL WINDOWS, TYP (IDTRESPA WOOD PANEL SIDING OVERTICAL ARCHITECTURAL METAL WALL PANELS W1 WEATHERED STEEL FINISH O5 BALCONY WITH PREFAB ALUM RAILING 4 GLASS INFILL © STANDING SEAM METAL ROOF O7 AVERAGE GRADE PLANE O25' HEIGHT PLANE FROM AVG GRADE OCOVERED ENTRYWAY TO COMMERICIAL/RETAIL SPACE COVERED ENTRYWAY TO MAIN 10 LOBBY 11 ELEVATOR OVER -RUN 12 GROUND LEVEL LIGHTING STOREFRONT 5ULKHEAD WITH 13 BRICK VENEER 14 TRANSOM WINDOWS 15 PROJECTING SILL WITH CONCRETE BULLNOSE 16 4" METAL TRIM $ELT COURSE 17 ANODIZED STOREFRONT SYSTEM 18 PREFAB METAL CORNICE W1 WEATHERED STEEL FINISH 19 ARCHITECTURAL GRADE STANDING SEAM METAL ROOFING 20 6' OVERHANG A50VE CD PEDESTRIAN SIDEWALK SIDED IN WOOD GRAINED TRESPA PANELS AND SOFFITED WITH T4G CEDAR PLANKS AND RECESSED CAN LIGHTING 21 SHED ROOFS BEYOND 22 HORIZONTAL WOOD PLANK SIDING 23 EXISTING GRADE SHOWN FOR REFERENCE CzARACzE LEVEL -- — - METAL SECURITY GRILLE NORTH ELEVATION SCALE: 1/8" = 1'-0" WEST ELEVATION SCALE: 1/6" = 1'-0" ELECTRICAL RM STORAGE ROOMS OIL ELEV. 358.50' 2ND FLOOR_ ELEV. 350.00' 7 GRADE PLANE ). 3' OIL FIRST FLOOR ELEV. 338.00' OIL BASEMENT _ ELEV. 329.50' 0 N rn 0 N O ~ w z Y U w � ¢ � 0 w U Z w U 0 w 0 F zF- a- 0 w w z U W 0 m O N o w 00 N N Ld NN 0 04 Q I rn I N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 _W W r wwnn vl m 0 Q O Z O N w Q > ob 0') Cn 0 Q , tt LLJ O Z Q 0. 0 L Z O=> w� Z m P I R S C H E R ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ATTACHMENT 3 PLN2020-0015 Packet Pg. 47 4.a EXISTING SINGLE FAMILY RESIDENCE EXISTING TREES TO REMAIN ELEV: 385.0' MAX BLDG HGT: N ELEV: 365.3' AVG GRADE PLANE ELEV: 340.3' EXISTING GRADE LINE F.F. ELEV: 338.0' - SITS SECTION - MA651NG:T STUD' SCALE: 1/1(0 11 1 i _ 0 11 PROPOSED 2-STORY BUILDING COMMERCIAL 15' - 0" SETBACK PER l roBO 020 TABLE A FOOTNOTE * 1 Q KE1'FLAN PROPERTY LINE EDMONDS NA"r ELEV: 336.0' NEW 4'-0" PLANTER STRIP W1 STREET TREES NEW 5'-0" SIDEW,4LK rn 0 N O ~ W H z Y U W � Q d � O W U Z w U O Q O F- Z ~ 0- CD LW U 0 O LLJ 0 Q w O N O N Ld N N Q 0 I CY) I N Y Q DRAWN: M CHECK: CFP JOB NO: 19018 W W m m Z 0 Co Q < o `r' o Q U LIJ ZO LLI Q V CD 0 Z Lu W p O �i O) 0 W �w z oLL- 0 PIRSCHER ,ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: i i ATTACHMENT 3 PLN2020-0015 Packet Pg. 48 4.a 1&.5o.o2o.c;.2.b FfROF05ED GfROUND LEVEL (GROUND LEVEL DETAILS): TRANSOM WINDOWS 1Gn r;r7)n1)r7)r'?�n (GROUND LEVEL DETAILS): L IC;I-IT INCH SOUTH - E AST FACING FE RS1=E CT f VE 1(o.50.020.C.2.b (GRCUND LEvEL DETAILS): PROJECTING SILLS 1 r �; n n 1) n r' 11) In (GROUND LEVEL DETAILS): STOREFRONT 5ULKNE,4[D "nf;;P17nNJTLl fflnnn PI dNK Sli�li�lrrt L ITT IN BELT CCURS S FL INTHS FOR CCLLPIN3 BILL HEAD FOR STOREFRONT RROJ CTING SILLS TRANSO1l W f ND CWS 1G�t;nn?nr'?In (GIROUND LEVEL DETAILS): BELT COURSES, CONCRETE RUSTICATION - WN ioii7E3MMiwl3irA'l1K'V] PLINTHS FOR GOLUMNS WINDOWS rn 0 N 0 LdZ ww Y U � a0 w>- U Z w t V O of O F- Z ~ 0 W w Z U 0 O 0- w �Q� 00 N N Ld ON O 04 Q C) I I N cfl Y Q DRAWN: M CHECK: CFP JOB NO: 19018 3 W 'tt W Z W LU Q I LLI Z 0 N LU Q � Con Cn oQ U Lw 0 LU OL Luz � � 0 Ld (Do rn w OL L'L.o PIRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: 11 PROPOSED PUBLIC AMENITY SPACE, OUTDOOR PLAZA ATTACHMENT 3 PLN2020-0015 Packet Pg. 49 4.a 1(o.50.020.C.2.b (GiROU ID LEVEL DETAILS): F••- 1— ,� $ A I 1 1--5 d====.� , s 4== -o=:g& --o-% o-, I rn 0 N 0 LdZ ww Y U � Q � O W U � Z w H U O of O F- Z ~ 0- 0 W w Z U 0 O d W Q Ld 00 N N Ld ON O Q C) I I N cfl Y Q DRAWN: M CHECK: CFP JOB NO: 19018 3 W W z li �^LU\ Q I LU Z O >- N LU Q � Con Cn oQ U w o fu Luz � � wo 0 � �o �Z OL rn w L'L.o PIRSCHER ARCHITECTS CDA + Pirscher Architects 23114 100 AVE W EDMONDS, WASHINGTON, 98020 (206)368-9668 SHEET: ATTACHMENT 3 PLN2020-0015 Packet Pg. 50 4.a Q) PLANT KEY ENPSO 0 0 0 &TWEET TFEE Red maple, 2'' caliper minimum ACCENT T EE FIowerine pear, Cherry, �-Iawth®rn, 2'' caliper minimum E\VE EEN TFREE Cedar, D®uela5 For, Cypress, 8' minimum SCREENING 5H U5 oreeon crape, l—Iyrica, Strawberry shrub, 5 eall®n minimum L,4fRGE FLOWEfRIN /I-4ED E 5k4fRU5 Viburnum fiinus 5 ea ll®n minimum Uf=fRlGk4T 5H U5 ,4rb®rvitae, 'iew, Itia lian Cypresa 5 ea Il®n minimum FOUNDATION 6I-41RU15 Otto lu�1,en Laurel, E3oxWood, IIex, 2 eall®n minimum 5rIALL ACCENT / FLOWEFING 5i 1 U5 heather/ La vender, Gra Sees l ea l lon minimum OUNI)COVE innicl�innicl� \11inca, 5a la I 4" pots 2.4" ®.c. minimum EXI&TING TFREE5 TO FREMAIN With species and caliper. NOf;RfiI4 0 10' 20' .40' ATTACHMENT 3 0 U) Q) 0 N 0 0 N. K lu nu v 9 A z O � � <N ks) Q � � OK < t11 � JU O k Q LU K T Q lu ~ U M � M 0�� Q z Zz o� � N 0. HNC Q a w� L NaW N ?iw G-- g W W � CO WU CO AW-� 0 E1 z � W � o WQ CO E-4 W U 1-4 W z Q O N Sheet G®NGEPTUAL LAN®SGAPE PLAN PLN2020-0015 L� Packet Pg. 51 4.a NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. WESTGATE STATION 9601 EDMONDS WAY EDMONDS, WA 98026-7691 OWNER WZL ENTERPRISES 4412 RUSSELL ROAD, UNIT B MUKILTEO, WA 98275 425.293.2503 CONTACT: MARC WISLEN GENERAL NOTES CONSULTANTS ARCHITECT CDA+ PIRSCHER ARCHITECTS 23114 100 AVE W EDMONDS, WA 98020 206.368.9668 CONTACT: MICHAEL DEMARCO CIVIL ENGINEER CG ENGINEERING 250 4TH AVE S, SUITE 200 EDMONDS, WA 98020 425.778.8500 FAX 778.5536 CONTACT: JARED UNDERBRINK, PE SOIL/GEOTECH ENGINEER SURVEYOR NELSON GEOTECHNICAL ASSOCIATES LOVELL-SAUERLAND & ASSOCIATES 17311 135TH AVE NE, SUITE A-500 19217 36TH AVE W, SUITE 106 WOODINVILLE, WA 98072 LYNNWOOD, WA 98036 425.486.1669 425.775.1591 CONTACT: LEE BELLAH CONTACT: JEFFREY TREIBER GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2016 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (I.E. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYK@EDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ONSITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. UTI LITI ES WATER/SEWER/STO R M CITY OF EDMONDS 121 5TH AVE N EDMONDS, WA 98020 425.771.0241 POWER SNOHOMISH COUNTY PUD PO BOX 1107 EVERETT, WA 98206 425.783.1000 GAS PUGET SOUND ENERGY PO BOX 91269 BELLEVUE, WA 1.888.225.5773 CABLE & TELEPHONE COMCAST 15815 25TH AVE W LYNNWOOD, WA 877.824.2288 CAUTION! I CALL BEFORE YOU DIG O BURIED UTILITIES EXIST IN THE AREA AND UTILITY INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT Q THE ONE- CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION 1-800-424-5555 -1 LEGAL DESCRIPTION DATUM HAUL ROUTE FIRE SECTION 36 TOWNSHIP 27 RANGE 3 NAVD 88 FROM SITE: LEFT ONTO HWY 104 FIRE DISTRICT ONE QUARTER NE K. ELISE BLK 000 D-00 LOT AND CONTINUE TILL ENTRANCE 12425 MERIDIAN AVE 10 LESS S/HWY PER SCC 108154 TO 1-5. EVERETE, WA 98208 TO SITE: FROM 1-5, CONTINUE ON 425.551.1200 HWY 104 UNTIL SITE. NOTE: CITY MAY REVISE AS APPLICABLE BASED ON VEHICLE SIZE 24.THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROLNOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATIONOUTSIDE 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 PERMANENT VEGETATION IS ESTABLISHED. FROM OCTOBER 1ST TO APRIL 30TH ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN TWO DAYS SHALL BE COVERED. FROM MAY 1ST TO SEPTEMBER 30 ANY EXPOSED SOILS NOT BEING WORKED FOR MORE THAN 7 DAYS SHALL BE COVERED. 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 SHEET INDEX C1.1 COVER SHEET & GENERAL NOTES C2.1 TEMPORARY EROSION CONTROL PLAN C2.2 TEMPORARY EROSION CONTROL DETAILS C3.1 GRADING & DRAINAGE PLAN & DETAILS C4.1 WATER & SEWER PLAN C5.1 SITE & STREET IMPROVEMENT PLAN 0 ®pCC Community Markets - Edmonds 0 S...... Bar 8 O n KeyBenk gaQ ©Chopsticks VICINITY MAP N TS Mh PI M F z_ea si. s 22 22a1M1 PI $W Y Q Edmonds K,: I' / Wel7reens Klee" Cai �'' / v Wells Fargo Bank© L Slarhucks Q City Klds Wality PROJECT SITE Consignments mq,. sw 0 QTropical Tan of Edmonds GarllcJins P_a Edmonds 'O E 91 LEGEND DESCRIPTION EXISTING PROPOSED ABBREVIATIONS PROPERTY LINE - - - - ABN ABANDONED MIN MINIMUM ADJACENT PROPERTY LINE - - - - - - BLDG BUILDING BOTTOM OF WALL MJ MECHANICAL JOINT CENTERLINE BOW MON MONUMENT CLEARING LIMITS - CENTERLINE NTS NOT TO SCALE SILT FENCE X X X X CB CATCH BASIN OC ON CENTER CONTOUR LINE - - - - -100 - - - - - 00 CMP CORRUGATED METAL PIPE PC POINT OF CURVATURE FENCE CO CLEANOUT PI POINT OF INTERSECTION SANITARY SEWER LINE MANHOLE - -SS - - -SS - -ASS-ASS- CONC CONCRETE PIV POST INDICATOR VALVE PROPERTY LINE ® © CONST CONSTRUCTION T STORM DRAIN MAIN - - - SD - - - SD - Sc-------- 0--Sc- CP CONCRETE PIPE PT POINT OF TANGENCY STORM DRAIN PIPE - - - - - - - - - -0 CU YD CUBIC YARD PVC POLYVINYL CHLORIDE PIPE ROOF DRAIN - - - R - - - R - - - R - -R-R DDCVA DOUBLE DETECTOR CHECK VALVE ASSEMBLY PVI POINT OF VERTICAL INTERSECTION FOOTING DRAIN - - - F - - - F - - - F - F F DI DUCTILE IRON PIPE PVMT PAVEMENT PRESSURE LINE CATCH BASIN (TYPE 1) - - - P - - - P - - - F - P P DIA DIAMETER PVT POINT OF VERTICAL TANG. ❑ ■ DIP DUCTILE IRON PIPE R RADIUS CATCH BASIN (TYPE 2) tom; ® EA EACH REINF REINFORCEMENT CLEANOUT o ® EJ EXPANSION JOINT RJ RESTRAINED JOINT CLEANOUT AND WYE -ITO � ELEV ELEVATION RET RETAINING GRADE BREAK - - - - - - - EOP EDGE OF PAVEMENT RT RIGHT SURFACE SWALE EX EXISTING SD STORM DRAIN DRAINAGE ARROW FDC FIRE DEPT. CONNECTION SECT SECTION STORM DRAIN MANHOLE WATER LINE - - WA- - - WA WA- WA- FFE FINISHED FLOOR ELEVATION SDMH WATER METER ® 19 FH FIRE HYDRANT SIM SIMILAR FIRE HYDRANT �X *�Pll FL FLANGE SQ SQUARE FDC 'Cr i FT FEET/FOOT SS SANITARY SEWER PIV 0 • GV GATE VALVE SSMH SANITARY SEWER MANHOLE GATE VALVE g Z HP HIGH POINT STA STATION STANDARD TEE i I i HT HEIGHT STD 90' BEND ID INSIDE DIAMETER STL STEEL THRUST BLOCKING o A IE INVERT ELEVATION TB THRUST BLOCK CAP CONCRETE PAVEMENT L LCPE LENGTH/LINE LINED CORRUGATEDTOW POLYETHYLENE PIPE TOC TOP OF CURB TOP OF WALL ° a ° a ° ASPHALT PAVEMENT LF LINEAL FOOT TOP TOP ELEVATION CRUSHED SURFACING LP LOW POINT TYP TYPICAL ROCKERY LT LEFT VC VERTICAL CURVE SPOT ELEVATION f 20.0 f 20.0 MAX MAXIMUM W/ WITH TELEPHONE LINE - - - T - - - T - - - T- -T-T MECH MECHANICAL WM WATER METER POWER LINE - - - E - - - E - - - E - -E-E MH MANHOLE GAS LINE --- G - -- G - -- G- G SIGN Fi THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED FOR CONSTRUCTION CITY OF EDMONDS D A-M: By - CITY ENG1 NEE +I G DIVI" ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GULL .�- of wash, l� ArWAM pa 25385 p S'fEg' `'' SIONAL 06109120 J H w co Y Z) U Q w > > w w z = = O z z cn cn 0 0 0 m CO LL] 0 Q Q 00 N N � T* rn Q -1 O N Q0 0101 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 N Q 0 00 0) aa< N Z O W Q Lu 0 0 Z I- V_ 0 W (0 0 0-) W SHEET: 0 Z Li LLI 0 Z TLd ,1 V / Lf LL LLI L \IJ / Z 0 w W a 00 W Packet Pg. 52 4.a NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, / /' /� / /' w > ( �� 00 TY BAND 00 / I ( � 0 c`no I o oi 2 . LLI loll 5 2 0 00937900000700 Q . 1 CITY BANK 00937900000500 EX. M.H. TOP PHILIP Y. JANG \ pQE / ' \/ `\� / / I I I X NV 345.715AB 1LGVOco 00937900000600 27033600101: CITY BANK / / / / / i� / / / / / z I /I C4 �p SANDRA L. GR / / / / / N / co �� G C2 2 INSTALL FILTER FENCE / / / / / / '� / / // / / / / /j / / / / / �350, // OSEWERI VI IR / / / / 3 / SEWER EASEME EASEMENT PER � 50' P.U.D. N0. QUOEp / / / / / SNOHOMISH CC / �`> TRANSMISSION LIMITS OF CLEARING AND Q S�OPP�h ONMPnpN o / / / o� / / / // / �'� / / / I ( �x 0 / � EASEMENT PER 5�� MEN GF FpR 5� < ' �36 / / / / / _ / pG NO. 2027210 ' GRADING EP`'� \ P\ \N / / / ' // y' / / / l 1 (n ;�M� 50' PRIVATE _346 DRAINAGE EAS b / i / / T _ / FOR LOTS 1 TF 8 PER PLAT ao —346 E X. M . H . i /fi F NOV 1 3 6.01AB —342— / /' ' /' _ �� _390— -EC.OLOGY* _ _ _ _ / / ; _ iJ r� — — �e�% /� G��� BLOCKS ... �tiF`R EX. M.H. // / / j/ —F — // / P 338.45 NOV 335.62 AB 8" SAN. SEWER GA /_�..•�`'--.�_• SO DEMO ECOLOGY BLOCKS' ILITY POLE x ��• O4� j� ° / / / DEMO GRAVEL SURFACE . / GUY)d' E� PO PIPE----' —_ --__ --_�/ �/ /��/— // ••. .••/�% --- ..-- —.�, `.. •. / ti33g� I � •° ••e J _ —340a)CKE;AA'PAK.'AEAGRAELSR4 _ d ; ' 7 N 88`22'40' W 80.00' d �. .. )N PIN 1 .. 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P�� a ° \ N0; 200202250726. — d e d' (° d. e PER'PT Q �°O a / UTILITY LA POLE Qs \ . •. -TOP` 331.57 � . /' / ' P�� pNGRE 6 . ° / • �, '• d 9��,• . d \ INV 330.0E �6.aGd d :d °° e` n `w, P ' Os\ :INV 329:90MS/.i o d e XA \ / —332 a, 1 ° I, i' d 1! d �//• pp R °. a • °. .. •da EX- C.®: e331.87 / ° ' e4 ° d : ° d' .. • • e ' ° ° .• / \ a A. --INV. 330.55/ ,! I d °•: 'AV a 'Al a I w INSTALL CONSTRU'CTIOJPENTRA a4T EXPSTIN C24 DRIVEWAYAS�NE£DEDTO VENT•SEDIMENTI�RP�CKi / ,1 / i •/ G °• 'a d :. I a d .°• ;°. °Q / �wPS6 s9° de / e ( I ° .° • ° d ° / �� a .a /• .' TOp 332:0 a 4 ° F e / ° e °INV 322.2 CTR; CHANNEL d s. ° �' a .d• A" IN4' 328.83 N . ° 4 a.. a dO 4 1 PRELIMINARY TEMPORARY EROSION CONTROL PLAN SCALE. 1 = 20 20 0 10 20 40 W.M. THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED FOR CONSTRUCTION CITY OF EpMONDS 1) ATE: r ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 �-tONAL 06/09/20 J H w co Y Z) U L'I dLj � LLJ LLJ Z = = O z z F- a_ N N Lu 0 Lu 0 LLI Q Q 00 \ C) N l� 00 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 z O V / 0/�/ LL Ld LL ^Q ol O I L >_ N LW Z � � z O OOO a ` � J ) CL N O � Q Z J W w p Q � z J �— I— V_ O LL Z w o O W a rn w U W SHEET: CITY ENG NEE +I G DIVI" C2ml 0 m co r N d Packet Pg. 53 NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. 4.a O G 2" x 2" WOOD/STEEL FILTER FABRIC SECURED TO 2" x 2' 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIAL e FILTER FABRIC MATERIAL IN CONTIAOUS ROLLS USE STAPLES OR WIRE RINGS TO ,ATTACH FABRIC TO WIRE 2' K 2" WOOD/STEEL POSTS 1 WIRE MESH FENCE TO SUPPORT FILTER FABRIC BURY BOTTOM OF FILTER MATERIAL 8" TO 12' 6' MAX 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 CITY OF EDMONDS FILTER FABRIC FENCE JANUARY 2018 FILTRATION SYSTEMS PUBLIC WORKS STANDAR❑ DEPARTMENT DETAI��Lyy - R. ENGLISH ER-900 CITY OF EDMONDS STANDARD DETAIL SCALE: NTS 4 TH IN DE FULL WIDTHi DRESS/EGRESS DETAIL NOTES: 1� THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKEO OFF SITE AND/OR INTO THE PUBLIC RIGHT—OF—WAY. 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 CONDMON 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 STABIUZED 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 E 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 CITY OF EDMONDS STABILIZED CONSTRUCTION ENTRANCE PUBLIC WORKS DEPARTMENT DPROVED BY- R. ENGLISH CITY OF EDMONDS STANDARD DETAIL SCALE: NTS REVISION DATE JANUARY 2018 STANDARD D ETAI L ER-901 CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CATCH BASIN 10:7-A10 y FILTER SOCK WITH OVER FLOW HOLES (TYP) NOTES: 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. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS A:7lF=i'. E, R. ENGLISH CITY OF EDMONDS STANDARD DETAIL SCALE: NTS REM SION DATE JANUARY 2018 STANDARD D ETAI L ER-902 THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED CITY Dkm- - FOR ON TF TION OF EDMONDS BY= CITY ENO NEERN G DIVI MHATTACRMFNn � ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 GUILL 4 pF WASI�r Is 2'fEg' 'ti ONAL� ar w co Y U Q w d � w_ w_ w w z O z z CD 0 to cn 0 0 W 0 Q Q DESIGN: DLL II CHECK: JPU III JOB NO: 19440.20 DATE: 02/ 1 4/2020 I 0 Z 0 U T_ o') Z 0 � U) N 0 z Q 3:: o 0:� O oo L,J O' a o a >- N z O Q w 0:. / /� Qw 0 Q O J, H z Q w V_ 0 0 :2W co 0 Lj w a 0-) w 0 W SHEET: C2m2 Packet Pg. 54 r 4.a NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. w > / Q W 0093790p000$00 \ / /CITY BANK o zo Lo I Y I '` o / o I 4" DIA PERFORATED PVC PIPE / / / � I I / / I WITH 6 OF 1 MINUS GRAVEL / o � I / _� ALL AROUND, WRAPPED IN NON -WOVEN GEOTEXTILE FABRIC, CB TYPE II SLOPE AT 0.5% MIN. TURN DOWN / RIM' 354 0 PERFORATIONS AS SHOWN \ 1\\ -7/' /� IE (S):348.5 o- 5 O �� 7 32 LF - 8" PVC @ 10.0%± '/ j / /%� w I "����o CB TYPE II P Z 0 00937900000700 PICK UP EXIST PIPE TO i // o� ; �/ o P EXIST RAIN GARDEN \ / oIE (S 342.0 A\ CITY BANK/I I I I \tiooG o IE (S): 335.0 \v 0 12 CONC-,� \ //� / /r 5 00937900000500 RETAINING WALL o�RPi/ l` / p / EX. M.H. PHILIP Y. JANG �j� S�o� `j / `� 48 I I TOP 352.85 EI I INV 345.71 AB 341.5 I , / . r 34 / GOP /,�� / / r / 34 _ " E �/ � / / % j- 00937900000600 ��G / i/ i / / / /r / 341.0 27033600101500 CITY BANK / // i / / /� I I / N G� SANDRA L. GREEN SHORING PER / / / r / / / / / I N / ��° STRUCTURAL / / // / /� / /// / / _ i35 2 N / / OLYMPIC VIEW AND / / r 00 / SEWER DISTRICT 3 SEWER EASEMENT EASEMENT PER PLAT / M GAO �� •\O � \` � / / � O 50' P.U.D. NO. 1 OF O SNOHOMISH COUNTY / / rn TRANSMISSION LINE P 5�0 Y� ON PP�ON O '/ -- / 0� // ' r / •• :. ; / O EASEMENT PER A.F. s PS MEN OF \NFOR� 5 / / / i3� / /� //e/ • P"^' 1'.:: N/ / I O ���OG� N0. 2027210 a :.'�<'.':' ':'I. ; �LV 50' PRIVATE SNo�`� \ONP� p (L / // / / i / / / 4.° 4.• +.• '.:.:':i: 3¢6 9 DRAINAGE EASEMENT FOR LOTS 1 THROUGH 8 PER PLAT I 60'x15'x3' INFILTRATION TRENCH 40 LF ^ 8"' �338.7 { '•..,,F. /� aF BOTTOM ELEVATION: 331.50 �2 " \R PVC @ 0.5% e - - _ - _ {:....I.,: TOP ELEVATION: 334.50 ° - -346� _ :.I_ . .• "I ae OVERFLOW IE: 334.80 C3.2 8" MIN FROM WOOD. SEE STRUCTURAL DRAWINGS 6" DOWNSPOUT TIGHTLINE TO FINISHED GRADE CONVEYANCE SYSTEM @ 0.5% MIN. PLACE NEXT TO FOOTING DRAIN OR AS SHOWN ON GRADING & DRAINAGE PLAN 1=1 1( CONTRACTOR MAY LOCATE ON THER SIDE OF FOOTING DRAIN) 0 o 00 0 O ® O 0� 00 0 00 oOoo LINE OF MAX EXCAVATION. Oo � ° ° 00 IF SOIL IS OVEREXCAVATED, O O 000 O REPLACE WITH LEAN MIX o 0 O CONCRETE 1 a a 4 , a aa4 4 -a a a FOOTING AND ROOF DRAIN SECTION SCALE: NITS 344- BUILDING - PARKING ENTRY 338.4 - STEM WALL -342- 338.0 \tJ 8.25 •`.I..=:.:.':..{:. $P EX. UTILiir P� / // i ' - I. ;.` • ' I I I EASEMENT PER A.F 6" TRAFFIC RATED a \ ':'l.'':. `: ;• "I:: ----- N0. 200201310273 ^ TRENCH DRAIN 1\'; ,r: ? ':`k,::------- ----- - -390- / / / / / / / - - FOP ' / RIM: 338.0 ENTRY "F\R ---- / - :'ram'' .,:'I: ; \ z� E X. M . H . IE:336.0 338.0 t...'.:4'.: ` •� I' TOP 338.45 i / - - INV 335.62 AB 'Ile = _ / _ \ 19 LF 8 8" SAN. SEWER PVC @0.5/0 {: CB TYPE 1 .0 RIM:337.8�� \= --- - _-=��i//���g�� / - _ _/ /i / IE(E):334.0 C ° _ g� OP`ry�°r°9/ 350 �' 41LF8"PVC @0.5% YJO ��\ Py • d / / 0) - - - - - - / / / / / / / / \ arc// d (l e '`) ------ / / /�-/ / / ---- --_ ENTRY 338.0 PIPE---6J - - - a I- _ ? . •, a' )CKERY 340= - _ ��� / �41 LF 8 PVC @ 0.5% a ° a .l j I 33.6.4 -338- _ - - - ... I CTYPE'I. N 88'22 40" W p' ROOF/FOOTING a °. ^la ° d / d )N PIN / DRAIN 2 a \ o a 36.2 d R1M.: 336.7.. q/' ,d d ... ROCK / 24' ACCESS AND ° ` Qa d da F ; I IE (W): 334.6 /' a ------- 3' W-0.09' UTILITY EASEMENT a a 115 X 86° UTILIPY a ° y ° EASEM N? PER A.P. a v v i g A. 1 NO. '200201310272 tTtA�LER \ ENTRY 338.0 �' a � ? � d d • d • " I•E': 32�.42< - a '°i: d _ ----- I 26 LF ^ 8" PVC @ 0.5% a W r� ° A. 4 • �\ 333.6 TIE ROOF DRAINS TO W / ' e E • : I• 334.0 RAINGARDEN #2 ° TOP 337428 d d d ' W W W �•. • e ... 9NV 334:54• N d � °G d e ° .� .e d• ' NV 334.39 W N % EX. �. \ / W d ° a d So 35.8 60'x10'x3' FILTRATION TRENCH {'' ' ' a / s ° : d o n �. W / ° n q. d. ° ' 3 CTR CHANNEL PVC @ 0.5/0 a d °' . a / B OM ELEVATIO : 327.0 ENTRY 338.0 ° d °INGARDEN #1 TOP ELEVATI01\i. 330.0 I a d d3 . • n '' . ° .d ° C3 a d \ X . { 31 LF 8" a� W W •• d a ° •EL 336 • ° 4s / , PVC @0.5/ °° W W / v O/ °G. ��\\PiZ •0..:/.: d�° d .°.• // III \ '<. '• •�.:' ; ';: W W W ° �" s ° /. ' • tiVERidEAD, ° • -_ ' J \\ 333.5 ?' oa v 4 4 o a V W W W C0° d ca5d° h, A d/ °p A. TRAFFIC SIGN \ 333.1 ° d ...°• .d V. 00937900000900 \ W \ a 4 / W / : a a d d < .a a d ROBERTS PROPERTIES LLC �• * , d ° + ° 4 N a� ° s ° : RAIMGARDEN:#2 4.. On O I t• ° " A. W O I Q' '9 a .v • W .. d I tJ= Z°. d e• d° d. 12 LF ^ 8" e. d° a' ° d 4' PVC d PVC@0.5% d d.° / d° °� a 15' X 8T UTILITY I ' ? UTILITIP 333.3 v /' • ' �° d \ EASEMENT PER A.F. a ° ° /• EASEMENT. P� e° d d \ N0. 200202250726 I d d d . PEit 'PLAT d ° s\ 332.9 S6• gM F� a EX. C.B. ° ed°" fRAINGAR #3 s \ TOP 331.57 / ONGR�/ / d v e d Cam\ INV 330.09E / H 6 °Gd d. . _ 'd cT \ INV 329.90-S 45�.33 PE. lq ° a 4. ° dP / Os\\ / / RIM'; a / v q !L\\ / / / 1�>a ° - - °5� d '4 .a4 • "Jt�W): 3?B.0 ° G'. .. a a d� / \ SSCO I a d Py�E($): 3 0.7. d. : :d° d . . °• \� , .. / \ / / 332 �/ a1�'d d: do //• �/ 'UOWNTURN'ED Ow <.: s �,/ a EK\ - C. B. e (®VERF QN'L�O n °� 'TOP 331,87 / .. ° d d e ''INV• 330.55/ ° d ° d' a e,.. \\ // ' '!e / . d .• . ° ..TiE.INTO 'X'CB,,AAIS a ° d e, ° d aRIMTO'ISH DE' / RMp\t1 G e ° d d :.a'.e d. d I de d / �d a/ TOP 332:0 a : Q d / 4 ° F e / ° e °INV 322.2 CTRoCHANNEL �' d °' ° .d• d IN4' 328.83 N . A 4 ° C PRELIMINARY GRADING AND DRAINAGE PLAN SCALE: 1" = 20' GRADING AND DRAINAGE NOTES: 1. SOILS REPORT REPORT NUMBER: 115670 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES DATED: APRIL 14, 2020 .kND PbLE / ° d OVERHEAD POWER LINES -� II 20 0 10 20 a 541 BIORETENTION VEGETATION PER STD DETAIL SD-641 o BOTTOM WIDTH oVARIES, io m w w w 1'-0" (MIN) Q0�.............. �4 J���oOt Lc� L��2_�L c50 � O FOOTING OVERFLOW STRUCTURE WHERE SHOWN ON PLANS PER STD DETAIL SD-615 OR SD616 PL ISIDEWALK I II I=I II II III SCARIFY NATIV E SUBGRADE, SEE NOTE 5. I1 6" TIGHTLINE I � I� I II I BIORETENTION - - a BOTTOM OF AGGREGATE = 330.5 III- I=III=III=III, ;IIII, ; I I I, ; III, ;IIII, ;IIII, ;IIII=1 I- ��-III TOP OF WALL = 335.0 MIN _III- I TOP OF AGGREGATE = 332.0 I=1 I I=III-III-III-III IIIIIIIII-� I TOP OF BIORETENTION SOIL = 333.5 4 II �I iiI iI IEEE - = II iiI OVERFLOW= 334.5 v_ FOOTINGUILDING I AREA = ° INFILTRATION RATE I RG#1 550 SQ FT a I 31N/HR VERIFY PRIOR TO RG#2 407 SQ FT 3' ABOVE SEASON HIGH ENGINEERING SUBMITTAL RG#3 200 SQ FT -III-III-III-III-III- GROUNDWATER TABLE OR I I I I 1--t7T' HYDRAULICALLY RESTRICTIVE LAYER, SEE NOTE 5 ENERAL NOTES: REFER TO STANDARD DETAIL SD-605 FOR RAIN GARDEN OUTLET OPTIONS. CITES: SCARIFY SUBGRADE 3" (MIN) BEFORE BIORETENTION SOIL MEDIA (BSM) INSTALLATION. BSM SHALL CONFORM TO 2017 CITY OF EDMONDS STORMWATER ADDENDUM (CHECKLIST 10) SPECIFICATIONS. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM IS EXCESSIVELY WET, OR HAS BEEN SUBJECTED TO MORE THAN 1/2 INCH OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22 PERCENT SOIL MOISTURE BY A GENERAL TOOLS & INSTRUMENTS DSMM500 PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL. PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT OF 6 FEET OR LESS (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G., BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) TO 83 PERCENT (+/- 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D1557). BEFORE ADDING BIORETENTION SOIL MEDIA OR COMPOST AMENDED NATIVE SOIL, USE A RAKE, SHOVEL OR ROTOTILLER TO SCARIFY THE BOTTOM OF THE EXCAVATED AREA TO A DEPTH OF 3 INCHES MAXIMUM. GEOTECHNICAL SHALL VERIFY BUILDING SETBACKS, ASSUMED 3.0 IN/HR INFILTRATION RATE. INFILTRATING RAIN GARDEN DETAIL SCALE: 1" = V-0" THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. aPP�zovEfl FOR ca�vS-rRucTIa�v CITY OF EDMONDS D A-M.- ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 srE 1� �jONAL 06/09/20 a H w m Y Z) U cn dLu � w w Z O z z F a_ N N W W 0 0 Li Q Q 00 C) � O cV l0 10101 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 N J 0 Q Z � Q Ld 0 coo Z 70 0 Z I � Q N Z < O ! ^ Z O � C V Q /� T F- V) v' >_ CL < 0 Q � N ZO Q LLJ W � Z Q o o Q 0 Z J Z W (p 0 LL W a rn w 0 W SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 a a 4 , a aa4 4 -a a a FOOTING AND ROOF DRAIN SECTION SCALE: NITS 344- BUILDING - PARKING ENTRY 338.4 - STEM WALL -342- 338.0 \tJ 8.25 •`.I..=:.:.':..{:. $P EX. UTILiir P� / // i ' - I. ;.` • ' I I I EASEMENT PER A.F 6" TRAFFIC RATED a \ ':'l.'':. `: ;• "I:: ----- N0. 200201310273 ^ TRENCH DRAIN 1\'; ,r: ? ':`k,::------- ----- - -390- / / / / / / / - - FOP ' / RIM: 338.0 ENTRY "F\R ---- / - :'ram'' .,:'I: ; \ z� E X. M . H . IE:336.0 338.0 t...'.:4'.: ` •� I' TOP 338.45 i / - - INV 335.62 AB 'Ile = _ / _ \ 19 LF 8 8" SAN. SEWER PVC @0.5/0 {: CB TYPE 1 .0 RIM:337.8�� \= --- - _-=��i//���g�� / - _ _/ /i / IE(E):334.0 C ° _ g� OP`ry�°r°9/ 350 �' 41LF8"PVC @0.5% YJO ��\ Py • d / / 0) - - - - - - / / / / / / / / \ arc// d (l e '`) ------ / / /�-/ / / ---- --_ ENTRY 338.0 PIPE---6J - - - a I- _ ? . •, a' )CKERY 340= - _ ��� / �41 LF 8 PVC @ 0.5% a ° a .l j I 33.6.4 -338- _ - - - ... I CTYPE'I. N 88'22 40" W p' ROOF/FOOTING a °. ^la ° d / d )N PIN / DRAIN 2 a \ o a 36.2 d R1M.: 336.7.. q/' ,d d ... ROCK / 24' ACCESS AND ° ` Qa d da F ; I IE (W): 334.6 /' a ------- 3' W-0.09' UTILITY EASEMENT a a 115 X 86° UTILIPY a ° y ° EASEM N? PER A.P. a v v i g A. 1 NO. '200201310272 tTtA�LER \ ENTRY 338.0 �' a � ? � d d • d • " I•E': 32�.42< - a '°i: d _ ----- I 26 LF ^ 8" PVC @ 0.5% a W r� ° A. 4 • �\ 333.6 TIE ROOF DRAINS TO W / ' e E • : I• 334.0 RAINGARDEN #2 ° TOP 337428 d d d ' W W W �•. • e ... 9NV 334:54• N d � °G d e ° .� .e d• ' NV 334.39 W N % EX. �. \ / W d ° a d So 35.8 60'x10'x3' FILTRATION TRENCH {'' ' ' a / s ° : d o n �. W / ° n q. d. ° ' 3 CTR CHANNEL PVC @ 0.5/0 a d °' . a / B OM ELEVATIO : 327.0 ENTRY 338.0 ° d °INGARDEN #1 TOP ELEVATI01\i. 330.0 I a d d3 . • n '' . ° .d ° C3 a d \ X . { 31 LF 8" a� W W •• d a ° •EL 336 • ° 4s / , PVC @0.5/ °° W W / v O/ °G. ��\\PiZ •0..:/.: d�° d .°.• // III \ '<. '• •�.:' ; ';: W W W ° �" s ° /. ' • tiVERidEAD, ° • -_ ' J \\ 333.5 ?' oa v 4 4 o a V W W W C0° d ca5d° h, A d/ °p A. TRAFFIC SIGN \ 333.1 ° d ...°• .d V. 00937900000900 \ W \ a 4 / W / : a a d d < .a a d ROBERTS PROPERTIES LLC �• * , d ° + ° 4 N a� ° s ° : RAIMGARDEN:#2 4.. On O I t• ° " A. W O I Q' '9 a .v • W .. d I tJ= Z°. d e• d° d. 12 LF ^ 8" e. d° a' ° d 4' PVC d PVC@0.5% d d.° / d° °� a 15' X 8T UTILITY I ' ? UTILITIP 333.3 v /' • ' �° d \ EASEMENT PER A.F. a ° ° /• EASEMENT. P� e° d d \ N0. 200202250726 I d d d . PEit 'PLAT d ° s\ 332.9 S6• gM F� a EX. C.B. ° ed°" fRAINGAR #3 s \ TOP 331.57 / ONGR�/ / d v e d Cam\ INV 330.09E / H 6 °Gd d. . _ 'd cT \ INV 329.90-S 45�.33 PE. lq ° a 4. ° dP / Os\\ / / RIM'; a / v q !L\\ / / / 1�>a ° - - °5� d '4 .a4 • "Jt�W): 3?B.0 ° G'. .. a a d� / \ SSCO I a d Py�E($): 3 0.7. d. : :d° d . . °• \� , .. / \ / / 332 �/ a1�'d d: do //• �/ 'UOWNTURN'ED Ow <.: s �,/ a EK\ - C. B. e (®VERF QN'L�O n °� 'TOP 331,87 / .. ° d d e ''INV• 330.55/ ° d ° d' a e,.. \\ // ' '!e / . d .• . ° ..TiE.INTO 'X'CB,,AAIS a ° d e, ° d aRIMTO'ISH DE' / RMp\t1 G e ° d d :.a'.e d. d I de d / �d a/ TOP 332:0 a : Q d / 4 ° F e / ° e °INV 322.2 CTRoCHANNEL �' d °' ° .d• d IN4' 328.83 N . A 4 ° C PRELIMINARY GRADING AND DRAINAGE PLAN SCALE: 1" = 20' GRADING AND DRAINAGE NOTES: 1. SOILS REPORT REPORT NUMBER: 115670 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES DATED: APRIL 14, 2020 .kND PbLE / ° d OVERHEAD POWER LINES -� II 20 0 10 20 a 541 BIORETENTION VEGETATION PER STD DETAIL SD-641 o BOTTOM WIDTH oVARIES, io m w w w 1'-0" (MIN) Q0�.............. �4 J���oOt Lc� L��2_�L c50 � O FOOTING OVERFLOW STRUCTURE WHERE SHOWN ON PLANS PER STD DETAIL SD-615 OR SD616 PL ISIDEWALK I II I=I II II III SCARIFY NATIV E SUBGRADE, SEE NOTE 5. I1 6" TIGHTLINE I � I� I II I BIORETENTION - - a BOTTOM OF AGGREGATE = 330.5 III- I=III=III=III, ;IIII, ; I I I, ; III, ;IIII, ;IIII, ;IIII=1 I- ��-III TOP OF WALL = 335.0 MIN _III- I TOP OF AGGREGATE = 332.0 I=1 I I=III-III-III-III IIIIIIIII-� I TOP OF BIORETENTION SOIL = 333.5 4 II �I iiI iI IEEE - = II iiI OVERFLOW= 334.5 v_ FOOTINGUILDING I AREA = ° INFILTRATION RATE I RG#1 550 SQ FT a I 31N/HR VERIFY PRIOR TO RG#2 407 SQ FT 3' ABOVE SEASON HIGH ENGINEERING SUBMITTAL RG#3 200 SQ FT -III-III-III-III-III- GROUNDWATER TABLE OR I I I I 1--t7T' HYDRAULICALLY RESTRICTIVE LAYER, SEE NOTE 5 ENERAL NOTES: REFER TO STANDARD DETAIL SD-605 FOR RAIN GARDEN OUTLET OPTIONS. CITES: SCARIFY SUBGRADE 3" (MIN) BEFORE BIORETENTION SOIL MEDIA (BSM) INSTALLATION. BSM SHALL CONFORM TO 2017 CITY OF EDMONDS STORMWATER ADDENDUM (CHECKLIST 10) SPECIFICATIONS. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM IS EXCESSIVELY WET, OR HAS BEEN SUBJECTED TO MORE THAN 1/2 INCH OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22 PERCENT SOIL MOISTURE BY A GENERAL TOOLS & INSTRUMENTS DSMM500 PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL. PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT OF 6 FEET OR LESS (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G., BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) TO 83 PERCENT (+/- 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D1557). BEFORE ADDING BIORETENTION SOIL MEDIA OR COMPOST AMENDED NATIVE SOIL, USE A RAKE, SHOVEL OR ROTOTILLER TO SCARIFY THE BOTTOM OF THE EXCAVATED AREA TO A DEPTH OF 3 INCHES MAXIMUM. GEOTECHNICAL SHALL VERIFY BUILDING SETBACKS, ASSUMED 3.0 IN/HR INFILTRATION RATE. INFILTRATING RAIN GARDEN DETAIL SCALE: 1" = V-0" THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. aPP�zovEfl FOR ca�vS-rRucTIa�v CITY OF EDMONDS D A-M.- ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 srE 1� �jONAL 06/09/20 a H w m Y Z) U cn dLu � w w Z O z z F a_ N N W W 0 0 Li Q Q 00 C) � O cV l0 10101 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 N J 0 Q Z � Q Ld 0 coo Z 70 0 Z I � Q N Z < O ! ^ Z O � C V Q /� T F- V) v' >_ CL < 0 Q � N ZO Q LLJ W � Z Q o o Q 0 Z J Z W (p 0 LL W a rn w 0 W SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 FOOTING AND ROOF DRAIN SECTION SCALE: NITS 344- BUILDING - PARKING ENTRY 338.4 - STEM WALL -342- 338.0 \tJ 8.25 •`.I..=:.:.':..{:. $P EX. UTILiir P� / // i ' - I. ;.` • ' I I I EASEMENT PER A.F 6" TRAFFIC RATED a \ ':'l.'':. `: ;• "I:: ----- N0. 200201310273 ^ TRENCH DRAIN 1\'; ,r: ? ':`k,::------- ----- - -390- / / / / / / / - - FOP ' / RIM: 338.0 ENTRY "F\R ---- / - :'ram'' .,:'I: ; \ z� E X. M . H . IE:336.0 338.0 t...'.:4'.: ` •� I' TOP 338.45 i / - - INV 335.62 AB 'Ile = _ / _ \ 19 LF 8 8" SAN. SEWER PVC @0.5/0 {: CB TYPE 1 .0 RIM:337.8�� \= --- - _-=��i//���g�� / - _ _/ /i / IE(E):334.0 C ° _ g� OP`ry�°r°9/ 350 �' 41LF8"PVC @0.5% YJO ��\ Py • d / / 0) - - - - - - / / / / / / / / \ arc// d (l e '`) ------ / / /�-/ / / ---- --_ ENTRY 338.0 PIPE---6J - - - a I- _ ? . •, a' )CKERY 340= - _ ��� / �41 LF 8 PVC @ 0.5% a ° a .l j I 33.6.4 -338- _ - - - ... I CTYPE'I. N 88'22 40" W p' ROOF/FOOTING a °. ^la ° d / d )N PIN / DRAIN 2 a \ o a 36.2 d R1M.: 336.7.. q/' ,d d ... ROCK / 24' ACCESS AND ° ` Qa d da F ; I IE (W): 334.6 /' a ------- 3' W-0.09' UTILITY EASEMENT a a 115 X 86° UTILIPY a ° y ° EASEM N? PER A.P. a v v i g A. 1 NO. '200201310272 tTtA�LER \ ENTRY 338.0 �' a � ? � d d • d • " I•E': 32�.42< - a '°i: d _ ----- I 26 LF ^ 8" PVC @ 0.5% a W r� ° A. 4 • �\ 333.6 TIE ROOF DRAINS TO W / ' e E • : I• 334.0 RAINGARDEN #2 ° TOP 337428 d d d ' W W W �•. • e ... 9NV 334:54• N d � °G d e ° .� .e d• ' NV 334.39 W N % EX. �. \ / W d ° a d So 35.8 60'x10'x3' FILTRATION TRENCH {'' ' ' a / s ° : d o n �. W / ° n q. d. ° ' 3 CTR CHANNEL PVC @ 0.5/0 a d °' . a / B OM ELEVATIO : 327.0 ENTRY 338.0 ° d °INGARDEN #1 TOP ELEVATI01\i. 330.0 I a d d3 . • n '' . ° .d ° C3 a d \ X . { 31 LF 8" a� W W •• d a ° •EL 336 • ° 4s / , PVC @0.5/ °° W W / v O/ °G. ��\\PiZ •0..:/.: d�° d .°.• // III \ '<. '• •�.:' ; ';: W W W ° �" s ° /. ' • tiVERidEAD, ° • -_ ' J \\ 333.5 ?' oa v 4 4 o a V W W W C0° d ca5d° h, A d/ °p A. TRAFFIC SIGN \ 333.1 ° d ...°• .d V. 00937900000900 \ W \ a 4 / W / : a a d d < .a a d ROBERTS PROPERTIES LLC �• * , d ° + ° 4 N a� ° s ° : RAIMGARDEN:#2 4.. On O I t• ° " A. W O I Q' '9 a .v • W .. d I tJ= Z°. d e• d° d. 12 LF ^ 8" e. d° a' ° d 4' PVC d PVC@0.5% d d.° / d° °� a 15' X 8T UTILITY I ' ? UTILITIP 333.3 v /' • ' �° d \ EASEMENT PER A.F. a ° ° /• EASEMENT. P� e° d d \ N0. 200202250726 I d d d . PEit 'PLAT d ° s\ 332.9 S6• gM F� a EX. C.B. ° ed°" fRAINGAR #3 s \ TOP 331.57 / ONGR�/ / d v e d Cam\ INV 330.09E / H 6 °Gd d. . _ 'd cT \ INV 329.90-S 45�.33 PE. lq ° a 4. ° dP / Os\\ / / RIM'; a / v q !L\\ / / / 1�>a ° - - °5� d '4 .a4 • "Jt�W): 3?B.0 ° G'. .. a a d� / \ SSCO I a d Py�E($): 3 0.7. d. : :d° d . . °• \� , .. / \ / / 332 �/ a1�'d d: do //• �/ 'UOWNTURN'ED Ow <.: s �,/ a EK\ - C. B. e (®VERF QN'L�O n °� 'TOP 331,87 / .. ° d d e ''INV• 330.55/ ° d ° d' a e,.. \\ // ' '!e / . d .• . ° ..TiE.INTO 'X'CB,,AAIS a ° d e, ° d aRIMTO'ISH DE' / RMp\t1 G e ° d d :.a'.e d. d I de d / �d a/ TOP 332:0 a : Q d / 4 ° F e / ° e °INV 322.2 CTRoCHANNEL �' d °' ° .d• d IN4' 328.83 N . A 4 ° C PRELIMINARY GRADING AND DRAINAGE PLAN SCALE: 1" = 20' GRADING AND DRAINAGE NOTES: 1. SOILS REPORT REPORT NUMBER: 115670 PREPARED BY: NELSON GEOTECHNICAL ASSOCIATES DATED: APRIL 14, 2020 .kND PbLE / ° d OVERHEAD POWER LINES -� II 20 0 10 20 a 541 BIORETENTION VEGETATION PER STD DETAIL SD-641 o BOTTOM WIDTH oVARIES, io m w w w 1'-0" (MIN) Q0�.............. �4 J���oOt Lc� L��2_�L c50 � O FOOTING OVERFLOW STRUCTURE WHERE SHOWN ON PLANS PER STD DETAIL SD-615 OR SD616 PL ISIDEWALK I II I=I II II III SCARIFY NATIV E SUBGRADE, SEE NOTE 5. I1 6" TIGHTLINE I � I� I II I BIORETENTION - - a BOTTOM OF AGGREGATE = 330.5 III- I=III=III=III, ;IIII, ; I I I, ; III, ;IIII, ;IIII, ;IIII=1 I- ��-III TOP OF WALL = 335.0 MIN _III- I TOP OF AGGREGATE = 332.0 I=1 I I=III-III-III-III IIIIIIIII-� I TOP OF BIORETENTION SOIL = 333.5 4 II �I iiI iI IEEE - = II iiI OVERFLOW= 334.5 v_ FOOTINGUILDING I AREA = ° INFILTRATION RATE I RG#1 550 SQ FT a I 31N/HR VERIFY PRIOR TO RG#2 407 SQ FT 3' ABOVE SEASON HIGH ENGINEERING SUBMITTAL RG#3 200 SQ FT -III-III-III-III-III- GROUNDWATER TABLE OR I I I I 1--t7T' HYDRAULICALLY RESTRICTIVE LAYER, SEE NOTE 5 ENERAL NOTES: REFER TO STANDARD DETAIL SD-605 FOR RAIN GARDEN OUTLET OPTIONS. CITES: SCARIFY SUBGRADE 3" (MIN) BEFORE BIORETENTION SOIL MEDIA (BSM) INSTALLATION. BSM SHALL CONFORM TO 2017 CITY OF EDMONDS STORMWATER ADDENDUM (CHECKLIST 10) SPECIFICATIONS. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM IS EXCESSIVELY WET, OR HAS BEEN SUBJECTED TO MORE THAN 1/2 INCH OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22 PERCENT SOIL MOISTURE BY A GENERAL TOOLS & INSTRUMENTS DSMM500 PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL. PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT OF 6 FEET OR LESS (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G., BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) TO 83 PERCENT (+/- 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D1557). BEFORE ADDING BIORETENTION SOIL MEDIA OR COMPOST AMENDED NATIVE SOIL, USE A RAKE, SHOVEL OR ROTOTILLER TO SCARIFY THE BOTTOM OF THE EXCAVATED AREA TO A DEPTH OF 3 INCHES MAXIMUM. GEOTECHNICAL SHALL VERIFY BUILDING SETBACKS, ASSUMED 3.0 IN/HR INFILTRATION RATE. INFILTRATING RAIN GARDEN DETAIL SCALE: 1" = V-0" THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. aPP�zovEfl FOR ca�vS-rRucTIa�v CITY OF EDMONDS D A-M.- ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 srE 1� �jONAL 06/09/20 a H w m Y Z) U cn dLu � w w Z O z z F a_ N N W W 0 0 Li Q Q 00 C) � O cV l0 10101 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 N J 0 Q Z � Q Ld 0 coo Z 70 0 Z I � Q N Z < O ! ^ Z O � C V Q /� T F- V) v' >_ CL < 0 Q � N ZO Q LLJ W � Z Q o o Q 0 Z J Z W (p 0 LL W a rn w 0 W SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 FOOTING OVERFLOW STRUCTURE WHERE SHOWN ON PLANS PER STD DETAIL SD-615 OR SD616 PL ISIDEWALK I II I=I II II III SCARIFY NATIV E SUBGRADE, SEE NOTE 5. I1 6" TIGHTLINE I � I� I II I BIORETENTION - - a BOTTOM OF AGGREGATE = 330.5 III- I=III=III=III, ;IIII, ; I I I, ; III, ;IIII, ;IIII, ;IIII=1 I- ��-III TOP OF WALL = 335.0 MIN _III- I TOP OF AGGREGATE = 332.0 I=1 I I=III-III-III-III IIIIIIIII-� I TOP OF BIORETENTION SOIL = 333.5 4 II �I iiI iI IEEE - = II iiI OVERFLOW= 334.5 v_ FOOTINGUILDING I AREA = ° INFILTRATION RATE I RG#1 550 SQ FT a I 31N/HR VERIFY PRIOR TO RG#2 407 SQ FT 3' ABOVE SEASON HIGH ENGINEERING SUBMITTAL RG#3 200 SQ FT -III-III-III-III-III- GROUNDWATER TABLE OR I I I I 1--t7T' HYDRAULICALLY RESTRICTIVE LAYER, SEE NOTE 5 ENERAL NOTES: REFER TO STANDARD DETAIL SD-605 FOR RAIN GARDEN OUTLET OPTIONS. CITES: SCARIFY SUBGRADE 3" (MIN) BEFORE BIORETENTION SOIL MEDIA (BSM) INSTALLATION. BSM SHALL CONFORM TO 2017 CITY OF EDMONDS STORMWATER ADDENDUM (CHECKLIST 10) SPECIFICATIONS. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM IS EXCESSIVELY WET, OR HAS BEEN SUBJECTED TO MORE THAN 1/2 INCH OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22 PERCENT SOIL MOISTURE BY A GENERAL TOOLS & INSTRUMENTS DSMM500 PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL. PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT OF 6 FEET OR LESS (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G., BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) TO 83 PERCENT (+/- 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D1557). BEFORE ADDING BIORETENTION SOIL MEDIA OR COMPOST AMENDED NATIVE SOIL, USE A RAKE, SHOVEL OR ROTOTILLER TO SCARIFY THE BOTTOM OF THE EXCAVATED AREA TO A DEPTH OF 3 INCHES MAXIMUM. GEOTECHNICAL SHALL VERIFY BUILDING SETBACKS, ASSUMED 3.0 IN/HR INFILTRATION RATE. INFILTRATING RAIN GARDEN DETAIL SCALE: 1" = V-0" THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. aPP�zovEfl FOR ca�vS-rRucTIa�v CITY OF EDMONDS D A-M.- ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 srE 1� �jONAL 06/09/20 a H w m Y Z) U cn dLu � w w Z O z z F a_ N N W W 0 0 Li Q Q 00 C) � O cV l0 10101 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 N J 0 Q Z � Q Ld 0 coo Z 70 0 Z I � Q N Z < O ! ^ Z O � C V Q /� T F- V) v' >_ CL < 0 Q � N ZO Q LLJ W � Z Q o o Q 0 Z J Z W (p 0 LL W a rn w 0 W SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 N J 0 Q Z � Q Ld 0 coo Z 70 0 Z I � Q N Z < O ! ^ Z O � C V Q /� T F- V) v' >_ CL < 0 Q � N ZO Q LLJ W � Z Q o o Q 0 Z J Z W (p 0 LL W a rn w 0 W SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 SHEET: CITY ENG NEERN G DIVI" C3ml W co 4) m N m Packet P9. 55 NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. 4.a 390 :l 375 370 365 360 355 350 345 340 335 --L .. . . . , . I . POWER POLE SECTION SCALE: 1" = 5' COMPACT BACI(FILL FINISHED GRADE DOUBLE LAYER OF 12" OVERLAY FILTER FABRIC 4°-.X4°� 4°'e C<4"��c'• _ vA b ow 4° • b e 4° 4° O° a 4ei 4° dS 4°m ° 41 a3 94 Lu III I I I= 1 III III III II1-11 � � � o —-�—�—I III=1 I I— 111-1 1 1—i I I_I I I—� � E„ � 1 1-111-I I I-� � �—III—1 i III I- '-- — RIGID i ll—�—III-1 � �—� � _� CONNECTTO � z PERFORATED OR SLOTTED PARALLEL DISTRIBUTION PIPE PIPE LAID FLAT �O WASHED ROCK 00 O O O OOOO �OOO O 2" TO 3" CONNECT TO PARALLEL DISTRIBUTION PIPE o 0 0 0 0 0 O O O O 6" PVC o I O O O = o II III= ��=1T�=1T�=1T�=1T�=1T�=1T�=1T� ITS=1T1=1T1=1T1=1T1=1T1=1T1=1� =1T1 III 5.0' v5.0' WRAP GRAVEL AROUND = TOP AND SIDES OF FIELD VERIFY DEPTH TO NATIVE MATERIAL TRENCH. OVERLAP GROUNDWATER FILTER FABRIC SECTIONS TYPICAL 5' WIDE INFILTRATION TRENCH (#1) SCALE: NTS .................. TOP OF GUY WIRE: 387.05 GROUNDWATER TYPICAL 10' WIDE INFILTRATION TRENCH (#2 SCALE: NTS AROUND OF FILTER FABRIC SECTIONS ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 375 GUILL 4 pF WA x 370 Is ecEg� �`SIONAL �� 06/09/20 t 365 J H' 360 w m Y Z) U Q w 355 w w z O z z I--- (D 0 a u00 350 w Q Q 00 W 345 C) N O O Y Q 340 DESIGN: DLL DRAWN: ATD CHECK: JPU 335 JOB NO: 19440.20 DATE: 02/ 1 4/2020 THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED FOR CONSTRUCTION CITE' OF EDi ONDS � JUTE: By- _ CITY EGINEEO DI VI " Z a') O I C, W Q N (� O 00 � o a O w 0 La 0 z W �- v- O �.d 0 (D : Q O w a W W SHEET: C3m2 0 4) d Packet Pg. 56 4.a NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, $�/ Ld > OOTY BANK 00 / I / 3o� I I o / o Of Ld oj O LLJ o ? S_7'�'�� ' Z 0 00 CITY BANK 00 \ j \\ oi �\`v / / 4 /�1 I o o II QOG�op° \ \v 35 00937900000500 F R P� r/ `\ l ` i 0 � P� PHILIP Y. JANG f� \ oQE�l\/ r / n EX. 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S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 PE s'rE� 1� ZONAL 06/09/20 J H W m Y Z) U (,n dLu � w w Z O z z F- CD CD N N 0 Lu 0 0 co w 0 Q Q 00 Q � O ) N l0 00 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 Of W 3: Ld V / 0 Z Q ,r W I z Q I— O / �� Ld F— , ) v' ~ Z Q Q 0 N z Z W :2 0 w Q0La z J z I— V... O W (� Q a Ed W SHEET: CITY ENG NEE +I G DIVI" Packet Pg. 57 4.a NE 1 /4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. w > 00 `nI o co TN( � /YBA- oi Q: LLI I W I 0 \ / / // �/ --LLI o> I (l I NI 1 J z I I l —7 2 0 00937900000700 \ ��� /// oo� �\ Avpo 0 CITY BANK / i / / `,\/ 4\200G v 00937900000500 F Q��Q� / `� �� i / / / 0 PHILIP Y. JANG / \ oQE �l\/ i 14 I I EX. M.H. / TOP 352.8 NV 345.715AB 46 46� GO 34 P 00937900000600 ��D 27033600101E CITY BANK / / /0000 � / / I 04 �o SANDRA L. GR G co C VIEW SEWER OLYMPI DIST C 3 SEWER EASEME / EASEMENT PER 348� 50' P.U.D. NO. 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TOO '331.87 / q ° e°' a 4 .. '.INV• 330.55/ ° AP Al V1 ° e "A' d / d d A' ° ° d e a. .e/ ° .d. d• / e �S ° I m e • °. a. / I d° a .. . � G e ° e d :.a'.e d. d I de ° dd / [''� ° :I , d e- pp . a °• / / d A / TOP 332:0 a : Q ° / 4 ° F d / ° e °INV 322.2 CTRoCHANNEL �' d a. / ° INV 328.83 N . ° 4 1 PRELIMINARY SITE IMPROVEMENT PLAN SCALE. 1 - 20 20 0 10 20 40 THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED FOR CONSTRUCTION CITY OF EpMONDS DATE: r ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ;w A 5'jONAL 06/09/20 J H- H Lu m Y Z) U L'I dLj � LLJ LLJ z O z z F- a_ N Ln 0 Lu 0 L Q Q 00 Q c-I O C) N 00 Y Q DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO: 19440.20 DATE: 02/ 1 4/2020 Z Lj m LJ 0 CL 0-) I LLJ � ~ Q Z Q N � F- O 3::00 W 0)0 Q o Z Q � Q 0 V� V) 0 Z Z F- o N Q Q w o F Z J Z o LLI Ld (o 0 a �..1..I W SHEET: CITY ENG NEE +I G DIVI" C5ml Packet Pg. 58 4.a CITY OF EDMONDS 121 51h Avenue North, Edmonds WA 98020 Phone: 425.771.0220 • Fax: 425.771.0221 • Web: www.edmondswa.F-oy DEVELOPMENT SERVICES DEPARTMENT • PLANNING DIVISION '"C. 189%3 March 13, 2020 c 2 Robert Gregg P.O. Box 1576 U) as Mukilteo, WA 98275 r N d Subject: Letter of Complete Application — Design Review for Westgate Station 3: Dear Bob, I have reviewed the February 14 and February 21 submittals for the Westgate Station project at 9601 Edmonds Way (File PLN2020-0015). Pursuant to Edmonds Community Development Code (ECDC) Section 20.02.002, 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. While the application is technically complete, the City may request additional information or seek clarification during review of the project. I will proceed with the public notice portion of the project. If you have any questions, please let me know either at 425-771-0220 x 1330 or michael.clugston@edmondswa.�ov. Sincerely, 4 f , Mike Clugston, AICP Senior Planner Cc: Marc Wislen ATTAC PLN2 A Packet Pg. 59 4.a CITY OF EDMONDS NOTICE OF APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE PROJECT DESCRIPTION: Westgate Station is a two-story mixed use building and site improvements at the vacant site at 9601 Edmonds Way. The second floor would contain 20 market rate apartments with a shared south facing deck for residents, while the first floor would include an at -grade parking garage with 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator and stairs. There would be a partial basement on the west side of building which includes additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. Related site improvements include street level amenity spaces, an additional 13 surface parking stalls east of the building, and landscaping. The site is zoned Community Business— Edmonds Way (BC-EW). PROJECT LOCATION: 9601 Edmonds Way, Edmonds, WA. Tax Parcel Number 0093790000100 NAME OF APPLICANT: Bob Gregg FILE NUMBER: PLN2020-0015 DATE OF APPLICATION: February 14, 2020 DATE OF COMPLETENESS: March 13, 2020 DATE OF PUBLIC NOTICE: March 27, 2020 STATE ENVIRONMENTAL POLICY ACT: The responsible official has reviewed the proposed project for probable adverse environmental impacts and expects to issue a Determination of Nonsignificance (DNS). The Optional DNS process is being used pursuant to WAC 197-11-355. This may be your only opportunity to comment on the environmental impacts of the proposal. The proposal may include mitigation measures under the applicable codes, and the project review process may incorporate or require mitigation regardless of whether an EIS is prepared. A copy of the subsequent threshold determination may be obtained upon request. REQUESTED PERMIT: Design Review (Type III -A Permit Process) OTHER REQUIRED PERMITS: Building, Engineering and Fire permits EXISTING ENVIRONMENTAL DOCUMENTS: Critical Area Determination, SEPA Environmental Checklist, and Preliminary Geotechnical and Storm Drainage Reports DETERMINATION OF CONSISTENCY: Pursuant to RCW 36.70B.040, the application will be reviewed for consistency with the City of Edmonds Comprehensive Plan and the Edmonds Community Development Code. COMMENTS ON i ATTAC PLN2 Packet Pg. 60 4.a PROPOSAL DUE: April 10, 2020 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. Information on this development application can be viewed by appointment at the City of Edmonds Development Services Department, 121- 51h Ave North, Edmonds, WA 98020. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 V I IIN l r Y DUIn2R4MkOI' SITE reun� sr �r� ,k } NOT TO SCALE � -11 i i ATTAC PLN2 Packet Pg. 61 4.a ADJACENT PROPERTY OWNERS LIST Attach this notarized declaration to the adjacent property owners list. c 0 :r M On my oath, I certify that the names and addresses provided represent all properties U) located within 300 feet of the subject property. xza,,-� d C d Signature of Applicant or Ap c Representative Subscribed and sworn to before me this day of rouqlr q �cv otary ublic in and4ef1he State of Washington Residing at bo-(, (J'. " ELEANOR M DAVIS NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES APR IL 9, 2021 RECEIVED FEB 14 2020 DEVELOPMENT SERVICES COUNTER Revised on 9130111 P2 - Adjacent Property Owners List Page 2 of 2 ATTAC PLN2 Packet Pg. 62 4.a Michae=OfWap T' 227TH PL S, GJ, 11 3 4 5 10 -- - 6 2 1 t 7 15 16 ���•�� 9 228TH PL _ 10 9 w 0) 98 89 97 90 96 91 1 93 192 _ 2 WAY lo 15 4 2 7 �\� - 16 14 1 Q 3 3 17 5 14 22 � 4 13 LU 18 3 2 1 Q 19 231 ST PL SW 5 Township:27 Range:3 Section:36 Parcels Selected Parcels N Snohomish County disclaims any warranty of merchantability or /`�.�■\ �� ` Parcel(s) of Interest warranty of fitness of this data (or map) for any particular purpose, either express or implied, No representation or warranty is made County data Snohomish W E concerning the accuracy, currency, completeness or quality of Mailing Radius (300 feet) depicted. Any user of this data (or map) assumes all responsibility further to hold Snohomish County Application Provided by: for use thereof, and agrees Information Services/GIS harmless from and against any damage, loss, or liability arising PLSS Grid S from any use of this data (or map). Produced 1/24/2020 ATTAC PLN2 Packet Pg. 63 4.a 27033600115100 1/24/2020 27033600107500 1/24/2020 00937900000600 1/24/2020 WELLS FARGO BANK or RESIDENT WELLS FARGO BANK or RESIDENT ELLENBERGER INGMAR & K or RESIDENT 1525 WEST W.T HARRIS BLVD PO BOX 2609 4353 136TH PL SE CHARLOTTE, NC 28262 CARLSBAD, CA 92018 BELLEVUE, WA 98006 00434500001801 1/24/2020 00434500001802 1/24/2020 00450700900003 1/24/2020 HUGHES PATRICIA A & VA or RESIDENT CONNELL MARISA or RESIDENT BICKNELL MARY R or RESIDENT 23001 97TH AVE W 23003 97TH AVE W 22726 96TH AVE W EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 c 00497300001200 1/24/2020 00536500000300 1/24/2020 00536500000400 1124/2020 O SMITH CHRISTiNE or RESIDENT GILLESPIE CHARLES/GILL or RESIDENT BERTO MARGARETTE or RESIDENT R 22720 96TH AVE W 9711 228TH PL SW 9703 228TH PL SW U) EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 +; ca r to d 00536500000500 1/24/2020 00536500000600 1/24/2020 00544300009400 1/24/2020 MICKEL JUDITH A or RESIDENT VINCENT MAXWELL/GILBER or RESIDENT WILLIAMS DAVID L or RESIDENT to 9706 228TH PL SW 9712 228TH PL S W 9513 228TH ST SW c EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 m t v tv .r r cv 00937900000100 1/24/2020 00937900000700 1/24/2020 00937900000800 1124/2020 -0 SHALLOWAY STEVEN D & C or RESIDENT ADAMS COLIN M/ALEXANDR or RESIDENT ROSS, RACHEL S/BRADLEY or RESIDENT 22803 96TH PL W 22806 96TH PL W 22804 96TH PL W EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 O rL m L W m 27033600101100 1/24/2020 27033600101300 V24/2020 27033600101400 1/24/2020 4a In CALDERA GUILLERMO or RESIDENT KORN JOSEPH/MELISSA or RESIDENT HARDIN WILLIAM C or RESIDENT 9512 EDMONDS WY 9524 EDMONDS WAY 9511 EDMONDS WAY EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 L c 2m .y N 27033600115700 1/24/2020 00544300009502 V24/2020 00937900000200 1/24/2020 O KWICK N KLEEN LLC or RESIDENT GONZALEZ RAY & TERYL or RESIDENT SUDOL STEVEN J or RESIDENT O 221 10TH PL N 22721 96TH AVE W 22805 96TH PL W a EDMONDS, WA 98020 EDMONDS, WA 98020-4533 EDMONDS, WA 98020-4544 r m N 00937900000300 1/24/2020 00596600000600 1/24/2020 00497300000800 1/24/2020 VAN MIEGHEM JOSEPH or RESIDENT SANCHEZ GEORGE A or RESIDENT CARTER MARY T or RESIDENT 5 22807 96TH PL W 9521 231 ST PL SW 9701 227TH PL SW EDMONDS, WA 98020-4544 EDMONDS, WA 98020-5022 EDMONDS, WA 98020-5927 E t u r Q 00497300000900 1/2412020 27033600116100 1/24/2020 27033600101600 1/24/2020 HENDERSON D J or RESIDENT CARTER MARY T or RESIDENT MARTIN JAMES E or RESIDENT 9705 227TH PL SW 9701 227TH PL SW 9514 228TH ST SW EDMONDS, WA 98020-5927 EDMONDS, WA 98020-5927 EDMONDS, WA 98020-5932 27033600101200 1/24/2020 00937900000900 1/24/2020 00536500000200 1/24/2020 DUBBELAAR DIRK or RESIDENT J ROBERTS PROPERTIES L or RESIDENT THOMPKINS MICHAEL F or RESIDENT 9520 EDMONDS WAY 9715 EDMONDS WAY 9717 228TH PL SW EDMONDS, WA 98020-5936 EDMONDS, WA 98020-5939 EDMONDS, WA 98020-5950 �acket Pg. 64 00536500000700 1/24/2020 SCHILLINGER JEREMY & M or RESIDENT 9718 228TH PL SW EDMONDS, WA 98020-5950 27033600101000 1/24/2020 GETACHEW DESTA/SOLOMON or RESIDENT 20204 37TH AVE W LYNNWOOD, WA 98036 00937900000400 1/24/2020 RAQUEL KR+STINEMONATH or RESIDENT 4304 230TH PL SW MOUNTLAKE TERRACE, WA 98043 00434500001601 1/24/2020 FORREST GREG R or RESIDENT 111 16TH AVE SEATTLE, WA 98122 27033600114000 1/24/2020 PUBLIC UTILITY DIST 1 or RESIDENT 2320 CALIFORNIA EVERETT, WA 98201 00937900001000 1/24/2020 COLUMBIA STATE BANK or RESIDENT PO BOX 2156 TACOMA, WA 98401-2156 �m?zl.%'rAwwww—'T6r*llr"&lvffw 00536500000800 1/24/2020 CHRISTENSEN SEAN K/KIE or RESIDENT 9726 228TH PL SW EDMONDS, WA 98020-5950 27033600100500 1/2412020 FAIRWAY APARTMENTS LLC or RESIDENT PO BOX 713 MERCER ISLAND, WA 98040 00434500001600 1/24/2020 MOORE GARY & SHARRY or RESIDENT 424 LAKEVIEW RD LYNNWOOD, WA 98087-2140 27033600100900 1/24/2020 BRASS TACK INVESTMENTS or RESIDENT 1902 31 ST AVE S SEATTLE, WA 98144 27033600100300 1/24/2020 STERLING JEFFREY G & or RESIDENT 901 WESTMINSTER Cl EVERETT, WA 98203-3204 uo.To aTerj.co4.a 00937900000600 1/24/2020 LINDENSTEIN EDMUND H & or RESIDENT 22808 96TH PL W EDMONDS, WA 98026 27033600103900 1/24/2020 FAIRWAY APARTMENTS LLC or RESIDENT PO BOX 713 MERCER ISLAND, WA 98040 00434500001701 1/24/2020 MOORE GARY & SHARRY or RESIDENT 424 LAKEVIEW RD LYNNWOOD, WA 98087-2140 27033600117600 1/2412020 EDMONDS WAY LLC or RESIDENT PO BOX 60216 SHORELINE, WA 98160 00434500000100 1/24/2020 BERSCHAUER DIANNE MARI or RESIDENT 19934 HOOD POINT RD NW SEABECK, WA 98380 (« l eot- i i + '• LlgUetteS Wl-idresse bisy PE,el HIS+ IiGI'�lir_� rlsi li's�Chuiq nll,dk «v�IL, li !Phq ni Fol i-u t3 I Uhlr,(r7 B lj+)!-)W f Av('iy 51C)(I 4.a File No.: PLN2020-0015 Applicant: Westgate Station DECLARATION OF MAILING 0 M in On the 27th day of March, 2020, the attached Notice of Application and Comment Period was mailed by the City as prescribed by Ordinance to property owners within 300 feet of the site that is the subject of this 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 27th day of March, 2020, at Edmonds, Washington. Signed:�� ATTAC PLN2 Packet Pg. 66 4.a FILE: PLN2020-0015 Applicant: Westgate Station (Bob Gregg) DECLARATION OF POSTING 0 M in On the 27' day of March, 2020, the attached Notice of Application and SEPA Optional Determination of Nonsignificance was posted at the subject property in accordance the Edmonds Community Development Code. r 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 271h day of March, 2020, at Edmonds, Washington. Signed: {BFP747893.DOC;1\00006.900000\ } ATTAC PLN2 Packet Pg. 67 4.a Everett Daily Herald Affidavit of Publication State of Washington } County of Snohomish } ss Dicy Sheppard being first duly sworn, upon oath deposes and says:. that he/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 months 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 Snohomish 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 Snohomish County, State of Washington, by order dated June 16, 1941, and that the annexed is a true copy of EDH895305 PLN2020-0015 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 03/27/2020 and ending on 03/27/2020 and that said newspaper was regularly distributed to its subscribers during all of said period. The a nt of the fee for such publication is $112.2 Subscribed and sworn befo me on this day of --2--11 7-0_ • Y Notary Public in and for the State of Washington. City of Edmonds - LEGALADS 114101416 MICHELLE MARTIN v �y+iiid' Linda Phillips Notary Public te of Mahington [MyA:PpToinbmnjE*k" 08/2912021 ATTAC PLN2 Packet Pg. 68 4.a Classified Proot CITY OF E DMONDS NOTICE OF A PPL ICA TION AND OPTIONAL DETERMINATION OF NONSI GNI F ICANCE PROJECT DESCRIPTION' W4Ds%nle Slatlon Is a two-story mnlad use bWldmp end Sfte knprwerllentS al the vacant Elie a1 fl601 Edmonds Way The Second Iloot would contain 20 market rate aponnuints with a shared south facing dock for raetdcnls, while Ina alst floor would include an or.gade patking garage with 33 SIDES 4,700 SF of centmerraal space slarage rooms and the resrdenlial booby wlbr k+asmg otAce. eleva tar end B1auS There would be d partial b�selnenl on Inn west Srdd Or building whuO Includes addftlonal aleragq units Tor residents, a."Supporl Spaces 10r me[rinhlcal, areciriUnt and mra spnrlklet systems as Well as Me a19Yaiar machine room Related slur improvements include street eavel ameWly spawn, an ;Iodtionot 1a surlace patkhig slabs east of file oullding, and landacsping. The site is zoned conunumty, Business—Bomand5 Way (SC•EW). PROJECT 1.00ATION 9M 1 Edmond% Way. Edmonds, WA. Tax Parcel Nurnber0093790pOd100 NAME OFAPPLICANT: Bob 01Aqp FILE NUMBER: PLN2g %0 " DATE OF APPLICATION: February 14, 2020 DATE OF COMPLETENESS: March 13, 2020 DATE OF PUBLIC NOTICE: March 27, 2020 STATE ENVIRONMENTAL POLICY ACT: The rseponslbfe official nos reviewed bM proposed project for probable adverse elMlydnmentat Impacts and dkpacts to roue a Determination at Nonslgnlflcance (DNS) The Optional DNS process is being used pursuant to WAO 197-I t355. Thin may be your only Dppolllunity M comment on the anvunjvnergal imports a11ne proposal The proposal may include nrlupallon moasuren undor the applfcahla codes. and the project review process may Incorporase ar re,luire mlfipakan regarrpass o1 whether an EIS Is pmparad. A copy the subocquenl Ihroshold dotatnlrnallon may be obfarned upon request REQUESTED PERMIT: Design Review (Type III -A Permit Process) OTHER REQUIRED PERMITS: Building, Engineering and Fire permits EXISTING ENVIRONMENTAL DOCUMENTS: Critical Area Oetermmation, SEPA Environmental Checklist, ana Preknhnary Geotochnlcal and Storm Drafnappa Reports DETERMINATION OF CONSISTFNCY• PirI to ROW 30 70B 040. this app&nllon will no reviewed for consWdncy with the City of Eamdnda Camprnrrnnsive Plan and the Edmonds Communrly Devewgnera code. COMMENTS ON PROPOSAL. DUE April 10. 2020 Any person nae the nsiH to comment on this npc,Icalwn dutfng hennas, and blic �requesi n copyd. lve of thebee arid declsion annrtt pappimition. Tile City may occv n public cornmunts at any Ilme prior to the closing a141e record of an open record predecsron hearing. If airy, or, If no open record prede[LSlan hearing IS provided, prior to the doctston on Ih9 project perr"ll Only panes at record as defined In EC DC 20.OS.020 have standing to fnlliale an adriti isi airvo appeal. rnform✓?tron on 1h16 development appllcalldn can be viewed by appobntmani at die tarty of Edewnas Develapmenl Selvicas D ritmem, 121-5thAvo Nike orth. Eerrenda. WA 90020. CITY CONTACT +^IChae1 C7ug�g910n&e nwndswA,9fly r 425.77 W2,A Published: March 27, 2020- EDH896305 Q Proofed by Sheppard, Dicy, 03/31/2020 09:50:58 am Page: 2 ATTAC PLN2 Packet Pg. 69 4.a CITY OF EDMONDS NOTICE OF PUBLIC HEARING AND SEPA THRESHOLD DETERMINATION 'oc, 1VIO PROJECT DESCRIPTION: Westgate Station is a two-story mixed use building and site improvements at the vacant site at 9601 Edmonds Way. The second floor would contain 20 market rate apartments with a shared south facing deck for residents, while the first floor would include an at -grade parking garage with 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator and stairs. There would be a partial basement on the west side of building which includes additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. Related site improvements include street level amenity spaces, an additional 13 surface parking stalls east of the building, and landscaping. The site is zoned Community Business — Edmonds Way (BC-EW). PROJECT LOCATION: 9601 Edmonds Way, Edmonds, WA. Tax Parcel Number 0093790000100 NAME OF APPLICANT: Bob Gregg (for Marc Wislen) FILE NO.: PLN2020-0015 REQUESTED PERMIT: Design Review (Type III -A Permit Process, Public Hearing and Decision by Architectural Design Board) COMMENTS ON PROPOSAL DUE: August 5, 2020 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. 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 PLN2020-0015, 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. A copy of the staff report will be available at least seven days prior to the hearing. PUBLIC HEARING INFORMATION: Due to COVID-19, a virtual public hearing will be held by the Architectural Design Board on August 5, 2020 at 7 p.m. Join the Zoom meeting at: https:Hzoom.us/j/96111187352?pwd=czBZY014d2lZLlNndTBIcXVmbUFhZzO9 Meeting ID: 9611118 7352 Password: 171899 ATTAC PLN2 A Packet Pg. 70 4.a One tap mobile +12532158782„96111187352# US (Tacoma) Dial by your location +1253 215 8782 US (Tacoma) Meeting ID: 9611118 7352 Find your local number: https://zoom.us/u/acKIB3Yoto SEPA DETERMINATION: Notice is hereby given that the City of Edmonds has issued a Determination of _ Ndh9igr-ificance uunnc-OTWA-Cl-97�:11;-355 rcOct DATE OF ISSUANCE: July 21, 2020 SEPA COMMENTS: Not applicable, the Optional DNS process was used for this project. SEPA APPEAL: This SEPA determination may be appealed by filing a written appeal citing the specific reasons for appeal with the required fee no later than August 4, 2020 by 4:00 p.m. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 ti > _TM T SITE I � � KIOT TO crei ATTAC PLN2 Packet Pg. 71 4.a FILE NO.: PLN2020-0015 APPLICANT: Westgate Station (Bob Gregg) DECLARATION OF POSTING NOTICE OF PUBLIC HEARING and SEPA DETERMINATION On the 21 St day of July, 2020, the attached Notice of Public Hearing and SEPA Determination 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 21 st day of July, 2020, at Edmonds, Washington. Signed: R'tt S 0 in N d i {BFP747892.DOC;1\00006.900000\ } ATTAC PLN2 Packet Pg. 72 4.a File No.: PLN2020-0015 Applicant: Westgate Station Notice of Public Hearing SEPA Threshold Determination DECLARATION OF MAILING On the 21 st day of July, 2020, the attached Notice of Public Hearing and SEPA Threshold Determination as prescribed by Ordinance to property owners within 300 feet of the site that is the subject of this 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 21 St day of July, 2020, at Edmonds, Washington. Signed:( S G in N ATTAC PLN2 Packet Pg. 73 4.a Everett Daily Herald Affidavit of Publication State of Washington } County of Snohomish } ss Dicy Sheppard being first duly sworn, upon oath deposes and says: that he/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 months 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 Snohomish 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 Snohomish County, State of Washington, by order dated June 16, 1941, and that the annexed is a true copy of EDH903568 PLN2020-0015 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 07/21/2020 and ending on 07/21/2020 and that said newspaper was regularly distributed to its subscribers during all of said period. The amount of the fee for such publication is $95.20. Subscribed ayid sworn fore me on this ��/ day of Notary Public in and for the State of Washington. City of Edmonds - LEGAL ADS 114101416 MICHELLE MARTIN Y � ubli� htygpAGl] w93�iinglor, rtf �IAAJ ► E"r"ffr, 08129120.1 . . ATTAC PLN2 Packet Pg. 74 4.a Classified Proof CITY OF EDMONDS NOTICE OF PUBLIC HEARING AND SEPA THRESHOLD DETERMINATION PROJECT DESCRIPTION: Westgate station Is a 1we,aTery mixed use building and rile Improvumenls at the vacant vie a1 9601 Edmonds Way. Tha second floor would contain 20 market rate apadments wbll a shared sauih lacing dock for residents while Thu Arst hoof would lACEude an at -grade parking 91MOD with 33 stalls, 4,700 SF of commerctal space, storage roomy and the restdcniial fohbpyy with teaeing oflice, elevator and stairs. Thero would be a pailuil baspmanl on she west side of building which Indudea addltlonal aloragb units for residents and s4poh spaces for rna"nicai, (declri8a1 and fare sprinkle! systems a7 well as the aieval9r machine roam. Root c11a Improvements include alms% level amenity spaces, an addilronai 13 surface parinng sfatl5 oust or She buikbng, and kindscaptig: The site Is x0ned Community Buxlnesd— Ersriomla Way (SC-EW). PROJECT LOCATION: %Or Edmonds Way. Etlihenda- WA. Tax Parcel Number 0093790M 100 N A M E OF APPLICA NT, ftiR Gregg for Ma lc WlSlsnl FILE NUMBER: PLN2424 15 REQUESTED PERMIT Design Review (Typo 0I-A permit Process- Pubdc Hearing and Decision by Arcmlfrctural Design Beard) COMMENTS ON PROPOSAL DttE: August 5, 2020 Any P030A has the right to camrnunt on INs applleauon during ppuL1blic comment period, receive notice and participate in any heatirnp. and request a cony or Ins docislon Mi the application. The City may a¢ceP1 putilk eamnHfrds ;it any time prior to the sassing of the record of An opail ecord Prepaculan hearing, if any, or. if no upon record p aft: foul ne8mrig is drovldad, prior to ine Kh casion on in* project pemdl onlyypartias of fecoter as donned in ECDC 20 0G 020 nave stb irip to initials an aWnlnisUotive appeal. Inlermartan on IN% davolepmenI aapppbcation can be obtained *Nine al 1llpledmonclswa.gov7 71b -rsatices-texvdovolopment- nolices-iAmi under bid devoiupmenl notice for application number PLN202"015, by omatarig the City contact listed below, or by calling the City of Edmonds at 425-771-0220. Please refer 10 the appltcallon numbm tar ail inquiries. A copy of the staff report will to available at least seven days prior Id Vle hearing. PUBLIQ HEARING INFORMATION: Due to COWD-19, a vtrlual pU011c howing.wlll tap held by the Archltectural Desl$n Board On August 5, 2020 ul 7 p.rn. Join ills Zoom 17110ting21. lnlpsdaearn.us1J+981it7s73627pwd=catlZY014021ZL1NndTBlc% vmwrhiZm➢ Meeting ID: 961 1118 7352 Password: 171899 One lap mobile +1253215B7B2„96111187352k US (Tacoma) Dial by your location +1 253 215 B782 US (Tacoma) Mealmg to- 981 111a 7362 Fintl.yyo ur local number: hdpvj&b-am.usfuiacKlB3Yalo SEPA DETERMINATION Nonce 15 helaby given that the City of Edmonds has issued a ban b 1 nCa liner WAC 197.11.355 for Ina n va pro c DATE OF ISSUANCE: July 21, 2020 SEPA COMMENTS: Not applicable, the Optional DNS process was used for this project. SEPA APPEAL: Tins SEPA detBfinlnatldn may be appealed by Elting a wrilSea appeal mong She npecinc reasons tar appeal with the toqutrotl fee no laser than Augusl4. 2020 by 4=. pm. CITY I&TAcT. Mike ciltplorr, A1CP, Unlor Planner m is ha el.c lug slo n@ ed mo n dsw a.gov 425-771-0220 Published: July 21, 2020. EDH903568 a Proofed by Sheppard, Dicy, 07/22/2020 08:49:53 am Page: 2 ATTAC PLN2 Packet Pg. 75 4.a CITY OF EDMONDS NOTICE OF PUBLIC HEARING AND SEPA THRESHOLD DETERMINATION PROJECT DESCRIPTION: Westgate Station is a two-story mixed use building and site improvements at the vacant site at 9601 Edmonds Way. The second floor would contain 20 market rate apartments with a shared south facing deck for residents, while the first floor would include an at -grade parking garage with 33 stalls, 4,700 SF of commercial space, storage rooms and the residential lobby with leasing office, elevator and stairs. There would be a partial basement on the west side of building which includes additional storage units for residents and support spaces for mechanical, electrical and fire sprinkler systems as well as the elevator machine room. Related site improvements include street level amenity spaces, an additional 13 surface parking stalls east of the building, and landscaping. The site is zoned Community Business — Edmonds Way (BC-EW). PROJECT LOCATION: 9601 Edmonds Way, Edmonds, WA. Tax Parcel Number 0093790000100 NAME OF APPLICANT: Bob Gregg (for Marc Wislen) FILE NO.: PLN2020-0015 REQUESTED PERMIT: Design Review (Type III -A Permit Process, Public Hearing and Decision by Architectural Design Board) COMMENTS ON PROPOSAL DUE: August 5, 2020 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. 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 PLN2020-0015, 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. A copy of the staff report will be available at least seven days prior to the hearing. PUBLIC HEARING INFORMATION: Due to COVID-19, a virtual public hearing will be held by the Architectural Design Board on August 5, 2020 at 7 p.m. Join the Zoom meeting at: https://zoom.us/j/96111187352?pwd=czBZY014d2lZLlNndTBIcXVmbUFhZzO9 Meeting ID: 9611118 7352 Password: 171899 ATTACHMEN PLN202o-o Packet Pg. 76 4.a One tap mobile +12532158782„96111187352# US (Tacoma) Dial by your location +1 253 215 8782 US (Tacoma) Meeting ID: 9611118 7352 Find your local number: https://zoom.us/u/acKIB3Yoto SEPA DETERMINATION: Notice is hereby given that the City of Edmonds has issued a Determination of Nonsignificance under WAC 197-11-355 for the above project. DATE OF ISSUANCE: July 21, 2020 SEPA COMMENTS: Not applicable, the Optional DNS process was used for this project. SEPA APPEAL: This SEPA determination may be appealed by filing a written appeal citing the specific reasons for appeal with the required fee no later than August 4, 2020 by 4:00 p.m. CITY CONTACT: Mike Clugston, AICP, Senior Planner michael.clugston@edmondswa.gov 425-771-0220 K1r)T Tr) C!`AI F- i ATTACHMEN PLN202o-o Packet Pg. 77 4.a #P71 RECEIV FEB 14 2020 CITY OF EDMONDS DEVELOPC ENT SERVICES ENVIRONMENTAL CHECKLIST Purpose of Checklist: c 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 n probable significant adverse impacts on the quality of the environment. The purpose of this checklist is to provide information to help 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 y help the agency decide whether an EIS is required. m 3.1 Instructions for Applicants: r This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer 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 avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. 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 land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. 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 13) 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: Westgate Station 2. Name of applicant: CDA + Pirscher Architects Inc. 3. Address and phone number of applicant and contact person: 23114 100t" W Edmonds, WA 98020 Carl F. Pirscher AIA LEED AP 206-368-9668 Revised on 9116116 P71 - SEPA_Checklist Westgate Design Review_ 2020. doc ATTACHMEN PLN2020-0 Packet Pg. 78 4.a 4. Date checklist prepared: Janua1y 25 2020 5. Agency requesting checklist: City of Edmonds 6. Proposed timing or schedule (including phasing, if applicable): The project will commence construction upon completion of the 12rocessin-q and approvals of all relevant materials apAroximately Summer 2020. 2 0 w w U) a� (STAFF COMMENTS) _ R a� r m N r C 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. w r NO. 0 L r (STAFF COMMENTS) m m L 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. A Phase I Environmental Site Assessment has been conducted and determined that "no evidence was found in the public record or observed at the subiect site to suggest that the sub'ect Property has been contaminated by dangerous, hazardous or toxic substances as defined under ASTM CERCLA MTCA or applicable state and federal laws and regulations. In view of these findings, no additional study or environmental due diligence review of this nature is warranted." (STAFFCOMME 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_2020.doc ATTACHMEN PLN2020-0 Packet Pg. 79 4.a None (STAFF COMMENTS) 10. List any government approvals or permits that will be needed for your proposal, if known. This SEPA checklist is being submitted for approval. Building permit documentation will also be submitted Mowing SEPA approval. (STAFF COMM n 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 an aplyoximatelV 34,106 GSF story mixed use development with one floor of apartments over at grade parking & commercial space located on a 1.1 acre site at 9601 Edmonds Way in Edmonds WA. The Commercials ace will be approximatetv 4,700 SF and the residential use will be approximately 15,598 SF comprised of 20 market rate a artment units. (STAFF COMM 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 proLect is located at 9601 Edmonds Way, Edmonds WA. See attached property surve for legal description tax parcel number and additional information_. Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0Packet Pg. 80 4.a (STAFF COMMENTS) c 0 :r 0 U) c� a� TO BE COMPLETED BY APPLICANT B. ENVIRONMENTAL ELEMENTS ,n 1. Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other: Anproximately 213rds of the site is flat to roffirta with the balance of the site in moderate to steep slopes. as L W 3 (STAFF COMMENTS) 2 m L .y b. What is the steepest slope on the site (approximate percent slope)? o There is a bluff that parallels a portion of the northern property line that exceeds 45%. a� r 0 a� a� (STAFF COMMENTS) y E t U r Y Q 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. See attached Motechnical report for specific information. Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 81 4.a Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. There is some history of unstable soils on the subject site. Please review the attached aeotechnical report for additional information. (STAFF COMMENTS) e. Describe the purpose, type, total area and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Cut & Fill is expected to be minimal as there will be no underground garage, The 13Miect will be slab on existing grade (STAFFCOMMENTS) f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. An erosion control plan will be prepared along with a SWPPP report at the Time of emineefing submittals to the City. (STAFF COMMENTS) g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? The total impervious area added to the site by the addition will be approximately 28,300 SF 59% of the site (STAB F COM M ENTS) h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: A temporary erosion and sedimentation control plan will be prepared and implemented in accordance with City of Edmonds standards. i Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020-0 Packet Pg. 82 4.a 2. 3. (STAFF COMMENTS)_ 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. C During construction there will be temporary mechanical emissions from the operations U') of clearing and CU -grading with heavy equipment and material deliveries and the arrival and departures of construction personnel. Also during construction there maV on occasion be the potential for soil particulates related to excavation and gradin of the site. Post construction the normal operations of human activity and the utilization of motor vehicles associated with this project may generate normal air emissions. a� E w r (STAFF COM MENTS) 0 . a a� L b. Are there any off -site sources of emissions or odor that may effect your proposal? If so, generally describe. r None N 3 as a� L (STAFF COMMENTS) (D c C. Proposed measures to reduce or control emissions or other impacts to the, if any: ❑urine construction the temporary mechanical emissions from the operations of clearin and -gradinct a ui meat and material deliveries will be limited by CitV of Edmonds code to specific hours of operation and the equipment itself will have tail piee emissions regulated by state and national standards. Efforts will be maintained durinq construction to control the potential for soil particulates bV maintaining erosion control measures as will be aonroved and periodically hvdratinq anv exposed soils to restrict wind erosion etc. (STAFF COMMENTS) WATER ATTACHMEN Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_2020.doc — — — PLN2020 -o Packet Pg. 83 4.a 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. There are no surface water bodies on the site or in the immediate vicinit . (STAFF COMMENTS) c 4r M .r U) a� (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. y r m None (STAFFCOMMENTS) (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 withdrawals or diversions (STAFFCOMMENTS) (5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020 -0Packet Pg. 84 4.a (6) (STAFF COMMENTS) 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 waste material will be dischar ed to surface waters as a result of the Project. Sewer effluent will be conve ed to the sanitary sewers stem. Pollutants in surface runoff from parking areas will be treated within bioretention planters along the front propertV line. (STAFF COMMENTS)- b. 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 Ground water withdrawals (STAFF COMMENTS) (2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. The oroiect will be served by a public sanitation s stem - An 8" 01 m is View Sewer stub is on -site which dischar es to the CitV of Edmonds trunk main down Edmonds Wa . (STA FF CO M M E Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 85 4.a C. Water Runoff (including storm water): 11 (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. Theprimary source of runoff for the subject parcel at present is atmospheric precipitation. Runoff will be collected in catch basins throughout the site and in roof drain pipes and sent to the rain gardens for on -site stormwater management, flow control, and water quality. (STAFF COMMENTS). (2) Could waste materials enter ground or surface waters? If so, generally describe. There are no surface waters in the subject sites vicinity. The project will be served by a public sanitation system. (STAFF COMMENTS) (3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. We will be alterin a rain arden serving the upstream property, but this runoff will be accounted for in the front rain gardens. (STAFF COMMENTS) Proposed measures to reduce or control surface, ground, runoff water, and drainage pattern impacts, it any: During construction silt fence interceptor ditches sediment traps, and Baker tanks will be used as necessa . In the permanent condition, rain -gardens meeting DOE standards for flow control, water qualitV and on site stormwater management will be implemented. Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0Packet Pg. 813 4.a (STAFF COMMENTS P(Osec . GI i `I M PI �� S �� r M 614�i t T r 1 1 .7 "� ., - r- I.- 4. Plants a. Check or circle types of vegetation found on the site: X deciduous tree: alder, maple, aspen, other: X evergreen tree: fir, cedar, pine, other: 0 X shrubs :r M U) X grass °3 c� pasture r y crop or grain m Orchards, vineyards or other permanent crops r wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other: c °' E water plants: water lily, eelgrass, milfoil, other: t M other types of vegetation: r R (STAFF COMMENTS) 0 Q. m L W M 3 m m b. What kind and amount of vegetation will be removed or altered? L a� Grasses, shrubs, and non -significant trees will be removed. c o ca U) a� r 0 a� a� (STAFF COM Ni ENTS) E z U M r Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_2020.doc ATTACHMEN - - - PLN2020-0Packet Pg. 87 4.a C. List threatened or endangered species known to be on or near the site. d. None (STAFF COMM E'gTS) Proposed landscaping, use of native plants, or other materials to preserve or enhance vegetation on the site, if any: New landscaping will include trees, shrubs and ground cover as required by the City Code usitto native and ornamental plant material suited for this re ion. Existing ornamental plant material will remain where feasible. (STAFF COM M ENTS) e. List all noxious weeds and invasive species known to be on or near the site. None (STAFF COMMENTS) 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: birds: hawk, heron, eagle, SONGBIRDS, other: mammals: deer, bear, elk, beaver, other: RODENTS fish: bass, salmon, trout, herring, shellfish, other: Revised on 9119116 P71 - SEPA —Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — PLN2020-0Packet Pg. 88 4.a (STAFF COMMENTS) b. List any threatened or endangered species known to be on or near the site. d. e. None (STAFF COMMENTS)- C Is the site part of a migration route? If so, explain. The site is part of the Pacific Fl way mi ratory bird route that extends from Alaska to Patagonia. (STAFF COMMENTS) Proposed measures to preserve or enhance wildlife, if any: The proposed project includes a detailed landscape plan that describes materials and methods to preserve existing vegetation and enhance the site with new plantings. This will enhance the opportunity for wildlife to forame and find shelter. (STAFF COMM ENTS) List any invasive animal species known to be on or near the site. None Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020-0 Packet Pg. n89 4.a STAFF CO M M E NTS 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will be used for lighting, heating and equipment within the building's dwellinq units and commercials ace. (STAFF COMMENTS)- b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. The proposed project would have ne li ible impact on the abilitV of adjoining properties to install and operate solar energy facilities due to the buildinq setbacks and building height re ulations associated with the CHVs zoning code. (STAFF COMM ENTS) _ 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: Li ht fixtures will have ener_qV efficient bulbs and ballasts. HVAC equipment will have economizers where required by code. The development will be designed to meet or exceed the current WSEC compliance requirements. (STAFF COMMENTS) _ Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 90 4.a 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. None i (STAFF COMMENTS) (1) Describe any known or possible contamination at the site from present or past uses. None (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. None (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. NONE. Revised on 9119116 P 71- SEPA Checklist Westgate Design Review_ 2020.oc ATTACHMEN — — — dPw2020 -o Packet Pg. 91 4.a b. (4) (5) Noise (1) (STAFF COMM Describe special emergency services that might be required. Public Safety, Fire Suppression and emergency medical services is anticipated for a project that is normal!y associated with new construction. (STAFF COMM Proposed measures to reduce or control environmental health hazards, if any: Measures to reduce or control environmental health hazards include providing safe and well MOW vehicular andpedestrian access pathways; destgnin-cl the buildin s to meet or exceed the minimal standards for life safety as re ulated throw h local state and nationsl buildin codes and providingon site management (STAFF COMMENTS) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? The current volumn of vehicular traffic associated with Edmonds Way HWY 104 will be the primary noise generator for this site. (STAFF COMMENTS) i i Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020-0Packet Pg. 92 4.a (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 hour's noise would come from the site. As noted above the site is Primarily impacted by vehicular noise from the sites location ad'acent to a well trafficked arterial. Additional short term noise will be associated with the construction of a new mixed use facility. Thereafter, traffic noise will a ain become the predominant noise enerator. The new development will generate additional traffic that will mimic the current patterns of peak use. (STAFF COMMENTS) (3) Proposed measures to reduce or control noise impacts, if any: Short term noise generation will be limited to daylight hours as defined by local regulation. (STAFF COMM ENTS) . frvc4 toy ti lJ I v YZC�-, 7f) Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 93 4.a 8. Land and Shoreline Use a. 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. A commercial as station and car wash facility is located west of a current vacant parcel that fronts the joroperties western iproverty line. The adjoinimg Properties to the north of the subiect parcel are single family homes. Directly to the east of the subiect Property is a sin le family home. Across the street to the south is located a Snohomish PUD substation. (STAFF COMMENTS) b. 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? ►W7 (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: (STAFF COMMENTS)- C . Describe any structures on the site. None i i Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020-0 Packet Pg. 94 4.a (STAFF COMM d. Will any structures be demolished? If so, what? No (STAFF COMMENTS) e. What is the current zoning classification of the site? BC-EW -- Community Business Edmonds Way (STAFF COMMENTS) f. What is the current comprehensive plan designation of the site? Edmonds Way Corridor (STAFF COMMENTS} g. If applicable, what is the current shoreline master plan designation of the site? N/A (STAFF COMMENTS) h. Has any part of the site been classified critical area by the city? If so, specify. Yes the stee slope area located aloaci a portion of the north property line. i Revised on 9119116 P71 - SEPA_Checklist Westgate Design Review_ 2020.doc ATTACHMEN -- PLN2020-0 Packet Pg. 95 4.a (STAFF COMMENTS }_C gA 7 0 Z 0— 00 —2— 7 Approximately how many people would reside or work in the completed project? Approximately 30 people will reside in the proposed apartments while approximately 5 employees will work in the commercial office space. (STAFF COMMENTS) j. Approximately how many people would the completed project displace? None (STAFF COMMENTS) k. Proposed measures to avoid or reduce displacement impacts, if any: N/A (STAFF COMMENTS) Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The ro osed proiect is designed to meet the criteria of the Cit 's zoninq and building codes includin a ro osed hei ht under the maximum allowed for its zone. (STAFF COMMENTS} Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 96 4.a In. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: NIA (STAFF CUM M ENTS) c O :r M Y 9. Housing U) N Y cu a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income y housing. � The joroposedproiect will include 20 market rate residential units that will offer a mix of y sizes and rent. a� E M Y Y 15 c (STAFF COMMENTS) O Q. m L W Y b. Approximately how many units, if any would be eliminated? Indicate whether high, middle, or low-income 3 housing. 2 m NIA as the site is currently vacant. C a� .y N C O (STAFF COMMENTS) U) a� Y M 0 C. Proposed measures to reduce or control housing impacts, if any: The proposed proiect will meet the development ,guidelines and density standards of the BC-EW zone. (STAFF COMMENTS) 10. Aesthetics Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — Pw2020 -o Packet Pg. 97 4.a What is the tallest height of any proposed structure(s), not including antennas; what is the principle exterior building material(s) proposed? The proposed mixed use buildin-g will not exceed the allowable 25' her ht limit established for the BC - EW zone bV City decree. The exterior will be clad in Ci# referred mate►ials such as wood architectural metal and glass, and products such as concrete and fiber cement board finishes that replicate preferred materials. (STAFF COMMEINTS) b. What views in the immediate vicinity would be altered or obstructed? The 2 story, 25' her_ght of the development and proposed setbacks from property lines minimizes potential view disruption. (STAFF COMMENTS} C. Proposed measures to reduce or control aesthetic impacts, if any: The project is desi ned to blend into the character of the neighborhood through a variety of measures. Through the use of a highly modulated system of wall forms, the use of exterior finish materials that would be comfortabIV associated with residential structures i.e. stone cladding, horizontal board siding, residential style windows board trim for accent bands and window trim and a complimentary landscape plan, the building forms and massing will be strongly compatible with its environmental (STAFF COMMENTS) 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Building Mqhtinq fixtures will use full cutoff fixtures which shine the li ht mostly down. This will minimize illumination spilling beyond the walking surface intended to be illuminated. (STAFF COMM ATTACHMEN Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_2020.doc - - - PLN2020-0 Packet Pg. 98 4.a b. Could light or glare from the finished project be a safety hazard or interfere with views? No. (STAFF COMMENTS) C. What existing off -site sources of light or glare may affect your proposal? None (STAFF COMMENTS) d. Proposed measures to reduce or control light and glare impacts, if any: The exterior &htin-r standards will utilize cut off fixtures to limit the "spillage" of light past the property line. (STAFF COMMENTS) _ 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? There is Westgate Elementary School to the north and Scriber Lake Hicih School to the south. (STAFF COMMENTS) i Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.oc ATTACHMEN — — d - Pw2020 -o Packet Pg. 99 4.a b. Would the proposed project displace any existing recreation uses? If so, describe. C. c 0 (STAFF COMMENTS) v to a� c� a� r N d Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: w r c None. (STAFF COMMENTS) 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. None i (STAFF CO M M ENTS) 4 C.R VA d f 0 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. None (STAFF COMM Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020 -o Packet Pg. 100 4.a C. 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 site has been surveyed (see attached survey) and eola ical reports and Phase 1 evaluations of the site have been conducted. No cultural or historic resources have been identified by these reports. (STAFF COMM d. 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 believed necessary (STAFF COMM 14. Transportation a. 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. Primary access to the supiect property is from Edmonds Way (State HWY 104). There is one proposed curb cut from the property providingaccess to Edmonds Wa . See attached site lan. (STAFF COMMENTS) b. 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? ATTACHMEN Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doe — — — PLN2020-0 Packet Pg. 101 4.a Yes. Snohomish Transit operates public bus service on Edmonds Way HWY 104 in both directions. There is a west bound transit stop approximately 1/10 mile to the west of propertV, and an east bound transit stop also approximately 1/10 of a mile to the west of the site. (STAFF COMMENTS} C. How many additional parking spaces would the completed project or nonproject proposal have? How many would the project or proposal eliminate? The vacant lot currently has no parking spaces. The new development will provide 46 total stalls. 2 HC stalls + 44 standard stalls. (STAFF COMMENTS) d. 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). Fronta a improvements include a pedestrian sidewalk landscape strip with street trees and City -standard curb cuts are cvnsistant with the CitV of Edmonds development guidelines. (STAFF COMMENTS) e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN - - - PLN2020 -o Packet Pg. 102 4.a f. 9. h. (STAFF COMMENTS) 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? The development will generate approximately 228 average daily trips with 93 AM peak -hour trips and 20 PMpeak-hour tri s. See attached traffic memo. (STAFF COMMENTS) 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. No. (STAFF COMMENTS) Proposed measures to reduce or control transportation impacts, if any: No significant offshe impacts have been noted The development will provide its share of traffic impact mitigation fees. See attached traffic memo. 15. Public Services i Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN PLN2020 -o Packet Pg. 103 4.a a. b. 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 will require additional public services such as community policing. emergency medical services, fire protection, health care, public transit and educational services consistent with a an expansion of the built environment. (STAFF COMMENTS) Proposed measures to reduce or control direct impacts on public services, if any: The building will be fully sprinklered and designed to meet or exceed building code standards for new construction. Additional tax revenues associated with this ra "ect's completion should offset the added costs for emergency services. (STAFF 16. Utilities a. Circle utilities currently available at the site: ELECTRICITY NATURAL GAS WATER REFUSE SERVICE TELEPHONE SANITARY SEWER septic system, other: Electricity, as water, sewer, refuse service tele hone sewer storm. (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. City of Edmonds mans es the storm. Ol m is View is in charge of water and sewer. Sno PUD rovides electricity. i Revised on 9119116 P71 SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN -- — — Pw2020 -o Packet Pg. 104 4.a (STAFF COMM C. SIGNATURE I declare under penalty of perjury laws that the above answers are true and correct to the best of my knowledge. I understand c that the lead agency is relyin 1 , on them to make its decision.21 r cn . .►1 a) �I1 2 i yz z February 14, 2020 N a) Signature of Proponent Date Submitted U 1,0 6V( C/ 6 -7 q /-Z 0 z� Revised on 9119116 P71 - SEPA Checklist Westgate Design Review_ 2020.doc ATTACHMEN — — — PLN2020-0 Packet Pg. 105 EPEDECDProviding quality water, power and service at a competitive price that our customers value June 18, 2020 Kernen Lien City of Edmond 121 5th Avenue North Edmonds, WA 98020 c 0 co m Dear Mr. Lien: a� Reference No.: PLN2020 0015 Westgate Station District DR Number: 20-135 The District presently has enough electric system capacity to serve the proposed development. However, the existing District facilities in the local area may require upgrading. The developer is required to supply the District with suitable locations/easements on all parcels where electrical facilities must be installed to serve the proposed development. It is unlikely that easements will be granted on District -owned property, or consents granted within District transmission line corridors. Existing PUD facilities may need relocations or modifications at the developer's expense. Any relocation, alteration or removal of District facilities to accommodate this project shall be at the expense of the project developer and must be coordinated with the PUD in advance of final design. Please include any utility work in the scope of all land -use permits. Cost of any work, new or upgrade, to existing facilities that is required to connect this proposed development to the District electric system shall be in accordance with the applicable District policy. The developer will be required to supply the District with suitable locations/easements upon its property for any electrical facilities that must be installed to serve the proposed development. Please contact the District prior to design of the proposed project. For information about specific electric service requirements, please call the District's South County office at 425-670-3200 to contact a Customer Engineer. Sincerely, Mary WiC�� for Gordon Hayslip, Interim Senior Manager Transmission & Distribution System Operations & Engineering Cc: Carl Pirscher / carlp@cdaarch.com 1802 — 751 Street S.W. • Everett, WA • 982031 Mailing Address: P.O. Box 1107 • Everett, WA • 98206-1107 425-783-4300 • Toll -free in Western Washington at 1-877-783-1000, ext. 4300 • www.snopud.com ATTAC PLN2 Packet Pg. 106 4.a Date: To: MEMORANDUM June 29, 2020 Michael Clugston, Senior Planner From: JoAnne Zulauf, Engineering Technician Zachary Richardson, Stormwater Engineer Bertrand Hauss, Transportation Engineer Subject: PLN20200015 —Design Review Mixed Use Westgate Station - 9601 Edmonds Way Engineering has reviewed the subject application and found the information provided is consistent with Title 18 Edmonds Community Development Code & Engineering standards. It is requested that the following be included as a condition of project approval. Compliance with Engineering codes and construction standards will be reviewed with the building permit application for development of the site. Approval of the design review phase of the project does not constitute approval of the improvements as shown on the submitted plans. ATTAC PLN2 Packet Pg. 107 4.a MEMORANDUM Date: April 22, 2020 c 0 To: Mike Clugston, Senior Planner Co From: JoAnne Zulauf, Engineering Technician a� Subject: PLN2020-0015 —Design Review Westgate Station 9601 Edmonds Way 1. The northwest corner of the proposed building appears to encroach into the 12 ft access d easement along the west end of the property. Please verify there is no encroachment into the shared access easement or provide documentation that the easement agreement has been dissolved. ATTAC PLN2 Packet Pg. 108 I 4.a I of Eby. STO RM WATE R REVIEW COMMENTS City of Edmonds �n�. ig90 Engineering Division To: Applicant Date: March 10, 2020 c 0 Project Name: Westgate Station M U) Permit Number: BPLN20200-0015 Address: 9601 Edmonds Way Review Type: Preliminary Submittal Date: 2/14/2020 Reviewer: Zack Richardson, PE City of Edmonds, Stormwater Engineer Recommendation: Revisions are required prior to construction approval, but the project generally appears capable of meeting drainage code within the planned footprint (although BMPs selection may still need to be revised). I recommend that PLN2020- 0115 be granted preliminary approval with conditions to comply with ECDC 18.30. Review Comments: The following are not required to be addressed prior to preliminary approval, but are provided to assist in developing final construction plans for the next phase. 1. An updated, site specific, geotechnical report with infiltration testing consistent with ECDC 18.30, is required prior to construction approval. 2. It is not entirely sure that the upper drainage system has been accurately considered; update plans and report to addresses needed. a. It appears the `rain garden' on this site may have its own dedicated discharge lines; if so, the detention discharge line can continue to bypass the site as dedicated bypass (in appropriate piped system) and the sizing approach for the propose project is good. The plans should be updated in this case to reflect protection of the existing line as needed and more clearly communicate the interaction. b. If detention system shares a discharge with the raingarden system, then the new rain gardens will need correctly account for the actual flows that drain through them; reviewer believes this requires modelling the outflow from the existing detention system (unless an alternate method is proposed). ATTPR�f PL 22 Packet Pg. 109 4.a c. Include, as an appendix to the drainage report, the documentation (old plan sheets or report sections as needed) used to establish/quantify the impacts (quantities and/or discharge rates) from the existing upstream system. 3. It is unclear how drainage is routed to rain garden #4 (currently mislabeled as rain garden #3); revise as needed. a. Perhaps pervious pavements are a better fit for this location, but consider migration of infiltration water in utility trenches is used (typically addressed with impervious liner around trenches, and/or trench damn at ends). 2 4. It appears that a trench drain is needed to prevent rainfall/runoff from flowing into the garage entrance; updated and address as needed. in 5. Update report and plans to address source control: a. All garage/fully-covered drains to sanitary sewer b. Operable covers on dumpster and graded to avoid run on across trash enclosure. 6. Update report to clarify how engineer determined roof surfaces to be non - pollution generating (metals treated to prevent leaching, and internal spill containment on any operable equipment/machinery) and the coordination to ensure this condition is maintained. 7. Update report to address concerns about run-on and erosion from the slope along the north property lines; separately address potential impacts to building (measurable impacts not anticipated, curtain drain provided, etc), parking lot (erosion, landscape washout, etc), and proposed drainage system (model as needed). ATUa PLN2 Packet Pg. 110 4.a P I R S C H E R ARCHITECTS A R C H I T E C T S I March 17, 2020 City of Edmonds Edmonds City Development Services ATTN: Michael Clugston, Senior Planner PROJECT. Westgate Station - Edmonds CDA# 19018 SUBJECT. Response to City Comments N T E R 1 O R S P L A N N E R S REVIEW NUMBER: BPLN20200-0015 ADDRESS: 9601 Edmonds Way Dear Mr. Clugston: Below are our responses to City review comments. I've also attached a current soils report dated April 14, 2020. ENGINEERING COMMENTS: (Joanne Zulauf) Comment 1: The northwest corner of the proposed building appears to encroach into the 12 ft access easement along the west end of the property. Please verify there is no encroachment into the shared access easement or provide documentation that the easement agreement has been dissolved. F:\JOBS\19018 Westgate Station II\Word\City\COmments\RESPONSE TO CITY COMMENTS 6-12-20.doc Carl F. Pirscher, AIA principal 23114100' Ave W Edmonds, WA 98020 Tel: (206)-368-9668 c 2 4� M in as a� r N d i i ATTAC PLN2 Packet Pg. 111 4.a Response: After review of the mutual access easement recording #200206195002 (see attached document), it has been determined that the easement still exists and there are no current plans to dissolve this easement. Therefore, the building has been revised to not encroach upon this easement and the proposed fire access driveway has been shifted to the west to utilize the existing curb cut and this shared easement. ENGINEERING STORMWATER COMMENTS: (Zach Richardson) Comments 1 thru 7. Response: See attached letter from CG Engineers. FIRE COMMENTS: (Karl Fitterer) Comment 1: Plan approved with the exception of the power lines were not addressed in the plans or drawings. Overhead lines will interfere with aerial ladder operations. Separate permits for Fire Sprinklers, Fire Alarm and a test will need to be done to see if a distributive antenna system (DAS) is required. Response: Clarification to this comment was provided after discussions with Mr. Fitterer. As a two story building, it was determined that the existing overhead power lines could remain as a possible option if they were raised to provide a minimum 13'-6" height above grade. The applicant is proposing that a guy pole is installed to raise the existing guy wire to a 14' height. See updated architectural site plan and civil plans. See added sheet C3.2 with proposed power pole section. Please do not hesitate to call if you have any questions. Sincerely, CDA + PIRSCHER ARCHITECTS, INC. Michael DeMarco Associate Architect F:\JOBS\19018 Westgate Station II\Word\City\COmments\RESPONSE TO CITY COMMENTS 6-12-20.doc Carl F. Pirscher, AIA principal 23114100' Ave W Edmonds, WA 98020 Tel: (206)-368-9668 ATTAC PLN2 Packet Pg. 112 4.a Ccivil & structural ENGINEERING, engineering & planning June 9, 2020 Zack Richardson, PE Stormwater Engineer City of Edmonds 121 5th Ave N, o Edmonds, WA 98020 r RE: Permit Number: BPLN20200-0015 m Project Name: Westgate Station Project Address: 9601 Edmonds Way, Edmonds, WA 98020 CG Project Number: 19440.20 Dear Mr. Richardson, Itemized below is our response to the review comments dated February 14th 2020 for the above referenced project. Our response appears in bold. Note: These responses are only preliminary as we work through the design review process, and will be further elaborated upon as we update plans for engineering permits in the future, following the design review. 1. An updated, site specific, geotechnical report with infiltration testing consistent with ECDC 18.30, is required prior to construction approval. The geotechicnal report is updated. The infiltration rates on the east side of the site are higher and are used for the infiltration trench there. 2. It is not entirely sure that the upper drainage system has been accurately considered; update plans and report to addresses needed. The removed overgrown rain garden will be accounted for in the infiltration redesign. It is shown connecting to an east infiltration trench. The outflow from the vault will be routed to SR 104. The drainage report will be updated and submitted with engineering submittals. 3. It is unclear how drainage is routed to rain garden #4 (currently mislabeled as rain garden #3);revise as needed. a. Perhaps pervious pavements are a better fit for this location, but consider migration of infiltration water in utility trenches is used (typically addressed with impervious liner around trenches, and/or trench damn at ends). Rain Garden #4 is removed. 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph.425.778.8500 L f.425.778.5536 ATT.AC www.cgenr�eg Packet Pg. 113 Westgate Station / 19440.20 Comment Response June 9, 2020 4.a Page 2 of 2 4. It appears that a trench drain is needed to prevent rainfall/runoff from flowing into the garage entrance; updated and address as needed. Added. 5. Update report and plans to address source control: a. All garage/fully-covered drains to sanitary sewer b. Operable covers on dumpster and graded to avoid run on across trash enclosure. 0 r This will be updated for future engineering permit submittals. m 6. Update report to clarify how engineer determined roof surfaces to be non- pollution generating (metals treated to prevent leaching, and internal spill containment on any operable equipment/machinery) and the coordination to ensure this condition is maintained. This will be updated for future engineering permit submittals. 7. Update report to address concerns about run-on and erosion from the slope along the north property lines; separately address potential impacts to building (measurable impacts not anticipated, curtain drain provided, etc), parking lot (erosion, landscape washout, etc), and proposed drainage system (model as needed). This will be updated for future engineering permit submittals. We will need shoring to accommodate the building and the detailing will be incorporated into that wall design. Yard drains at the surface will be implemented as needed and tied into the roof drainage. If you have any questions or comments regarding the responses to this review, please do not hesitate to call. Sincerely, CG Engineering i Jared Underbrink, PE Civil Project Manager C CM ENGINEERING 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph.425.778.8500 1 f.425.778.5536 www.cg�� PLN2 Packet Pg. 114 Colurtibia-State,Rank 2910 226 Swe6i SW Brier, WA.48036* � D TAX OCT 11 2010 4IRKE SIEVERS, Snohomish County has~ R,- 3y_—_KIRKF-,'AFY.FPQS— -- 11111113!11111 lflfllh 11111111111111111111111111 IN &��11 1�01!111 I III 1 0 :37r 1.00 SN H M SH COUNT I SHINGTON ACCESS EASEMENT cw- 3Z q37 GRANTOR: . ........ COLUMBIA STATE BANK GRANTEE: J. ROBERTS PROPERTIES, LLC ABBREVIATED LEGAL DISC-k`iwfONr I ati•10,.Y Elise, Rec. #200206195002; 'Lot%lk. Elise, Rec. #200206195002 ASSESSOR'S TAX PARCEL N .-----d693790G0Q1Q00; 00937900000900 THIS MUTUAL ACCESS EASEMEIrr'(t-he--."'Easement") is made this _L`i day of 2010, by and between %Cbltim"Tia Smtb*' Bank, a Washington banking ' I corporation ("Columbia"), and J. Roberts Pibpe 'We�,..114"a--.Washington limited liability company ("Roberts"). 'Z R E C I T A 1:-,5 ; ..... ... ............. . Columbia owns or will own real property (the "Colulrnbiat el'� ...) located in the City of Edmonds, Snohomish County, Washington, which property is , kgifi.y,described on Exhibit � A attached hereto, and Roberts owns adjacent real property (to-FDbp . prd"Palcel") in the City '416� of Edmonds, Snohomish County, Washington, which property is ;P61 y.. .-PW on Exhibit . A attached hereto, and Columbia and Roberts desire to cstabli$h a �Riadvray..cis.cment for ingress and egress along the common boundary line between th &-Colurnbhf'Pzi4. and the Roberts Parcel. NOW, THEREFOR, for and in consideration of the foregoing me ftzlii.4.aria otoei I* and valuable consideration, the receipt and sufficiently of which is a here!Sy r . -Nkfiowfedgpd, Columbia and Roberts hereby agree as follows: - 1 - Aams Fasment FIM AMwWWTfi* ftAUWrii**' an awommodation *41. It N4 mt-. bw amvdnod = to he 1 ID its offed UPW da tft- RESUB MAY - 2 2012 BUILDING DEPAWMbWJ OITY OF EDMONDS A 1A I F -C LN2Packet Pg. 115 ...... .... 1. Easements. Roberts hereby grants to Columbia a non-exclusive easement for `,iffgress,:,and egress over and across the following described portion of the Roberts Parcel: east 12 feet of Lot 9, K. Elise, according to the plat thereof recorded .,..June 19, 2002 under Recording No. 200206195002, in Snohomish County, Co]6ih'b.ia,-her.0y.:grants'tq� Roberts a non-exclusive easement twelve feet (12') in width for ingress arkd,egr!!�s overAknd'*peross the following described portion of the Columbia Parcel: Thai , Iti pqrtionW Lot lb, K. Elise, according to the plat thereof recorded June 19, Recording No. 200206195002, in Snohomish County, washin sc ed,as follows. Beginning at 16e.+soijthmt. ii6mer of Lot 9, said plat; thence N 0*39'40" E, along the eft M4. of,s'a+W�i'9, a distance of 112.42 feet to the northeast comer of said I ritr9;theYi6g,S-S8O22'40" E, a distance of 12.00 feet; thence 8 0'39'40" W, patallel-,vdth.the_easi. line of said Lot 9, a distance of 107.19 feet to the southerly lfirie:.4 laid tat 10, thepee westerly along said southerly line, being a curve to thd,rill-`hayirfk.alo of 1388.89 feet and from which point the center of saihuryAeos N-n-02O'44" W, and consuming a central angle of 0132'12", an ar&-distiLnce,6f 13.01 feettp the point of beginning. The foregoing non-exclusive easements (her.eifia&.r_coilqctively referred to as "Roadway Easement") for ingress and egress are shqvia og.+Ei hiSit Fj attached hereto and incorporated herein. The Roadway Easement shall 6e used onK. for4oadway purposes for ingress and egress to and from the Columbia Parcel 'and Afie Roberts Parcel and for no other uses or purposes, except that Columbia and Robees.-MOY.1 - i6i011nderground utilities within that portion of the Roadway Easement located on its rqspcOVi*�paicel. The installation, if any, of underground utilities shall be completed promply Avd-Avit4-`the least possible interference with ingress and egress over and across the Roadway-Emqr effil"' No fences or other barriers of any kind shall be erected on the Roadway Easement. Fich.of 'Colu'mbia and Roberts shall, at all times and at its sole cost and expense, maintain in good .'condition and repair that portion of the Roadway Easement located on its respective parce IqrovIdcd,,hbwtver, until such time as the Roberts Parcel is developed, Columbia shall, at aTr­ripY6s and7`4t--kts sole cost and expense, maintain in good condition and repair the entire Road*ay k"ertt.' 2. Easement to Run with the Land; Binding on SMMs6Ys"a'nd A:Wem. The casements, restrictions, benefits and obligations hereunder, shall nlfi witfi'oe 104 and be binding upon and run for the benefit of Columbia and Roberts, thef'r'fi61, Keprgsetitatives, successors, assigns, and all persons claiming by or through them inpeMed'uity:`...'e, t -2- Access Easement S 2 M U) as ATTA PLN2 Packet Pg. 116 4.a 3. Effect ive Date. Notwithstanding anything to the contrary contained herein, thi�.-1 ascLnent shall become effective only at such time as Columbia acquires fee title to the '.6111r'n'bia 'Parcel-, provided, if Columbia has not acquired fee title to the Columbia Parcel by MartAf'f;` 2011, then this Easement shall terminate and be of no further force or effect. INVITNFSS.WHER.H0F. this Easement has been executed as of the day and year first --.i - ' ." . �9.vt COLLAMw." ROBERTS: Columbia 15hit"e J. Roberts Properties, LLC, a Washington baiikiag cviorafion Washington limited liability company its: its: ........ . . By: Its: Accvss Easement 4.a :i STATE -'OF WASHINGTON ) ' ) ss, •,Ct�Ut51T'Y'C}i* Q i t1r(-� } I.certiyy1. that•I'knaw or have satisfactory evidence that s the person who Ia peWM hefort rrie, aqd said person acknowledged that he signed this instrument, n oath stated that he hawd's.ati'thorixed' Ca. -execute the instrument and acknowledged it as the �D Of olumbki 5tutwt aA-,'`a Washington banking corporation, to be the free and voluntary act and deed of said cutp4ration joi the uses.and.purposes mentioned in the instrument. W 1tWES8 • my..h1ndt4nirafficial seal hereto affixed this c ►_ day of �2010. (Si atu of Notary) (Print or stamp: name of Notary) tti� ; Dx. NOTARY PUBLIC in and for the State W11.1 _ � ; � .w � of Wasitin on MY-4p intment Expires:�- 111111NN��\`�� ' STATE OF WASHINGTON } } ss. • COUNTY OF I certify that I know or have satisfactory 6yidence thav�.irnstrnunmlent is the person who fh1psizinwas d before me, and said person acknowledged ttrat'fte,�igrted tn nth stated that authorized to execute the instrument and aeknowf tged it as the of lumhia State Sank, a Washington banking corporations to be tW fw4 and voluntary act and deed of said corporation, for the uses and purposes mentioned in the instrumatiL. WTIS my hand and official seal hereto affixed this a 'NESo20 l0. ��}►N�NIH�l _ (Si store of Notary) w +, a + (Print or stamp name of Noiery�;: : • •. NOTARY PUBLIC in and for:ihe of Washington f1�j 0'►` � rx p'a MY Appointment Expires: _b% Q Access Easement i� i ATTAC - - PLN2 Packet Pg. 118 ----------- - STAT�- OF WASHINGTON I certif person y tha.L.1-know or have satisfactory evidence that '4—h=j is the pe n who -told person acknowledged that he signed this instrument, on oath stated that appeard8 Ix-f-bit'ro. and hehha w9'.*Aoriz4 t(y wipte the instrument and acknowledged it as the [\Nq of J. Robejrts,frope&eg�1-6�, a'Washington limited liability company. to be the fine and voluntary act and deed . of said ;oJinpanyJorIft uses and purposes mentioned in the instrument. WITNUS"T,y4fand, , andofficial seal hereto affixed this — X�A- day off �;(-t��6,-2010. .......... • ,�� �'- s o k 'Y4S ,. ;' ig Lure of Notary) . ........... firit or stamp name of Notary) ca NOTARY PUBLIC in and for the State of Wa, �bington ......... ,Q' WApointment Expires: WA Acem Eamnenk 2 M in 2 .............. .. .......... 0 .......... U) E U ATTAC1,1ft A-1— PLN21 Packet Pg. 119 4.a Exhibit A io, Pro6f LOVIO QF.K. ELISE, ACCORDING TO THE PLAT RECORDED #jNE.44, �66.;'ON-bER RECORDING NUMBER 200206195002, IN SNljkQmiSH-dO'UNTY, WASHINGTON. Roberts Prol)"...l. LOT 9 OF K. F-L-i sz-----A&bgb1NQ"TO THE PLAT RECORDED JUNE 19, 2002, Uf4D4R"kFc6pE4Nq,NUMBER 200206195002, IN SNOHOMISH COUNTT,,-*A-9kI4GfON. % I -6- Aam Easement s 0 m U) E u ATTACle PLN21 Packet Pg. 120 ■ Fxhiblt 8 •� NORTHEAST —4' PORNEft : } ` ...'LOT q' ri ' ram; .��•••=�I L 0 _I 009379000009da•.••' �}' ROBERTS PROPERTIES LLC xl . N C O w r #� % s 4 2oo�I$ a� aNi `' 0 49 ?� r � 1= 24' 1NCRESS. EGRESS AND UTILITY EASEMENT i; L 0 T 10 00937900001000 nRST WESTERN aI DEVELOPMENT SERVICES, ail 0 INC. SOUTHEAST CORNER ;� + LOT 9 ; i388 B9' .. 4,--0'3x72" -_ . .,.��� ,'•• � ,,fir SCALE . 1'-30' EASEMENT SkE-TCH..•'r, FOR 0. is, '30' FIRST WESTERN nP-U <�R'V IN NW1 /4, NE1/4 SEC.36, T.27N;; • R 3t-i' W.►;4. CITY OF EDMONDS a SNOHOMISH COUNTY, WASH ING111ON ':''''� Lovell-Sauerland do Amoeimtea, .ine. : Access Easement L��t3�en,ISnrnson/Ylam�as/DereSoA+o tmd! 6ddr�..�--..a�•te�s nb ly 10217 39tL Avenue M.. Suits 108 • LyAaxeud, RA 9NN 1f►A OqC� na Fa.eClit US JTT JTT 7-7-10 — 1"=30' -7- •"•.� r� �• e' i AT.TAC PLP12 Packet Pg. 121 4.a NELSON GEOTECHNICAL ASSOCIATES. INC. April 14, 2020 17311-135t" Ave. N.E. Suite A-500 Woodinville, WA 98072 (425) 486-1669 www.nelsongeotech.com c 0 -W 0 in Mr. Marc Wislen °r ca 4412 Russell Road, Unit A am N Mukilteo, Washington 98275 m Via email: marc@platers.net 3: Geotechnical Engineering Evaluation Westgate Station Commercial Development 9601 Edmonds Way Edmonds, Washington NGA File No. 1156720 Dear Mr. Wislen: We are pleased to submit this report titled "Geotechnical Engineering Evaluation — Westgate Station Commercial Development — 9601 Edmonds Way— Edmonds, Washington." This report documents our surface and subsurface explorations within the site, and provides general recommendations for future site development. Our services were completed in general accordance with the agreement which was authorized by you on February 5, 2020. The site is currently vacant and generally consists of a relatively level gravel parking area within the southern and central portion of the site. A moderate to steep south -facing slope is located above the lower parking area within the northern portion of the property. We understand that the proposed development will include construction of a new multi -level commercial structure within the lower relatively level area and extending into the lower portion of the moderate to steep slope within the northern portion of the property. We performed three geotechnical borings using a track -mounted drill rig along within seven backhoe-excavated test pits in the areas of potential development and within the steeply sloping areas. Our explorations generally encountered surficial undocumented fill soils underlain by competent native glacial till and advance outwash soils at relatively shallow depths within the proposed development areas. It is our opinion that the proposed site development is feasible from a geotechnical engineering standpoint, provided that our recommendations for site development are incorporated into project plans. In general, the native glacial soils underlying the site should adequately support the planned structure. Foundations should be advanced through any loose soils down to the competent glacial bearing soils interpreted to underlie the site, for bearing capacity and settlement considerations. These soils should generally be encountered approximately two to three feet below the existing ground surface, based on our explorations. If loose soils or undocumented fill are encountered in unexplored areas of the site, they should be removed and replaced with structural fill for foundation and pavement support. IECEIVLD Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES Packet Pg. 122 RFPARTMFNT Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington 4.a NGA File No. 1156720 April 14, 2020 Summary - Page 2 It is also our opinion that the soils that underlie the site and form the core of the site slopes within the vicinity of the site should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. However, there is a potential for shallow sloughing and erosion events to occur on the steeper site slopes within the property especially within the loose surficial and fill soils mantling some of the slope areas. We understand that the majority of the proposed structure will be located along the toe of the steep slope areas. In our opinion, this should be feasible, provided the upslope side of the proposed structure is designed to retain the slope and extends a minimum of three feet above finished ground surface, to protect the structure against debris impact generated from potential failures on this slope. This is intended to provide a catchment measure should any sloughing debris travel towards the proposed structures during extreme weather or as a result of an earthquake. Specific grading plans were not available at the time this report was prepared. However, we anticipate that tall cuts and retaining walls will likely be needed for the planned structure especially along the northern side of the proposed structure along the toe of the steep slope. Due to the proposed depth of the anticipated cuts, tight site constraints and to limit significant temporary excavations extending into the steep slope areas, we recommend that temporary/permanent soldier pile shoring walls be utilized to support cut excavations for the structure construction. We recommend that any temporary cuts that are greater than four feet and not able to be sloped back to a safe inclination should be supported with soldier pile shoring wall. These walls can ultimately be incorporated into the building as permanent retaining walls, if feasible. The City of Edmonds utilizes the 2014 WSDOE Stormwater Management Manual for Western Washington to determine long- term design infiltration rates for the site. In accordance with the manual, long-term design infiltration rates for this site were determined by performing on -site infiltration testing consisting of the Small Pilot Infiltration Test (PIT). We performed two small- scale PIT tests within the site in accordance with the manual to determine the infiltration capabilities of the site soils. It is our opinion that the more granular native advance outwash soils encountered at depth within our explorations are suitable for stormwater infiltration. In the attached report, we have also provided general recommendations for site grading, slabs -on -grade, structural fill placement, foundations, retaining walls, soldier pile wall installation, erosion control, and drainage. We should be retained to review and comment on final development plans and observe the earthwork phase of construction. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 123 nFPARTMFNT 4.a TABLE OF CONTENTS INTRODUCTION............................................................................................................................................1 SCOPE..........................................................................................................................................................1 SITECONDITIONS.........................................................................................................................................2 SurfaceConditions......................................................................................................................................... 2 SubsurfaceConditions................................................................................................................................... 3 Explorations................................................................................................................................................... 3 HydroeeoloeicConditions... ................................................................... . ...... ........................................... 4 SENSITIVE AREA EVALUATION......................................................................................................................4 SeismicHazard............................................................................................................................................... 4 ErosionHazard............................................................................................................................................... 5 Landslide Hazard/Slope Stability................................................................................................................... 5 CONCLUSIONS AND RECOMMENDATIONS...................................................................................................6 General.......................................................................................................................................................... 6 Erosion Control and Slope Protection Measures...................................................................................... 8 Site Preparation and Grading....................................................................................................................... 9 Temporary and Permanent Slopes.............................................................................................................. 10 Foundations.................................................................................................,..................,............................ 10 ShoringWall................................................................................................................................................. 11 Tie-Backs................................................................................................................................... ............ 13 OtherRetaining Walls.................................................................................................................................. 14 StructuralFill................................................................................................................................................ 15 Slabson Grade............................................................................................................................................. 16 Pavements................................................................................................................................................... 16 Utilities......................................................................................................................................................... 16 SiteDrainage........................................................ ......................................... ............................................... 16 CONSTRUCTION MONITORING ..................... SLOPE MONITORING .................................... USE OF THIS REPORT ............................................. LIST OF FIGURES Figure 1— Vicinity Map Figure 2 —Site Plan Figure 3 — Cross Section A -A' Figure 4 — Cross Section B-B' Figure 5 — Cross Section C-C' Figure 6—Soil Classification Chart Figures 7 through 9 — Boring Logs Figure 10—Test Pit Logs Figure 11— Schematic Soldier Pile Wall Detail IECEIVED Jun 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DPPARTMFNT ..................................................................................18 ..................................................................................18 ..................................................................................19 c 0 w w U) 2 R a� r m ATTACHMENT PLN2020-0015 NELSON GEOTECHNICAL ASS Packet Pg. 124 4.a Geotechnical Engineering Evaluation Westgate Station Commercial Development 9601 Edmonds Way Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering evaluation of the proposed Westgate Station Commercial Development project located at 9601 Edmonds Way in Edmonds, Washington, as shown on the Vicinity Map in Figure 1. c 2 4r M The purpose of this study is to explore and characterize the surface and subsurface conditions within the site and to in as provide general opinions and recommendations for the future site development. N d The site is currently vacant and generally consists of a relatively level gravel parking area within the southern and central N r portion of the site. A moderate to steep south -facing slope is located above the lower parking area within the northern E portion of the property. We understand that the proposed development will include construction of a new multi -level commercial structure within the lower relatively level area and extending into the lower portion of the moderate to steep v slope within the northern portion of the property. Specific grading and stormwater handling plans were not available at 0 cr.a the time this report was prepared. However, we do understand that stormwater generated within the property may be V_ Q. m directed to onsite infiltrations systems, if feasible. The existing site layout and proposed building location are shown on L w M the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, to provide an assessment of the site's geologic hazards, and to provide our geotechnical opinions and preliminary recommendations regarding potential site development. Specifically, our scope of services includes the following: 1. Review available soil and geologic maps of the area, available plans, and any available geotechnical reports a' for the property. 2. Explore the subsurface soil and groundwater conditions within the site with three geotechnical borings using a track -mounted drill rig. Drilling was subcontracted by NGA. E z 3. Provide long-term design infiltration rates based on on -site Small Scale Pilot Infiltration Test (PIT) per the 2014 DOE Stormwater Manual. Provide our opinion on the feasibility of infiltration for the onsite soils. Q 4. Perform laboratory classification and analyses on soil samples obtained from the explorations, as necessary. 5. Qualitatively map conditions on site slopes by constructing a geological cross section using hand-augered explorations where necessary, and evaluate current slope stability conditions. 6. Provide recommendations for site grading and earthwork, including structural fill materials and construction standards. IECEIVEQProvide recommendations for steep slope setbacks. Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 125 nFPARTMFNT 1 4.a Geotechnical Engineering Evaluation NGA File No. Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 2 8. Provide recommendations for temporary and permanent slopes. 9. Provide recommendations for temporary and permanent shoring, as needed. 10. Provide recommendations for permanent retaining walls, as well as shoring walls. 11. Provide recommendations for pavement subgrade. 12. Provide recommendations for drainage and erosion control. 13. Document the results of our conclusions and recommendations in a written geotechnical engineering S report. o M cn SITE CONDITIONS a� a� Surface Conditions r a The site consists of an irregular -shaped parcel covering approximately 1.1 acres. The property is currently undeveloped. w r The property is bordered to the north and east by existing residential properties, to the south by Edmonds Way and to c the east by a gas station. The ground surface within the southern and central portion of the site is relatively level to gently sloping down from the northeast to the southwest. Steep to very steep southeast -facing slopes are located within the r c northern portion of the property. The steep to very steep southeast -facing slopes descend from the northern property f° line to the lower relatively level parking area within the central portion of the site at gradients in the range of L approximately 24 to 45 degrees (45 to 100 percent). Near vertical exposures of glacial till were also observed within portions of the upper slope areas along the very northern portion of the site. The overall height of the steep slopes within 3 m the site range from approximately 30 to 40 feet. The existing site topography and interpreted subsurface conditions are L presented as Cross Sections A -A', B-B', and C-C' in Figures 3 through 5, respectively. The slopes are generally vegetated a� .y with sparse trees and underbrush. We did not observe significant signs of recent slope movement within the site such as -00 deep-seated landsliding. However, we did observe some indications of past surficial sloughing and erosion that appears c .a to have occurred on the upper steeper site slopes in the past. We did not observe any ponding water or groundwater cn a� r seepage emitting from the site slopes during our site visits. Subsurface Conditions Geology: The Geologic map of the Edmon cis East and part of the Edmonds West quadranles_ Washington MF-1541 , by James P. Minard, (USGS, 1983) was reviewed for this site. This geologic map indicates the location of the subject property is underlain by Vashon till (Qvt) and advance outwash deposits (Qva). Vashon till typically consists of a concrete -like mixture of relatively equal parts of silt, sand, and gravel, while advance outwash is generally comprised of mostly clean, gray, pebbly sand. Our explorations generally encountered silty fine to medium sand with gravel and fine to medium sand with silt and gravel that we interpreted as native glacial till and advance outwash soils, respectively. IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 126 nFPARTMFNT 4.a Geotechnical Engineering Evaluation NGA File No. 1 Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 3 Explorations We visited the site on February 28 and March 3, 2020 to explore the subsurface soil and groundwater conditions by drilling three exploratory borings and seven test pit explorations using a track -mounted drill rig and excavator, respectively. The approximate locations of our explorations are indicated on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. A Standard Penetration Test (SPT) c 2 was performed on each of the samples during drilling to document soil density at depth. The SPT consists of driving a 2- in inch outer -diameter, split -spoon sampler 18 inches using a 140-pound hammer falling 30 inches. The number of blows a� required to drive the sampler the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used to evaluate the strength and density of the deposit. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 6. The logs of our borings are presented as Figures 7 through 9, and the log of the test pits are presented as Figure 10. The following paragraphs contain a general description of the subsurface conditions encountered in the explorations. For a detailed description of the subsurface conditions, the boring and test pit logs should be reviewed. Borings B-1 through B-3 were performed within the lower relatively level to gently sloping portion of the property. Borings B-2 and B-3 encountered surficial gravel surfacing underlain by approximately 7.0 feet of dense to very dense, gray silty fine to medium sand soils that we interpreted as native glacial till soils. Underlying the ground surface in Boring B-1 and the glacial till soils in Borings B-2 and B-3, we encountered medium dense to very dense, fine to coarse sand with varying amounts of silt and gravel that we interpreted as native advance outwash soils. Borings B-1 through B-3 were terminated within the native advance outwash soils at depths in the range of approximately 30.0 and 30.5 feet below the existing ground surface. All of our test pit explorations encountered approximately 0.5 to 6.0 feet of surficial gravel surfacing or undocumented fill soils. Underlying the undocumented fill in Test Pits 2 through 5 and Infiltration Pit 2, we encountered approximately 1.0 to 8.0 feet of medium dense to very dense, gray silty fine to medium sand and gravel that we interpreted as native glacial till soils. Below the undocumented fill in Test Pits Test Pits 1, 6 and Infiltration Pit 1, and the glacial till soils in Test Pits 2 through 5 and Infiltration Pit 2, we encountered medium dense to very dense fine to coarse sand with gravel that we interpreted as native advance outwash soils. Test Pit 3 was terminated within the native glacial till soils at a depth of approximately 6.0 feet below the existing ground surface while Test Pits 1, 2, 4, 5, 6 and Infiltration Pits 1 and 2 were terminated within the native advance outwash deposits at depths in the range of approximately 5.0 to 10.0 feet. IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHN/CAL ASS Packet Pg. 127 DFPARTMFNT Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington Hydrogeologic Conditions NGA File No. 4.a April 14, 2020 Page 4 We did not encounter groundwater within our explorations to the depths explored. If groundwater is encountered during construction we would interpret this as perched water. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. SENSITIVE AREA EVALUATION Seismic Hazard The 2018 International Building Code (IBC) seismic design section provides a basis for seismic design of structures. Since medium dense or better native glacial soils were generally encountered underlying the site at relatively shallow depths throughout the site, the site conditions best fit the IBC description for Site Class D. Table 1 below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1— 2018 IBC Seismic Design Parameters Site Class Spectral Acceleration Spectral Acceleration Site Coefficients Design Spectral at 0.2 sec. (g) at 1.0 sec. (g) Response Ss Sl Parameters Fa Fv SDs SD1 D 1.263 0.494 1.061 1.506 0.842 0.496 The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the competent native glacial soils interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. The competent native glacial soils interpreted to form the core of the site slopes are considered stable with respect to deep-seated slope failures. However, the overlying loose surficial and fill soils mantling the portions of the steep slopes have the potential for shallow sloughing failures during seismic events. Such events should not affect the planned structure IEpTi��undations, retaining walls along with the slope stabilization measures are designed as described in this ua i JUMeF8rp020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES f)FPARTMFNT NELSON GEOTECHNICAL AS Packet Pg. 128 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington Erosion Hazard NGA File No. 1 4.a April 14, 2020 Page 5 The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area, Washington, by the Natural Resources Conservation Service (NRCS) was reviewed to determine the erosion hazard of the on -site soils. The surface soils for this site were mapped as Alderwood-Urban land complex, 8 to 15 percent slopes and Everett very gravelly c sandy loam, 0 to 8 percent slopes. The erosion hazard for these materials is listed as slight. It is our opinion that the erosion y hazard for site soils should be low in areas where the site is not disturbed. ca a� Landslide Hazard/Slope Stability r to d The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. The fn ground surface within the central and southern portions of the property is generally relatively level to gently sloping down m E from the northeast to the southwest. Steep to very steep southeast -facing slope areas are located within the northern portion of the property. The steep to very steep southeast -facing slopes descend from the northern property line to the c lower relatively level parking area within the central portion of the site at gradients in the range of approximately 24 to 0 45 degrees (45 to 100 percent). Near vertical exposures of glacial till were also observed within portions of the upper slope Q. areas along the very northern portion of the site. The overall height of the steep slopes within the site range from w N 3 approximately 30 to 40 feet. We did not observe evidence of significant slope instability within or in the immediate vicinity m m of the property during our investigation, such as deep-seated landsliding. However, we did observe some indications of a� past surficial sloughing and erosion that appears to have occurred on the upper steeper site slopes in the past. We did not observe any groundwater seepage emitting from the site slopes during our site visits. We reviewed the City of Edmonds GIS Website and portions of the site are mapped as a landslide hazard area. It is our opinion that the steep to very steep southeast -facing slopes within the northern portion of the property meet the classification as a landslide hazard area in accordance with Edmonds Community Development Code 23.80.020.B.4. This is due to the overall height of the sloping areas being greater than 10 feet and slope inclinations within the steep slope areas being greater than 40 percent. The core of the site slopes within the site and within the near vicinity of the site are inferred to consist primarily of dense or better native glacial soils. Relatively shallow sloughing failures as well as surficial erosion are natural processes and should be expected on the steeper site slopes during extreme weather conditions. This is especially true within the loose surficial and undocumented fill soils on the slopes. It is our opinion that while there is potential for erosion, soil creep, and shallow failures within the loose surficial soils on the steep slope, there is not a significant potential for deep-seated slope u rent site conditions. 1 EGiE1Vcx1 Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 129 nFPARTMFNT Geotechnical Engineering Evaluation NGA File No. 4.a Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 6 We understand that the proposed structure will be located along the toe of the steep slope area. We anticipate that temporary cut excavations along the lower portion of the slope will be reduced by installing a soldier pile shoring wall where temporary cut excavations cannot be sloped back safely or are greater than four feet in overall height. As a result, we anticipate that the proposed development will have minimal impact on the existing steep slope stability conditions. The stability conditions of the steep slope area will ultimately be improved as the proposed structure will be designed to support the steep slope areas above. It is our opinion that the proposed commercial development should not adversely c impact or decrease the existing stability of the steep slope areas, neighboring properties, or critical areas; and is in M compliance with the City of Edmonds Codes 23.80.060 and 23.80.070, provided our recommendations are incorporated 21 into the proposed plans and followed during construction. We should be retained to review the proposed development a� m and grading plan to analyze the slope stability of the proposed conditions once finalized. � CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the proposed commercial development within the site is feasible from a geotechnical standpoint. Our explorations indicated that the site is generally underlain by competent native glacial soils at relatively shallow depths throughout the site. The native glacial deposits encountered at depth should provide adequate support for foundation, slab, and pavement loads. We recommend that the planned structures be designed utilizing shallow foundations. Footings should extend through any loose soil or undocumented fill soils and be founded on the underlying medium dense or better native glacial bearing soils, or structural fill extending to these soils. The competent native glacial bearing soils should typically be encountered approximately two to three feet below the existing surface, based on our explorations. We should note that localized areas of deeper unsuitable soils and/or undocumented fill could be encountered at this site. This condition would require additional excavations in foundation, slab, and pavement areas to remove the unsuitable soils. It is also our opinion that the soils that underlie the site and form the core of the steep slopes within the northern portion of the subject site should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. However, shallow failures could occur on the slopes in the loose surficial and undocumented fill soils, especially during adverse weather or a significant seismic event. We understand that the proposed structure will be located along the toe of the steep slope area within the northern portion of the property. In our opinion, this should be feasible, provided the upslope side of the proposed structure is designed to retain the slope and extends a minimum of three feet above finished ground surface, to protect the structure against debris impact generated from potential failures on this slope. This is intended to provide a catchment measure should any sloughing debris travel towards the proposed structures during extreme weather or as a result of an earthquake. IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL AS Packet Pg. 130 FIFPARTMFNT Geotechnical Engineering Evaluation NGA File No. 1 4.a Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 7 We anticipate that tall cuts and retaining walls will likely be needed for the planned structure especially along the northern side of the proposed structure along the toe of the steep slope area. Due to the proposed depth of the anticipated cuts, tight site constraints and to limit significant temporary excavations extending into the steep slope areas, we recommend that temporary/permanent soldier pile shoring walls be utilized to support temporary cut excavations for the structure construction. We recommend that any temporary cuts that are greater than four feet in height that are not able to be sloped back to a safe inclination should be supported with soldier pile shoring wall. r 0 :r M The soldier pile shoring wall can ultimately be incorporated into the building as permanent retaining walls, if feasible. We ) c� provided recommendations for temporary and permanent cut slopes in the Temporary and Permanent Slopes section of 0 N d this report. We also provide recommendations for the soldier pile shoring walls in the Soldier Pile Shoring Wall subsections of this report. We should be retained to review grading and retaining wall plans once development plans are m finalized. Under no circumstances should fill be placed on any slopes without engineering analysis and specific E recommendations by NGA. f° y The City of Edmonds utilizes the 2014 WSDOE Stormwater Management Manual for Western Washington to determine long-term design infiltration rates for the site. In accordance with the manual, long-term design infiltration rates for this site were determined by performing on -site infiltration testing consisting of the Small Pilot Infiltration Test (PIT). We performed two small-scale PIT tests within the site in accordance with the manual to determine the infiltration capabilities of the site soils. It is our opinion that the more granular native glacial advance outwash soils encountered at depth within our explorations are suitable for stormwater infiltration. We have included details of our on -site infiltration testing in the Infiltration Testing subsection of this report. All grading operations and drainage improvements planned as part of this development should be planned and completed in a matter that enhances the stability of the steep slopes, not reduces it. Excavation spoils associated with the structure excavations should not be stockpiled near the site slopes or be allowed to encroach on the slopes. Also, all runoff generated within the site should be collected and routed into a permanent discharge system and not be allowed to flow over the slopes. Future vegetation management on the slopes should be the subject of a specific evaluation and a plan approved by the City of Edmonds. The site slopes should be monitored on an ongoing basis, especially during the wet season, for any signs of instability, and corrective actions promptly taken should any signs of instability be observed. Lawn clipping and any other trash or debris should never be allowed to reach the slopes. IECEIVED Jun 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES nFPARTMFNT ATTACHMENT PLN2020-0015 NELSON GEOTECHNICAL ASS Packet Pg. 131 Geotechnical Engineering Evaluation NGA File No. 4.a Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 8 The soils encountered on this site are considered moisture -sensitive and will disturb easily when wet. To lessen the potential impacts of construction on the slopes and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months. If construction takes place during the rainy months, additional expenses and delays should be expected. Additional expenses could include the need for placing erosion control and temporary drainage measures to protect the slopes, the need for placing a blanket of rock spalls on exposed subgrades, and construction traffic areas prior to placing structural fill, and the need for importing all-weather material for structural fill. c 0 :r M We recommend that NGA be retained to review final project plans and provide consultation regarding structure Cn a� placement, site grading, drainage plans, and foundation support. We also recommend that NGA be retained to provide to monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed r c m during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation E activities comply with contract plans and specifications. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is interpreted as low to moderate but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the slopes. Stockpiles should be covered with plastic sheeting during wet weather and stockpiled material should be kept away from the steep slope on the southern property line. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low to moderate. Protection of the steep slope areas should be performed as required by the City of Edmonds. Specifically, we recommend that the site slopes not be disturbed or modified through placement of any fill or removal of the existing vegetation. No additional material of any kind should be placed on either slope or be allowed to reach the slopes, such as excavation spoils, lawn clippings, and other yard waste, trash, and soil stockpiles. Vegetation should not be removed from the slopes. Replacement of vegetation should be performed in accordance with City of Edmonds code. Under no circumstances should water be allowed to concentrate on the slopes. The clearing of vegetation within the area of the proposed development area should not affect slope stability, provided the temporary cut slopes are supported as recommended in this report and disturbed areas outside the building are revegetated as soon as practical and protected from erosion. In areas that are disturbed during or after construction, planting, hydro seeding, and/or straw mulching are effective ways to minimize erosion and allow vegetation to be re- 1EGe >4iVEErE)idly. Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 132 nFPARTMFNT Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington Site Preparation and Grading NGA File No. 1 4.a April 14, 2020 Page 9 After erosion control measures are implemented, site preparation should consist of stripping any loose soils and undocumented fill to expose medium dense or better native soil in foundation, slab -on -grade, and pavement areas. The stripped materials should be removed from the site or stockpiled for later use as landscaping fill. Based on our observations, we anticipate stripping depths of two to three feet, depending on the specific locations. However, additional stripping may be required if areas of deeper undocumented fill and/or loose soil are encountered in unexplored areas of the site. If the ground surface, after site stripping, should appear to be loose, it should be compacted to a non -yielding condition Areas observed to pump or weave during compaction should be over -excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in any slab areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. This site is underlain by moisture -sensitive soils. Due to these conditions, special site stripping and grading techniques might be necessary, especially if grading is attempted in wet weather. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and promptly covering exposed subgrades with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around prepared subgrade. Shallow groundwater, if encountered, should be intercepted with cut-off drains and routed around the planned grading area, or the groundwater should be controlled with sump -pumps or dewatering systems. Failure to follow these recommendations could cause erosion and failures on the slopes, as well as result in inadequate subgrades. The site soils are considered to be moisture -sensitive and will disturb easily when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. Some of the on -site soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES f1FPARTMFNT NELSON GEOTECHNICAL ASS Packet Pg. 133 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 4.a April 14, 2020 Page 10 Temporary and Permanent Slopes In general, cut -slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since they are continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface c materials and groundwater conditions encountered. `° U) as c� The following information is provided solely for the benefit of the owner and other design consultants and should not be y m construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. r For planning purposes, we recommend that temporary cuts in the surficial fill soils and native glacial soils near the steep slope area of the site be no steeper than 2.0 Horizontal to 1.0 Vertical (2H:1V). Temporary cuts in the competent native glacial soils within the relatively level southern portion of the property away from the steep slopes should be no steeper than 1HAV. If temporary cut excavations are not able to achieve the recommended inclinations or are greater than four feet in overall height along the toe of the steep slope area, we recommend that the cuts be shored with a soldier pile shoring wall as discussed in the Soldier Pile Shoring Wall subsection of this report. If perched groundwater or loose soils are encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. We recommend that the final slope inclinations for structural fill and the native soils be no steeper than 2H:1V. However, flatter inclinations may be necessary in areas where loose soils are encountered. Final slopes should be vegetated and covered with jute netting. The vegetation should be maintained until it is established. Foundations Conventional shallow spread foundations should be placed on medium dense or better native glacial bearing soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately two to three feet below ground surface within the proposed development area based on our explorations. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over - excavated to expose suitable bearing soil. The over -excavation may be filled with structural fill, or the footing may be 1Cto the competent native bearing soils. If footings are supported on structural fill, the fill zone should lC ��ex n side the edges of the footing a distance equal to one half of the depth of the over-W�kyApglow the Jury �V ��a j�" PLN2020-0015 CITbattomNo€ the footing. DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 134 IIFPARTMFNT 4.a Geotechnical Engineering Evaluation NGA File No. 1 Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 11 Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2018 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 3,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native c M bearing glacial soils or structural fill extending to the competent native material. The foundation bearing soil should be in evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC ca $' guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or N d � seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and %-inch differential between adjacent footings or across a distance of about 20 feet, based on m E our experience with similar projects. 2 Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Shoring Wall General: We understand that tall cuts will be necessary along the northern side of the building along the toe of the steep slopes. These temporary cuts will require shoring systems to complete the earthwork and foundation installation. We would recommend that the proposed shoring system consist of a soldier pile shoring wall. A solider pile wall typically consists of a series of steel H-beams placed vertically at a certain spacing from one another (typically six to ten feet). The beams are usually placed in drilled shafts that are filled with structural concrete or a lean mix. The concrete shafts are typically embedded below the bottom of the planned excavation a distance equals one to two times the exposed height of the wall. The steel beams are extended above finished ground surface to provide shoring capabilities for the area to be IECENVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES Packet Pg. 135 nFPARTMFNT NELSON GEOTECHNICAL ASS Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 4.a April 14, 2020 Page 12 retained. The beams are typically spanned by pressure treated timber lagging or concrete panels. The H-beam size, shaft diameter, shaft embedment, and pile spacing are dependent on the nature of the soils anticipated to be retained by the wall and the soils at depth, wall height, drainage conditions, and the final geometry. A schematic detail of the wall is shown on the Conceptual Soldier Pile Wall Detail in Figure 11. Wall Design: The shoring wall should be designed by an experienced structural engineer licensed in the State of c Washington. The lateral earth pressure acting on the shoring wall will be dependent on the nature and density of the soil M behind the wall, structure and traffic loads on the wall, and the amount of lateral wall movement that may occur as U) as material is excavated from the front of the wall. If the shoring wall is free to yield at least one -thousandth of the retained om N height, an "active" loading condition develops. If the wall is restrained from movement by stiffness or bracing, the wall is considered in an "at -rest" loading condition. Active and at -rest earth pressure can be calculated based on equivalent fluid r c m densities. The shoring wall should be designed to resist a lateral load resulting from a fluid with a unit weight of 45 and 65 pounds per cubic foot (pcf) for the active and at -rest loading conditions, respectively. A uniform surcharge 8H (in psf) should be applied to the wall design to account for seismic loading, respectively if the shoring walls are intended to provide permanent support. H in this case is the exposed height of the wall. These loads should be applied across the pile spacing above the excavation line. These loads can be resisted by a passive pressure of 200 pcf on the below grade medium dense or better soils. The passive pressure should be applied on two -pile diameters under the excavation line. These values of the passive pressure incorporate a factor of safety of 2.0. The upper two feet of pile embedment should be neglected when calculating the passive resistance for the permanent condition. Also, for the permanent condition, the below -grade portion of the wall should be no less than 1.5 times the wall stick-up height. The above loads should be applied on the full center -to -center pile spacing above the base of the exposed portion of the wall. A 50 percent reduction of the active pressure could be applied for the purpose of designing the wall lagging. The above pressures assume that the on -site soils retained by the shoring wall are not significantly disturbed and that hydrostatic forces are not allowed to build up behind the wall. These values do not include the effects of surcharges other than what is described above. The retained soils should be readily drained and collected water should be routed into a permanent storm system. Adequate gaps should be maintained -between -the lagging elements to allow for any potential water seepage buildup to flow through the wall. If a concrete wall is proposed to be cast on the face of the shoring wall, we recommend that a drainage composite such as a Miradrain mat be placed between the face of the shoring wall and the concrete wall. The drainage composite should be directed to flow into a drainage collector at the base of the shoring Ed*trbtely to an approved discharge point. Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES r1FPARTMFNT NELSON GEOTECHNICAL ASS Packet Pg. 136 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 1 4.a April 14, 2020 Page 13 The wall designer should calculate the predicted wall deflection, including deflection resulting from the below -grade movement of the piles. The predicted deflection values should be confirmed in the field through a survey monitoring program. Also, surrounding structures should be monitored for any adverse effects resulting from shoring wall installation. Shoring Wall Installation: The shoring wall should be installed by a shoring contractor experienced with this type of system. We anticipate that an open -hole drilling method may prove difficult to achieve for installing the soldier piles in the on -site soils, and therefore we recommend that the shoring contractor should have the capability of casing the holes c 2 M as sloughing and/or water seepage if encountered. It might be prudent to perform one or more "test" holes to confirm installation conditions prior to finalizing budget and work plans. Any sloughing or water that may collect in the drilled c� holes should be removed prior to pumping grout. Grout should be readily available on site at the time the holes are drilled. N d If groundwater seepage is encountered, we recommend that water be pumped out of the holes and the concrete be tremied from the bottom of the excavations to displace the groundwater to the surface. Extra Portland Cement, or other additives, may also be placed in the excavations to reduce the effects of seepage. The spoils from the soldier pile excavations are expected to be moisture -sensitive materials and should be removed from the site. We should be retained to monitor on site activities during the shoring wall installation on a full-time basis. Tiebacks General: If tiebacks are needed to support lateral loads, we recommend that these systems consist of drilled, grouted tieback anchors. All nearby existing utilities and structures should also be fully understood prior to finalizing the tieback design. We recommend that at least two of the anchors be performance tested to a minimum of 200 percent of the design loads to confirm design values. We recommend that measurements be made by the contractor in the field at the time of tieback installation to verify that tiebacks do not encounter any existing structures or underground utilities. No -Load Zone: The anchor portion of all tiebacks must be located a sufficient distance behind the wall face to develop resistance within a stable soil mass. We recommend the anchorage be obtained behind an assumed no-load zone. The no- load zone is defined by a line extending horizontally from the base of the shoring wall back towards the cut a distance of six feet. This line should then extend up from the base elevation at an angle from the horizontal of 60 degrees. We recommend that we monitor soil conditions during anchor installation in order to evaluate adequate penetration into competent soils. Jun 16 2020 ATTACHMENT 8 PLN2020-0015 NELSON GEOTECHN/CAL ASS Packet Pg. 137 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 1 4.a April 14, 2020 Page 14 Soil Design Values: The tiebacks must terminate in native, competent soil interpreted to exist below the fill. For use in design of the anchors, we estimate an allowable grout to soil adhesion of 1,500 pounds per square foot (psf) be utilized for anchors terminated within the competent native glacial soils. This value should be verified through two performance tests prior to ordering the production anchors. Tieback Installation and Testing: The contractor should be responsible for using equipment suited for the site conditions. c We do not recommend the use of an open -hole method for the purpose of installing the tiebacks due to the potential for 2 M soil caving. Secondary grouting to increase soil adhesion may be used; however, if secondary grouting is used, the anchors ) should be tested using the methods outlined for the performance testing. All anchors should be installed at an tm to approximate inclination of 15 to 20 degrees below horizontal. Two anchors should be performance -tested to 200 percent of the anchor design capacity. The performance test should consist of cyclic loading in increments of 25 percent of the design load, as outlined in the Federal Highways Administration (FHA) report No. FHWA/RD-82/047. The test locations should be determined in the field by NGA, based on soil conditions observed during anchor installation. All other tiebacks should be proof -tested to at least 130 percent of design capacity. Other Retaining Walls The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at -rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 45 pounds per cubic foot (pcf) for yielding (active condition) walls, and 65 pcf for non -yielding (at -rest condition) walls. To account for seismic loading, a uniform surcharge of 8H should also be included in the wall design where "H" is the total height of the wall. These recommended lateral earth pressures are for a drained backfill and are based on the assumption of a maximum 2H:1V slope above the wall for a distance of at least the subsurface height of the wall, and do not account for additional surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, or other surface loads. We could consult with you and your structural engineer regarding additional loads on retaining walls during final design, if needed. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive IECVJMg on the below -grade portion of the foundation. Recommendations for frictional and passive resistance to i ATTACHMENT 8 JU[bt0a?1M@5 are presented in the Foundations subsection of this report. PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. 138 nFPARTMFNT Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 1 4.a April 14, 2020 Page 15 All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures due to over -compaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting the backfill with small, hand -operated compactors within a distance behind the wall equal to at least one-half the height of the wall. The thickness of the loose lifts should be reduced to accommodate the lower compactive energy of the hand -operated equipment. The recommended level of compaction should still be maintained and should be tested. c 0 Permanent drainage systems should be installed for retaining walls. Recommendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to evaluate the proposed wall drain backfill material and observe installation of the drainage systems. a� Structural Fill r General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). Some of the more granular on - site soils may be suitable for use as structural fill, but this will be highly dependent on the moisture content of these soils at the time of construction. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction and should be tested. IECEIVED Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES NELSON GEOTECHNICAL ASS Packet Pg. f1FPARTMFNT 139 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 4.a April 14, 2020 Page 16 Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free -draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. A suitable vapor barrier, such as heavy plastic sheeting (6-mil, minimum), should be placed over the capillary break material. An additional 2-inch- thick moist sand layer may be used to cover the vapor barrier. This sand layer may be used to protect the vapor barrier c membrane and to aid in curing the concrete. in as c� Pavements N d Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof -rolled m with a heavy, rubber -tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section E should be underlain by a minimum of six inches of clean granular pit run or crushed rock. We should be retained to observe the proof -rolling and recommend subgrade repairs prior to placement of the asphalt or hard surfaces. S Utilities We recommend that underground utilities be bedded with a minimum six inches of pea gravel prior to backfilling the trench with on -site or imported material. Trenches within settlement sensitive areas should be compacted to 95% of the modified proctor as described in the Structural Fill subsection of this report. Trench backfill should be compacted to a minimum of 95% of the modified proctor maximum dry density. Trenches located in non-structural areas and five feet below roadway subgrade should be compacted to a minimum 90% of the maximum dry density. The trench backfill compaction should be tested. Site Drainage Infiltration: The subsurface soils within our explorations generally consisted of granular glacial advance outwash soils to the depths explored. In accordance with the 2016 King County Surface Water Design Manual we conducted a Small PITs within Infiltration Pit 1 and 2, as shown on the attached Schematic Site Plan in Figure 2. Infiltration Pit 1 measured 4.0- feet long by 3.0-feet wide by 5.0-feet deep. Infiltration Pit 2 measured 4.0-feet long by 3.0-feet wide by 8.5-feet deep. The pits were filled with 12-inches of water at the beginning of the day and we began the soaking period of the PIT for approximately 6 hours. At this time, the water flow rate into the holes was monitored with a Great Plains Industries (GPI) TM 075 water flow meter for the pre-soak period. IECEIVED JATTACHMENT 8 Jun 16 2020 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES Packet Pg. 140 nFPARTMFNT NELSON GEOTECHNICAL AS 4.a Geotechnical Engineering Evaluation NGA File No. 1 Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 17 Infiltration Pit 1 (Western): After the 6-hour soaking period was completed, the water level was maintained at approximately 12-inches for one hour for the steady-state period. The flow rate for Infiltration Pit 1 stabilized at 0.285 gallons per minute (17.10 gallons per hour), which equates to an approximate infiltration rate of 2.3 inches per hour. The water was shut off after the steady-state period and monitored every 15 minutes for one hour. After one hour, the water level within the pit had dropped 1.75 inches, resulting in an infiltration rate of 1.75 inches per hour. c Infiltration Pit 2 (Eastern): After the 6-hour soaking period was completed, the water level was maintained at M approximately 12-inches for one hour for the steady-state period. The flow rate for Infiltration Pit 2 stabilized at 1.90 c� gallons per minute (114 gallons per hour), which equates to an approximate infiltration rate of 15.2 inches per hour. The y m water was shut off after the steady-state period and monitored every 15 minutes for one hour. After one hour, the water 3: level within the pit had dropped 8.0 inches, resulting in an infiltration rate of 8.0 inches per hour. 0 It is our opinion that the more granular advance outwash soils within the site are suitable for traditional stormwater infiltration. The subsurface soils within the proposed development area generally consisted of surficial fill underlain by silty fine to medium sand that we interpreted as native glacial till soils with fine to medium sand and gravel soils that we interpreted as native advance outwash soils at depth. These granular advance outwash sand and gravel soils were generally encountered at approximately 3.0 and up to 9.0 feet below the existing ground surface within the southwestern and southeastern portions of the property, respectively. We have selected the overall measured field rates of 1.75 in/hr obtained from the falling head portion of the test within Infiltration Pits 1 be utilized in determining the long-term design infiltration rate for the infiltration systems within the southern portion of the property. This rate is conservative compared to the rate obtained from the more eastern infiltration test and should be utilized in the initial design of the infiltrations systems within the site. In accordance with the Table 3.5 of the Department of Ecology 2014 Stormwater Management Manual for Western Washington, correction factors of 0.8, 0.5, and 0.9 for site variability and number of locations tested (CF ), testing method (CFt), and degree of influent control to prevent siltation and bio-buildup (CFm), respectively were applied to the field measured infiltration rate of 1.75 inches per hour, selected from the falling -head portion of the testing. A total correction factor of 0.36 was applied to the measured field infiltration rate obtained from the falling head portion of the test to determine the long-term design infiltration rate. Using this correction factor, we calculated a long-term design infiltration rate of 0.63 inches per hour to be utilized in designing the proposed infiltration systems founded within the native granular advance outwash soils. We recommend that the base of the on -site infiltration systems be terminated in the native advance outwash deposits. We did not encounter groundwater or indications of groundwater within the site to the depths explored. It is our opinion that proposed infiltration systems should be able to maintain the minimum separation from the base of the infiltration ILT��'dti i�limpermeable surfaces and/or groundwater table. Jun 16 2020 ATTACHMENT 8 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES Packet Pg. 141 nFPARTMFNT NELSON GEOTECHNICAL ASS Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 4.a April 14, 2020 Page 18 We recommend that any additional infiltration systems be placed as to not negatively impact any proposed or existing nearby structures and also meet all required setbacks from existing property lines, structures, and sensitive areas as discussed in the drainage manual. In general, infiltration systems should not be located within proposed fill areas within the site associated with site grading or retaining wall backfill as such condition could lead to failures of the placed fills and/or retaining structures. We should be retained to evaluate the infiltration system design and installation during construction, if necessary. c 0 :r M Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an approved CO as stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are cum N to be constructed. Final site grades should allow for drainage away from the structures. We suggest that the finished ground be sloped at a minimum downward gradient of three percent, for a distance of at least 10 feet away from the r c m structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an E approved discharge system. ;a Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around the structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The free -draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an approved collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CONSTRUCTION MONITORING We should be retained to provide construction- monitoring services -during the earthwork phase of the project to evaluate subgrade conditions, temporary cut conditions, fill compaction, and drainage system installation. SLOPE MONITORING ��W++e also recommend that we be retained to periodically observe the steep slopes and evaluate the existing stability 1E�GoEIiMULcially after a significant storm event. If any distress is observed, we can then provide recommendations Ju%o1Pin �yAn measures at that time. ATTACHMENT PLN2020-0015 CITY OF EDMG,W DEVELOPMENT SERVICES nFPARTMFNT Packet Pg. 142 NELSON GEOTECHNICAL AS Geotechnical Engineering Evaluation NGA File No. 1 4.a Westgate Station Commercial Development April 14, 2020 Edmonds, Washington Page 19 USE OF THIS RERORT This preliminary report has been prepared for Mr. Marc Wislen, and his agents, for use in the planning and design of the proposed development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our letter. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty c of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. m We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that N m the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or m not retaining wall and foundation support installation complies with our recommendations. We should be contacted a E minimum of one week prior to construction activities. All people who own or occupy strucrtures on or near hillsides should realize that landslide movements are always a possibility. The landowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage control measures at the site (the runoff from the roofs and all other hard surfaces should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. Consequently, we recommend that a copy of our report be provided to any future homeowners of the property if the home is sold. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. IECEiVED Jun 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES nFPARTMFNT ATTACHMENT PLN2020-0015 NELSON GEOTECHN/CAL ASS Packet Pg. 143 Geotechnical Engineering Evaluation Westgate Station Commercial Development Edmonds, Washington NGA File No. 4.a April 14, 2020 Page 20 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah, LG Project Geologist Khaled Shawish, PE Principal LSB:KMS:sw Eleven Figures Attached IECEIVED Jun 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES nFPARTMFNT ATTACHMENT PLN2020-0015 NELSON GEOTECHNICAL ASS Packet Pg. 144 VICINITY MAP Not to Scale 161 Lot )iI r7 Iq T a� r • kKw�e.sn 0 o ! Y Y i 22601 s( SW Edmonds Memorial 3 G Cemetery WE. n Goodwill Edmonds Q PCC Community QFC Markets Edmond. Sherwood nary School C04) n Scriber Lake f ligh School I olrne:r 1ywuway o high School T? + T 'I f.l1, •:• :'ii —'C'1 !.. 'Lw :iA Hickman Park - >" Madrona K Q School We odway Elementary Edmonds, WA V •Y „411• •. Project - Site r ''.Mlw St SW 1,01"OnOs wo", 9 Westgate Chapel 4 kN rl i '- QLocal Roots Marijuana �i NELSON GEOTECHNICAL No. Date I Revision By CK V Westgate Station ASSOCIATES,INC.J N G A AI Commercial Development ' s" N ��i�11ENT 8 DPN DJO A CITY Gi-ulrsol Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS Office 17311-1351h Ave NE, A-500 55261nduslryLana, N2 W13511, .NE,A EaetWenatchea,,#2 P N 5 001 L ❑ VELOPbA r sEav)css Woodinville, WA96072 Fnf1 WKisyc, WAM02 Packet P11Fg. 145 (425) 466-16691 Fax: 461-2510 v nelsongeolech corn (509) 6657696 1 Fax: 665-7692 4.a P L1 6 f i 7/ Ile • �r/r i�1+� r�°�I P-a�M s � � 4— —� r - rr Lsi1�iL. ' . •'. PAREA _-. .'...' _ s�mri-cx yt'� ^t.y ... � '.�. �: tNF•:-•.-.-. [:.. .. ..:.d r------- 1 - '•,�• - - -y '� '. rpp ups LFGFND INF-1 g-1 • — Property line Number and approximate _o— Number and approximate l location of infiltration test pit location of boring TP-1 =C VE a Approximate location Number and approximate Jun 6 _ of cross-section location of test pit 1 "r— Ei Lanance: Site Plan based on an undated, untitled site plan 11 / / / / 0 0 40 80 Scale: 1 inch = 40 feet J (n a 1" U m _ ? O '-0 5-21 w u) t- W m Q m "� U w a Z 0 W (p Z_ U) U) U W W J U_ Z u Q I P rid U Z w U C d C a ° o C 6 y — yoo_ E E E U 04 d rn E ATTACHMENT PLN2020-0015 Packet Pg. 146 I 4.a I If MI a] o rn w v co U?� oo CV)M cce) L 0 (1991) u01tena13 atewixolddy z o_ N 0 0 r 0 LO r 0 N r O cM C lei Project Number NELSON GEOTECHNICAL 1156720 Westgate Station NGA ASSOCIATES, INC. Commercial Development GEOTECHNICAL ENGINEERS & GEOLOGISTS Cross —Section A -A' Modln°III, Office Eaat Wenalchee Office Figure 3 17311-1351h Ave NE.A-500 55261ndualry Lane, 92 Woodinville, WA 96072 Eaat Wenatchee, WA 96602 (425) 486-1069 1 Fan: 461-2510 w nelsongeotech cam (509) 665-7696 / Fax: 665-7692 C a) I N 3 Z, .0> n� roE o rn �o O :r C� O N cc U f0 u)5E Q O � a 0 U) Cc U C O _ U O C L M m O O O C ._ w.mx(LO — O R is U) pa) (D z U) :E � N r � N r C a) E t U R I M � I fC CL O a) T O 76 N O fa a) C M J f6 C y 15 aa) ❑ (I)'aU ccL U E i [L 3 LL tM O O C? n c o a Q. 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Commercial Development GEOTECHNICAL ENGINEERS & GEOLOGISTS Cross -Section B—B1 Woodlnvine Ornca East Wenatchee Office Figure 4 17311-1351h Ave. NE, A-500 5528 Industry Lane, 92 Woodinville, WA 98072 East Wenatchee, WA 98002 Ie25i+6G-16(9+ Fw +91.25 W w nalsongeotech cam (509) 665-76961 Fan: 665-7692 a� a) m > N N f2 E O to ao C � C O N U M to as E O- O-p- a 0 U O Q) U i' cc _ C L Co to O N O CM 0 fn " CL ++ C) " a) 0) +�+ z U) W r a) N r C a) !_ t U M M C I T L a CL a) M N 0 M �o OI .� J C LO L) M 5 n L j 0 3LU mX C O O n i d U C Q y i 0 2 M m }' i OZ �I M Q a cl-, a� N X I W W E I �I o a �oC to •� J fi � U C CMlj pI o m C a°� a W o No. Date Revisio 6 C C E 1 3l16I20 Original Dj C ATTAC MENT 8 0 PLN 020-0015 } Packet Pg. 148 I 4.a I [II Q] n o a o v Z) N O) (O M O a "qr M M M CQ ri U U . _ ._ yr N O (O M O 3 t} M M co M 0 (1991) u011en913 91ewixoaddy z ►J O CO O Ln O N N N U C (0 0 0 co (7 Project Number NELSON GEOTECHNICAL 1156720 Westgate Station Commercial Development NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 5 Cross —Section C—C' Woodln,41fe°al`e Earl Wenalc". 011'cn 17311-1351h Ave NE,A-500 5526 Industry Lena, M2 Woodinvilla. WA 96072 East Wenatchee, WA 96602 (425) 466-1669 / Fax: 461-2510 www,nelsongeolach corn (509) 665-7696 1 Fax: 665-7692 o m U � = O CU to 0 a O C W .0)X m fA Qa)(D +�+ z(l1W � N r N OJ to r C 0) !_ t U R M O I D_ O Q H T C' T w 1 T o CU > O U ?� d C O• J O O i n 0 L) R C ! d LL C m O 2 n in 3 n to y i � I 00 U 0 O 2 � N 7 M i � i > toi L G z O: Q H a C, }' I W W Tee N N N N E I T C'• � I ++ O Q° l6 C COj 01 N i m �w mo O m C 'C da W 4 No. Date Revisio 6 C 1 3/16/20 Original ATTAC MENT 8 0'PLN 020-0015�Ic >. Packet Pg. 149 4.a UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL 0 GM SILTY GRAVEL cn U) GRAINED MORE THAN 50 % GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL y m SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND rn c SAND SP POORLY GRADED SAND MORE THAN 50 % t r RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE c WITH FINES Sc CLAYEY SAND 0 rL m FINE - SILT AND CLAY MIL SILT w INORGANIC �° GRAINED LIQUID LIMIT CL CLAY m LESS THAN 50 % y SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY .y SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC 0 MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY U) NO. 200 SIEVE 50 % OR MORE a� r ORGANIC OH ORGANIC CLAY, ORGANIC SILT a� HIGHLY ORGANIC SOILS PT PEAT s= NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: U examination of soil in general +r Dry - Absence of moisture, dusty, dry to Q accordance with ASTM D 2488-93. the touch 2) Soil classification using laboratory tests Moist -Damp, but no visible water. is based on ASTM D 2488-93. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. NELSON GEOTECHNICAL No. Date Revision By CK ` WestUM0gate Station ASSOCIATES INC. N G A Commercial Development M GEOTECHNICAL ENGINEERS &GEOLOGISTS 1ln-1 3/ I �(NT 8 DPN DJO a E Soil Classification Chart WOOdi-IlleOlO`° EestWenatcheeOffice PL 2020-0015 CITYV9 0r,a�F0 17311-1351h AVe NE,A-500 5526 Industry Lane,4 el nh+�T SERVI( -- Woodinville, WA96072 East Wenelchee, WA96602 Packet Pg. 150 (425) 486-16691 Fax: 461-2510 w nelsongeolech corn (509) 665-76961 Fax: 665-7692 4.a BORING LOG B-1 Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance (Blows/foot - 4p) 10 20 30 40 50 50 t i t t Description a a1 a o = -0 o f 3 o a 2 E m- Moisture Content (Percent -■) o to U C9 U) U) 0 10 20 30 40 50 50 I Gray, fine to medium sand with silt and gravel (medium dense, moist) - 30 1 -becomes medium dense 23 r—- SP-SM -becomes dense 32 10 ............................ ....... becomes very dense 94-11 ' Gray, fine to coarse sand with gravel and trace silt (very dense, moist) 15 50-4 ...... .... . rn c Zn Piezometer Installation - Ground Water Data m (Depth in Feet) m J 5 10 15 20 25 i i LEGEND ❑ Solid PVC Pipe Concrete M Moisture Content Depth Driven and Amount Recovered B Slotted PVC Pipe Bentonite A Atterberg Limits G Grain -size Analysis Sam ler Monument/ Ca with 2-inch O.D. Split -Spoon P � P Native Soil DS Direct Shear to Piezometer Depth Driven and Amount Recovered ❑ P �c Liquid Limit PP Pocket Penetrometer Readings, tons/ft Silica Sand P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit 1 Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information_ presented_ on this log. ��West 1 7 g ate Station NELSON GEOTECHNICAL NGA ASSOCIATES, INC. No. Date Revision By CK Commercial Development a"� A ilfV1ENT 8 oaN o�0 0 I Boring Log GEOTECHNICAL Wandinvliie oHlca ENGINEERS & GEOLOGISTS East Wenatchee OMlce P N2020-0015 £ r c n vets e5�� t t79tt-Miu Ave HE,MFW Woodinville,WA98072 5526 Industry Lane,#2 CnitYenXc cr,VA9%g3 Packet Pg. 151 ,��„ „�„r (425)466-16691F-461-2510 www nelsongeotechcom tcm vj5.?&%i Fa.: om,? I 4.a BORING LOG B-1 (cont.) Soil Profile Sample Data Penetration Resistance (Blows/foot - /) U)Piezometer 10 20 30 40 50 50+ Installation - Z Ground Water Description a a1 �° o f 3 c o o a.o E m- Moisture Content (Percent -■) Data (Depth in Feet) c� O U) to U t to 10 20 30 40 50 50+ o m O 50-0 y + M U) Boring terminated below existing grade at 30.0 feet on 3/3/20. Groundwater seepage was not encountered during drilling. to 35 ................ ............... . .. .... ........ d 35 fn C d t V R 40 ............ ..... r 40 c 1` O d L W M 45 ..... ....... ...... .. ................ 45 v m c .y N 50 ...... 50 C O to U) N R Z3f 55 N 55 tv t U r Q LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered -- G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler Monument! Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered Q Silica Sand p * Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other limes and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. TFIV NELSON GEOTECHNICAL No. Date Revision By CK 1 Westgate Station ASSOCIATES, INC. N GA Commercial Development GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 3ATT C MENT g DPN DJO E Oi Boring Log Weedlnv111eO1X=. East Wenat=heeOfl=. 17311-1351h Ave NE, A-500 5526 Industry Lane, N2 Woodinville,11A96072 East Wenatchee, WA96602 PL 2020-0015 p Packet P 152 g• 15t g"s64l Foi. �H l-7S70 xM1Vw nelsongeolach.com t5m"s-76r, I Fds 6A47m I 4.a I BORING LOG B-2 Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance (Blows/foot - ■) 10 20 30 40 50 501 a) Piezometer Installation - a1 L- Ground Water Description n rn CL �° 3 a.3 Moisture Content m Data P J o f m fj c�i t (Percent ■) o (Depth in Feet) c9 cn _J a 10 20 30 40 50 50+ m I I I I I J Gray, silty fine to medium sand with gravel (very dense, moist) SM 62 , 1 -,- 5 5 72 Gray, fine to coarse sand with gravel and trace silt (medium dense, moist) 19 ' 10 -10 -becomes very dense 50-6 ' . n . ,., •. 15.... 50-4 ' SP 50-6 ' 20 20 50-6 25 41 25 L;,y Concrete M Moisture LEGEND ❑ Solid PVC Pipe Content Depth Driven and Amount Recovered Slotted PVC Pipe Bentonite A G AfterbergGrain-size Grain -size Limits Analysis with 2-inch O.D. Split -Spoon Sam ler Monument/ Ca P r�l■ P Native Soil DS Direct Shear to Piezometer Depth Driven and Amount Recovered * Liquid Limit q with 3-inch Shelby Tube Sampler ❑ Silica Sand PP P Pocket Sample Penetrometer Pushed Readings, tons/ft } Plastic Limit 1 Water Level T Triaxial NOTE; Subsurface conditions depicted represent our observations at the lime and focallon Or this exploratory hole, modified by ongin"ring tests, analysis and judgement They are not necessarily ropresentalive, of other times and lacstlons- We cannol accept responsiblifty for the use or Interpretation by others of info maiien preserIW on this log, West ate Station NELSON GEOTECHNICAL No. Date Revision By CK 7 g NGA ASSOCIATES, INC. 1 3r1ACQinal T$ DPN odo a Jur Commercial Development AT GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 { Boring Log WoedlnvllleOnlce rh.i wa-i.hAd Ole— P N2020-0015 $ L 17311-1351h Ave NE, A-500 5526 Industry Lane, q2 o yr es ::(c Woodinville, WA96072 wm East Wenatchee, WA96602 Packet P 153 r.. te r• (4251486-16691 Fax: 461-2510 net (509)665-76961 Fa.: 665-7692 �• I 4.a I Soil Profile Description Boring terminated below existing grade at 30.5 feet on 3/3/20. Groundwater seepage was not encountered during drilling. BORING LOG B-2 (cont.) Penetration Resistance a' Sample Data (Blows/foot - 0) y Piezometer 10 20 30 40 50 50+ Installation - �, Ground Water am 3? a o c Moisture Content Data m o B o o n U B m L (Percent - ■) o 12 (Depth in Feet) c7 cn cn 10 20 30 40 50 50+ m a I I J i bU-b I I I I I I I I I i .... I....... I ... I...... I.. ..... I F 35 .. I ... I .....-I.....-..I ...- ...I. --I F 40 I I I I I -I F45 ....I I I I..... I F50 1- I I I 1 1 1- 55 i LEGEND Solid PVC Pipe Concrete M Moisture Content Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler �._..� Monument/ Cap Native Soil DS Direct Shear to Piezometer Depth Driven and Amount Recovered * Liquid Limit PP Pocket Penetrometer Readings, tons/ft Silica Sand P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit V Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations We cannot accept responsibility for the use or interpretation by others of information presented on this log WestWestgate Station g NELSON GEOTECHNICAL ASSOCIATES, INC. No. Date Revision By CK N G A 1 3ArP 11N r Commercial Development G�i�MNT 8 i Boring Log GEOTECHNICAL WeedlnvllleOfflae ENGINEERS & GEOLOGISTS EatWenatchee1"ce PL 2020-0015 _ V , E, vEs_C Y. 17311-1351h Ave NE, A-500 Woodinville,WA90072 (425) 486-16691 Fa 401-2510 55261nduslry Lane, p2 EestWenalchee,WA90002 NNnv nelsongeolech com (VA I66S76F5 f f er US-791: Packet Pg. 154 I 4.a I Approximate Ground Surface Elevation: ?? Soil Profile Description Gray, silty fine to medium sand with gravel (very dense, moist) -becomes dense, less silt Gray, fine to medium sand with silt and trace gravel (very dense, moist) Gray, fine to coarse sand with gravel and trace silt (very dense, moist) No recovery BORING LOG B-3 Sample Data Penetration Resistance 5 (Blows/foot - 0) Piezometer 10 20 30 40 50 50+ H Installation - Z Ground Water 0)0 3 a o Moisture Content Data Cl co J 0 E m o U E r (Percent - ■) o (Depth in Feet) c� cn to J 10 20 30 40 50 504 I I I I I J - SN i7 SP-S .4 SP 54 ' 4 5 5 0 50-6 ' - 10 ... .. .. 10 15 .......... , ....... - 15 50-6 50-5 20 -20 LEGEND ❑ Solid PVC Pipe Q Concrete M Moisture Content 0 Depth Driven and Amount Recovered Slotted PVC Pipe Bentonite A Atterberg Limits G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler A Monument( Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered * Liquid Limit ❑ Silica Sand with 3-inch Shelby Tube Sampler 4 P Sample Pushed + Plastic Limit t Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility_for the use or interpretation by others of_ information presented on this -log iWestgate Station NELSON GEOTECHNICAL No. Date Revision By CK I 7 g NGA ASSOCIATES, INC. Commercial Development 1 3(1 W1 A'D( FSWENT 8 DPN D,10 Lin oib`MuGEOTECHNICAL ENGINEERS & GEOLOGISTS Boring Log P N2020-0015 0 Woadlnv M. NE, A E��1 W�n�leher e.402 17311-1351h Ave NE, A-500 55261nduslry Lane, 02 woodinvll1 a,WA98072 EeHWsruoo y,WA9-M7 Packet Pg. 155 (425) 46G16691 Fax: 461-2510 vM•W.nelsongeolech com (509) 665-76961 Fax: 665-7692 I 4.a I Soil Profile Description Boring terminated below existing grade at 30.5 feet on 3/3/20. Groundwater seepage was not encountered during drilling. BORING LOG B-3 (cont.) Penetration Resistance °1 Sample Data (Blows/foot - 0) 10 20 30 40 50 50+ v, H Piezometer Installation - �, Ground Water a°' 3 3 a o c Moisture Content Data m � o f o o CO U E co - (Percent ♦) o (Depth in Feet) C� 1n (n 0C 10 20 30 40 50 50+ J I 5U-5 I I I I I i . ..-1 .1..-..1 . i I I I F 35 .-..-I ....-.I........I...... I -... I I I- 40 1 1 I F45 I I I I I I a-50 55 i LEGEND [_ I Solid PVC Pipe Concrete M Moisture Content 0 Slotted PVC Pipe Bentonite A Atterberg Limits Depth Driven and Amount Recovered G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler ttl� Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered 0 Silica Sand p * Liquid Limit P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit V Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. NELSON GEOTECHNICAL No. Date Revision By CK ! Westgate Station ASSOCIATES, INC. 1 7 Commercial Development N GA 1 3AF(zo 69VENT 8 ... odoJUN 0 GEOTECHNICAL ENGINEERS & GEOLOGISTS I I if OiRMU Boring Log Woodln.11leom.e E.Vv9.Tch.Fomu PL 20200015 17311-1351h Ave NE, A-500 55261 .Wy Lane, 42 i17, ] VELt]j'�Woax: odinville,WA98072 E.MWsnI&-,WA96602 Packet Pg. 156 (425) 486-1669 1 F461-2510 wvnv.nelsongeo[ech com [50f11 W6 76961 Fy[6657697 4.a LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.5 GRAVEL SURFACING (UNDOCUMENTED FILL) 0.5 - 1.0 GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE ORGANICS (MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 1.0 - 10.0 SP GRAY, FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (DENSE TO VERY DENSE, MOIST) (ADVANCE OUTWASH) c SAMPLES WERE COLLECTED AT 2.0, 4.0, 8.0 FEET . GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED m TEST PIT WAS COMPLETED AT 10.0 FEET ON 2/27/2020 +� ca TEST PIT TWO y d 0.0 - 0.5 GRAVEL SURFACING (UNDOCUMENTED FILL) 0.5 - 3.0 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL N (MEDIUM DENSE TO DENSE, MOIST) (WEATHERED GLACIAL TILL) 3.0 - 8.5 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL v (DENSE TO VERY DENSE, MOIST) (GLACIAL TILL) ;a r cv 8.5 - 10.0 SP BROWN, FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (DENSE, MOIST) (ADVANCE OUTWASH) SAMPLES WERE COLLECTED AT 2.0, 5.0, AND 9.0 GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 10.0 FEET ON 2/27/2020 TEST PIT THREE 0.0 - 6.0 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ROOTS, ORGANICS, AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 6.0 - 8.0 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) (GLACIAL TILL) SAMPLES WERE COLLECTED AT 3.0 AND 6.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/27/2020 TEST PIT FOUR 0.0 - 2.0 DARK BROWN, SILTY FINE TO MEDIUM SAND WITH ROOTS, ORGANICS, AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 2.0 - 3.0 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (GLACIAL TILL) 3.0 - 7.5 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE SILT (DENSE, MOIST) (ADVANCE OUTWASH) SAMPLE WAS COLLECTED AT 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.5 FEET ON 2/27/2020 1 1� C E D NELSON GEOTECHNICAL ASSOCIATES, INC. 1 FILE NO 1156720 Jun 16 2020 ATTACHEMW 10 PLN2020-0015 CITY OF EDMONDS DEVELOPMENT SERVICES Packet Pg. 157 DFPARTMFNT 4.a LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT FIVE 0.0 - 2.0 DARK BROWN TO BLACK, SILTY FINE TO MEDIUM SAND WITH ROOTS, ORGANICS, AND GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) 2.0 - 4.0 SM BROWN -GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE TO DENSE, MOIST) (GLACIAL TILL) c 4.0 - 7.5 SP GRAY, FINE TO MEDIUM SAND WITH TRACE GRAVEL AND TRACE SILT G (DENSE, MOIST) (ADVANCE OUTWASH) m U) SAMPLE WAS COLLECTED AT 4.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED f° TEST PIT CAVING WAS NOT ENCOUNTERED y TEST PIT WAS COMPLETED AT 7.5 FEET ON 2/27/2020 INFILTRATION PIT ONE to r 0.0 - 0.5 GRAVEL SURFACING (UNDOCUMENTED FILL) 0.5 - 1.0 GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE ORGANICS v (MEDIUM DENSE, MOIST) (UNDOCUMENTED FILL) t�v 1.0 - 5.0 SP GRAY, FINE TO COARSE SAND WITH GRAVEL AND SILT r cv -a (DENSE TO VERY DENSE, MOIST) (ADVANCE OUTWASH) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.0 FEET ON 2/27/20 INFILTRATION PIT TWO 0.0 - 0.5 GRAVEL SURFACING (UNDOCUMENTED FILL) 0.5 - 7.5 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) (GLACIAL TILL) 7.5 - 8.5 SP GRAY, FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (DENSE, MOIST) (ADVANCE OUTWASH) IECOVED Jun 16 2020 CITY OF EDMONDS DEVELOPMENT SERVICES nFPARTMFNT SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.5 FEET ON 2/27/20 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1156720 ATTACHN/Fd 010IRE 10 PLN2020-0015 Packet Pg. 158 I 4.a I Conceptual Soldier Pile Wail Detail NOT FOR CONSTRUCTION USE Lean concrete above excavation line 0 a x W Concrete wall Miradrain drainage matting full height & width centered between piles, installed with fabric to lagging Waterproofing membrane along length of wall Pressure treated timber lagging with 1/4-inch gap between boards Multiflow drainage collector 4-inch diameter weep holes 4-inch diameter PVC pipe tightlined to storm drainage system Structural concrete -::. "::.' Wall Embedment below excavation line (typically 1.5 to 2.0 times H ) .: NELSON GEOTECHNICAL Westgate Station Commercial NGA ASSOCIATES, INC. Development Conceptual Soldier Pile Wall Detail GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311.1351h Ave. NE, A-500 Snohomish County (425) 337.1669 Woodinville, WA 96072 Wenatchee/Chelan (509) 665-7696 (425) 466-1669 / Fac 481.2510 wWY/,nelsonaeolech,com NOT TO SCALE No. I Date I Revision I By I CK 1 13/29/M I MttHal'"'"" ' VLSB I KMS Packet Pg. 159 1 4.a (�t�C S�L Golder Associates Inc. 18300 NE Union Hill Road, Sulte 200 CTOWX Redmond, WA USA 98052-3333 — • Telephone (425) 883-0777 Fax (425) 8825498 www,goldercom RE FORT ON WESTGATE TERRACE GEOTECHNICAL INVESTIGATION EDMONDS$ WASHINGTON Submitted to: Hans Lammersdorf Valhalla, LLCP.0. Box 251 Edmonds, Washington Submitted by. - Golder Associates Inc. 18300NE Union Hill Road Suite 200 Redmond, Washington 98052 Distribution: 1 Copy Valhalla, LLC 3 Copies - A.D. Shapiro Associates 2 Copies - Golder Associates Inc. S O 4� M U) a� N as -,-Go*er 4 'ZOQ4 ; > 043-1277.100 ... • 100404m12.d" OFFICES ACROSS AFRICA, ASIA, AUSTRALIA, EUROPE, NORTH AMERICA AND SOUTH AMERICA ATTACHMENT 8 PLN2020-0015 Packet Pg. 160 4.a October 4, 2004 r -i- 043-1277.100 TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................1 2.0 PROJECT DESCRIPTION AND SITE CONDITIONS .................................................. 2 3.0 FIELD INVESTIGATION.................................................................................................3 4.0 SUBSURFACE CONDITIONS........................................................................................4 5.0 DESIGN RECOMMENDATIONS ......................................................................... 6 5.1 General .................................................................................................... 6 5.2 Foundations .......................................................................................................:......... .6 .......... 5.3 Retaining Wall Options and Design Criteria........................................._.......................6 5.4 Seismic Criteria 5.5 ............................................................................................................7 Building Slabs...............................................................................................................7 5.6 Drainage Provisions....... ................................................................ ......... ...........8 6.0 STEEP SLOPE EXEMPTION.................................................................................... .9 6.1 Slope Stability Analysis..............................................................................................10 7.0 CONSTRUCTION CONSIDERATIONS l 7.1 .......................................................................1 General.... ... --- ............. 11 7.2 Soil Nail Shoring Installation.....................................................................................11 7.3 Temporary Cut slopes 7.4 .......................................................................................... ..11 Subgrade and Footing Preparation 7.5 .................................... Earthworks ............................................................................................. .......... 7.5.1 General .................................................................................................12 7.5.2 Structural Fill Placement and Compaction....................................................12 7.5.3 Use of Excavated Soils...............................................................................12 7.5.4 Imported ................. Fill Materials................................................................ .13 7.6 Geotechnical Construction Monitoring......................................................................13 8.0 CLOSING.........................................................................................................................14 9.0 REFERENCES.................................................................................................................15 MUM dx Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 161 4.a October 4, 2004 -ii- LIST OF FIGURES Figure 1 Site Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Conceptual Geologic Section of Slope at Test Pits TP-1 and TP-2 Figure 4 Conceptual Geologic Section of Fill Slope at Test Pits TP-3 LIST OF APPENDICES Appendix A Test Pit Logs Appendix B. Slope Stability Analysis 1W404mll.&C Golder Associates 043-1277.100 c 2 4r m U) as al N m ATTACHMENT PLN2020-0015 Packet Pg. 162 4.a October 4, 2004 -1- 043-1277.100 1.0 INTRODUCTION Golder Associates Inc. (Golder) is pleased to present this report on our geotechnical investigation for the proposed development of your properties at 3601 Edmonds Way in Edmonds, Washington currently known as Westgate Terrace Multi -use Complex (figure 1). The purpose of this investigation was to evaluate the soil and groundwater conditions, and the presence of fill at your property for your proposed construction of retail, apartment and town homes on your site. 0 The scope of services for a geotechnicaI investigation for this site was presented in a proposal to a Valhalla, LLC dated July 13, 2004. Written authorization to proceed with the geotechnical U) investigation was received from you on September 2, 2004. R a� The scope of work included the following primary tasks: N m Y Excavate up to twelve test pits on the three parcels, the excavator was arranged by you; N r c s Coordinate utility locate requests and schedule with the excavator operator; E c t V C Perform an engineering analyses to develop geotechnical recommendations for the design and construction of the retail/apartment buildings and retaining structures; and c Y Preparation of this report including a Steep Slopes Exemption analysis according to City of f° Edmonds requirements. o The results of our study are summarized in the following sections of this report. Section 2 summarizes the project and site conditions, Section 3 summarizes Golder's geotechnical field investigation, Section 4 summarizes the geologic setting and the findings of our investigation, Section 5 presents our design recommendations, Section 6 presents our evaluation of the steeps slopes exemption, and finally Section 7 includes our discussion on construction considerations. Closing remarks are presented in Section 8, and references cited are listed in Section 9. Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 163 4.a October 4, 2004 -2- 2.0 PROJECT DESCRIPTION AND SITE CONDITIONS 043-1277.100 e: WestgatoJerract project site consists; of.three.adjacent parcels:and;;includes, from east to west;::: addresses 3521, 353:1> and:. Edmonds Edmonds Way;in:Edmonids Washington. The site is located on the north side of Edmonds Way approximately one -quarter mile east of 100th Avenue West. The 3601 address is used for a vacant parcel on the west side of the site that currently does not have a street address with the Snohomish County Assessor's office. The three parcels consists of a roughly " L" shaped site with a total area of approximately 2 acres. The vacant western parcel (3601) is rectangular in shape. Its long sides (south and north sides) are parallel to Edmonds Way. This parcel is approximately 280 feet along Edmonds Way and about 160 feet deep. The majority of the western parcel is level to gently sloping downward to the south and west with bare soil at the surface. A steep bluff more than 30 feet high is located at the back of the parcel along the northern property line on the west half of the western parcel. A 15 foot high vertical cliff is exposed along the top of the bluff. The slope on the eastern half of the parcel angles moderately downward to the south (2 horizontal: 1 vertical). The site was reportedly used as a gravel quarry in the past, which accounts for the over -steepened bluff (Bruce, 2001). Trees and bushes grow at the base and top of the slope. A north -south, 50 foot wide utility easement is located on the eastern side of the vacant parcel. The two eastern parcels (952I and 9531) are relatively narrow and deep (60 feet by 320 feet) and a single family house occupies the middle of each parcel. The houses are rentals and are currently occupied. Scattered trees and shrubs are currently on both lots. The preliminary architectural plans for the Westgate Terrace project, dated 08/18/04, show the proposed development of mixed use including restaurant, retail space, and parking at the street level on the western parcel with two three-story apartment buildings constructed over the street level retail level. The top of the first -level retail space will be used as a parking deck between and around the apartment structures. An earth -fill ramp will connect the street to the parking deck one level above the street. Two, two to three-story, multi -family units are planned on the eastern two parcels. Construction of the project as conceived will require a deep cut and retaining wall along the property line on the north - back side - of the western parcel of the site. The highest portion of the cut will range from 40 to 48 feet on the western 120 feet and decrease to about 20 feet high along the east half of the back wall. 100404irUdoc c 2 4r M in a� a� N m Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 164 4.a October 4, 2004 -3- 043-1277.100 3.0 FIELD INVESTIGATION A one -day field investigation was conducted on Friday September 17, 2004. The investigation consisted of excavating twelve geotechnical test pits (designated TP-1 through TP-12) at selected locations spread around the site. The depth of the test pits ranged from 6 feet below existing ground surface (bgs) to 24 feet bgs. All were greater than 10 feet deep except TP-12 which was completed to 6 feet bgs. The test pits were excavated by Northend Excavating of Edmonds using a Hitachi 200, a medium- c 0 M sized tracked excavator (trackhoe) under agreement with you. After the test pits were completed theyin were backfilled using the excavated soil and tamping with the excavator bucket. Some settlement of the backfilled soil can be expected over time. The general test pit locations were determined prior to M the geotechnical investigation based on topography, proposed building and retaining wall locations and potential geotechnical issues. The actual locations were chosen in the field by Golder during the ?� field investigation. The test locations were plotted on the site topographic survey by measuring distances from existing site features. Utility locating services for the site were coordinated by Golder r prior to the field investigation. The test pit locations are shown the Figure 2. At test pit locations TP-1 through TP-3, located along cliff section on the western parcel, the excavator boom was extended overhead to the limit of its reach and was used to rake down the face of the slope to expose fresh soil, estimate the density of the soil, and to collect soil samples. At the toe of the slope excavation was advanced downward to an elevation approximately 2 feet below the proposed footing elevation of the building (Elevation 238). This resulted in exposed soil from about 20 feet overhead to about 12 feet below the ground surface at the base of the slope. Figures 3 and 4 show this relationship. Conventional test pit excavations were dug at the other locations. Logging and sampling of soils were performed in accordance with Golder Associates Technical Procedure TP-1.2-6, "Field Identification of Soil", based on the Unified Soil Classification System (USCS). The soil conditions were examined and logged by the Golder Geologist. Pertinent information was recorded on field test pit logs, including soil classification, depths and locations, stratigraphy, soil moisture conditions, and other information. Samples of each soil unit encountered were collected from each test pit. The soils were classified in accordance with Golder Technical Procedure TP-1.2-6 and are summarized on the Soil Description Index in Appendix A. All samples were placed in labeled one -gallon plastic zip -lock bags and taken to our laboratory for f n-thcr examination and classification. Summary test pit logs are presented in Appendix A. The soil contacts indicated on the logs represent the approximate boundaries between soil types. The soil conditions were those recorded for the locations and dates excavated, and may not represent those of other times and locations. iaaoaous.aoo Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 165 4.a October 4, 2004 4- 043-1277.100 4.0 SUBSURFACE CONDITIONS Edmonds, Washington is located in the central Puget Lowlands and native soils are predominately glacial in origin although more recent alluvial, marsh, lake, landslide and man-made fill deposits are present over much smaller areas. The Edmonds area is generally underlain by a glacial sequence of soils including till, advance outwash and transitional beds (Minard, 1983). According to the geologic map by Minard (1983), the near surface geology in the vicinity of the site consists of till (Qt) overlying advance outwash (Q,a) of the Vashon glaciation. 0 The subsurface conditions encountered during our site investigation confirmed that the native soils w were generally till overlying advance outwash at the site. The .soils encountered at the site, from upper to lower stratigrapliic position, consist of fill, lodgment till, and advance outwash. A thin cover of lawn, topsoil and forest duff was encountered in two eastern parcels. The till and advance outwash were the native soils exposed in the steep cliff face. The transition from till to advance outwash was indistinct and gradational. A "cone -shaped" area of uncontrolled fill, at least 17 feet, deep, was y encountered in the slope on the eastern half of the western parcel. An excavated cliff face is likely c concealed behind the fill. The fill thins to the south away from the slope. The fill cone is believed to E be reworked soil that was pushed from the top of the slope during gra&ig of the upper lots. This fill cone is shown in Figure 2. Fill of irregular thickness (1.5 to 8 feet), and possibly from variable r sources, was encountered in the flat area of the western parcel. The flat area has been used to stockpile soils for various local construction sites. Localized areas of fill were encountered in the two c eastern parcels. Generalized descriptions of the soil units encountered are provided below, in their f° descending order of occurrence: o Topsoil: A thin layer of loose topsoil, containing sod and forest duff -was present at the surface in test pits TP-5 through TP-7, and TP-10 on the two eastem residential lots. This material is relatively thin ranging from 0.3 to 0.5 foot thick. Fill: Areas of fill were observed at the back slope of the east half of the western parcel (3601 Edmonds Way) in test pits TP-3 and TPA; at the flat area of the west parcel in pits TP-8, TP-9 and TP-12 The fill cone appeared to be derived from local soils and consisted of compact, banded tan and gray to dark gray, silty fine sand, little to some gravel to silty gravelly sand, trace small cobbles, trace construction debris and scattered roots. The material was damp. The fill has a SM soil classification. Based on site topography and the surrounding properties, the fill was probably a result of development of adjacent properties and for leveling of the ground surface on the site. The fill at the flat portion of the western parcel could be derived from both local and imported sources. It consisted of compact, banded tan and gray, crudely stratified to stratified, silty gravelly sand, damp to moist. A thin (less than 1 foot thick) fill consisting of ground asphalt and angular crushed gravel was present at the surface. The fill varied up to 6 feet thick. Areas of a similar fill were encountered in test pit TP-5 at the back of the western residential lot and in TP-11 in the front of the eastern residential lot. The fill was dense in TP-5 and loose to compact in TP-11. The USCS soil classification of the fill was SM. wwanul.aa Golder Assoclates ATTACHMENT PLN2020-0015 Packet Pg. 166 4.a October 4, 2004 -5- 043-1277.100 Lodgment Till: An approximately IS foot -high cliff of till was exposed in the upper face of the cliff on the western half of the west parcel. The base of the till was encountered above an elevation of about 358 feet in the cliff face and the excavator's boom was just able to reach the bottom of the till in test pits TP-1 and TP-2. Till was encountered below 17 feet of fill in TP-3. Till was also encountered in several test pits scattered around the site, although it was not found in all of the test pits. A variable thickness of till, from 2 feet to 10 feet thick, was encountered in test pits TP-S, TP-6 and TP-7 in the back of the two eastern lots; in TP-10 in the front of the western residential lot and in TP-9 at the cast side of the flat portion of the western parcel. The till was uniformly very dense, gray, silty gravelly sand. A weathered till was encountered in test pits TP-6, TP-7, and TP-10. Weathered till was of similar composition as the other till but was compact to dense with an orange -tan color. The USCS soil classification of the till was mainly SP, and to a lesser degree SP-SM. Advance Outwash: Advance outwash was a widespread basal unit in all of the test pits except TP-5 at the back of residential Iot 9531 and in TP-9 in the front of the western parcel 9601. The Unit most -likely underlies the entire site at depth. The thickest exposure was at the lower slope on the western below the till in test pits TP-1 through TP4 on the western parcel. The maximum thickness observed was 23 feet in test pit TP-2. The advance outwash was dense to very dense, tan to gray, compact to very dense, nonstratifted, fine to medium or fine to coarse sand with some gravel and cobbles, none to trace silt, no organics, and damp to moist. The USCS soil classification of the advance outwash was mainly SP-GP, and to a lesser degree SW-SP, SW and SP-SM. No groundwater was observed in the test pits. The site slopes appeared to be stable with no indication of recent or ancient landsliding and no landslide deposits were observed. None of the following conditions were observed during our investigations: • No impermeable soils were interbedded with granular soils; • No springs or groundwater seepage; • No landslide deposits; and • No evidence of slope instability. Golder Associates i i ATTACHMENT PLN2020-0015 Packet Pg. 167 4.a October 4, 2004 -6- 043-1277.100 5.0 DESIGN RECOMMENDATIONS 5.1 General The main geotechnical issues at the site include a high out at the back of the slope and designation of the slope as a sensitive slope and specifically include the following: c • A high out will be required at the back of the western property to reach building proposed C foundation and slab elevations requiring ground support; w ■ Presence of uncontrolled fill in areas of the site to be developed; and a� R ■ Selection and design of a retaining wall system up to 48 feet high, which will need to N accommodate surcharge loading associated with development of the adjacent sites. 5.2 Foundations The undisturbed, native hard Till and the compact to dense Advance Outwash units are suitable for supporting lightly to moderately loaded foundations. Footings can also be supported on compacted structural fill provided any topsoil, underlying loose soil zones, and/or existing fills are stripped to firm competent ground prior to placing the fill. Foundation design criteria include: ■ ALLOWABLE BEARING PRESSURE: 3,000 psf, this value can be increased by 1/3 for seismic design. • ALLOWABLE BASE FRICTION COEFFICIENT: 0.4 for Outwash sand, 0.4 for Till • MINllbIUUM SIZE: 18-inch width for continuous footings and 24 inches for isolated footings. • MINIMUM DEPTH: 18-inches below exterior grade for exterior footings; 6-inches below grade for interior footings. • ESTIMATED SETTLEMENT: Less than 1-inch total and 1/2 differential settlement ■ EARTH PRESSURES. For walls free to rotate at the top, the earth pressure can be based on a fluid with a density of 30 pcf while 50 pcf should be used if the wall is restrained. These values assume a level backslope behind the wall. Backslopes up from the wall will require increased pressures. • PASSIVE RESISTANCE ON SIDES OF SHALLOW FOOTINGS: For design purposes, we recommend that the allowable passive pressure be based on a fluid with a density of 300 pcf on the sides of buried footings above the water table. This value can be increased by 1/3 for seismic or wind loads. 5.3 Retaining Wall Options and Design Criteria The soil conditions at the retaining wall location are considered suitable for a standard soil nail wall and this is considered the most feasible type of retaining wall. Vertical elements may be required on the eastern side of the wall in the area of deep fill. A subsurface easement will be required for soil nails. However, other options for construction of a retaining wall exist and include the following: s00UMNI X Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 168 4.a October 4.2004 Cast -in -place cantilever wall; Composite soil nail wall; e Soldier pile tie back wall; or, 4 Soldier pile wall with facing. -7- 043-1277.100 These options have drawbacks not inherent in conventional soil nail walls including requiring more space, potentially higher costs, more difficult construction, and possibly permission from the adjacent property owner to allow excavation on their property. However, these options exist and alternatives to conventional soil nail walls can be evaluated as the design proceeds, if needed. 5.4 Seismic Criteria Washington State adapted the International Building Code* (ICC, 2003) as the state standard for construction on July 1, 2004. The seismic design criteria for the site are presented below for IBC. The buildings should be designed using the following criteria based on the design procedure presented in the International Building Code (ICC, 2003). Design accelerations are obtained from figures in the codc that show contours of maximum considered ground motion. Two figures are Provided; one for 0.2 second spectral response. -and one for 1.0 second spectral response, illustrated on I13C Figure 1615.1.1 and Figure 1615.1.2 respectively. Both of the figures give ground motion parameters for a Site Class C soil profile (IBC Figure 1615.1.1), which must be adjusted if the soil profile is different. For this site, we recommended the use of a Site Class C soil profile, which is defined by a stiff soil profile for the average properties in the upper 100 feet. The soils considered most susceptible to liquefaction generally consist of very loose to loose saturated granular deposits. In general, the site is underlain by compact to dense soils with a minor amount of localized shallow zones of loose soils. Where encountered in the explorations the loose soils were relatively shallow and with no observed groundwater. We conclude that the potential for liquefaction at this site is negligible. 5.5 Building Slabs Conventional slab -on -grade floors can be supported on the compact to dense or hard native soils or on compacted structural fill. It is not recommended that floor slabs be supported on organic -rich soils, topsoil, uncontrolled fill, loose, disturbed soils or wet soils. Should subgrade conditions be comprised of any of these soils, we recommend that they be removed and replaced with structural fill or that a structural slab be constructed. In places, loose, granular soils may be remediated by in -place compaction to provide adequate bearing. Fill placed beneath floor slabs shall be compacted to a minimum of 90% of the maximum dry density as determined by ASTM D-1557. All slabs should be underlain by a capillary break which consists of at least four inches of clean, free draining coarse sand or gravel meeting the gradations presented below. _ Capill Break Gradation Sieve Size Percent dianicter inches Passing_ 1 inch 100%Passin No. 4 0% to 70% No.10 0% to-, 0% No. 200 0% to 3% Golder Associates i ATTACHMENT PLN2020-0015 Packet Pg. 169 4.a October 4, 2004 -8- 043-1277.100 A vapor barrier consisting of heavy plastic sheeting should be placed over the capillary break. Two inches of clean drainage sand can be placed over the plastic sheeting at the owner's discretion to help cure the concrete. 5.6 Drainage Provisions The drainage system should consist of footing drains for all structures. 0 The drainage system should consist of a U) ■ FOOTING DRAINS: A perimeter footing drain should be placed consisting of a 44nch- CU diameter, heavy -walled, perforated PVC pipe or equivalent. The pipe should be N surrounded by at least 6 inches of drainage gravel material as described above. Clean outs should be provided. • Wall Drains: Continuous mirror drains or drain rock curtain. m • DISCHARGE: The drainage system should drain by gravity if feasible to positive E discharge such as the storm drain or infiltration system. w r If leak free walls are desired a waterproof barrier, such as bentonite 0 erpr panels, should be placed on the � outside of the concrete walls prior to backfilling. Any backfrll below the groundwater table should = consist of clean, free draining material, such as drain rock, pea gravel or coarse sand. 0 a A filter fabric will be required over the perforated_ pipe to prevent migration of the subgrade materials into the drainage system. Cleanouts should be provided for maintance. toaoo"r).&C Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 170 4.a October 4, 2004 6.0 STEEP SLOPE EXEMPTION -9- 043-1277.100 The City of Edmonds requires a Steep slope Exemption evaluation for development of the site and a Steep Slope Exemption may be requested. In order for a property to qualify for a steep slope exemption two sets of criteria need to be met. These criteria are, 1) Site Standards, and 2) Development Characteristics. These are presented in the Steep Slopes Exemption document provided by the City, dated 02/27/02. A summary of the criteria include: i Site Standards — the physical features of the site and adjacent sites. - The site slopes will be stable after the permitted development is complete. - The development has to be located in an area that is either mapped as till, advance outwash, and or Olympia gravels on the "Geological Map of Edmonds East and part of Edmonds West Quadrangles", by J.P. Minard, or comprised of engineered fill placed, compacted, observed and tested to confirm that the fill is uniformly compacted on slopes of the same materials. - Any fill must be placed under a legal grading permit, grading and fill were designed by a licensed professional engineer, underlying soils were prepared in accordance with engineering design and compaction testing confirms uniform compaction to the minimum specified density. - The thickness of organics, debris, weathered soils, colluvial soils or loose soils on or adjacent to the steep slope may not exceed three feet. In addition to the above, none of the following conditions can exist on the steep slope area: - Impermeable soils interbedded with granular soils, - Springs or groundwater seepage, or significant visible groundwater seepage, or, - Previous landsliding or instability, or existing landslide deposits • Development Characteristics - criteria that the development has to put into place to qualify. - All excavations on steep slopes will not exceed 35- degrees down from the property lines, unless retained by structural shoring designed by a registered professional engineer. - All retaining structures shall be engineered structures conforming to the State Building Code. No rockeries greater than four feet in height are permitted. A buffer of 15 feet shall be maintained. - The proposed development will not decrease stability on any adjacent property. - Requires an engineering analysis by a geologist or geotechnical engineer licensed in Washington State, and include a description of the specific requested steep slope exemption and explain how the proposed exemption meets all of the criteria. Fo OWI.&c Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 171 4.a October 4, 2004 -10- 043-1277.100 6.1 Slope Stability Analysis As a part of the steeps slope exemption, a slope stability analysis was performed on the native slope as it now stands using computer program SLIDE, version 5.0 by Rocscience, Inc. The results of the slope stability analysis are presented in Appendix B. The stability analysis was calculated for the steepest section of the slope, along the critical section of the slope, and for seismic design criteria. The factor of safety for the entire slope — under static conditions was calculated at 1.15. A global Factor of Safety of 1.5 is considered by the industry standard of care to be stable. This condition was not achieved with the calculated factor of safety. A slope retaining system will be designed and constructed to provide a minimum global Factor of Safety of 1-5 and the industry standard of care will be achieved. The stability of the slope was verified during our field investigation. All sections of the slope view appeared to be stable in the current conditions. The proposed exemption meets the requirements for the Steep Slopes Exemption and include the following: • Retaining walls are recommended for cuts into the slope at the north side of the western parcel. The retaining walls will produce stability greater than that of the current slope conditions. + The slope was mapped on the "Geological Map of Edmonds East and part of Edmonds West Guardangles", by J.P. Minard, as Till at the upper portion of the slope, and Advance Outwash at the lower portion of the slope Test pit soil conditions confirmed the mapped units. Test pit logs are presented in Appendix A. ■ Grading and fills on the site will be engineered and designed by a licensed professional engineer and compaction testing will be performed during construction to verify that the fills are compacted to the design criteria. • Organic soils, debris, weathered soils, colluvial soils or loose soils will be removed or restrained by retaining walls during construction. ■ Excavations on the slopes will be retained by structural shoring or retaining wall designed by a licensed engineer or will not exceed 35-degrees. 1004W YA" Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 172 4.a October 4, 2004 -11- 7.0 CONSTRUCTION CONSIDERATIONS 7.1 General 043-1277.100 General geotechnical related site construction should consist of demolition of the existing houses, site clearing, site grading, subgrade preparation, construction of retaining walls, casting of building walls, footings and slabs, placement and compaction of fills, and installation of the drainage systems. This section discusses selected elements of these construction issues. 7.2 Soli Nail Shoring Installation The basic concept of soil nailing is to reinforce and strengthen the , existing ground by installing closely spaced steel bar inclusions commonly referred to as "nails" into a slope or excavation as construction proceeds from the top downward. This method is referred to as top -down soil nail wall. This produces a reinforced zone that is itself stable and helps to support the unreinforced ground behind it. The nails are passive in that they are untensioned at the time of installation; over time, they become tensioned as they resist the deformation of the adjacent soil. The nail reinforcement improves slope stability in two ways. First, soil nails reduce the driving force along potential failure surfaces of the slope. Second, in frictional soils, nails increase the normal force and hence the soil shear resistance along potential slip surfaces. Construction of a soil nail wall involves the following major steps: 1. Excavate soil, typically a 6 foot lift, leaving a small berm in place. 2. Drill hole for the soil nail. 3. Install and grout nail. 4. Excavate out a berm to form vertical cut face. 5. Place drainage system. 6. Place water proofing (if specified). 7. Place reinforcements, bearing plates, and studs. 8. Apply shotcrete wall. 9. Repeat process down to final excavation grade. 7.3 Temporary Cut slopes Based on the conceptual design, the maximum depth of the construction excavation will be about 48 feet. Safe temporary construction cuts are the responsibility of the contractor and depend on the details of the overall site and construction conditions at the time. We have observed stable unsupported slopes in the lodgment till at this site in a near vertical condition up to about 15 feet high. Within the dense till or advance outwash, cuts on the order 1HAV, up to 20 feet high appear to be feasible. The temporary cut slopes should be protected from precipitation and drying out. Direct rainfall or surface water can destabilize the face of the excavation, however, if the face becomes too dry, raveling will occur. We recommend that the temporary slopes be protected with visqueen plastic sheeting secured in placed with stakes and sandbags. Alternatively, a flash coat of shotcrete (2-inches thick) will also protect the slope face from erosion and drying. If shotcrete facing is used to protect 10004nrr.aa Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 173 4.a October 4, 2004 -12- 043-1277.100 the slope, weep holes on 5-foot spacing are recommended to provide drainage of water that may build up behind the wall. 7.4 Subgrade and Footing Preparation Based on the test pits, the foundation subgrade will likely consist of dense till or outwash sands and gravels, or gravelly sand, and possibly compacted structural fill depending on the depth and elevation of the footing. The subgrade soils could become loosened and disturbed under the influence of o surface water, groundwater, and construction equipment. The contractor will have to implement v suitable procedures to protect the subgrade such as excavating with a back hoe without tracking on U) the native soils, use of a crushed rock or gravel -working mat, soil admixing the subgrade, geotextiles and other suitable procedures during wet weather. Native competent subgrade that becomes loosened M by the contractors operation, and wet and unsuitable soils should be over -excavated and replaced with a suitable fill material, or admix the soil with a moisture reducing agent or cement treated base (CTB), at the contractor's expense. The footing excavations should be free of any loose, soft w disturbed material, mud or water prior to placement of reinforcing bar and concrete, c m 7.5 Earthworks 7.5.1 Genera Although the site work will be mainly excavations, some structural fill may be required for backfill against walls, around foundations, and to establish final site grades. To the extent possible, the major earthwork should be completed during the dry time of year. Although feasible, earthwork construction during wet weather will significantly increase costs associated with off -site disposal of unsuitable excavated soils, increased control of water, and increased problems with subgrade disturbance and need for soil admixtures, geotextiles, or rock working mats. 7.5.2 Structural Fill Placement and Compaction Where needed, structural fill should be a well -graded sand and gravel that when placed and compacted will meet the required compaction specifications. Below all footings and within three feet of final grade in pavement areas any fill should be compacted to at least 95 percent of maximum ASTM D 1557 dry density. Beneath floor slabs and other structural components such as utility service trenches, not underlying pavements or footings, a minimum dry density of 90 percent ASTM D 1557 is required. if density tests indicate that compaction is not being achieved due to moisture content, the fill should be scarified, moisture -conditioned to near optimum moisture content, recompacted, and re- tested, or removed and replaced. 7.5.3 Use of Excavated Soils In general, organic material, silty soils, and the silts and clays should not be used for structural fill. The outwash sands and gravels are considered the best materials for use as structural fill provided that oversize material is removed and they are placed and compacted near the -optimum moisture content and in accordance with the compaction requirements presented in Section 7.4.2, above. If density tests indicate that compaction is not being achieved due to moisture content, the fill should be scarified, and moisture conditioned to near optimum moisture content, recompacted, and re -tested, or removed and replaced. Golder Associates ATTACHMENT 8 PLN2020-0015 Packet Pg. 174 4.a October 4, 2004 -13- 043-1277.100 7.5.4 bported Fill Materials If off -site structural fill is used during wet weather, it should be well -graded sand and gravel with less than 5 percent silt. Fills used for drainage should consist of washed gravels with less than 3 percent passing the No. 200 sieve or equivalent. 7.6 Geotechnical Construction Monitoring We recommend that a qualified geotcchnical-engineering firm is on -site full time during critical aspects of the project. This would include installation of any shoring walls, footing and slab subgrade preparation, and placement of structural fills. Typically, geotechnical special inspection is required during the shoring and foundation phases of the project. ioo~1.aa Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 175 4.a October 4, 2004 -14- 043-1277,100 8.0 CLOSING This report has been prepared exclusively for the use of Valhalla, LLC and their consultants and contractors for specific application for the Westgate Terrace Multi -use project. We encourage review of this report by bidders and/or contractors as it relates to factual data only (logs of test pits, conclusions, etc.). The conclusions and recommendations presented in this report are based on the explorations and observations completed for this study and conversations regarding the proposed site develop and are not intended, nor should they be construed to represent, a warranty regarding the proposed development, but are forwarded to assist in the planning and design process. Considerable judgment has been applied in interpreting and presenting the results. Variations in subsurface conditions over small distances are common in glacial environments such as those encountered in Edmonds, and actual conditions encountered during construction may be different from those observed in the test pits. When the site project plans are finalized, we recommend that we be given the opportunity to review the plans and specifications to verify that they are in accordance with the conditions described in this report. The test pits were performed in general accordance with locally accepted geotechnical engineering practice, subject to the time limits and financial and physical constraints applicable to the services for this project, to provide information for the areas explored. There are possible variations in the subsurface conditions between the test locations and variations over time. It.has been a pleasure to provide this consulting service to you on the Westgate Terrace project. If you have any questions, please call us at (425) 883-0777. Sincerely, GOLDER ASSOCIATES INC. Michael l.umpkin, L.E.G. Project Engineering Geologist &al ^01Z David M. Cotton, P.E. Principal JSS/CCK/se 10U04YW1.&c of T1jl•n9+.i:. . Michael S. Lump r n_ (o 4 AIA �. co OV ■v,y����� h f_ ' 1 i74t$ sra vAL EXPIFES Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 176 4.a October 4, 2004 -15- 043-1277.100 9.0 Bruce, D. M. (2001). Geotechnical Evaluation, Foundation Recommendations, Proposed Ten Single Family Residences, 9601 Edmonds Way, Edmonds, Washington. ICC (2003). International Building Code. International Code Council, Country Club Hills, Illinois. Minard, J.P. (1983). Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, o Washington, Miscellaneous Field Studies Map MF-1541, U.S. Geological Survey, a Department of the Interior, Reston, Virginia, cn Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 177 4.a FIGURES Q Golder Associates ATTACHMENT 8 PLN2020-0015 Packet Pg. 178 1 4.a ?A P�� 21 F ." lilt, I _■; j" '� �I fal ,I gat yuj `�:a i�0tl� - f• 1101 'r FAR XIN LIT Mal y'-. t - Div-' - - u. T • 7.• All C( [wit � � �• �a19, ! ' la �l — � � I is 0 2000 4000 FEET Source: USGS 7.5 Minute Topographic Quadrangle Map, Edmonds East, WA (1989) WI VVINW NV U4J1Zf11UUIgU1,In11 LAATE U81Z31D4 URAWN BY EL NI f FIGURE 1 SITE VICINITY MAP VALHALLAIWESTGATE TERRACE STUDYIWA C W M CO t9 N m Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 179 4.a W, s is P e-I TEST WT APPROXIMATE LOCATION ElA-W;lOYJVATE AREA OF CONE SH:.P£U FILL (9631) PARCEL ADDRESS BASE MAP PROVO D BY SHAPIRO ARC14TECTS. 9910 M. 9 6Q 120 SCALE N FEET FIGURE 2 SITE AND EXPLORATION PLAN WESTGATE TERRACENA liolaer Bwsoclaxes c 0 R aT U) (D ATTACHMENT PLN2020-0015 Packet Pg. 180 4.a 370' •- 365' - 360' - Elev. 357' - 355' - QL:A• r0 . � •:�j;.:l3;ij: to 359 - :4b :A: '0'CL . Q 340'- ail :.,�•'"• •�- � `r•,�••.:d 9 N Native Soil Existing Ground Surface • �3... a:�.o: r.::. '- �;.A':�::cam :�'••�'�:�;b'•�'::a DGtwash • tj•; .� Cx .0•:,a:.p o iaa.�.� a`•o=�:v a•a,�-�.•'� oaf � �j,Q Q' �c�,a:•d' 7yQ-�:•b.;�7;.H 6'1 D.l� "� �:�'•:..• f] q.'!ti.'.O;':{?:•::.• E7:4� Area Excavated FIGURE 3 CONCEPTUAL GEOLOGIC SECTION OF SLOPE AT TEST PITS TP-1 AND TP-2 VALHALLAIWESTGATE TERRACE STUDY/WA Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 181 4.a Elev. 365' — 360' — Till 355 's,:;.;v; ',+:;:%�y.•:;.•�;: :•�•a•::• •ram. Area Excavated 350'— �� ��dyAA•:� •:•a %�:;• •`••:tom::•::•:'a•::��`:••` 'tJ, ::;:+::•:•:a:❖:•::❖: CL - r� TaJJ •:fir ;: •::S••: ::ti :• •a �:. a, • :•: i:: �. +•. +•+;+• • 345'- 340' — ti•...•':t]:;e:-:.• �;.., �::.•: .;p., Till? 3351— ,.. 7�tc":, F&i! assh?�, pD �•.' vr•,�,:�_ae. .'�r••.rj:;4:Q•• •�rs�:o;'�:.• :¢r=.a::�'m••-.'9r:i'J:a;•: A ;� : Li Q•`: q Q: L1.'Qp- ' a •fl.�� : Q c 4.•:Q : c Q ; A': ..4 • '•:'•`'Q': R!h•• CS.'p:' ..R Ci.y+•h' R G.;•-c:p_ ��►�.:4:x]:ty -�: c:.a.t}':i7:i�p: :� :v:i•.<.,:a• :c7 i4a:�.::n~.v: NNW SSE FIGURE 4 CONCEPTUAL GEOLOGIC SECTION OF SLOPE AT TEST PIT TP-3 VALHALLANVESTGATE TERRACE STUDYNVA DRAWING NO. D431277100fg03.m11 DATE O 3" DRAWN BY AMP M5/_ to-*-0yGolder Associates ATTACHMENT PLN2020-0015 Packet Pg. 182 4.a APPENDIX A TEST PIT LOGS Golder Associates ATTACHMENT 8 PLN2020-0015 Packet Pg. 183 4.a AM (FA=Mes LOG OF TEST PIT TP-1 Temp 60 °F Weather 'light showers Engineer JdLC Operator Todd Zuanich Equipment D_Yutani 14Q Contractor North-e_nd-Excayatinq Date 9/17/04 Elevation 357.0 ft _ Datum MSL Job 043-1277.1.00 Location 9601 Edm nds Wa - N 12 1 4 i ■ ■ A A a a A ■ o ev b ►�r � eo i LITH LOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 - 2.0 ft: Very dense, gray, silty gravelly SAND, damp. (SM) (LODGEMONT TILL) B 2.0 - 24.0 ft: Dense, tan to gray, thinly laminated to thickly stratified, alternating fine to medium SAND, fine SAND, and gravelly SAND with scattered lenses of sandy GRAVEL, damp. (SP/GP) (ADVANCED OUTWASH) Bottom of Test Pit at 25.0 ft SAMPLES NO. DEPTH 04 MOISTURE 1%) G-1 G-2 1.0 8.0 15.0 TIME DEPTH OF HOLE (ft) DEPTH TO WIL DEPTH TO SEEPAGE (it) SPECIAL Test plt started at mid -bluff at north property boundary and excavated through colluvial prism to native soil. Test pit terminated at target depth, no refusal. No caving observed No seepage observed i ATTACHMENT PLN2020-0015 Packet Pg. 184 4.a (f LGdZn LOG OF TEST PIT TP-2 Temp 60 OF Weather partlcloud Engineer JdLC Operator Todd Zuanich Equipment MD1 Yutani 140 Contractor _Noithend_Excayating Date, 9117/04 Elevation 359.0 ft__ Datum MSL Jab 043-1277.100 Location_9601 Edmonds Way �T N -S 1 i6 4 A rn ':�~',i•`��•••. ;:. ;•. Vie!.:• A 0.0 -1.0 ft Very dense, gray, silty gravelly SAND, damp. (SM) (LODGEMONT TILL) B 1.0 - 24.0 ft: Dense to very dense, tan to gray, thinly laminated to thickly stratified, alternating fine to medium SAND, fine SAND, and gravelly SAND with scattered lenses of sandy GRAVEL, gravel is rounded to subrounded to 4-inch diamter, damp. (SP/GP) (ADVANCED OUTWASH) Bottom of Test Pit at 25.0 ft SAMPLES NO. DEPTH MOISTURE G-1 Cr2 0.0 0.0 G-8 DEPTH OF I DEPTH TO I DEPTH TO TIME HOLE W1L SEEPAGE 00 (ft) (14 SPECIAL NOTES: Test pit started at mid -bluff at north property boundary and excavated through colluvial prism to native soil. Test pit terminated at target depth, no refusal. No caving observed No seepage observed i i ATTACHMENT PLN2020-0015 Packet Pg. 185 4.a (PUder LOG OF TEST PIT TP-3 POICiates Temp 60 °F Weather_pg!jL laudy Engineer JdLC Operator Todd Zuanich Equipment MD1 Yutani 140 Contractor Northend Excavating Date 9/17/04 Elevation 355.0 ft Datum MSL _ Job Q43-1277.100 Location!�601 Edmonds Wad N 1 18 24 LITHOLOGIC DESCRIPTIONS C V ON NOTES A 0.0 - 17.0 ft: Compact, banded tan and gray, silty fine SAND, little to some gravel, trace small cobbles, damp, scattered roots, trace construction debris, uncontrolled till fill. (SM) (FILL). B 17.0 -18.0 ft: Very dense, gray, silty fine SAND, little to some gravel, damp. (SM) (LODGEMONT TILU ADVANCED OUTWASH) C 18.0 - 20.0 ft: Dense to very dense, speckled tan to gray, stratified, gravelly fine to coarse SAND with interbeds of fine to medium SAND, damp, subrounded to rounded. (SW/SP) (ADVANCED OUTWASH) SAMPLES NO. DEPTH (s) MOISTURE M G-1 G.2 4.0 9.0 (- 17.0 G-4 1a.o I I I _:�J TIME DEPTH OF HOLE (n) DEPTH TO 1 W/L (n) DEPTH TO SEEPAGE (n) SPECIAL NOTES., Test pit located near top of fill slope near north property line. Test pit excavated through thick layer of local fill to native soil. Test pit terminated -at target depth, no refusal. No caving observed No seepage observed L ATTACHMENT PLN2020-0015 Packet Pg. 186 4.a Id LOG OF TEST PIT TP-4 �cMes Temp 60 OF Weather rtpd y CI i_aud Engineer JdLC Operator Todd Zuanich Equipment M01 Yutani 140 Contractor Northend Excavating -- _ Date 9/171 Elevation 358.0 ft Datum MSL Job 043-1277,100 Location, 9601 Edmonds Way i 1 R .; '��:;: w: '::;; �;:��;�;Y:;:o•: •.y: .: r., ;.•�:•;•;'.h .'.. •.tiff{}v.:'.:•. :sir • :;: a :'.Y.:S' s:;Bottom of Tost Pit at 19.0 ft L(THOLOGIC DESCRIPTIONS AND EXCAVATION NOTES A 0.0 -12.0 ft: Compact mostly dark gray with scattered tan bands, silty gravelly SAND, trace cobbles to 6-inch diameter, damp, scattered roots and woody debris, locally -derived glacial till fall. (SM) (UNCONTROLLED FILL) 8 12.0 -16.0 ft. Compact, dark gray, fine to medium SAND, little to some silt and fine gravel, damp, scattered roots, locally -derived till fill. (SP-SMISM) (UNCONTROLLED FILL) G 16.0 -19.0 ft, Dense to very dense, speckled tan to gray, fine to coarse SAND, little to some gravel, damp, subrounded to rounded. (SW) (ADVANCED OUTWASH) sane es NO. DEPTH (ft) MOISTURE (%) G-1 G-2 4.0 16.0 G-3 18.0 TIME DEPTH OF HOLE tft) DEPTH TO W!L (ft) DEPTH TO SEEPAGE (ft) SPECIAL NOTES: Test pit located at top of All siope near north property line. Test pit excavated through thick layer of local fill to native soil. Test pit terminated at target depth, no refusal. No caving observed No seepage observed -afZ i ATTACHMENT PLN2020-0015 Packet Pg. 187 4.a (Nold LOG OF TEST PIT TP-5 APssortates Temp 65 OF Weather sunny JdLC Operator Todd Zuanich Equipment MD1 Yutani 140 Contractor Northend Excavating_ Date 9/17104 Elevation 355.0 ft Datum MSL Job 048-1277.100 Location 9531 EdmondsWay N 112 18 as A Bottom of Test Pit at 10.0 ft A 0.0 - 0.5 ft. Loose, brown, silty gravelly SAND, moist, prevalent organics and roots. (SM) (FOREST DUFF and TOPSOIL) B 0.5 - 3.0 ft: Compact to dense, light tan to tan -gray, silty gravelly SAND, damp. (SM) (FILL) C 3.0 -10.0 ft: Dense to very dense, light tan -gray to gray, crudely stratified, gravelly SAND, little to some silt, dry to damp, brittle with trace tiny air pockets. (SP-SM/SM) (SANDY TILL) SAMPLES NO. DEPTH tih MOISTURE C/e) G-1 G 2 2.0 TO G-3 9.0 TIME H((tjE F I DEPTH TO I DEPTH TO SEEPAGE Test pit located at rear of residential lot, In blackberry bushes. Test pit terminated at target depth, no refusal. No caving observed No seepage observed ATTACHMENT PLN2020-0015 Packet Pg. 188 4.a Assogm Temp 70 °F Weather sunny Elevation (11 LOG OF TEST PIT TP-6 Engineer JdLC Operator Todd Zuanich Contractor Northend ExcavatingDate 9117104 Datum MSL Job 043-1277.100 '�l�t liia/.Sri �rrff ..J.! : �•l.�:rff,.��{fifz•},! i i A 0.0 - 0.3 ft: Loose, brown, silty gravelly SAND, moist, prevelent organics and roots. (SM) (LAWN and TOPSOIL) B 0.3 - 2.5 ft: Compact to dense, orange -tan, gravelly SAND, little silt, dry. (SP-SM) (WEATHERED TILL) C 2.5 -10.0 ft: Dense to very dense, tan, crudely stratified, gravelly SAND and sandy GRAVEL, little silt, trace small cobbles, dry to damp, alternating layers of poorly -graded sand and layers with gravel socketed in silty sand matrix. (SP-SMIGP-GM) (WEATHERED TILL/OUTWASH) D 10.0 -11.0 ft: Dense, speckled dark tan, gravelly SAND, trace cobbles, damp, subrounded to rounded. (SW) (ADVANCED OUTWASH) AMPLE8 NO. DEPTH (ft) MOISTURE PA) G-1 G-2 2.0 6 G-3 11.0 TIME DEPTH OF HOLE ft) DEPTH TO WIL (ft) DEPTH TO SEEPAGE (ft) ;BPECtAL NOTES: Test pit located at rear of residential lot, on grass surrace. Test pit terminated at target depth, no refusal. No caving observed No seepage observed ATTACHMENT PLN2020-0015 Packet Pg. 189 4.a (16fartes LOG OF TEST PIT TP-7 :mp 70 °F Weather sunny Engineer JdLC Operator Todd Zuanich luipmen! D1 Yutani 140 Contractor Narthend Excavating Date 9117104 evation150.0 ft — Datum MSL Job, 043-1277.100 Location N 1 18 24 2 A 0.0 - 0.5 ft: Loose, brown, silty gravelly SAND, moist, prevalent organics and roots. (SM) (FOREST DUFF and TOPSOIL) B 0.5 - 3.0 ft: Compact, orange -tan, silty gravelly SAND, trace small cobbles, dry to damp. (SM) (WEATHERED TILL) C 3.0 -10.0 ft: Dense, light gray, crudely stratified, alternating layers of silty gravelly SAND and gravelly SAND, dry to damp, brittle and cohesive zones and granular zones. (SM/SW) (WEATHERED TILUOUTWASH) SAMPLES NO. DEPTH MOISTURE 00 (Y.) Cr1 2.0 G-2 5.0 TIME DEPTH OF HOLE 00 DEPTH TO W/L (ft) DEPTH TO SEEPAGE VQ SP CIAL NOTE Test pit located at rear of residential lot, In blackberry bushes. Test pit terminated at target depth, no refusal. No caving observed No seepage observed G_ i ATTACHMENT PLN2020-0015 Packet Pg. 190 4.a F LOG OF TEST PIT TP-8 Temp 70 °F Weather fidhtshowers Engineer JdLC Operator Todd Zuanich Equipment. MD1 Yutani M Contractor Northend Excavating Date 9/17104 Elevation 337,0$ Datum MSL Job, 043-1277.100 �T Location 9001 Edrnoodg W N 1 t 24 A B Bottom of Test Pit at 10.0 ft A 0.0 -1.0 ft: Compact, black to brown -gray, ground asphalt with little crushed gravel. (ROAD FILL) B 1.0 - 6.0 ft: Compact, banded tan and gray, crudely stratified, silty gravelly SAND, damp to moist, fill consisting of locally derived glacial till and outwash. (SM) (UNCONTROLLED FILL) C &0 - 8.0 ft: Compact, tan, gravelly SAND, little to some silt, damp to moist, fill consisting of locally derived glacial till and outwash. (SP-SM/SM) (UNCONTROLLED FILL) D 8.0 -10.0 ft: Dense, tan, gravelly SAND, little silt, damp, iron staining at top. (SP-SM) (ADVANCED OUTWASH) AMPLES NO. DEPTH 00 MOISTURE ('%) G-1 G-2 2.0 4.0 -3 10,0 TIME DEPTH OF HOLE DEPTH TO WIL DEPTH TO SEEPAGE SPECIAL NO Test pit located at middle of residential lot, on a graded surface. Test pit terminated at target depth, no refusal. No caving observed No seepage observed Atc.L ATTACHMENT PLN2020-0015 Packet Pg. 191 4.a 'Golder LOG OF TEST PIT TP-9 Assou2llt�� Engineer JdLC Operator Contractor Northend Excavating Date 911 Datum MSL Job 043 N t 1 a A Bottom of Test Pit at 10.0 ft A 0.0 - 0.5 ft: Compact, black to brown -gray, ground asphaltwith little crushed gravel. (ROAD FILL) B 0.5 -10.0 ft: Dense to very dense, tan -gray to gray, massive to crudely stratified, silty gravelly SAND, damp. (SM) (LODGEMONT TILL) SAMP N0. DEPTH (ft) MOISTURE 4%) G-1 G-2 2.0 4.0 G-3 10.0 TIME DEPTH OF HOLE (ft DEPTH TO WIL (ft) DEPTH TO SEEPAGE ,SPECIAL NOTES: Test pit located at middle of residential lot, on a graded surface. Test pit terminated at target depth, no refusal. No caving observed No seepage observed t- ra -4 -a G ATTACHMENT PLN2020-0015 Packet Pg. 192 4.a 6der LOG OF TEST PIT TP-10 claes Temp Zi_°F Weather sunny Engineer JdLC Operator Todd Zuanich Equipment MD1 Yutanl 140 Contractor end Excavafta Date 9/17/04 Elevation 336.0 ft Datum MSL Job 043-1 277.100 W 1 1 24 8 0000000•A 4000000 B Bottom of Test Pit at 10.0 R A 0.0 -1.0 ft: Compact, orange -tan, silty fine SAND, damp to moist, prevelant tree roots, 2-inch thick layer of 5/8-inch crushed rock on surface. (SM) (WEATHERED SOIUTOPSOIL) B 1.0 - 3.0 ft: Compact, light tan, silty fine to medium SAND, little gravel, dry to damp. (SM) (WEATHERED TILUOUTWASH) C 3.0 -10.0 ft: Dense to very dense, speckled tan and gray, gravelly SAND, trace small cobbles, rounded to subroundea, damp. (SW) (ADVANCED OUT -WASH) SAMPLES DEPTH MOISTURE N0. 00 (,A) G-1 2.0 G-2 8.0 TIME DEPTH OF HOLE tltj DEPTH TO WIL Ift) DEPTH TO SEEPAGE tn) SPECIAL NOTES., Test pit located in front driveway o residential property, on a gravel surface. Test pit terminated at target depth, no refusal. No caving observed No seepage observed L l0-4- ATTACHMENT PLN2020-0015 Packet Pg. 193 4.a Golder LOG OF TEST PIT TP-11 ,�ciates Temp 70 OF Weather sunny Engineer JdLC Operator Todd Zuanich Equipment MD1 Yutani 140 Contractor Narthend Excavating __ Date 9/17/04 Elevation 336.0 ft Datum MSL Job 04-1277.100 N , --o - t i 1 a A B at 10.0 ft Bottom of Test'Pit A 0.0 - 0.5 ft: Compact, gray and tan, stratified, successive thin layers of sandy fine gravel and Imported 5/8-inch crushed rock (SM) (FILL) B 0.5 - 2.0 fb Loose to medium dense, orange -tan, gravelly SAND, damp, scattered roots. (SW) (UNCONTROLLED FILL) C 2.0 - 2.2 ft: BURIED TOPSOIL (SM) D 2.2 - 7.0 ft: Compact to dense, tan, crudely stratified, sandy GRAVEL to gravelly $AND, trace to little silt, little fine cobbles, damp. (GW/SW) (ADVANCED OUTWASH) E 7.0 -10.0 ft: Dense, tan -gray, fine to medium SAND, little to some gravel, damp to moist. (SP) (ADVANCED-OUTWASH) TIME SAMPE.ES DEPTH (ft) MOISTURE EG-1 3.0 5.0 G-3 10.0 DEPTH OF I DEPTH TO I DEPTH To HOLE W/L SEEPAGE aced in front drivewal property, on a gravel Test pit terminated at target depth, no refusal. No caving observed No seepage observed i ATTACHMENT PLN2020-0015 Packet Pg. 194 4.a Gd Asso m imp 70 °F Weather Location N B( E B LOG OF TEST PIT TP-12 Engineer JdLQ Operator Todd Zuanich Contractor Northend 5gavatingDate 9/17/04 Datum MSL Job 043-1277.100 A B tltom of Test Pit at 6.0 ft A 0.0 - 0.5 ft: Compact, black to brown -gray, mostly ground asphalt with little crushed gravel. (ROAD FILL) B 0.5 -1.5 ft: Compact, banded tan and gray, stratified, silty gravelly SAND, damp, fill consisting of locally derived till and outwash. (SM) (UNCONTROLLED FILL) C 1.5 - 6.0 ft: Dense, tan, fine to medium SAND, little fine gravel, damp- (SP) (ADVANCED OUTWASH) SAMPLE NO. DEPTH MOISTURE 1111) (%) G-1 3.0 TIME DEPTH OF HOLE (n) DEPTH TO W1L 09(n) DEPTH TO SEEPAGE SPECIAL NOTES: est pit located at west edge of lot, on a graded surface. Test pit terminated at target depth, no refusal. No caving observed No seepage observed L. _4 c 0 M U) N fC a� N d i i ATTACHMENT PLN2020-0015 Packet Pg. 195 4.a APPENDIX B SLOPE STABILITY ANALYSIS r Q Golder Associates ATTACHMENT PLN2020-0015 Packet Pg. 196 4.a Slide Analysis Information Document Name File Name: section 1.sli Prviect Settings Project Title: Westgate Terrace - Slide Analysis Failure Direction: Right to Left Units of Measurement: Imperial Units Pore Fluid Unit Weight: 62.4 Ib1ft3 Groundwater Method: Water Surfaces Data Output: Standard Random Numbers: Pseudo -random Seed Random Number Seed: 10116 Random Number Generation Method: Park and Miller v.3 Anaivsis Methods Analysis Methods used: Bishop simplified Janbu simplified Number of slices: 25 Tolerance. 0.005 Maximum number of iterations: 50 Surface Options Surface Type: Circular Radius Increment: 10 Minimum Elevation: Not Defined Composite Surfaces: Enabled Reverse Curvature: Invalid Surfaces Loading. 1 Distributed Load present: Distributed Load Constant Distribution, Orientation: Vertical, Magnitude: 250 Ib/ft Material Properties Material: Glacial T111 Strength Type: Mohr -Coulomb Unit Weight: 130 Ib/ft3 Cohesion: 400 pef Friction Angle: 38 degrees Water Surface: None ATTACHMENT PLN2020-0015 Packet Pg. 197 4.a Material: Advance Outwash aeposiis Strength Type: Mohr -Coulomb Unit Weight: 120 Ib/ft3 Cohesion: 1 psf Friction Angle: 38 degrees Water Surface: None Global Minimums Method: bishop simplified FS: 1.1,48640 Center: 6.625, 66.193 Radius: 63.699 Left Slip Surface Endpoint: 25.495, 5.353 Right Slip Surface Endpoint: 66.237, 43.744 Resisting Moment=1.57893e+006 lb-ft Driving Moment=1.37461e+006 lb-ft Method: ianbv simplified FS: 1.184110 Center: 11.997, 66.193 Radius: 63.285 Left Slip Surface Endpoint: 14.860, 2.972 Right Slip Surface Endpoint: 72.112, 46.415 Resisting Horizontal Force=29628.E lb Driving Horizontal Force=25021.9 lb Valid / Invalid Surfaces Method: bishop simplified Number of Valid Surfaces: 4311 Number of Invalid Surfaces: 540 Error Codes: Error Code -106 reported for 23 surfaces Error Code -1000 reported for 517 surfaces Method: ienbu simplified Number of Valid Surfaces: 4013 Number of Invalid Surfaces: 838 Error Codes: Error Code -106 reported for 23 surfaces Error Code -108 reported for 217 surfaces Error Code -1:11 reported for 81 surfaces Error Code -1000 reported for 517 surfaces Error Cedes The following errors were encountered during the computation: -106 = Average slice width is less than ATTACHMENT PLN2020-0015 Packet Pg. 198 4.a 0.0001 * (maximum horizontal extent of soil region). This limitation is imposed to avoid numerical errors which may result from too many slices, or too small a slip region. -108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors If the driving force Is very small (0.1 Is an arbitrary number). -111 = safety factor equation did not converge -1000 = No valid slip surfaces are generated at a grid center. Unable to draw a surface. r Q ATTACHMENT PLN2020-0015 Packet Pg. 199 4.a Safety Factor 0.000 0.250 0.500 0.750 1.000 1.250 1.500 1.750 2.000 2.250 2.500 2.750 3.000 3.250 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 ° 5.500 5.750 6.000+ 1 ATTACHMENT PLN2020-0015 Packet Pg. 200 4.a yAPPENDIX A Page 1 of 2 Transportation Impact Analysis Worksheet 'fie, 1sW PERMITTING & DEVELOPMENT ENGINEERING DIVISION 121 5th Avenue N P: 425.771.0220 www.edmondswa.gov Name of Proposed Project: Owner/Applicant kare- W;s)en Name Lf1-/1 Z Street/Mailing Address City State Zip Applicant Contact Person: Name {`moo box /1> 7(c, Street/Mailing Address H"K' 14zo LA -)A City Telephone: q Z5 2 `? 3 .2 � 03 Telephone: 7 8'Z7,5- State Zip ZcvG q72 L-1371 Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): (3 ;bsoh T - 4Z(,' �orlsa%�'aaf5, �A)c, Ha w ra ff hc/M er' Firm Name Contact Name Telephone: �7(ZJ 3.37 $ Z E-mail: 1. PROJECT DESCRIPTION a. Location -Street address: q O i �N+ on I✓iC�wy . FGt3 ,4 q$ozo a vicinity map and site plan.) b. Specify existing land use: —Il c3 -1 a,+ + /o+ c. Specify proposed type and size of development: 2 C2 ke ywwi +3 Or r 4Y4700 3 Gow��xcr��,i.Q(# of residential units and/or square footage of building) d. Date construction will begin and be completed: '5+e.r% : A'uG 202y 6,a; J4 20-21 i i FiECEtV f3 proposed access locations: V i r w � FEB 14 2UZU DEVELOPMENT SERVICES ATTAC COUNTER PLN2 Packet Pg. 201 4.a APPENDIX A Page 2 of 2 £ Define proposed sight distance at site egress locations: G O 2. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the attached Impact Fee Rate Tables and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC ° 18.82.130. co m ❑ CHANGE IN USE Fee for prior use shall be based on fee established at the time the prior use was permitted. If m the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. y ITE Land Use Category New Use Prior Use Per Unit Fee Rate $ X $ X Units in square feet, # of dwelling, vfn. etc. Fee New Use Fee: $ - Prior Use Fee: $ Fs I NEW DEVELOPMENT ITE Land Use Category Per Unit Fee Rate y,ogt. New Use 0 f f~;c t� $ io:a4 X D OTHER Units in square feet, # of dwelling, vfp, etc. It-2350 MITIQATION FEE RECOMMENDATION: INDEPENDENT FEE CALCULATION: $240.00 + consultant fee $ TOTAL TRANSPORTATION IMPACT FEE $ City of Edmonds, Engineering Division Approval Date Fee ' No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. ATTAC PLN2 Packet Pg. 202 RECEIVE 4.a FEB 14 2020 DEVELOPMENT SERMCES COUNTER Consultants, Inc. MEMORANDUM To: Marc Wilsen, WZL Enterprises, LLC S From: Matthew Palmer, PE j4 Project: Westgate Station, GTL 20-049 City of Edmonds Trip Generation and Mitigation; Date: February 12, 2020 N d This memorandum summarizes the trip generation and mitigation analysis for the proposed development which will consist of 20 multifamily (low-rise) units and 4,700 Square Feet (SF) of r commercial split between shopping center and office space. The site is located at 9601 Edmonds Way/SR-104 in the City of Edmonds. The site is currently vacant. There are two access points E existing today; the new west access (fire access only) would move approximately 35 feet to the east and the east access would be moved approximately 85 feet to the east. v Trip Generation Trip generation calculations for the proposed development are based on national research data for land uses contained in the Institute of Transportation Engineers' (ITE) Trip Generation, IO�h Edition (2017). The trip generation calculations for the development are based on the average trip generation rates for ITE Land Use Code 220, multifamily (low-rise), LUC 820, shopping center, and LUC 710, general office. The pass -by reduction for the shopping center is based on data published in ITE Trip Generation Handbook, 5' Edition. ITE published pass -by data for the PM peak -hour, which is 34%. The trip generation calculations have been based on the 20 multifamily (low-rise) units, 2,350 SF of shopping center, and 2,350 SF of general office. The trip generation is summarized in Table 1. Table 1: Trip Generation Summary Land Use Size Average Daily Trips AM Peak -Hour Trips PM Peak -Hour Trips In Out Total In Out Total Multifamily (Low -Rise) 20 Units 146 2 7 9 7 4 11 Shopping Center 2,350 SF 59 1 0 1 3 3 6 General Office 2,350 SF 23 2 1 3 0 3 3 TOTAL 228 5 8 13 10 10 20 The development will generate approximately 228 average daily trips with 13 AM peak -hour trips and 20 PM peak -hour trips. 2813 Rockefeller Avenue - Suite B - Everett, WA 98201 Tel: 425-339-8266 - Fax: 425-258-2922 - E-mail: info@gibsontraffic.com ATTAC PLN2 Packet Pg. 203 4.a Westgate Station Trip Generation & Mitigation Memo Mitigation Fees The applicable traffic mitigation fees are from City of Edmonds Code Section 3.36.125. The 2019 and beyond Impact Fee Rate for the new building is: $4,092.36 per residential unit assuming the units are for rent, $7.08 per SF for shopping center, and $10.89 per SF of office space. The traffic mitigation fee calculation for the Westgate Station is summarized in Table 2. Table 2: Traffic Mitigation Fee Calculation Land Use Units/SF Cost per Unit Total Apartments 20 Units $4,092.36 $81,847.20 Shopping Center 2,350 SF $7.08 $16,638.00 Office Space 2,350 SF $10.89 $25,591.50 Total --- --- $124,076.70 Summary/Conclusions The redevelopment of the site would generate 20 new PM peak hour trips. There are two access points existing today; the new west access (fire access only) would move approximately 35 feet to the east and the east access would be moved approximately 85 feet to the east The traffic mitigation fee assuming the residential units are for rent will be $124,076.70. Attachments (A-1 to A-4) Gibson Traffic Consultants, Inc. February 2020 info@gibsontraffic.com 2 GTC #20-049 ATTAC PLN2 Packet Pg. 204 4.a ZONING DATA BITE ADDRE80: E EDO WAY EDMONDB, WA 9B0]6-1b91 PARCEL NPBER: 0D93190000b0D BITE AREA: 41,�3 9F OR IJ ACI�B —O D18TRIGT: BO-EW (OOPMWITY BLL4M£99, BC-EDMOND9 WAY) PRESENT IIBE. VACANT PRCPOBED IBE: MU® IISE : 30 W ITS fEBIDENTIAL, GOMMERGAL LOT 10 OF K EL18E, AOOOI TO THE RAT TETEOF �ED JWE B, 30D'1 WDER RECOImMG NO. 1003068900J, M BNONL?115N DOIMI, WASNMGTON BIHJEDT TO EABEMEMB, RE8Tp1GT10119 AND RESERVATIONS OF FECORD. 8ERS BTfEE(, 10' M. WITH NEK•Nf OIL D 91DE: 0' (b' IP ADJAO RESIDENTIAL) REAR. 0' l6' F ADJACE TTEM TO RESIDENTIAL) MAX 4gI ALLOUE•D . 20' (�' UN OONDRIONB PER EQJG 1 W=O) !%LDlM Afw4 BABB•IEM: 2)B GBF BT ROOK 163T1 CIF ]ND ROOK Br`90 G8F 34106 C# W R MIX (B)9TlPJlO (IIJ OIE-BED /0) lIW-EED PARCMG REdliFif]'ENTb: PAROIJG 1�lilIFED: I STALL PER 8F OF GOY4TiGIAL• 4,T00/� ITTB eSdLLO 1] STALLS PER R STIIDIO• 11 x I] •IDS STALLS 19 STALLS PER I -BED. II x Lti 169 STALLS TOTAL• 39 STA S REOTJ PARKMO PROVIDED: B eTALLB — BITE 33 REC�ILAR M BT BOOR GdRYf TOTAL. 06 STALLSf 1DED PROJECT DIRECTORY ARCHRn OMER, ARLIIITGTA M:. C04LMEIA BTAIE CANC �� aI441ChlX AVEW B]b l4TN 8TW -� •JCv�60.•i Pi-0P'V IGT GARL RR9LIIX J XILIVAN r� GARLP�GDAAVGXGgA JJ5I.LNAILC0.MBIABANKGOW 1 5 wY.— i 0 `I 51TE FLAN UJ/ FIRST FLOOR FLAN N $CALE, 1" = 20'-m• VICINITY MAP o1 C 0 R ''a^•d VI N d A Packet Pg. 205 4.a Westgate Station GTC #20-049 Trip Generation for: Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS DIVERTED DIVERTED Internal Gross Trips TOTAL PASS -BY NEW PASS -BY NEW Crossover LINK LINK ITE % of Trips % of % of LAND USES VARIABLE LU Trip o /o , /o In+Out Gross In+Out In+Out Ext.(Total) In+Out Ems' In+Out In+Out In Out In Out In Out Rate IN OUT (Total) (Total) (Total) (Total) code Trips (Total) Trips Trips Multifamily (Low -Rise) 20 units 220 1 7.32 50% 50% 146.40 0% 0 146 09/6 0 00/0 0 146 0 0 0 0 Shoppina Center 2.350 KSF 820 37.75 50% 50% 88.71 0%#q0 89 34% 30 0% 0 59 15 15 0 0 General Office 2.350 KS F 710 9.74 50% 50% 22.89 0%23 0% 0 0% 0 23 0 0 0 0 Totals 258.00 258 30 0 228 15 15 0 099 H:\2020\20-049\Westgate Station TG ATTAC PLN2 Packet Pg. 206 4.a Westgate Station GTC #20-049 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Internal Gross Trips Crossover LINK LINK ITE Trip % % In+Out % of Trips In+Out % of In+Out % of In+Out In+Out LAND USES VARIABLE LU Rate IN OUT (Total) Gross In+Out (Total) E� (Total) Ext (Total) (Total) In Out In Out In Out code Trips (Total) Trips Trips Multifamily (Low -Rise) 20 units 220 0.46 23% 77% 9 0% 0 9 1 0% 0 0% 0 9 0 0 0 0 2.12 7.08 Shopping Center 2.350 KSF 820 0.94 62% 38% 2 0% 0 2 34% 1 0% 0 1 0 0 0 0 0.91 0.55 General Office 2.350 KSF 710 1.16 86% 1 14% 3 0% 0 3 0% 0 0% 0 3 0 1 0 11 0 0 2.35 0.38 Totals I 1 1 14.14 0 1 14 1 1 0 t 13 1 0 1 0 H 0 1 0 1 5.38 8.01 H:\2020\20-049\Westgate Station TG Y w ATTAC PLN2 Packet Pg. 207 4.a Westgate Station GTC #20-049 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK ITE % of Trips % Of % of LAND USES VARIABLE LU Trip % % In+Out Gross In+Out In+Out Ext. In+Out Ext' In+Out In+Out In Out In Out In Out Rate IN OUT (Total) (Total) (Total) (Total) (Total) code Trips (Total) Trips Trips Multifamily (Low -Rise) 20 units 220 0.56 63% 37% 11 0% 0 11 0% 0 0% 0 11 0 0 0 0 7.06 4.14 Shopping Center 2.350 KSF 820 3.81 48% 52% 9 0% 0 9 34% 3 0% 0 6 1 2 0 0 2.84 7 General Office 2.350 KSF 710 1.15 16% 84% 3 0% 0 3 0% 0 0% 0 3 0 0 0 0 0.43 Totals 22.85 0 23 3 0 20 1 2 0 0 10.33E2�.27 8 H:\2020\20-049\Westgate Station TG Packet Pg. 208 4.a ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning R,ECEIVEE FEB 212020 DEVELOPMENT SERVIG COUNTER PRELIMINARY DRAINAGE REPORT Westgate Station 9601 Edmonds Way Edmonds, WA 98020 G GVIz� xar IF PA rQVAL ' 0212112020 CG Project No.: 19440.20 ATTACHMENT10 PLN2020-0015 S 0 w w U) d R a� r Packet Pg. 209 4.a Table of Contents Section I — Project Overview o Section II — Off -Site Analysis in as Section III — Permanent Stormwater Control Plan a� Section IV —Construction Stormwater Pollution Prevention Plan Section V — Special Reports and/or Studies d Section VI — Other Permits E z Section VII — Bond Quantities & Operation and Maintenance Manual 2 ATTACHMENT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778.8 www.cgengin Packet Pg. 210 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I, Page 1 Section I — Proiect Overview Section I Summary Overview Existing Condition Developed Condition Minimum Requirements Overview This drainage report has been written for a new 3 story mixed use building project on a 1.10 ac lot. Please note that this report is preliminary and for the purposes of the design review permitting process The information in this report will be updated for future engineering submittals. Specifically, drainage facilities have been designed using an assumed infiltration rate. The basis for this is the infiltration rate found on a surrounding development, and the expectation that infiltration will work due to an existing rain garden on site. The existing lot is undeveloped and site topography descends northeast to southwest. Site Address: 9601 Edmonds Way, Edmonds, WA 98020 Parcel Number: 00937900001000 Zoning: BC-EW Watershed: Edmonds Way Watershed The new mixed use building with commercial space on the main floor and 20 residential units on the 2nd floor, will also have associated garage parking on the main floor as well as associated walkways, patio space and additional parking near the driveway off Edmonds Way. The building will have roof coverage of approximately 18,774 sf (0.431 ac) and the total new impervious area for the project is approximately 30,230 sf (0.694 ac). Since the project will add more than 5,000 sf of new impervious surfaces, the project is classified as Category 2 per the Edmonds Community Development Code (herein referred to as ECDC) 18.30.060.C.1.c.i and the June 2017 Addendum to Edmonds Community Development Code Chapter (herein referred to as the Edmonds Stormwater Addendum), Chapter 3.1.3.1. Category 2 projects are required to comply with Minimum Requirements #1-9 from ECDC 18.30.060.D and Chapter 5 of the Edmonds Stormwater Addendum. Existing Condition The site is currently undeveloped. Vegetation on -site generally consists of grass, shrubs, and small trees. A portion of the site has been previously graded and a gravel surfaced parking area already exists. Site topography descends northeast to southwest. Along the south property line it is more flat with slopes at 4%, near the east property line slopes average at 16%, and along the north property lines it is very steep C CM ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 211 4.a Westgate Station - CG #19440 February 21, 2020 Drainage Report _ Section I, Page 2 with slopes ranging from 40% to 80%. There is about 10 ft of grade change between the east and west property lines, and about 30 ft of grade change between the north and south property lines. The site contains Severe Erosion Hazards and Landslide Hazard Areas (see Figure II-2). The site survey agrees with this map, near the north property line there are steep slopes with grades above 40%. The geotechnical report has not been completed yet and will be submitted at a later date. For preliminary design purposes, an infiltration rate of 3.0 in/hr was assumed based on a previous geotechnical report prepard by Pangeo for the property near the intersection of 1001" Ave W and 2 0 Edmonds Way, 0.28 miles west of the project site. The test pits of this geotechnical report classifies the v soils as outwash soils which is consistent with the National Resources Conservation Service Web Soil as service report attached in Section V which lists the soils at our project site with glacial outwash as the r parent material. An accurate geotechnical investigation report and an updated infiltration rate for the project site will be conducted and provided for future engineering submittals. On the project site there is also a rain garden from the upstream property to the north. While most of this site is mitigated using a detention vault, 4,223 sf (0.097 acres) of impervious area was not able to be mitigated due to gravity concerns. The rain garden mitigating this area is on the east side of the site, but is generally not visible on a site walk due to the vegetation growth in the area. The area from these upstream hard surfaces is controlled on site in the new stormwater management system discussed in future chapters of this report. Single-family residences border the site on the north and east sides, Edmonds Way borders the south side, and there is a 76 gas station on the west side. Utilities are generally located in Edmonds Way (see Figure 1-2). There is an 8" sewer main that runs north to south on the east side of the site and an 8" storm pipe which is an overflow from the detention vault which controls the drainage off the 8 single family residences north of the property. This storm pipe connects to an on -site catch basin within a 15' x 87' utility easement running along Edmonds Way. This catch basin conveys storm west through catch basins and a shallow Swale and then flows south and connects to the city MS4 system in Edmonds Way. Developed Condition The project is classified as New Development and will occur on an undeveloped lot. The proposed develompent is the construction of a 3-story mixed use building with commercial and residential space with a driveway, underground parking, walkways and patio areas. The total of the new impervious area is 30,230 sf (0.694 ac), not including the areas from upstream, which will contribute an additional 4,223 sf (0.097 acres). Land disturbance will be to the extents of the clearing limits and will be approximately 41,650 sf (see civil plans). The site will utilize infiltrating rain garden to address Minimum Requirement #5: On -Site Stormwater Management. The rain garden was designed using WWHM 2012 to meet the Edmonds Way direct discharge requirement, described in the ECDC 18.30.060.D.5.b.iv.b as well as the LID Performance Standard. The overflow from the rain gardens does not exceed 0.25 and 0.45 cfs/acre of impervous surface in the post developed condition. Four rain gardens with a total surface area of 1, 2A418FAt@% NT 10 PLN2020-0015 250 4th Avenue South, Suite 200 0 GM Edmonds, WA 98020 ENGINEERING ph. 425.778.8 www.cgengin Packet Pg. 212 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I. Pase 3 shown broken up between the replaced sidewalk along Edmonds Way and the proposed building. All runoff from impervious areas will be tied and conveyed to the rain gardens. The overflow is tied to an existing catch basin at the southwest corner of the site directing stormwater to the system in Edmonds Way.. See the civil plans and Section III for more on the Permanent Stormwater Control Plan. The proposed impervious areas were considered as follows: Impervious Areas c Roof: 18,774 sf (0.431 ac) Deck/Walkways (uncovered): 4,138 sf (0.095 ac) U) Driveway in ROW uncovered): 7,319 sf 0.168 ac Total: 30,230 sf (0.694 ac) to d The new and replaced pollution -generating impervious areas were considered as follows: rn r Pollution -generating Impervious Areas C E Driveway: 7,318 (0.168ac) Total: 7,318 (0.168ac) r R c Irby places 3 n Total Lot Area: 1.10 ac fC a Total New Impervious Area: 0.694 ac O C PGHS/PGIS: 0.168 ac a) NRCS Parent Material: Glacial Outwash w NRCS Hydro. Soil Group: B/C M 3 22611, Pl SW loa d m n � C � F .y N S� ocay O o a� r M a� loa N t 769 +' Wells Far 9 o Bank V� a`l O E s opd Edm U 2 r Project Site Q Edmonds\NOY 9�h q�e SW QCity %Ids Quulity Con7ttgnrnents Q o Mailbox 8 Hair Constructs Figure 1-1. Vicinity map (from Google Maps). ATTACHMENT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 213 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I, Page 4 .�.1S-d3� L gG T1•i �- .� 22809 PRIVATE d to ° ° 'L12$0 P PRIVATE 7t MATE _ fV 54 Ln 9->0'5 r CP �R 7' � PROJECT SITE "' s YY �Q cn C 0 �. I' S. I B � d EXISTING SEWER EXISTING WATER PRNA i51 0 r E 71 t V �.1..i V M 74 9715 PRIVATE - O q o � L EXISTING STORM - W M 9620 rn n-re ti > m Figure 1-2. Map showing existing utilities near site (from City of Edmonds GIS map). ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 214 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I, Page 5 Figure 1-3. Aerial image of site (from City of Edmonds GIS map). Minimum Requirements Stormwater requirements were determined per the Edmonds Stormwater Addendum, the ECDC, and Ecology's 2014 Stormwater Management Manual for Western Washington (herein referred to as the SWMMWW). This report is based on the steps outlined in Chapter 3 of Volume I of the SWMMWW and Chapter 7 of the Edmonds Stormwater Addendum. The project is classified as a Category 2 project per Chapter 3.1 of the Edmonds Stormwater Addendum and will comply with Minimum Requirements #1-9 per Figure 1-4 (Figure 3.1 in the Edmonds Stormwater Addendum). Minimum Requirement #1: Preparation of Stormwater Site Plans: The stormwater site plan consists of this report and the civil drawings, and is prepared in accordance with Chapter 3 of Volume 1 of the SWMMWW and the requirements in the Edmonds Stormwater Addendum. Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP): The SWPPP shall include a narrative and drawings. The SWPPP narrative shall include documentation that addresses the 13 elements of Construction Stormwater Pollution Prevention. See Section IV and the civil drawings. C 4m ENGINEERING c 2 4r M U) as c� a� r N d ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 215 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I, Page 6 Minimum Requirement #3: Source Control of Pollution: All known, available and reasonable source control BMPs must be required for all projects approved by the City. At a minimum, incorporate required BMPs from SWMMWW Volume IV, S411— BMPs for Landscaping and Lawn/Vegetation Management. The Operation & Maintenance Manual found in Section VII addresses Lawn/Vegetation management. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls: Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All projects shall submit an off -site qualitative analysis. A qualitative analysis of the upstream and downstream system entering the site is presented in Section II. Minimum Requirement #5: On -Site Stormwater Management: The project is a Category 2 project (per Chapter 3.1 of the Edmonds Stormwater Addendum) that discharges directly to the Edmonds Way direct discharge basin. Per Chapter 5.5.2 of the Edmonds Stormwater Addendum, the project shall either use On -Site Stormwater Management BMPs from List No. 2 for all new plus replaced hard surfaces and land disturbed, or demonstrate compliance with the LID Performance Standard. Although this project direct discharges into Edmonds Way and is not required to evaluate the LID Performance Standard the LID Standard is met by the infiltrating rain garden. This project will demonstrate compliance with the LID Performance Standard (see Section III for more) as well as meet the specific flow requirements for the Edmonds Way Basin, per ECDC 18.30.060.D.5.b.iv.b. Minimum Requirement #6: Runoff Treatment: This requirement applies to the new plus replaced hard surfaces and the converted vegetation areas. The following require construction of stormwater treatment facilities: i.) Projects in which the total of pollution -generating hard surface (PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or ii.) projects in which the total of pollution -generating pervious surfaces (PGPS) — not including permeable pavements is 0.75 acres or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The project's total amount of PGHS is more than 5,000 square feet therefore runoff treatment is not required. See Section III for details of how this requirement is met. Minimum Requirement #7: Flow Control: This requirement applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a receiving waterbody. According to ECDC 18.30.060.D.7.a because this project enters the City's MS4 within Edmonds Way and directly drains to the Puget Sound flow control is only required to meet the Edmonds Way standard, which is documented in Section IV of this report. Minimum Requirement #8: Wetlands Protection: This requirement applies only to projects whose stormwater discharges into a wetland, either directly or indirectly through a conveyance system. This project site's stormwater does not discharge into a wetland and does not require wetland prr°ACgMiEivt 10 PLN2020-0015 250 4th Avenue South, Suite 200 ,n Edmonds, WA 98020 ENGINEERING ph. 425.778.8 www.cgengin Packet Pg. 216 4.a Westgate Station - CG #19440 February 21, 2020 Drainage Report Section I, Page 7 Minimum Requirement #9: Operation and Maintenance: An operation and maintenance manual that is consistent with the provisions in Volume I and Volume V of the SWMMWW is required for proposed Stormwater Treatment and Flow Control BMPs/facilities. The party (or parties) responsible for maintenance and operation shall be identified in the operation and maintenance manual. For private facilities approved by the City, a copy of the operation and maintenance manual shall be retained on - site or within reasonable access to the site and shall be transferred with the property to the new owner. For public facilities, a copy of the operation and maintenance manual shall be retained in the appropriate department. A log of maintenance activity that indicates what actions were taken shall be c kept and be available for inspection. See Section VIII. v U) as c� a� r N d GM ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 217 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section I, Page 8 Does the project result in 2,000 square feet, or greater, of now plus repi aced hard surthe e area'? OR Does the land disturbing activity total 7,000 square feet or greater? Me Minimum Requirements No. 1 through 5 apply Minimum Requirement No_ 2 applies Next Qztwflen Does the project add 5,000 square feet or more of new plus replaced hard surfaces? OR Convert 0.75 acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture'? No ♦ Yes r-- Is this a road related project? All Minimum Requirements Yes apply to the new and replaced hard surfaces and converted vegetation areas. All Minimum Requirements apply to the new hard surfaces and converted vegetation areas. No Does the project add 5,000 square feet or No mere of new hard surfaces? Yea Do new hard surfaces add 50% or more to the existing bard surfaces within the project limits? No No additional requirements. Figure 1-4. Flow Chart for Determining Minimum Requirements for Development (Figure 3.1 in the Edmonds Stormwater Addendum). CM 3 ATTACHMENT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 218 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section II, Page 1 Section II — Off -Site Analysis Section II Summary Task 1— Define and map the study area Task 2 — Review all available information of the study area Task 3 — Field inspect the area Task 4 - Describe the drainage system, and its existing and predicted problems 2 0 W M Task 1— Define and map the study area U) An initial qualitative analysis shall document potential off -site impacts of stormwater discharges for each upstream drainage system entering a site, and each downstream drainage system leaving a site y m according to Section 6.2.1 of the Edmonds Stormwater Addendum. The downstream analysis shall extend from the project site to the receiving water, or up to one -quarter mile, whichever is less. En Runoff from the site will enter the City's MS4 within one -quarter mile since the project proposes to connect into an existing catch basin at the southwest corner of the site. The catch basin conveys runoff to the public storm main within Edmonds Way that continues west along Edmonds Way until it outfalls into the Puget Sound. Although this flowpath crosses outher streems and other watershed's the Edmonds Way watershed directly outfalls into the Puget Sound 1.93 miles downstream of the site. �dmfaui� I � f MA r sl + - ALNUT sT h, pw':.� . ,.... i Cr - M �All y I, i Ia`rynf 'i Y a � ZkWllEov+ �� ,pG Crcuk QY �a �'a ,vetet5hul} p PF�JECT 51 E O d rol . I +Yfr rS Figure II-1. Map showing Edmonds Watersheds (from City of Edmonds GIS map). CM ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 wwwxgengin Packet Pg. 219 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section II, Page 2 Task 2 — Review all available information on the study area Existing stormwater improvements were determined from the survey and the City GIS map. The proposed point of connection for the site's stormwater will be through an overflow pipe to an existing catch basin near the southwest corner of the site where the system ties into the storm main within Edmonds Way. The catch basin conveys runoff through an 8" DIP pipe to a catch basin along the curb of Edmonds Way. From here the stormwater is conveyed west by a 36" concrete pipe, upsizes to a 42", up to a 48" pipe which outfalls into the Puget Sound 1.93 miles west of the project site. Also per the City GIS map, the site appears to contain erosion and landslide hazard areas (see Figure II-2 below). This area will be limitedly disturbed during the project construction. City of Edmonds Map Title 22727 22731 7� � 1 n �C L�_7'�ElltFlii9LL:5:! 9J P � 9727 -j �j Off' q� 22809 9206 9715 `EDMON'DS W hY. ,s x3,a' 1'yG5 15a I_WZD_MercaturAuullery_Spnerr I: cny or kd—ds u 27 '21 n N •�o S 96 tH PL 7,2804 9505 9 1 Legend Creek$ Q Seismic Hazard Areas Earth S«osme^cc a^d Landtuda r �! Minimum Buffer Adjacent to Har RI wetlands Wetlands Boundary _. Vyapana Be�naanoa Nol ecrrFJelel as ri•n..y Y,na.•[.fn•�• Flned' lalns • nt x lop dtlldo Horard Area e014 a Q Seyere Eloslan Hazard 10% 4 O Erosion Hazard Arcas ]5%•ao% AreSOE.GIS STREET CEMTERLINE — ;Jl nlaer YOLrpc+ � rJ Q � 9T1 Ta S� 9620 M u* P � CP L i 6 y 23003 23001 1:2,257 Notes ll•—p i, ear rend R..a valnNlrw•rlrmr•n rvyp�elNr r+rlt 4n1 rele'_ prly $Dula layen Thal e W ear mr lllil rra0 may ur mdy nu14e $eeprnit, a nL n el.nxnr, eMe4 THIS MAP 15 NOI 10 Bk USED FOR DkSION OR CONSTRUCTION Figure II-2. Landslide and Erosion Hazard area map (from City of Edmonds GIS map). Task 3 — Field inspect the study area A site visit with a downstream walk and analysis will be done for future engineering submittals. i Task 4 — Describe the drainage system, and its existing and predicted ,problems Existing stormwater improvements were determined from the survey and the City GIS map. The proposed point of connection for the site's stormwater will be through an overflow pipe to an existing catch basin near the southwest corner of the site where the system ties into the storm MOft* NT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778.8 wwwxgengin Packet Pg. 220 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section II, Page 3 Edmonds Way. The catch basin conveys runoff through an 8" DIP pipe to a catch basin along the curb of Edmonds Way. From here the stormwater is conveyed west by a 36" concrete pipe, upsizes to a 42", up to a 48" pipe which outfalls into the Puget Sound 1.93 miles west of the project site. The project proposes to route all runoff from impervious surfaces of the site to an infiltrating rain garden between the south side of the building and Edmonds Way. Designed per the specific requirements for Edmonds Way, the overflow of the system will be tied to the existing catch basin near the sotuwest corner of the site. There are no anticipated problems associated with the development from this project. CM ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 221 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section III, Page 1 Section III — Permanent Stormwater Control Plan Section III Summary Narrative LID Performance Standard WWHM2012 Report Narrative The project is classified as a Category 2 project and will comply with Minimum Requirements #1-9 because the project proposes more than 5,000 sf of new impervious surfaces. As the project direct discharges to the Puget Sound throught the City's MS4 and is not require to meet the LID Peformance Standard, nor consider bioretention, rain gardens, permeable pavement, or full dispersion. Although the LID Performance consideration is waived the infiltrating rain garden designed for this project will demonstrate compliance with the LID Performance Standard. It will also meet the specific Edmonds Way flow control requirements. For the remaining project runnof either not managed by the rain garden or the overflow from the rain garden, the post — development 10 — year, and 100 — year recurrence interval peak flows shall not exceed, 0.25 and 0.45 cfc per acre of impervious surface respectively. See ECDC 18.30.060. D.S. b. iv. b. An infiltrating rain garden has been chosen to demonstrate compliance with the LID Performance Standard for this site. The infiltration trench was sized using WWHM 2012 and the "Puget East 36" time series. An infiltration rate of 3.0 in/hr was used for the design of the rain garden. The rain garden was up -sized to also meet the Edmonds Way direct discharge requirement outlined above. On site, the design rain garden is broken up into four parts with 1.5' of bioretention mix. The overflow meets the requirement as the 10 — year and the 100 — year peak flow are less than 0.25/acre and 0.45/acre of contributing impervious respectively. (see WWHM output on the following pages). There is 0.791 acres of contributing impervious area, the majority of which (0.694 ac) is coming from the proposed development. The upstream 0.097 ac is also included in the calculation. 10 Year target flow 0.791 x 0.25 cfs = 0.198 cfs 100 Year target flow 0.791 x 0.45 cfs = 0.356 cfs 99.69% of site runoff is filtered through the bio swale, meaning that it is also meeting the water quality treatment requirement. Please note that this is a preliminary calculation for the design review submittal, and that it may require alteration following receiving additional geotechnical information. The infiltration rate is assumed based on surrounding properties. C G ENGINEERING c 2 4r M U) a� a� N d ATTACHMENT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 222 Westgate Station - CG #19440 Drainage Report 4.a February 21, 202 Section III, Page 2 WWHM2012 PROJECT REPORT Project Name: Westgate Station Site Name: Site Address: 9601 Edmonds Way City Edmonds WA Report Date: 2/21/2020 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version Date: 2018/10/10 Version : 4.2.16 PREDEVELOPED LAND USE Pervious Land Use acre C, Forest, Flat .488 C, Forest, Mod .26 C, Forest, Steep .391 Pervious Total 1.139 Impervious Land Use acre Impervious Total 0 Basin Total 1.139 .+. Figure I1l-1 : Mitigated Land Use Flow Chart i ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 223 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section III, Page 3 MITIGATED LAND USE Name : OFF SITE (4223 SF IMP LOTS 7 & 8) Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 c O Impervious Land Use acre M ROOF TOPS FLAT 0.097 U) a� Impervious Total 0.097 f° a� r N d Basin Total 0.097 3.1 Name : Proposed Site Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Steep .193 C. Pasture, Flat .126 A B, Pasture, Flat .126 Pervious Total 0.445 Impervious Land Use acre ROOF TOPS FLAT 0.431 DRIVEWAYS FLAT 0.168 SIDEWALKS FLAT 0.095 Impervious Total 0.694 Basin Total 1.139 Name Bioretention 1 +r cv Bottom Length: 96.00 ft. Bottom Width: 13.00 ft. 44) Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr +% Material thickness of second layer: 1.5 0 Material type for second layer: GRAVEL t Material thickness of third layer: 0 Material type for third layer: GRAVEL r Q Infiltration On Infiltration rate: 3 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 328.618 Total Volume Through Riser (ac-ft.): 1.036 Total Volume Through Facility (ac-ft.): 329.654 Percent Infiltrated: 99.69 Total Precip Applied to Facility: 12.411 Total Evap From Facility: 7.122 ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778.8 www.cgengin Packet Pg. 224 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section III, Page 4 Underdrain not used Discharge Structure Riser Height: 1 ft. Riser Diameter: 12 in. Flow Frequency Flow(cfs) Predeveloped Mitigated 2 Year = 0.0240 0.0993 5 Year = 0.0388 0.1413 10 Year = 0.0471 0.1766 < 0.198 Target Flow, PASSES 25 Year = 0.0557 0.2310 50 Year = 0.0608 0.2796 100 Year = 0.0651 0.3361 < 0.356 Target Flow, PASSES LID Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0019 126450 201 0 Pass 0.0020 121634 201 0 Pass 0.0021 117202 201 0 Pass 0.0022 112963 201 0 Pass 0.0023 109041 201 0 Pass 0.0024 105339 198 0 Pass 0.0025 101829 197 0 Pass 0.0026 98457 197 0 Pass 0.0027 95223 197 0 Pass 0.0028 92140 197 0 Pass 0.0029 89113 197 0 Pass• 0.0030 86319 197 0 Pass 0.0031 83580 196 0 Pass 0.0032 81034 196 0 Pass 0.0033 78543 196 0 Pass 0.0034 76245 196 0 Pass 0.0035 73960 196 0 Pass 0.0036 71730 195 0 Pass 0.0037 69652 195 0 Pass 0.0038 67643 195 0 Pass 0.0040 65730 194 0 Pass 0.0041 63886 194 0 Pass 0.0042 62097 194 0 Pass 0.0043 60418 194 0 Pass 0.0044 58725 194 0 Pass 0.0045 57170 193 0 Pass 0.0046 55573 193 0 Pass 0.0047 54101 193 0 Pass 0.0048 52711 193 0 Pass 0.0049 51307 192 0 Pass 0.0050 49972 192 0 Pass 0.0051 48664 192 0 Pass 0.0052 47384 192 0 Pass 0.0053 46215 192 0 Pass 0.0054 45004 192 0 Pass G ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 225 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section III, Page 5 0.0055 43875 192 0 Pass 0.0056 42747 192 0 Pass 0.0057 41659 190 0 Pass 0.0058 40613 190 0 Pass 0.0059 39581 190 0 Pass 0.0060 38563 190 0 Pass 0.0061 37696 189 0 Pass 0.0062 36760 188 0 Pass 0.0063 35865 188 0 Pass 0.0064 34984 188 0 Pass 0.0065 34200 188 0 Pass 0.0066 33402 186 0 Pass 0.0067 32631 185 0 Pass 0.0068 31888 185 0 Pass 0.0069 31131 185 0 Pass 0.0070 30443 185 0 Pass 0.0071 29727 184 0 Pass 0.0072 29039 184 0 Pass 0.0073 28351 184 0 Pass 0.0074 27704 183 0 Pass 0.0075 27057 183 0 Pass 0.0076 26410 183 0 Pass 0.0077 25819 183 0 Pass 0.0078 25241 183 0 Pass 0.0079 24663 183 0 Pass 0.0080 24126 183 0 Pass 0.0081 23603 183 0 Pass 0.0082 23080 183 0 Pass 0.0083 22571 183 0 Pass 0.0084 22089 183 0 Pass 0.0085 21566 183 0 Pass 0.0086 21098 183 0 Pass 0.0087 20644 183 0 Pass 0.0088 20190 183 0 Pass 0.0089 19694 182 0 Pass 0.0090 19309 181 0 Pass 0.0091 18868 181 0 Pass 0.0092 18442 181 0 Pass 0.0093 18056 180 0 Pass 0.0094 17671 180 1 Pass 0.0095 17300 180 1 Pass 0.0096 16914 180 3. Pass 0.0097 16570 180 1 Pass 0.0098 16254 178 1 Pass 0.0100 15910 176 1 Pass 0.0101 15593 176 1 Pass 0.0102 15290 176 1 Pass 0.0103 14974 176 1 Pass 0.0104 14657 176 1 Pass 0.0105 14396 176 1 Pass 0.0106 14065 174 1 Pass 0.0107 13776 173 1 Pass 0.0108 13493 173 1 Pass 0.0109 13230 173 1 Pass 0.0110 12953 173 1 Pass 0.0111 12692 173 1 Pass 0.0112 12411 173 1 Pass C dh ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 226 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section III, Page 6 0.0113 12172 173 1 Pass 0.0114 11934 172 1 Pass 0.0115 11691 172 1 Pass 0.0116 11483 172 1 Pass 0.0117 11270 172 1 Pass 0.0118 11025 171 1 Pass 0.0119 10801 171 1 Pass 0.0120 10618 170 1 Pass f Use simple Bioretention (wick Swale _1 Size Water 02ality1 Size Facility I Underdrain Used Bioretention Bottom Elevatior E-7 Bioretention Dimensions Bioretention Length (ft) 196.000 Bioretention Bottom Width (ft) 113-0p0 Freeboard (ft) 0,50LI Over -road Flooding (ft) 0,ggf3 Effective Total Depth [ft) 14.5 Bottom slope of bioretention.(0.1 ) 10,00iD f^ Sidewall Invert Location. Front and Back side slope (HN) p,Opp Left Side Slope (HN) 10,000 IRight Side Slope (HN) 10.000 Material Layers for Layer 1 Layer 2 Layer 3 Depth [ft) 1.500 1.500 0.000 Soil Layer 1 SMMWW 12 inlhr Soil Layer 2 GRAVEL Soil Layer 3 GRAVEL Edit Soil Type KS at Safety Factor r' None r 2 r 4 Native Infiltration Yes ^� Measured Infiltration Rate (inlhr) F3 Reduction Factor (infilt'factor) F1 --- Use Wetted Surface Area (sidewalls) N0 Total Inflow ac-ft 336.77 Figure 111-2 Bioretention Input C G ENGINEERING Flow Through Underdrain (ac-ft) 0 Total Outflow (ac-ft) WQ Percent Filtered 99.69 Facility Dimension Diagram Riser Outlet Structure Outlet Structure Data Riser Height Above bioretention surface (ft) Riser Diameter (in) 12 ^� Riser Type Flat Orifice Diameter Height Number (in) (ft) 3 FQ '.1.6.1 Bioretention Volume at Riser Head [ac-ft) .080 Show Bioretention Open Table Total Volume Infiltrated (ac-ft) 328.618 Total Volume Through Riser (ac-ft) 1.036 Total Volume Through Facility(ac-ft) 329.654 Percent Infiltrated 99.69 Precipitation on Facility (acre-ft) 12.411 Evaporation from Facility (acre-ft) 7.122 ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 227 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section IV, Page 1 Section 1V — Construction Stormwater Pollution Prevention Plan Section IV Summary: Narrative Construction SWPPP Elements Erosion control details are provided consistent with the City of Edmonds guidelines. Erosion control plan sheets are provided in full size as a part of the civil drawing set. A full Construction SWPPP is not required by the Department of Ecology because land -disturbing activity will be under one acre. The remainder of this section is a discussion of the Construction SWPPP Elements per Section 2.5.2 of Volume I of the SWMMWW and the requirements in the Edmonds Stormwater Addendum. See the civil plans for reference. Construction SWPPP Elements The elements for construction pollution prevention are discussed as follows: Element 1: Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Clearing limits will be to the extents of necessary land disturbance for the new building and associated driveway and walkways. The BMPs relevant to marking the clearing limits that will be applied for this project include: High Visibility Plastic or Metal Fence (BMP C103) Element 2: Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads. The location of the existing southwest driveway area should be used for a stabilized construction entrance to the site. The BMPs relevant to establishing construction access are: Stabilized Construction Entrance (BMP C105) Element 3: Control Flow Rates The site is small enough that a silt fence used for Element 4 may be used to control flow rates. Element 4: Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged. Silt fence will be installed,Tm,aa►I> awitlim PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778.8 www.cgengin Packet Pg. 228 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section IV, Page 2 western half of the site and can be seen on the Temporary Erosion Control Plan, C2.1. Pollution prevention facilities on the erosion control plan must be constructed prior to or in conjunction with all clearing and grading to ensure that the transport of sediment to surface waters and adjacent properties is minimized. The specific BMPs to be used for controlling sediment on this project include: Silt Fence (BMP C233) Element 5: Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Nets and Blankets (BMP C122) Plastic Covering (BMP C123) Sodding (BMP C124) Topsoiling/Composting (BMP C125) Surface Roughening (BMP C130) Dust Control (BMP C140) Element 6: Protect Slopes Exposed slopes shall be stabilized with BMPs found in Element 5. Element 7: Protect Drain Inlets Drain inlets along Edmonds Way and as made operable on -site will be protected from sedimentation. Stormwater shall not enter the conveyance system without first being filtered or treated to remove sediment. Inlet protection devices shall be cleaned or removed and replaced when sediment has filled one-third of the available storage (or as specified by the manufacturer). The specific BMPs to be used for protecting drain inlets are: Storm Drain Inlet Protection (BMP C220) Element 8: Stabilize Channels and Outlets Conveyance channels are not located on or in the immediate vicinity of the site. Element 9: Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The suggested BMPs are: Concrete Handling (BMP C151) Sawcutting and Surfacing Pollution Prevention (BMP C152) C„� ENGINEERING i i ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 229 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section IV, Page 3 Material Delivery, Storage and Containment (BMP C153) Element 10: Control De -Watering De -watering is not anticipated. Element 11: Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Element 12: Manage the Project ■ Phase development projects to the maximum degree practicable and take into account seasonal work limits. • Inspection and monitoring— Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with the Construction Stormwater General Permit or local plan approval authority • Maintain an Updated Construction SWPPP - This SWPPP shall be retained on -site or within reasonable access to the site. - The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. - The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Element 13: Protect Low Impact Development BMPs High visibility fence shall be placed around the proposed rain gardens to protect them from compaction during construction activities. 4= G ENGINEERING i ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 230 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section V, Page 1 Section V — Special Reports and/or Studies Section V Summary: Narrative The following reports are included in this section: 1. Natural Resources Conservation Service Soil Resource Report dated December 07, 2018. C G ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengin Packet Pg. 231 4.a 4A 4734 N 47" 4771'N a Soil Map —Snohomish County Area, Washington a c 0 4V 47^ 4734' N d 147. 47 A 547480 647540 54760D 647WO 54772D 547ia1 3 3 Map Sob: 1:2,7Wlfpi*VddmALVVb2 e(1t"x&S')JIWL � N 0 40 e0 18D 240 A _ — 0 i1 100 %10 400 B00 Nap pajedbn: Web MaoOor Comer comdUates: WGS884 Edge tics: UTM Zone ION VVGS84 [� Natural Resources Web Soil Survey 12012018 +� Conservation Service National Cooperative Soil Survey Page 1 of 3 ATTACHMENT10 PLN2020-0015 Packet Pg. 232 4.a MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Solis Q Soil Map Unit Polygons Soil Map Unit Lines 13 Soil Map Unit Points Spec}sI Paint Features u Blowout ® Borrow Pit Clay Spot O Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry 0 Miscellaneous Water ® Perennial Water p, Rock Outcrop + Saline Spot . : Sandy Spot .Up Severely Eroded Spot Sinkhole SlideorSlip SodIC Spot Natural Resources Conservation Service Soil Map —Snohomish County Area, Washington $ Spoil Area Stony Spot ® Very Stony Spot t Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 444 Ralls 0%0 Interstate Highways py US Routes ._: Major Roads Local Roads Background Aerial Photography Web Soil Survey National Cooperative Soil Survey MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24.000, Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below, Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 7, 2014—Jul 8, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 12/7/2018 Page 2 of 3 ATTACHMENT10 PLN2020-0015 i Packet Pg. 233 4.a Soil Map —Snohomish County Area, Washington Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Alderwood gravelly sandy 5.3 16.4% loam, 15 to 30 percent slopes 24.6% 5 Alderwood-Urban land 8.1 complex, 2 to 8 percent slopes 6 Alderwood-Urban land 6.9 21.0% complex, 8 to 15 percent slopes 17 Everett very gravelly sandy 5.5 16.7% loam, 0 to 8 percent slopes 2.0 6.2% 51 Pits 4.9 15.1% 78 Urban land 32.7 10 0. 0 / Totals for Area of Interest ATTACHMENT10 PLN2020-0015 Oyu Natural Resources 2" Conservation Service Web Soil Survey 12/7/2018 National Cooperative Soil Survey Page 3 of 3 Packet Pg. 234 4.a Map Unit Description: Alderwood gravelly sandy loam, 15 to 30 percent slopes ---Snohomish County Area, Washington Snohomish County Area, Washington 3—Alderwood gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting National map unit symbol: 2t627 Elevation: 0 to 1,000 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 160 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Alderwood and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Ridges, hills Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope, nose slope, talf Down -slope shape: Linear, convex Across -slope shape: Convex Parent material: Glacial drift and/or glacial outwash over dense glaciomarine deposits Typical profile A - 0 to 7 inches: gravelly sandy loam Bw1 - 7 to 21 inches: very gravelly sandy loam Bw2 - 21 to 30 inches: very gravelly sandy loam Bg - 30 to 35 inches: very gravelly sandy loam 2Cd1 - 35 to 43 inches: very gravelly sandy loam 2Cd2 - 43 to 59 inches: very gravelly sandy loam Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 20 to 39 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B ATTACHMENT 10 PLN2020-0015 i i Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/7/2015 Page 1 of 2 Packet Pg. 235 4.a Map Unit Description: Alderwood gravelly sandy loam, 15 to 30 percent slopes ---Snohomish County Area, Washington Forage suitability group: Limited Depth Soils (G002XS301 WA), Limited Depth Soils (G002XF303WA), Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components c Indianola o :r Percent of map unit: 5 percent M Landform: Eskers, kames, terraces U) a� Landform position (three-dimensional): Tread Down -slope shape: Linear N Across -slope shape: Linear Hydric soil rating: No Everett Percent of map unit: 5 percent Landform: Karnes, eskers, moraines Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating: No Shalcar Percent of map unit: 3 percent Landform: Depressions Landform position (three-dimensional): Dip Down -slope shape: Concave Across -slope shape: Concave Hydric soil rating: Yes Norma Percent of map unit: 2 percent Landform: Depressions, drainageways Landform position (three-dimensional): Dip Down -slope shape: Concave, linear Across -slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data Version 20, Sep 10, 2018 ATTACHMENT10 PLN2020-0015 Liyf},% Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/7/201 F, Page 2 of 2 Packet Pg. 236 4.a Map Unit Description: Alderwood-Urban land complex, 2 to 8 percent slopes ---Snohomish County Area, Washington Snohomish County Area, Washington 5—Alderwood-Urban land complex, 2 to 8 percent slopes Map Unit Setting National map unit symbol: 2hz9 Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 180 to 220 days Farmland classification: Not prime farmland Map Unit Composition Alderwood and similar soils: 60 percent Urban land: 25 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Till plains Parent material: Basal till Typical profile H1 - 0 to 7 inches: gravelly ashy sandy loam H2 - 7 to 35 inches: very gravelly ashy sandy loam H3 - 35 to 60 inches: gravelly sandy loam Properties and qualities Slope: 2 to 8 percent Depth to restrictive feature: 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: B Forage suitability group: Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components Mckenna Percent of map unit: 5 percent Landform: Depressions ATTACHMENT10 PLN2020-0015 i i USDA Natural Resources 2M Conservation Service Web Soil Survey National Cooperative Soil Survey 128/2018 Page 1 of 2 Packet Pg. 237 4.a Map Unit Description: Alderwood-Urban land complex, 2 to 8 percent slopes ---Snohomish County Area, Washington Hydric soil rating: Yes Norma, undrained Percent of map unit: 5 percent Landform: Depressions Hydric soil rating: Yes Terric medisaprists, undrained 0 Percent of map unit: 5 percent Landform: Depressions un Hydric soil rating: Yes a� Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 m ATTACHMENT10 PLN2020-0015 11Si)1 Natural Resources Web Soil Survey 69—OFE Conservation Service National Cooperative Soil Survey 12/7/2015 Page 2 of 2 Packet Pg. 238 4.a Map Unit Description: Alderwood-Urban land complex, 8 to 15 percent slopes ---Snohomish County Area, Washington Snohomish County Area, Washington 6—Alderwood-Urban land complex, 8 to 15 percent slopes Map Unit Setting National map unit symbol: 2hzn Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 180 to 220 days Farmland classification: Not prime farmland Map Unit Composition Alderwood and similar soils: 60 percent Urban land: 25 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Till plains Parent material: Basal till Typical profile H1 - 0 to 7 inches: gravelly ashy sandy loam H2 - 7 to 35 inches: very gravelly ashy sandy loam H3 - 35 to 60 inches: gravelly sandy loam Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: 20 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: B Forage suitability group: Limited Depth Soils (G002XN302WA) Hydric soil rating: No Minor Components Norma, undrained Percent of map unit: 5 percent Landform: Drainageways ATTACHMENT10 PLN2020-0015 i i USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/7/201 b Page 1 of 2 Packet Pg. 239 4.a Map Unit Description: Alderwood-Urban land complex, 8 to 15 percent slopes ---Snohomish County Area, Washington Hydric soil rating: Yes Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 ATTACHMENT10 PLN2020-0015 tjy.):\ Natural Resources r Conservation Service Web Soil Survey National Cooperative Soil Survey 12I7I2018 Page 2 of 2 Packet Pg. 240 4.a Map Unit Description: Everett very gravelly sandy loam, 0 to 8 percent slopes ---Snohomish County Area, Washington Snohomish County Area, Washington 17—Everett very gravelly sandy loam, 0 to 8 percent slopes Map Unit Setting National map unit symbol: 2t629 c Elevation: 30 to 900 feet Mean annual precipitation: 35 to 91 inches Mean annual air temperature: 48 to 52 degrees F ar Frost -free period: 180 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition N Everett and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. 1° y Description of Everett Setting Landform: Eskers, moraines, kames Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, interfluve Down -slope shape: Convex Across -slope shape: Convex Parent material: Sandy and gravelly glacial outwash Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 3 inches: very gravelly sandy loam Bw - 3 to 24 inches: very gravelly sandy loam C1 - 24 to 35 inches: very gravelly loamy sand C2 - 35 to 60 inches: extremely cobbly coarse sand Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat) (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A High ATTACHMENT10 PLN2020-0015 uSQA Natural Resources Web Soil Survey 21100 Conservation Service National Cooperative Soil Survey 12/7/201 b Page 1 of 2 Packet Pg. 241 4.a Map Unit Description: Everett very gravelly sandy loam, 0 to 8 percent slopes ---Snohomish County Area, Washington Forage suitability group: Droughty Soils (G002XS401 WA), Droughty Soils (0002XF403WA), Droughty Soils (G002XN402WA) Hydric soil rating: No Minor Components c Alderwood o :r Percent of map unit: 10 percent M Landform: Ridges, hills U) a� Landform position (two-dimensional): Summit Landform position (three-dimensional): Crest, talf N Down -slope shape: Linear, convex Across -slope shape: Convex Hydric soil rating: No Indianola Percent of map unit: 10 percent Landform: Eskers, kames, terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 ATTACHMENT 10 PLN2020-0015 l:Sl)•1 Natural Resources Web Soil Survey r Conservation Service National Cooperative Soil Survey 1217/2015 Page 2 of 2 Packet Pg. 242 4.a Map Unit Description: Pits ---Snohomish County Area, Washington Snohomish County Area, Washington 5'1—Pits Map Unit Composition Pits: 100 percent c Estimates are based on observations, descriptions, and transects of }, M the mapunit. a� Description of Pits r Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 r Hydric soil rating: No Data Source Information Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 ATTACHMENT10 PLN2020-0015 USDA Natural Resources Web Soil Survey M Conservation Service National Cooperative Soil Survey 12/7/2018 Page 1 of 1 Packet Pg. 243 4.a Map Unit Description: Urban land ---Snohomish County Area, Washington Snohomish County Area, Washington 78—Urban land Map Unit Composition Urban land: 100 percent c Estimates are based on observations, descriptions, and transects of .2 M the mapunit. U) as Data Source Information N d Soil Survey Area: Snohomish County Area, Washington Survey Area Data: Version 20, Sep 10, 2018 r ATTACHMENT10 PLN2020-0015 Natural Resources +� Conservation Service Web Soil Survey National Cooperative Soil Survey 12/7/201 L Page 1 of 1 Packet Pg. 244 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VI, Page 1 Section VI — Other Permits Section VI Surnmarw. Narrative Other permits are not anticipated beyond those required by the City of Edmonds. ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ENGINEERING ph. 425.778. www.cgengin Packet Pg. 245 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VII, Page 1 Section V11— Bond Quantities, Declaration of Covenant, & Operation and Maintenance Manual Section VII Summary; Narrative The Bond Quantity Worksheet is a standalone document that can also be submitted to the City of o 4r Edmonds separately from this document. `° U) as A Declaration of Covenant will be provided for the proposed on -site BMP for future submittals. N d The Operation and Maintenance Manual is a standalone document that will be given to the property N r owner following the construction of the project. d) The maintenance manual contained herein is for the Westgate Station building project. The contractor will be responsible for the maintenance and operation of all stormwater structures and BMPs requiring maintenance during construction and, after construction, responsibility will pass to the property owner(s). The project contractor will be responsible for passing along the information in this maintenance manual to the owner(s). Upon request by the City, it shall be made available for their inspection. It is generally expected that few to none of these defects will be present upon the yearly inspection of each facility. 4M eNGIN&FRHNG ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 246 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VII, Page 2 Westgate Station 9601 Edmonds Way Edmonds, WA 98020 OPERATION AND MAINTENANCE MANUAL Date: February 2020 CM ENGINEERING c 2 4r M U) as c� a� r N d ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 247 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VII, Page 3 Operation and Maintenance Manual This Operation and Maintenance Manual has been created for the Westgate Station a mixed -use project on a 1.10-acre lot. The proposed storm system consists of infiltrating rain garden that collects runoff from all new impervious areas on -site via roof drains, and catch basins. Included in this Operation and Maintenance Manual is an 11" x 17" grading and drainage plan sheet showing the location of the rain garden system. Please note that this map is generated during the design phase and may not reflect all changes made in permitting and construction. CG Engineering may be contacted for an updated copy of this map once the as -built drawings are completed for the site. The contractor will be responsible for the maintenance and operation of all stormwater structures and BMPs requiring maintenance during construction and, after construction, responsibility will pass to the property owner(s). An aerial image of the project area can be seen on the following page in Figure VII-1. Included in this manual are maintenance sheets taken from the 2014 Stormwater Management Manual for Western Washington for the following facilities/activities: Infiltration: The downward movement of water from the surface to the subsoil. See "No. 2" for maintenance. Rain Garden: The rain garden along the south property line will have an overflow structure along, and will also be open bottom to allow for infiltration into the subsoil. Specifically chosen Bioretention Soil and specific plants will work together to slow down the runoff. Catch Basins: Concrete structures with steel grates that collect stormwater runoff from the site and act as junctions for storm conveyance pipes. See "No. 5" for maintenance. Vegetation Management: Landscaping can include grading, soil transfer, vegetation removal, pesticide and fertilizer applications, and watering. Stormwater contaminants include toxic organic compounds, heavy metals, oils, total suspended solids, coliform bacteria, fertilizers, and pesticides. Facilities shall be inspected for defects listed in the following facility sheets. Most maintenance tasks are generally reactionary to a defect being found, rather than a matter of constant upkeep. It is generally expected that few to none of these defects will be present upon the yearly inspection of each facility. The facility sheets list the potential conditions warranting maintenance and the expected result following any maintenance. Several engineer's notes for specific tasks are provided within the facility sheets. Unless otherwise noted on the facility sheets the maintenance tasks should be performed on an "as needed" basis: (a) when the described defect is visible to whomever performs the yearly inspection, or (b) should any defect become apparent between inspections. CM ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778. www.cgengin Packet Pg. 248 4.a No. 2 — Infiltration Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation I (No. 1). Contaminants and See "Detention Ponds" See "Detention Ponds" (No. 1). Pollution (No. 1). See "Detention Ponds" (No. 1). See "Detention Ponds" Rodent Holes (No. 1) Storage Area Sediment Water ponding in infiltration pond after rainfall ceases and appropriate time Sediment is removed and/or facility is cleaned allowed for infiltration. Treatment basins so that infiltration system should infiltrate Water Quality Design Storm works according to Volume within 48 hours, and empty within design. 24 hours after cessation of most rain events. (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filter Bags (if applicable) Filled with Sediment and Sediment and debris fill bag more than 1/2 full. Filter bag is replaced or system is redesigned. Debris By visual inspection, little or no water flows through filter during heavy rain storms. Rock Filters Sediment and Debris Gravel in rock filter is replaced. Side Slopes of Pond Erosion Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Overflow Spillway See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Overflow Spillway Rock Missing See "Detention Ponds" (No. 1). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Ponds and Vaults Facility or sump filled with Sediment 6" or designed sediment trap depth of sediment. Sediment is removed. and/or debris ATTACHMENT10 PLN2020-0015 0 co m R N m Volume V — Runoff Treatment BMPs — December 2014 4-35 Packet Pg. 249 4.a No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed No Trash or debris located immediately in front of catch basin or on grate General Trash & Debris 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%. opening. Trash or debris (in the basin) that exceeds 60 percent of the sump depth as measured from No trash or debris in the catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe blocking more than 1 /3 of its height. Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Damage to Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch Top slab is free of holes and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame not securely Frame is sitting flush on the riser rings or top slab and firmly attached. 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 Pipe is regrouted and secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ Misalignment If failure of basin has created a safety, function, or design problem. Basin replaced or repaired to design standards. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than No vegetation or root growth present. six inches apart. Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution ATTACHMENT 1 c 0 W M CO m R N m Volume V — Runoff Treatment BMPs — December 2014 4-38 Packet Pg. 250 4.a No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, crar:ks, or sharp edges, maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or ' Grate missing or broken member(s) of the Grate is in place and Missing. grate. I meets design standards. No. 6 — ris Barriers (e.g., Trash Racks) Maintenance efect Condition When Maintenance is Results Expec hen Components Needed Maintena s Performed General Trash and Trash or debris that is plugging more B r cleared to design flow Debris n 20% of the openings in the barrier. apacity. Metal Damaged/ s<barrier. Bars in place with no bends more Missing than 3/4 inch. Bars. eBars >I�oose in place according to design. uBarrier replaced or repaired to .010 deterioration to any pdesign standards. Inl utlet Debris barrier missingor not attached to er firmly attached to pipe pe pipe ATTACHMENT10 PLN2020-0015 Volume V — Runoff Treatment BMPs — December 2014 4-39 Packet Pg. 251 4.a No. 8 — Typical Biofiltration Swale Maintenance Defector Condition When Recommended Maintenance to Correct Component Problem Maintenance is Needed Problem General Sediment Accumulation on Sediment depth exceeds 2 inches. Remove sediment deposits on grass treatment area of the bio-swale. When Grass finished, swale should be level from side to side and drain freely toward outlet. There should be no areas of standing water once inflow has ceased. Standing Water When water stands in the swale between storms and Any of the following may apply: remove sediment or trash blockages, improve does not drain freely. grade from head to foot of swale, remove clogged check dams, add underdrains or convert to a wet biofiltration swale. Flow spreader Flow spreader uneven or clogged so that flows are not Level the spreader and clean so that flows are spread evenly over entire swale width. uniformly distributed through entire swale width. Constant Baseflow When small quantities of water continually flow through Add a low -flow pea -gravel drain the length of the swale or by-pass the baseflow the swale, even when it has around the swale. been dry for weeks, and an eroded, muddy channel has formed in the swale bottom. Poor Vegetation Coverage When grass is sparse or bare or eroded patches occur in more than 10% of the swale Determine why grass growth is poor and correct that condition. Re -plant with plugs of grass from the upper slope: plant in the bottom. swale bottom at 8-inch intervals. Or re- seed into loosened, fertile soil. Vegetation When the grass becomes excessively tall (greater than 10-inches); when nuisance Mow vegetation or remove nuisance vegetation so that flow not impeded. Grass should be mowed to a height of 3 to weeds and other vegetation 4 inches. Remove grass clippings. starts to take over. Excessive Shading Grass growth is poor because sunlight does not reach swale. If possible, trim back over -hanging limbs and remove brushy vegetation on adjacent slopes. Inlet/Outlet Inlet/outlet areas clogged with Remove material so that there is no sediment and/or debris. clogging or blockage in the inlet and outlet area. Trash and Trash and debris Remove trash and debris from bioswale. Debris accumulated in the bio-swale. Accumulation Erosion/Scouring Eroded or scoured swale bottom due to flow For ruts or bare areas less than 12 inches wide, repair the damaged area by filling channelization, or higher with crushed gravel. If bare areas are flows. large, generally greater than 12 inches wide, the swale should be re -graded and re -seeded. For smaller bare areas, overseed when bare spots are evident, or take plugs of grass from the upper slope and plant in the swale bottom at 8-inch intervals. ATTACHMENT10 PLN2020-0015 Volume V — Runoff Treatment BMPs — December 2014 4-41 Packet Pg. 252 4.a Applicable Operational BMPs: • Eliminate unpermitted wastewater discharges to s rm sewer, ground water, or surface water. • Convey unpermitted discharges to a sanitary ewer if allowed by the local sewer authority, or to other approve reatment. Obtain appropriate state and local pe ' s for these discharges. I ec amended Additional Operation BMPs: At commercial and indUSU l facilities, conduct a survey wastewater discharge connections to storm ins and to surface wate s follows: • Conduct eld survey of bt ' dings, particularly older buildings, and other indus# ' l areas to to to storm drains from buildings and paved surfaces. Note here th e join the public storm drain(s). During non -storm r conditions inspect each storm drain for non- stormwater dischar e Record the locations of all non-stormwater discharges. Incl e all mitted discharges. • If useful, pre re a map of ch area. Show on the map the known location of orm sewers, sani sewers, and permitted and unpermit d discharges. Aerial p tos may be useful. Check records such a iping schematics to identi nown side sewer connections and, ow these on the map. Consider .ng smoke, dye, or chemical an ysis tests to detect connections betw two conveyance systems g., process water and stormwater). If des ble, conduct TV inspections of the storm drains and record the otage on videotape. Compare the observed locations of connections 't1i the information on the map and revise the map accordingly. Note s ect connections that are inconsistent with the field survey. Identify all connections to storm sewers or to surface wa and take the actions specified above as applicable BMPs. S411 BMPs for Landscaping and Lawn/ Vegetation Management Description of Pollutant Sources: Landscaping can include grading, soil transfer, vegetation removal, pesticide and fertilizer applications, and watering. Stormwater contaminants include toxic organic compounds, heavy metals, oils, total suspended solids, coliform bacteria, fertilizers, and pesticides. Lawn and vegetation management can include control of objectionable weeds, insects, mold, bacteria, and other pests with pesticides. Examples include weed control on golf course lawns, access roads, and utility corridors and during landscaping; sap stain and insect control on lumber and logs; rooftop moss removal; killing nuisance rodents; fungicide application to patio decks, and residential lawn/plant care. It is possible to ATTACHMENT 10 PLN2020-0015 c co a� d Volume IV - Source Control BMPs — December 2014 2-21 Packet Pg. 253 4.a release toxic pesticides such as pentachlorophenol, carbamates, and organometallics to the environment by leaching and dripping from treated parts, container leaks, product misuse, and outside storage of pesticide contaminated materials and equipment. Poor management of the vegetation and poor application of pesticides or fertilizers can cause appreciable stormwater contamination. Pollutant Control Approach: Control of fertilizer and pesticide applications, soil erosion, and site debris to prevent contamination of stormwater. Develop and implement an Integrated Pest Management Plan (IPM) and use pesticides only as a last resort. Carefully apply pesticides/ herbicides, in accordance with label instructions. Maintain appropriate vegetation, with proper fertilizer application where practicable, to control erosion and the discharge of stormwater pollutants. Where practicable grow plant species appropriate for the site, or adjust the soil properties of the subject site to grow desired plant species. Applicable Operational BMPs for Landscaping: • Install engineered soil/landscape systems to improve the infiltration and regulation of stormwater in landscaped areas. • Do not dispose of collected vegetation into waterways or storm sewer systems. Recommended Additional Operational BMPs for Landscaping: • Conduct mulch -mowing whenever practicable • Dispose of grass clippings, leaves, sticks, or other collected vegetation, by composting, if feasible. • Use mulch or other erosion control measures on soils exposed for more than one week during the dry season or two days during the rainy season. • Store and maintain appropriate oil and chemical spill cleanup materials in readily accessible locations when using oil or other chemicals. Ensure that employees are familiar with proper spill cleanup procedures. • Till fertilizers into the soil rather than dumping or broadcasting onto the surface. Determine the proper fertilizer application rate for the types of soil and vegetation encountered. Till a topsoil mix or composted organic material into the soil to create a well -mixed transition layer that encourages deeper root systems and drought -resistant plants. • Use manual and/or mechanical methods of vegetation removal rather than applying herbicides, where practical. ATTACHMENT10 PLN2020-0015 c 0 0 co 0 a� d Volume IV - Source Control BMPs — December 2014 2-22 Packet Pg. 254 4.a Applicable Operational BMPs for the Use of Pesticides: • Develop and implement an IPM (See section on IPM in Applicable �peratl�iaal BMPs for Vegetation Management) and use pesticides only as a last resort. • Implement a pesticide -use plan and include at a minimum: a list of selected pesticides and their specific uses; brands, formulations, application methods and quantities to be used; equipment use and maintenance procedures; safety, storage, and disposal methods; and monitoring, record keeping, and public notice procedures. All procedures shall conform to the requirements of Chapter 17.21 RCW and Cho ter 16-228 WAC (Appendix TV-D R.7). • Choose the least toxic pesticide available that is capable of reducing the infestation to acceptable levels. The pesticide should readily degrade in the environment and/or have properties that strongly bind it to the soil. Conduct any pest control activity at the life stage when the pest is most vulnerable. For example, if it is necessary to use a Bacillus thuri�application to control tent caterpillars, apply it to the material before the caterpillars cocoon or it will be ineffective. Any method used should be site -specific and not, used wholesale over a wide area. • Apply the pesticide according to label directions. Do not apply pesticides in quantities that exceed manufacturer's instructions. • Mix the pesticides and clean the application equipment in an area where accidental spills will not enter surface or ground waters, and will not contaminate the soil. • Store pesticides in enclosed areas or in covered impervious containment. Do not discharge pesticide contaminated stormwater or spills/leaks of pesticides to storm sewers. Do not hose down the paved areas to a storm sewer or conveyance ditch. Store and maintain appropriate spill cleanup materials in a location known to all near the storage area. • Clean up any spilled pesticides. Keep pesticide contaminated waste materials in designated covered and contained areas. • The pesticide application equipment must be capable of immediate shutoff in the event of an emergency. • Spraying pesticides within 100 feet of open waters including wetlands, ponds, and rivers, streams, creeks, sloughs and any drainage ditch or channel that leads to open water may have additional regulatory requirements beyond just following the pesticide product label. Additional requirements may include: • Obtaining a discharge permit from Ecology. • Obtaining a permit from the local jurisdiction. • Using an aquatic labeled pesticide. ATTACHMENT 10 PLN2020-0015 c co d Volume IV - Source Control BMPs — December 2014 2-23 Packet Pg. 255 4.a obtain a publication entitled "Suspended, Canceled, and Restricted Pesticides " which lists all restricted pesticides and the specific uses that are allowed. Applicable Operational BMPs for Vegetation Management: Use at least an eight -inch "topsoil" layer with at least 8 percent organic matter to provide a sufficient vegetation -growing medium. Amending existing landscapes and turf systems by increasing the percent organic matter and depth of topsoil can substantially improve the permeability ° of the soil, the disease and drought resistance of the vegetation, and reduce fertilizer demand. This reduces the demand for fertilizers, herbicides, and pesticides. Organic matter is the least water-soluble form of nutrients that can be added to the soil. Composted organic matter generally releases only between 2 and 10 percent of its total ... nitrogen annually, and this release corresponds closely to the plant growth cycle. Return natural plant debris and mulch to the soil, to continue recycling nutrients indefinitely. Select the appropriate turfgrass mixture for the climate and soil type. Certain tall fescues and rye grasses resist insect attack because the symbiotic endophytic fungi found naturally in their tissues repel or kill common leaf and stem -eating lawn insects. However, they do not, repel root -feeding lawn pests such as Crane Fly larvae, and are toxic to ruminants such as cattle and sheep. The fungus causes no known adverse effects to the host plant or to humans. Endophytic grasses are commercially available; use them in areas such as parks or golf courses where grazing does not occur. Local agricultural or gardening resources such as Washington State University Extension office can offer advice on which types of grass are best suited to the area and soil type. Use the following seeding and planting BMPs, or equivalent BMPs to obtain information on grass mixtures, temporary and permanent seeding procedures, maintenance of a recently planted area, and fertilizer application rates: Temporary and Permanent Seeding, Mulching, Plastic Covering, and Sodding as described in Volume II. Adjusting the soil properties of the subject site can assist in selection of desired plant species. For example, design a constructed wetland to resist the invasion of reed canary grass by layering specific strata of organic matters (e.g., composted forest product residuals) and creating a mildly acidic pH and carbon -rich soil medium. Consult a soil restoration specialist for site -specific conditions. Aerate lawns regularly in areas of heavy use where the soil tends to become compacted. Conduct aeration while the grasses in the lawn are growing most vigorously. Remove layers of thatch greater than 3/4-inch deep. ATTACHMENT10 PLN2020-0015 Volume IV - Source Control BMPs — December 2014 2-25 Packet Pg. 256 4.a Mowing is a stress -creating activity for turfgrass. Grass decreases its productivity when mown too short and there is less growth of roots and rhizomes. The turf becomes less tolerant of environmental stresses, more disease prone and more reliant on outside means such as pesticides, fertilizers, and irrigation to remain healthy. Set the mowing height at the highest acceptable level and mow at times and intervals designed to minimize stress on the turf. Generally mowing only 1/3 of the grass blade height will prevent stressing the turf. Irrigation: The depth from which a plant normally extracts water depends on the rooting depth of the plant. Appropriately irrigated lawn grasses normally root in the top 6 to 12 inches of soil; lawns irrigated on a daily basis often root only in the top 1 inch of soil. Improper irrigation can encourage pest problems, leach nutrients, and make a lawn completely dependent on artificial watering. The amount of water applied depends on the normal rooting depth of the turfgrass species used, the available water holding capacity of the soil, and the efficiency of the irrigation system. Consult with the local water utility, Conservation District, or Cooperative Extension office to help determine optimum irrigation practices. Fertilizer Management. Turfgrass is most responsive to nitrogen fertilization, followed by potassium and phosphorus. Fertilization needs vary by site depending on plant, soil, and climatic conditions. Evaluation of soil nutrient levels through regular testing ensures the best possible efficiency and economy of fertilization. For details on soils testing, contact the local Conservation District, a soils testing professional, or a Washington State University Extension office. Apply fertilizers in amounts appropriate for the target vegetation and at the time of year that minimizes losses to surface and ground waters. Do not fertilize when the soil is dry. Alternatively, do not apply fertilizers within three days prior to predicted rainfall. The longer the period between fertilizer application and either rainfall or irrigation, the less fertilizer runoff occurs. • Use slow release fertilizers such as methylene urea, IDBU, or resin coated fertilizers when appropriate, generally in the spring. Use of slow release fertilizers is especially important in areas with sandy or gravelly soils. • Time the fertilizer application to periods of maximum plant uptake. Ecology generally recommends application in the fall and spring, although Washington State University turf specialists recommend four fertilizer applications per year. ATTACHMENT10 PLN2020-0015 Volume IV - Source Control BMPs — December 2014 2-26 Packet Pg. 257 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VII, Page 4 Figure VII-1. Aerial image of project area (from City of Edmonds GIS Map). ENGINEERING ATTACHMENT 10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 425.778.5536 www.cgengin Packet Pg. 258 Westgate Station - CG #19440 Drainage Report 4.a February 21, 2020 Section VI I, Page 5 SAMPLE ACTIVITY LOG DATE FACILITY MAINTENANCE PERFORMED RESULTS / NOTES C G ENGINEERING ATTACHMENT10 PLN2020-0015 250 4th Avenue South, Suite 200 Edmonds, WA 98020 ph. 425.778.8 www.cgengi Packet Pg. 259 NE 1 f 4, SECTION 36, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. I 4" DIA PERFORATED PVC PIPE WLUi6' OF 1' MINUS GRAVEL WMIN FROM WOOD _ ALL AROUND, WRAPPED IN SEE STRUCTURAL DRAWINGS ♦ NON -WOVEN GEOTEXTILE FABRIC, I \y r / / J J J rJ - I I +E,r >, SLOPE ATO.5%MIN. TURN DOWN PERFORATIONS AS SHOWN FINLSHEDGRADE 3�I' 32 LF'"e"PVC @10.0%± '/ J J /. ,. J :'., r''! r 6"DOWNSPOUT TIGHTUNETO I' PICKUP EXIST PIPETO '! // I ,' I II CONVEYANCE SYSTEM@0.5% I+r =-•Y �''ry-.�"i l'- EXIST RAIN SARDEk'�7 / �J `'{y' MIN. PLACE NEXTTO FOOTING ■■ .'�I /�! /' I D'�" DRAIN OR AS SHOWN ON ! 1T CONC _ - J /7. J•" r E Y • n I , V -- GRAD MAY a Il •,•I�r s„1.} , 1, T' RETAINING WALL !fJ j r7 i I + (CONTRACTOR MAY LOCATE I N p , y •'rir.J EITHER SIDE OF FOOTING DRAIN) bo C • Y r i. ] -. v '-'� / 341.5 O Q ao D �' 1 • fA � J ! r• T-. 34 '�:�. r:-.: ` I ,>= fir:• rr�/ J JrrA�. J _ aal.o f r r i � � II / SHORING PER J STRUCTURAL - �- l/� J /�. I •4� If �i• n6��%/%/J r�� _ _ ��iAA ��-337.3 5'�—._•' ` 1 I � J 1 ! 1 1 1 I "�;' 'F � � � � � irJ� / / r' �Fs- � ` _ .: �p • I! A �� Jy ! / 1 ! � �/ � I Jr ��! rrrr �J•f�! �J JJ/J'J� . �,r,: �F",__,.x—_ _`� _ �� •,yam_•. • _�MJ/ ! / 11 Ir r!r r� JJ rr! `r ��rf� !�_.y-/�J PARKING ENTRY 33110 -� J• :". -� �r ,• 1 !. I ! AJir �A7J• ri. �rf ENTRY 338.0 ... , _ ���._-:.t _.�� � � �■ r r ��� • pry r� ¢0� f + CB TYPl� $ ��7 it +q RIM: 3367 57�Lbjsn �-•... IF IWI: 334.G ` p s b$QQTL •---_ ����� r ENTRY 33B4O - $[7P'^__`_� 15 LF"B"PVC @Q5% 41LF-S"PVC@05% ....�_�' '•-dI.����Y J! �� f^. »e_____ •336.mw }� ��� • r MENT ENTRY 3295 ' . ..�' - - J -Jla' ENTRY33R0 J �_ \\ p� 26 LF"B"PVC@0-5% 1 -• T7A �,Ue`_` TIE RWF DRAINS TO • J /.�.. SyLr' . \V I ! 1 ENTRY 336.0 •^ + .. ` �// 'c 27 LF"8"PVC 0 Q5%z i /1 HgI�ICWn<SEN rI 3 UP "' 8" PVC @ 0.5% . .11 • 'I 20 EF-6PVC✓$ 0.5% -9'' — ~.�•. ,�� •!! - - IJIA�AINGHIDEFI 02 JJ� �r,.A .. T IE BOO EXW •�• '�/ . W45C AIM 10 r, Ii FINISH GRADE• l F 1 l.• • J •� .;�-1 '• RA110GIIRDENr3�• O at Y l T PR�LIMINi4R1' GRADING AND DRAINAGE PLAN 1 SrA:E: r.xr GRADING AND DRAINAGE NOTES: 20 B TO ?0 L SOILS REPORT AEIOIRT BER: 043-1277.100 PREPARED BY: GOLDER ASSOCIATES DATED: OCTOBER, 42004 cc)qO T LINE OF MAX EXCAVATION- 22•�Q I F SOIL IS OVEREXCAVATED, OCF OV D ` REPLACE WITH LEAN MIX o CONCRETE—,""""./ � f} FOOTING I flf FOOTING AND ROOF DRAIN SECTION �J SCALE: PITS BIORETENTION VEGETATION OVERFLOW STRUCTURE WHERE SHOWN ON PLANS PER STD BUILDING PER STD DETAILSD-641 •• DETAILSD-615 OR SD615 STEM WALL 1 o BOTTOM WIDTH PL Q VARIES, 1 SIDEWALK 0 I I I I fo II SCARIFY NATIVE I� I I it ►.. Si:�ei.wf.:�l�i --1:.��. . W115. , M 21ORETENTION BOTTOM OF AGGREGATE = 33065 TOP OF WALL = 335DMIN TOP OF AGGREGATE- 33"0 TOP OF BIORETENTION SOIL= 333.5 OVERFLOW= O.1 - 334,5 AREA= MV: _ BUILDING RGrl SOFT -'I FOOTING INFILTRATION RATE I RGR2 4075q FT 407 3' ABOVE SEASON HIGH 31N/HR VERIFY PRIOR TO RGK3 f u T I - GROUNDWATER TABLE OR ENGINEERING SUBMITTAL I RGg4 2005Q FT 905Q FT HYDRAULICALLY RFSTRICIIVE LAYER, SEE NOTE 5 GENERAL NOTES: L REFERTO STANDARD DETAIL SD-605 FOR RAIN GARDEN OUTLET OPTIONS NOTES: l - SCARIFYSVRGRAPE !' [MINI RETOI[E 017RETENIjOR%QL MELMA(RSMI INSTALIATR7N" 2. 'B5M FHAI,L COMFORM707017CITY OFEDMSHOS STORMWATEA ABOENDL$14 jCHECILOST1BESfECIFA:A5R1N5. 3_ 85M PLACEMENT, GRADING, AND CDNSOLIOAT ION SIU111 MOOT OCCUR WNLN THE B$M S EXC1551YELY WET, OR HAS BUH SU0.1ECI Ell To MORE IMN 112 MCM OF PRECIPI TATKM WITHIN 49 HOURS PRRM TO PLACEMEFH- CXLZ45RIELY WET 15 OE FINED AS REINS AT OR ABOVE 22 PERCENT SOIL MOISTF}RE BY A GENERAL TOOLS 45'AYSTRIFMElH'i95MM500 PR[CWON W-WFAL SO IL MOISTURE METER WITH PROBE (OR EQUIVALENT). THERE 5HOULB BE NO VISIBLE FREE WA PER INTHE MATERIAL. 4. PLACE BSM LOOSE LY WITH ACON VEYOR BELT CA WHH AN E'%CAVATOR OR(00 ER FROM A HEIGHT OF B FEET OR LESS (LE., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELLL COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G„ BDOT PACKING, HAND TAM PING, OR WATER CONSOLIDATION) TO 63 PERCENT (./-2%) OF THE MAXIMUM DRY DENSITY PER MOD IFIEO PROMCR TEST V61M 0A9S7). S, T1#ORE AOONSG BIORETENILON WIL MEDIA OR COMPOST AMENDED NATIVE 5011, USE A RAKE, SHOVEL OR ROTOTILLER TO SCARIFY THE BOTTOM OF THE EXCAVATED AREA TO A DEPTH OF 31NCHES MAXIMUM, 6. G EDT ECH N ICAL S HALL VERIFY BUILDI NG SETBACKS, ASSUMED 3.0 IN/HR INFILTRATION RATE. INFILTRATING RAIN GARDEN DETAIL 3 SCALE 1'=TT THIS IS A CONCEPTUAL LEVEL SET FOR DESIGN REVIEW SUBMITTALS. PLANS WILL BE FURTHER DEVELOPED IN FUTURE SUBMITTALS. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE BY: — CITY E1 MEDIIRI6 DIVISION C CM ENGINEERING 250 4TH AVE. S„ SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 DESIGN: DLL DRAWN: ATD CHECK: JPU JOB NO! 1944020 DATE: 02/14/2020 J Z W 0 `Q V Q Q Z rQ 0 /D Z �J J O 00 I— N 0) i- W Q p Q V1 Z W w Q z Z J — r O W Q QT W 0- 0 SHEET TTtCHN PLN20 Packet Pg. 260 4.a Clugston, Michael From: Clugston, Michael Sent: Thursday, April 9, 2020 5:59 PM To: 'Rachel Ross' Cc: Brad Ross; Eddy Lindenstein; Jenny Lindenstein; cadams0502@gmail.com; jon_raquel@hotmail.com; kternate@hotmail.com; dornayerzsi@gmail.com; sshalloway@gmail.com Subject: RE: Comments on Proposal for 9601 Edmonds Way (TPN 0093790000100) Hi Rachel, Thank you for your interest in the Westgate Station project. The people on this email chain will be considered parties of record to the project. The 14 day comment period that ends tomorrow (Friday 4/10) is the minimum required but as is indicated on the notice, comments may be accepted through the public hearing by the Architectural Design Board. At this time, it's uncertain when the public hearing will be so you have plenty of time. That said, comments specific to SEPA should be submitted sooner so they can be considered during the decision making process for the environmental determination. I'll send a link to the project application materials tomorrow. Mike Michael Clugston, AICP Senior Planner City of Edmonds 425-771-0220 x 1330 michael. cl ugston @edmondswa. gov Permit assistance, codes, online permits, and Web GIS: http://www.edmondswa.gov/handouts.html CITY HALL IS CURRENTLY CLOSED TO THE PUBLIC Services will continue to be provided by email, phone and by appointment as necessary. Please visit www.edmondswa.gov for up-to-date information For planning permit inquiries please email: planningpermits@edmondswa.gov For all other permit inquiries please email: devserv.admin@edmondswa.gov From: Rachel Ross <raross1010@gmail.com> Sent: Thursday, April 9, 2020 1:18 PM To: Clugston, Michael <Michael.Clugston@edmondswa.gov> Cc: Brad Ross <btrossl@hotmail.com>; Rachel Ross <raross1010@gmail.com>; Eddy Lindenstein <elindenstein@gmail.com>; Jenny Lindenstein <lindenstein.jen@gmail.com>; cadams0502@gmail.com; ATTACH PLN2 Packet Pg. 261 4.a jon_raquel@hotmail.com; kternate@hotmail.com; dornayerzsi@gmail.com; sshalloway@gmail.com Subject: Comments on Proposal for 9601 Edmonds Way (TPN 0093790000100) Hello — We are writing in response to the March 27, 2020 Notice of Application and Optional Determination of Nonsignificance for the vacant site at 9601 Edmonds Way. We are property owners bordering the vacant lot and 2 are exercising our right to be included as a party of record. 2 4� M in as r Due to COVID-19 and Gov. Inslee's "Stay -at Home" order issued March 25, 2020, we are unable to view the development application by appointment. Therefore, we request an extension of time to comment on the -- application for public comment in order to gather additional information about the planned proposal. r We observed drilling and other activity recently conducted on the vacant lot which we presume to be related to a feasibility study and request to receive a copy of the study results. We at this time are unable to fully comment on the environmental impacts of the proposal without access to the study results and reserve our rights to raise concerns subsequent to this email communication on this matter. Additionally, we request further information about the proposal so that we can provide comments on public record: • Proposed timing for the project • Operating hours construction will be active (i.e. 7am-7pm? 8am-5pm?) • Copy of the feasibility study and related environmental impact results • Copy of the development application • Details on the proposed structure, including but not limited to: o Height of proposed structure o How close the structure will be to our property line o What buffers will be in place between our property lines (i.e. dense trees, retaining wall, etc.) o Whether open spaces will be facing our property line (i.e. community spaces, garbage/recycle station, decks or patios, rooftop deck, etc.) • How entering/existing the vacant lot will be handled given the entry/exit points are on a high traffic road (Hwy 104), also considering the blind spot due to the curve in the road, and other high traffic entry points near the lot (i.e. for the gas station next door, PCC/Walgreens/Starbucks complex and nearby stoplight at 95th PI W). Please let us know that you have received this email by the April 10, 2020 deadline. ATTACH PLN2 Packet Pg. 262 4.a Kind Regards, Brad & Rachel Ross 22804 96th PI W, Edmonds Colin Adams 22806 96t" PI W, Edmonds 0 0 CO m Eddy & Jenny Lindenstein d 22808 96th PI W, Edmonds 3: Jon & Kristine Raquel 22809 96th PI W, Edmonds Erzsi Dornay 22807 96th PI W, Edmonds Steve Shalloway 22803 96th PI W, Edmonds Contact Information: Brad Ross — 206-406-7763 (cell) btrossI6- hotmail.com (email) Rachel Ross — 206-406-7747 (cell) raross1010(aDgmail.com (email) Eddy Lindenstein — 206-579-0230 (cell) elindenstein a,gmail.com (email) Jenny Lindenstein — 206-850-3884 (cell) lindenstein.jenggmail.com (email) Colin Adams — 206-719-1507 (cell) cadams0502kgmail.com (email) Jon Raquel — 808-375-7104 (cell) jon_raquel(a-),hotmail.com (email) 3 ATTACH PLN2 Packet Pg. 263 Kristine Raquel - 808-779-7354 (cell) ktemateghotmail.com (email) 4.a Erzsi Domay — 206-334-2204 (cell) dorm, e�Agmail.com (email) Steve Shalloway — 425-269-8349 (cell) sshalloway(,amail.com (email) Virus -free. www.avq.com ATTACH PLN2 Packet Pg. 264 4.a Clugston, Michael From: Clugston, Michael Sent: Thursday, April 16, 2020 11:18 AM To: Rachel Ross Cc: Brad Ross; Eddy Lindenstein; Jenny Lindenstein; cadams0502@gmail.com; jon_raquel@hotmail.com; kternate@hotmail.com; dornayerzsi@gmail.com; sshalloway@gmail.com Subject: RE: Comments on Proposal for 9601 Edmonds Way (TPN 0093790000100) Attachments: NGA REPORT 1156720 Westgate Station Commercial Development Edmonds.pdf Good morning, I hope everyone out there is healthy and safe. I received an updated soils report April 14 from the applicant that's attached here. If you have any questions, please let me know. I still have no immediate timeline for how the rest of the design review process will play out given the Governor's Order. At this point, once it's lifted I assume that we'd be able to move forward with non -essential development projects such as this one but I'm not sure. Anyway, if you have any comments, please send them along. Mike From: Rachel Ross <raross1010@gmail.com> Sent: Friday, April 10, 2020 3:37 PM To: Clugston, Michael <Michael.Clugston@edmondswa.gov> Cc: Brad Ross <btrossl@hotmail.com>; Eddy Lindenstein <elindenstein@gmail.com>; Jenny Lindenstein <lindenstein.jen@gmail.com>; cadams0502@gmail.com; jon_raquel@hotmail.com; kternate@hotmail.com; dornayerzsi@gmail.com; sshalloway@gmail.com Subject: Re: Comments on Proposal for 9601 Edmonds Way (TPN 0093790000100) Thank you Mike! This is very helpful. Rachel Ross On Apr 10, 2020, at 10:28 AM, Clugston, Michael <Michael.Clugston(?edmondswa.gov> wrote: Good morning, Here's a link to the Westgate Station application materials: https://ftp.edmonds.wa.us/main.htmI?download&webIink=3ffc4899d22e5203d472ed70c45 df240&realfilename=PLN2020-0015$20application$20submittal.pdf. You'll find the project plans as well as the SEPA checklist and related geotech, traffic, and drainage reports. ATTACH PLN2 Packet Pg. 265 4.a Regarding project timing, that's a little up in the air at this point given the COVID situation. Typically, a project like this takes about 12-18 months to go through all permitting (design review and then building and engineering permit review and approval). Much depends to on the completeness of the applications, the amount of work City staff has in house, and the amount of time it takes the applicant to respond to corrections throughout the permitting process. Construction noise is regulated in ECC 5.30.110.13 — "Sounds originating from temporary construction sites as a result of construction activity are exempt from the provisions of this chapter, but only during the hours of 7:00 a.m. to 6:00 p.m. on weekdays and 10:00 a.m. to 6:00 p.m. on Saturdays, excluding Sundays and federal holidays." I hope this helps. If you have any questions, comments or concerns, please let me know. o 4r M Mike U) as c� a� r N Michael Clugston, AICP Senior Planner City of Edmonds r 425-771-0220 x 1330 r michael. cl ugston @edmondswa. gov Permit assistance, codes, online permits, and Web GIS: http://www.edmondswa.gov/handouts.html CITY HALL IS CURRENTLY CLOSED TO THE PUBLIC Services will continue to be provided by email, phone and by appointment as necessary. Please visit www.edmondswa.gov for up-to-date information For planning permit inquiries please email: planningpermits@edmondswa.gov For all other permit inquiries please email: devserv.admin@edmondswa.gov From: Rachel Ross <raross10106Demail.com> Sent: Thursday, April 9, 2020 1:18 PM To: Clugston, Michael<Michael.Clugston@edmondswa.gov> Cc: Brad Ross <btrossl@hotmail.com>; Rachel Ross <raross1010@gmail.com>; Eddy Lindenstein <elindenstein@gmail.com>; Jenny Lindenstein <lindenstein.ien@gmail.com>; cadams05O2@gmail.com; ion raguel@hotmail.com; kternate@hotmail.com; dornaverzsi@gmail.com; sshallowav@gmail.com Subject: Comments on Proposal for 9601 Edmonds Way (TPN 0093790000100) Hello — ATTACH PLN2 Packet Pg. 266 4.a We are writing in response to the March 27, 2020 Notice of Application and Optional Determination of Nonsignificance for the vacant site at 9601 Edmonds Way. We are property owners bordering the vacant lot and are exercising our right to be included as a party of record. Due to COVID-19 and Gov. Inslee's "Stay -at Home" order issued March 25, 2020, we are unable to view the development application by appointment. Therefore, we request an extension of time to comment on the application for public comment in order to gather additional information about the planned proposal. 4� M U) We observed drilling and other activity recently conducted on the vacant lot which we presume? to be related to a feasibility study and request to receive a copy of the study results. We at this time are unable to fully comment on the environmental impacts of the proposal without access to the study results and reserve our rights to raise concerns subsequent to this email communication on this matter. r Additionally, we request further information about the proposal so that we can provide comments on public record: • Proposed timing for the project • Operating hours construction will be active (i.e. 7am-7pm? 8am-5pm?) • Copy of the feasibility study and related environmental impact results • Copy of the development application • Details on the proposed structure, including but not limited to: o Height of proposed structure o How close the structure will be to our property line o What buffers will be in place between our property lines (i.e. dense trees, retaining wall, etc.) o Whether open spaces will be facing our property line (i.e. community spaces, garbage/recycle station, decks or patios, rooftop deck, etc.) How entering/existing the vacant lot will be handled given the entry/exit points are on a high traffic road (Hwy 104), also considering the blind spot due to the curve in the road, and other high traffic entry points near the lot (i.e. for the gas station next door, PCC/Walgreens/Starbucks complex and nearby stoplight at 95th PI W). Please let us know that you have received this email by the April 10, 2020 deadline. Kind Regards, Brad & Rachel Ross 22804 96th PI W, Edmonds ATTACH PLN2 Packet Pg. 267 4.a Colin Adams 22806 96th PI W, Edmonds Eddy & Jenny Lindenstein 22808 96" PI W, Edmonds Jon & Kristine Raquel 22809 96th PI W, Edmonds Erzsi Dornay 22807 96th PI W, Edmonds Steve Shalloway 22803 96th PI W, Edmonds Contact Information: Brad Ross — 206-406-7763 (cell) btrossIkhotmail.com (email) Rachel Ross — 206-406-7747 (cell) raross1010ggmail.com (email) Eddy Lindenstein — 206-579-0230 (cell) elindenstein(& gmail.com (email) Jenny Lindenstein — 206-850-3884 (cell) lindenstein jen&gmail.com (email) Colin Adams — 206-719-1507 (cell) cadams05O2(ibgmail.com (email) Jon Raquel — 808-375-7104 (cell) jon_raquel&hotmail.com (email) Kristine Raquel - 808-779-7354 (cell) kternateghotmail.com (email) Erzsi Dornay — 206-334-2204 (cell) dorna. e�kgmail.com (email) Steve Shalloway — 425-269-8349 (cell) sshallowUkgmail.com (email) 4 ATTACH PLN2 Packet Pg. 268 4.a <ima e002j > Virus -free. www.avg.com Q ATTACH PLN2 Packet Pg. 269 4.a I\ / SSCO " O O 00937900000800 061- \ CITY BANK 0 G N \ 1 g � GO(3 (� EX. 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':2:':d'i : t.s OVERHEAD TRAFFIC SIGN .z t.4 t.e �.7 e 9 6.6 9.9 .9 t.7 .9 a ':t:'•• .d'• t. .2 AND POLE 00937900000900 W ROBERTS PROPERTIES LLC .1 t.3 t.8 '.7 t.o .6 3 a a.z 2 2 t a ... 0.3 t.2 t.6 '.5 �.s t a. 9�..k:3'- 6 15 4 t Of 2 t.s '.1 �Z.o 'z.9 9 i':?.ry':i.b. 3 U. a• Z : 'a . ..1- b.3 I iL I'R.4 'z.2 9. b.3 -e '.i.i : �'9 .b. .2 t,4 / s . •.: •' %: 2 4 � .1 .8 �3.2 '• 5;a'•' U.z ':U,; •'•' �N ��( / / t.2 t.a t.8 1.3 1 1. b 1.5 t.z 3, / ••f 1•. .�.''• •tom• t.3 t.4 tt/.8 t.7 t. •.4;.: ��// r � a` ^` / / / / •.�:a. ..Y. ti'.' •.F: t .2 4 S \S / -CO /// RECEIVED Mar 24 2020 / CITY OF EDMONDS DEVELOPMENT SERVICES / BM#2 //' I N / / DEPARTMENT TOMETRIC PLAN' 1 M . SCALE< 1 =20 / GENERAL NOTES A. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND MOUNTING HEIGHTS OF ALL LUMINAIRES. INFORM ENGINEER OF CONFLICTS. KEYED NOTES® 1. X Luminaire Schedule Tag Description Qty Lum. Watts Lum. Lumens SB1 40-IN BOLLARD 7 10 548 SC1 4X8-FT CATENARY - MOUNTED @ 10' AFF 2 36 2594 SD1 RECESSED DOWNLIGHT 12 20.9 1429 SP1 POLE -MOUNT LUMINAIRE (TYPE IV) - MOUNTED @ 16' AFF 1 55.7 6323 SP2 POLE -MOUNT LUMINAIRE (TYPE III) - MOUNTED @ 16' AFF 1 55.7 6044 SW1 DECORATIVE SCONCE - MOUNTED @ COLUMN CENTER 11 37.8 1033 SW2 WALLPACK (TYPE II) - MOUNTED @ 10' AFF 2 24.7 2311 SW3 WALLPACK (TYPE IV) - MOUNTED @ 10' AFF 1 24.7 2205 SW4 I AREA SCONCE - MOUNTED @ 10' AFF 3 6 362 SW5 I FORWARD -THROW SCONCE - MOUNTED @ 10' AFF 1 17 1 1217 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min Building Entry Promenade Illuminance Fc 5.01 7.1 2.6 1.93 2.73 Courtyard Illuminance Fc 2.13 13.5 0.4 5.33 33.75 Parking Illuminance Fc 1 1.66 4.2 1 0.1 1 16.60 1 42.00 Site Open Area Illuminance Fc 1 2.73 14.3 1 0.3 1 9.10 1 47.67 V >s N ry E 0 r a -. i N L 0 D m J o 3 0 0 _� ����o � .. V N o U Z o R� o�ma r 0 LCU -0 0 V W w n d 0 � N nP,ANN: M GHEGK: GFP JOB NO: 114018 K LH LU' I� w z I I OL ]� 1�\I ■ LI O V JULLI Z O O O K T O tu IL O OL PIRSCHER � ,ARCHITECTS CPA + Mrscher Architects 25114 100 AVE W EDMONDS, WASHIN&TON, 98020 1206)368-9668 SHEET: i i ATTACHMENT12 PLN2020-0015 Packet Pg. 270 4.a RECEIVED Mar 24 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SECOND FLOOR PLAN - LIGHTING SCALE: 1 /8"=V-0" GENERAL NOTES A. REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND MOUNTING HEIGHTS OF ALL LUMINAIRES. INFORM ENGINEER OF CONFLICTS. KEYED NOTES® 1. X Luminaire Schedule Tag Description Qty Lum. Watts Lum. Lumens SB1 40-IN BOLLARD 7 10 548 SC1 4X8-FT CATENARY - MOUNTED @ 10' AFF 2 36 2594 SD1 RECESSED DOWNLIGHT 12 20.9 1429 SP1 POLE -MOUNT LUMINAIRE (TYPE IV) - MOUNTED @ 16' AFF 1 55.7 6323 SP2 POLE -MOUNT LUMINAIRE (TYPE III) - MOUNTED @ 16' AFF 1 55.7 6044 SW1 DECORATIVE SCONCE - MOUNTED @ COLUMN CENTER 11 37.8 1033 SW2 WALLPACK (TYPE II) - MOUNTED @ 10' AFF 2 24.7 2311 SW3 WALLPACK (TYPE IV) - MOUNTED @ 10' AFF 1 24.7 2205 SW4 AREA SCONCE - MOUNTED @ 10' AFF 1 3 1 6 362 SW5 FORWARD -THROW SCONCE - MOUNTED @ 10' AFF 1 1 1 17 1217 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min Building Entry Promenade Illuminance Fc 5.01 7.1 2.6 1.93 2.73 Courtyard Illuminance Fc 2.13 13.5 0.4 5.33 33.75 Parking Illuminance Fc 1 1.66 4.2 1 0.1 1 16.60 1 42.00 Site Open Area Illuminance Fc 1 2.73 1 14.3 1 0.3 1 9.10 1 47.67 V >s ry N E 0 r a �. i N L D m J o o R� o�ma rinraw� 0 w�ra W n �n d4 0 � n nP,ANN: M GHEGK: GFP JOB NO: 114018 z L1--1 LU m Z OL z O O V LU ° V 1 z 1H o� w K T LU o cn PIRSCHER ARCHITECTS CPA + Mrscher Architects 25114 100 AVE H EDMONDS, WASHIN&TON, -16020 i206)368-9668 SHEET: 2 Cn in d i i ATTACHMENT12 PLN2020-0015 Packet Pg. 271 4.a c 2 4r m in LWESTGATE II i CUTSHEET PACKAGE 03/11/2020 RECEIVED Mar 24 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ATTACHMENT12 PLN2020-0015 GLUMAC Packet Pg. 272 Shielded bollard - asymmetric Application LED bollard with single -sided light output. The light distribution allows for wide spacing between luminaires, ideal for the illumination of pathways or entrances. Provided with a mounting system that allows the luminaire to be adjusted independent of anchor bolt orientation. Materials Luminaire housing, tube and base plate constructed of die-cast and extruded marine grade, copper free (<0.3% copper content) A360.0 aluminum alloy Clear safety glass Reflector made of pure anodized aluminum High temperature silicone gasket Mechanically captive stainless steel fasteners NRTL listed to North American Standards, suitable for wet locations Protection class IP65 Weight: 15.4lbs Electrical Operating voltage 120-277VAC Minimum start temperature -20°C LED module wattage 8.2 W System wattage 10.0 W Controllability 0-10V dimmable Color rendering index Ra> 80 Luminaire lumens 548 lumens (3000K) LED service life (L70) 60,000 hours LED color temperature 4000K - Product number + K4 3500K - Product number + K35 3000K - Product number + K3 (EXPRESS) 2700K - Product number + K27 Amber - Product number + AMB Wildlife friendly amber LED - Optional Luminaire is optionally available with a narrow bandwidth, amber LED source (585-600nm) approved by the FWC. This light output is suggested for use within close proximity to sea turtle nesting and hatching habitats. Electrical and control information may vary from standard luminaire. LED module wattage 9W (Amber) System wattage 11.9 W (Amber) Luminaire lumens 239 lumens (Amber) BEGA can supply you with suitable LED replacement modules for up to 20 years after the purchase of LED luminaires - see website for details Finish All BEGA standard finishes are matte, textured polyester powder coat with minimum 3 mil thickness. Available colors Black (BLK) White (WHT) RAL: Bronze (BR2) Silver (SLV) CUS: Shielded bollard - asymmetric LED A B 88659 8.2W 6% 39% 79817 Type: BEGA Product: Project: Modified: BEGA BEGA 1000 BEGA Way, Carpinteria, CA 93013 (805) 684-0533 info@bega-us.com Due to the dynamic nature of lighting products and the associated technologies, luminaire data on this sheet is subject to change at the discretion of BEGA North America. For the most current technical data, please refer to bega-us. com B copyright BEGA 2018 Updated 07/30/19 ATTACHMENT12 SB1 CLUMAC Packet Pg. 273 Aura Illuminated Wooden Square and Rectangle Pendant FIXTURE TYPE: PROJECT NAME: Solid wood exterior/interior LED rectangular pendant. FEATURES: Available in a wide variety of sizes >90CRI smooth, dot free illumination Dimmable IP67 power supply and IP67 luminaire Catenary cable, ceiling, and wall mounting options SPECIFICATIONS: HOUSING: Solid Accoya wood linear assembled through glulam construction and precision machined using CNC technology. Adhesive complies with ASTM D-2559 glulam construction specifications for extreme exposed weather conditions, waterproof and rated for wet or dry use exposure. 188 ©2020STRUCTURAINC. ELECTRICAL: Powered by a 90-305VAC primary/24VDCsecondary remote dimmable power supply. Driver features built-in short circuit, over temperature, over voltage, and over current. System is 1-10V dimming. Catenary mounted fixtures supplied with 1' infeed cable. A 40' leader cable supplied with infeed only fixtures. Ceiling canopy mounted fixtures supplied with 6' infeed cable. Constructed with a US and Canada UL listed luminaire. OPTICAL SYSTEM: Available in 2700K, 3000K, 3500K, 4000K color temperatures with smooth, dot free illumination. Operating temperature of -13°F to 125°F SO, 115°F MO, and 108°F HO. FINISHES AND MATERIALS: Wood is finished with a low VOC waterborne matte exterior finish containing UV and mildew inhibitors. HARDWARE: All fasteners and non -wood components are stainless steel unless otherwise noted. WARRANTY: 25-year wood warranty with a 5-year finish warranty. 3-year warranty on LED and driver. ATTACHMENT12 SC1 CLUMAC Packet Pg. 274 Aura 9"-12" Square and Rectangle - Direct Lighting Catenary Cable Mounting" Ceiling Mounting Stainless Steel Catenary Clamp 1/4" Barrel Fitting- -Stainless 60" of 1/16" Galvanized Steel Rod I Steel Cable I _Stainless Steel Turnbuckle Zinc Coated _ Stainless Steel Railer Cable Adjustors Si Standard Output Medium Output High Output Size Lumens (2) Watts Lumens(2) Watts Lumens(2) Watts Weight(2) EPA(2) 1x4 1080 15 1980 30 2940 50 26lbs. 1.73ft2 1x6 1512 21 2772 42 4116 70 35lbs. 2.53ft2 2x2 864 12 1584 24 2352 40 21lbs. .93ft2 2x4 1296 18 2376 36 3528 60 31lbs. 1.73ft2 2x6 1728 24 3168 48 4704 80 40lbs. 2.53ft2 2x8 1 2160 30 3960 60 5880 100 50lbs. 3.33ft2 3x3 1296 18 2376 36 3528 60 31lbs. 1.33ft2 3x6 1944 27 3564 54 5292 90 45lbs. 2.53ft2 4x4 1728 24 3168 48 4704 80 40lbs. 1.73ft2 4x8 2592 36 4752 72 7056 120 59lbs. 3.33ft2 5x5 2160 30 3960 60 5880 100 50lbs. 2.06ft2 6x6 2592 36 4752 72 7056 120 59lbs. 2.53ft2 ORDERING GUIDE: EXAMPLE: AURA-RCT-D-2x8-L30M0-S3-CA-STD 4) Wet Location Candela - Direct 180, AURA � D 1 �2 i 5 6 7 8 iwm9ma 1 Series 4 Size 5 CCT 7 Wood Finish AURA Aura 1x4 1' x 4' L27 2700K S. See color options on 1x6 1' x 6' L30 3000K finishes technical sheet 2 Series 2x2 2' x 2' L35 3500K 2x4 2' x 4' L40 4000K 8 Mounting SOR Square 2x6 2' x 6' RCT Rectangle 2x8 2' x 8' Output CA Catenary Cable 3x3 3' x 3' CE Ceiling Canopy 3 Lighting 3x6 3' x 6' s0 Standard Output D Direct 4x4 4' x 4' MO Medium Output g Special 4x8 4' x 8' HO High Output STD Standard 5x5 5' x 5' MOD Modified 6x6 6' x 6' 1. Catenary cable designed and provided separately. 2. Lumen output based upon 3000K CCT. 3. Weight and EPA based off of catenary mounting option Product specification sheets subject to change. SC1 M ATTACHMENTOff20 STRUCTURAINC 189 PLN2020-0015 CLUMAC Packet Pg. 275 Aura Square and Rectangle - Direct/Indirect Lighting Ceiling Mounting Standard Output Medium Output High Output Size Lumens(" Watts Lumens(" Watts Lumens(') Watts Weight EPA 1x4 2016 28 3696 56 5488 94 24lbs. 1.68ft2 1x6 2880 40 5280 80 7840 134 33lbs. 2.48ft2 2x2 1584 22 2904 44 4312 74 19lbs. .88ft2 2x4 2448 34 4488 68 6664 114 29lbs. 1.68ft2 2x6 3312 46 6072 92 9016 154 38lbs. 2.48ft2 2x8 4176 58 7656 116 11368 194 48lbs. 3.28ft2 3x3 2448 34 4488 68 6664 114 29lbs. 1.28ft2 3x6 3744 52 6864 104 10192 174 43lbs. 2.48ft2 4x4 3312 46 6072 92 9016 154 38lbs. 1.68ft2 4x8 5040 70 9240 140 13720 234 57lbs. 3.28ft2 5x5 4176 58 7656 116 11368 194 48lbs. 2.01ft2 6x6 5040 70 9240 140 13720 234 57lbs. 2.48ft2 ORDERING GUIDE: EXAMPLE: AURA-SQR-D/1-2x2-L35HO-S6-CE-STD Ap"A Wet Location Under Canopy Candela - Direct/Indirect 180° FOR AURA � D/I � CE 1 2 3 4 6 7 8 9 RR C us 1 Series Aura 4 1x4 Size 1' x 4' 5 L27 CCT 2700K 7 S. Wood Finish See color options on AURA 1x6 1' x 6' L30 3000K finishes technical sheet 2 Series 2x2 2x4 2' x 2' 2' x 4' L35 L40 3500K 4000K 8 Mounting SQR Square 2x6 2' x 6' RCT Rectangle 2x8 2' x 8' 6 Output CIE Ceiling Canopy 3x3 3' x 3' 3 Lighting Direct/ 3x6 4x4 3' x 6' 4' x 4' SO MO Standard Output Medium Output 9 STD Special Standard D/I Indirect 4x8 4' x 8' HO High Output MOD Modified 5x5 5' x 5' 6x6 6' x 6' 1. Lumen output based upon 3000K CCT. 190 ©2020STRUCTURAINC. ATTACHMENT12 SC1 CLUMAC Packet Pg. 276 Aura Junction Box Cover Square and Rectangle - Wall Mount Two -Part Aluminum Mounting System irect 6 Wet Location Standard Output Medium Output High Output Size Watts D Watts D/1 Watts D Watts D/I Watts D Watts D/I Weight 1x4 15 28 30 56 50 94 26lbs. 1x6 21 40 42 80 70 134 35lbs. 2x2 12 22 24 44 40 74 21lbs. 2x4 18 34 36 68 60 114 31lbs. 2x6 24 46 48 92 80 154 40lbs. 2x8 30 58 60 116 100 194 50lbs, 3x3 18 34 36 68 60 114 31lbs. 3x6 27 52 54 104 90 174 45lbs. 4x4 24 46 48 92 80 154 40lbs. 4x8 36 70 72 140 120 234 591bs. 5x5 30 58 60 116 100 194 50lbs. 6x6 36 70 72 140 120 234 59lbs. ORDERING GUIDE: EXAMPLE: AURA-SQR-I-4x4-L30SO-S3-C2-WA4-STD AURA 1 2 3 4 1 Series 4 Size AURA Aura 1x4 1' x 4' 1x6 1' x 6' 2 Series 2x2 2' x 2' 2x4 2' x 4' SOR Square 2x6 2' x 6' RCT Rectangle 2x8 2' x 8' 3x3 3' x 3' 3 Lighting 3x6 3' x 6' D Direct 4x4 4' x 4' 1 Indirect 4x8 4' x 8' D/I Direct/ 5x5 5' x 5' Indirect 6x6 6' x 6' Product specification sheets subject to change. Candela - Direct/Indirect 910 N QCus LEAEhEhg A L 10 5 CCT 8 Metal Finish L27 2700K ."* See color options on L30 3000K finishes technical sheet L35 3500K CSM Custom Color L40 4000K 9 Mounting 6 Output WA4 4" Wall Mount SO Standard Output WAS 8" Wall Mount MO Medium Output HO High Output 10 Special 7 Wood Finish STD Standard MOD Modified S. See color options on finishes technical sheet ATTACHMENTlil12P2o STRUCTURAINC 191 SC1 CLUMAC Packet Pg. 277 BeveLED°2.2 Primary" - P4RDF 4.5" Round Downlight 1p4RDF TRIM DETAILS usaiIighting.com/beveled22primary 1" Regress 3^/u' 0 4'A" 0 6,H, 0 BEVELED 2.2 PRIMARY DOWNLIGHT PERFORMANCE DATA DELIVERED" PERFORMANCE: Classic White 9W 15W 22W Source Lumens: 1075 1575 2000 Lumens Per Watt: 92 88 81 Delivered Lumens: 925 1225 1700 Color Consistency: 2-Step MacAdam Ellipse USAI n Lighting BeveLED 2.2 Primary provides consistent, high quality white light in an economical architectural solution with our iconic BeveLED trim. FEATURES • 2700K, 3000K or 3500K color temperature options in 80+ and 90+ CRI • Downlight, adjustable and wallwash configurations • Dry/damp/wet location rated for bathrooms and showers • Dimmable with forward and reverse phase dimmers • High LED performance with budget -conscious features Tim Finish Finish .ens `Based on 3000K, 80+ CRI, Medium beam. Performance varies for each specific beamspread and color temperature. See ES files for exact values at usailighting.com. CORRELATED COLOR TEMPERATURE Classic White MULTIPLIER 2700K 3000K 3500K Color Rendering Index: 80+ 90+ 80+ 90+ 80+ 90+ Multiplier for Lumen Output: 0.98 0.81 1.00 0.84 1.02 0.98 Page 1 usailighting.com T 845-565-8500 1126 River Road ©2019. USAI, LLC. All rights reserved. info@usailighting.com F 845-561-1130 New Windsor, NY 12553 All designs protected by copyright. Patents pending. USAI and BeveLED are registered trademarks of USAI, LLC. Revised 12/05/2019 ATTACHMENT12 PLN2020-0015 i SD1 GLUMAC Packet Pg. 278 HOW TO SPECIFY BeveLED°2.2 Primary° - PUN 4.5" Round Downlight Specify fixture part number. (All boxes must be completed to correctly order) USAI° Lighting P4RDF = F-1 WH NC Downlight Wattage LED Color Beam Trim Housing Voltage Dimming Driver Accessories Options Temperature Options Finish Options Options (Optionap Options Select one P4RDF ® Classic White WH NC UNV For use with Universal CK27 4.5" Round White New 120V-277V Voltage 120V-277V 27" C-Channe 27KS 2700K, 80+ CRI M Medium Downlight 0911.2 9W LED Construction o D22 ERP 0-10V, 1 /o Bar Kit with Butterfly 120V 15L2 27KH 2700K, 90+ CRI F For use with 120V only Brackets 15W LED 30KS Flood D21 ERP Forward/reverse CK52 3000K, 80+ CRI phase dim, 1 % 52" C-Channe 221.2 30KH Bar Kit with 22W LED 3000K, 90+ CRI Butterfly 35KS Brackets 3500K, 80+ CRI 35KH 3500K, 90+ CRI 2-Step MacAdam Ellipse Color Consistency is standard for all HOUSING DETAILS New Construction Housing - NC 12" 4V �� o o 43/4" C 0 0 � O a a o BEVELED 2.2 PRIMARY SPECIFICATIONS TRIM 4.5" round aperture with a 1" regressed bevel and 1 /2" flange, retained by two mounting clips. Die cast aluminum bevel is self - flanged and is available in white. TRIM LENS Trim is shipped with integral solite lens. REFLECTOR Interchangeable specular reflector available in medium and wide beam distributions. FIELD REPLACEABLE LED LIGHT ENGINE is serviceable through the aperture with a Phillips screwdriver. COLOR All LED color options are tightly binned for fixture -to -fixture color consistency within a 2-Step MacAdam Ellipse. RATED LIFE Based on IESNA LM80-2008 50,000 hours at 70% lumen maintenance (1-70). usailighting.com T 845-565-8500 info@usailighting.com F845-561-1130 83/4" FIELD REPLACEABLE DRIVER Solid state electronic constant current 0-10V dimming driver with a high power factor provided standard and sources 2mA. Driver complies with IEEE C62.41 surge protection. Some on -time delay may be experienced depending on control system used. FIXTURE WEIGHT 5 lbs. HOUSING Fabricated of black electrocoated 20 ga. steel with 18 ga. steel J-box. MOUNTING Adjustable nailer bars with integral nails provided. Nailer bars are extendible from 14" to 24" centers. Channel bar kits with butterfly brackets are available in 27" and 52" lengths as an add -on accessory for use in acoustical ceilings. 1126 River Road New Windsor, NY 12553 15'A" CK 27. 27" K 52: 52" ----- --------I LL WARRANTY USAI limited warranty covers replacement parts for 5 years from date of shipment CEILING CUT OUT 5Yie"0 LISTINGS Dry/Damp/Wet. NRTL/CSA-US tested to ILL standards. MEW union made. NOTES c us • Not for use in corrosive environment • Use of pressure washer voids warranty PHOTOMETRICS Consult factory or website for ES files. Tested in accordance with IESNA LM79. Page 2 © 2019. USAI, LLC. All rights reserved. All designs protected by copyright. Patents pending. USAI and BeveLED are registered trademarks of USAI, L-C. Revised 12/05/2019 ATTACHMENT12 C O M -W 10 tti tW N 0) SD1 CLUMAC Packet Pg. 279 4.a DIMMING DRIVER COMPATIBILITY USAI' SELECTION GUIDE Lighting D21 DIMMING DRIVER WIRING SCHEMES: NOTES: Wiring diagrams are examples of typical installations intended to illustrate the number of wires that must be run to fixture. These diagrams are not intended to specify all equipment necessary for a given dimming circuit. Refer to specific dimmer manufacturer's documentation for details. IMPORTANT SAFETY INSTRUCTIONS - SAVE THESE INSTRUCTIONS 1. Keep these instructions in a safe place for future reference. 2. Only qualified electricians in accordance to local codes should install these fixtures. O 3. De -energize the electrical circuit at the circuit breaker prior to installation process or servicing. 4. Make sure all connections are in accordance with the National Electrical Code and any local regulations. y 5. Cap any wires not used separately (nottogether). r R D21 LED: ERP EBRO15 series or equivalent - Forward and Reverse Phase Dimming Driver. Dims down to 1% contingent upon dimmer specification and load (see compatibility chart below).120V only. D21 2 WIRE PHASE DIMMING DIMMER:2WIREPHASE _ FIXTURE (BY OTHERS) LED LINE a SWITCHED HOT BLACK V+ RED O@O NEUTRAL WHITE DRIVER V- BLACK SOD GROUND GREEN GND ONLY FOR SWITCHES WITH NEUTRAL mi n;........ Ph- 120V ONLY PHASE DIMMING Dimmer Information Dimming Range On Fixtures Manufacturer Product Maximum Minimum Per Dimmer Cooper DAL06P 100% 0% Use fixture wattage per fixture specification sheet to determine maximum number of fixtures per dimmer. Max number of fixtures is limited by dimmer load rating per dimmer specification sheet. DLC03P 100% 0% SLC03P 100% 0% Leviton 6161 99% 10% 6631-2 100% 0% 6633-P 100% 0% 6673-10W 99% 60° 6683-IW 100% 2% IPE04 100% 3% IPI06-1LZ 99% 0% VPE06 100% 5% Li htolier ZP260CIEW 99% 3% Lutron CT103P 99% 6% DV600P 99% 3% DVCL-153P 99% 0% DVELV303P 97% 3% FAELV500 99% 7% LG600P 99% 5% MAELV600 99% 7% S600P 99% 1% S-603PG 86 a 400 SELV300P 97% 3% TG-600P 99% 13% TGCL-153P 99% 2% U n AJ,„\ I " www.usailighting.com info@usailighting.com Lighting 1126 River Road T 845-565-8500 ©2017. USAI, LLC. New Windsor, NY 12553 F 845-561-1130 All rights reserved. All designs protected by copyright. ATTACH M EWrf4 SD1 GLUMAC Packet Pg. 280 4.a USAI' Lighting DIMMING DRIVER WIRING SCHEMES: DIMMING DRIVER COMPATIBILITY SELECTION GUIDE D22 NOTES: Wiring diagrams are examples of typical installations intended to illustrate the number of wires that must be run to fixture. These diagrams are not intended to specify all equipment necessary for a given dimming circuit. Refer to specific dimmer manufacturer's documentation for details. IMPORTANT SAFETY INSTRUCTIONS - SAVE THESE INSTRUCTIONS 1. Keep these instructions in a safe place for future reference. 2. Only qualified electricians in accordance to local codes should install these fixtures. 3. De -energize the electrical circuit atthe circuit breaker prior to installation process or servicing. 4. Make sure all connections are in accordance with the National Electrical Code and any local regulations. 5. Cap any wires not used separately (nottogether). D22 LED: ERP ESS 0-10V Dimming Driver Wiring (Dims down to 1%) D22 Dimmer C mpatibilityChart Dimmed Light Oty Fixtures Manufacturer Product Part Number Output Ranme Per Dimmer* 120V 277V Use source current per Crestron iLux dimmer expansion module CLS-EXP-DIMFLV 100% - 1 °% fixture specification Crestron DIN Rail dimmer DIN-4DIMFLV4 100 - 1 o 0 sheet to determine number of fixtures per Crestron DIN Rail analog output module DIN-AO8 100% - 11 Crestron 8 Channel dimmer module GLX-DIMFLV8 100% - 1 % dimmer. Max number Crestron 8 Channel dimmer module GLXP-DIMFLV8 100% - l % of fixtures is limited by Leviton IllumaTech dimmer IP710-DLX 100 /0 1 /° dimmer load rating. Lutron Nova NFTV-XX 100%-1°0 Lutron Diva DVTV-XX 100%-1% * NOTE: Refer to dimmer manufacturer's documentation for installation instructions and circuit details. D22 0-10V DIMMING W/RELAY TO SWITCH POWER DIMMER:O-10V CLASS 2 CONTROL LINE RELAY (BY OTHERS) DIMMER:0-10V w/ POWER SWITCHING IBY OTHERS) LINE GROUND NEUTRAL DRIVER GND D22 0-10V DIMMING (NO RELAY) USA I ® www.usailighting.com //�' info@usailighting.com Lighting DRIVER GND FIXTURE LED RED BLA K ��* popOO FIXTURE LED RED Oo�op NOTE: If switched, non -dimming operation is desired, cap off purple and gray wires individually at installation. Do NOT cap purple and gray wires together. NOTE: If switched, non -dimming operation is desired, cap off purple and gray wires individually at installation. Do NOT cap purple and gray wires together. 1126 River Road T 845-565-8500 ©2019. USAI, LLC. New Windsor, NY 12553 F 845-561-1130 All rights reserved. ,+ All designs protected by copyright. ATTACHMEW I2 Revised 12/18n019 SD1 GLUMAC Packet Pg. 281 4.a USAI' DIMMING DRIVER COMPATIBILITY SELECTION GUIDE Lighting D22 Continued DIMMING DRIVER WIRING SCHEMES: NOTES: Wiring diagrams are examples of typical installations intended to illustrate the number of wires that must be run to fixture. These diagrams are not intended to specify all equipment necessary for a given dimming circuit. Refer to specific dimmer manufacturer's documentation ford eta ils. IMPORTANT SAFETY INSTRUCTIONS - SAVE THESE INSTRUCTIONS 1. Keep these instructions in a safe place for future reference. 2. Only qualified electricians in accordance to local codes should install these fixtures. 3. De -energize the electrical circuit at the circuit breaker prior to installation process or servicing. 4. Make sure all connections are in accordance with the National Electrical Code and any local regulations. 5. Cap any wires not used separately inottogether). D22 LED: ERP ESS series or equivalent - Forward and Reverse Phase Dimming Driver. Dims down to 1% contingent upon dimmer specification and load (see compatibility chart below).120V only. D22 2 WIRE PHASE DIMMING FlXPTtE DIMMER: 2 WIRE PHASE (BY OTHERS) cnr uwusmo-�ov LED DWNG rAR64 RaY LINE DRIVER w REo 000 NEUnm IIE �O0 GRGUND GND °iiY PoR 8MRCIE8lMX NRRROL NEURAL 1199 rlimmnr Ph- 120V ONLY PHASE DIMMING Dimmer Information Dimmina Ran e QU Fixtures Manufacturer Product Maximum Minimum Per Dimmer Cooper DAL06P 100% 0% Use fixture wattage per fixture sheetto determine maximum number of fixtures per dimmer. Max number of fixtures is limited by dimmer load rating Per dimmer specification sheet. DLC03P 100% 0% SLC03P 100% 0% Leviton 6161 99% 10% 6631-2 100% 0% 6633-P 100% 0%specification 6673-10W 99% 6% 6683-IW 100% 2% IPE04 100% 3% IPI06-1LZ 99% 0% VPE06 100% 5% Li htolier ZP2600EW 99% 3% Lutron CT103P 99% 6% DV600P 99% 3% DVCL-153P 99% 0% DVELV303P 97% 3% FAELV500 99% 7% LG600P 99% 5% MAELV600 99% 7% S600P 99% 1% S-603PG 86°0 4°o SELV300P 97% 3% TG-600P 99% 13% TGCL-153P 99% 2% USA I " www.usailighting.com //�' info@usailighting.com Lighting 1126 River Road T 845-565-8500 ©2017. USAI, LLC. New Windsor, NY 12553 F 845-561-1130 All rights reserved. All designs protected by copyright. ATTACHMEW12 Revised 12/18/2019 SD1 GLUMAC Packet Pg. 282 Kendo M Wet Linear Illumination System �I l u m i n i i Features • 24VDC Class 2 for wet locations fixtures made to order up to 144". Fixtures can be linked up to 35' depending on output • Dot free even illumination achievable with frosted lens • Vibrant colors with R9 values up to 98 IP68 Finish options Profile dimensions ade ,!!M Silver �� a, USA anodized Deu s 0 49 LISTED ■ Black �-0.69" IC RATED powder coated �ioHS clear or frosted lens Ompliant Bronze SINGLE BIN ■ powder coated •F 30 CCT 0.50' ❑ White powder coated o.77" dimmable clear or frosted lens using the Fixed mounting bracket Technical information OUTPUT OPTIONS Output Lumens at Average 4000K power Lumens / Watt Maximum system (with clear lens) consumption (with clear lens) length at 4' In series LO (1-1-18) 74 1.6 W/ft 461m/W 80' SO (LL36) 149 3.2 W/ft 471m/W 35' HO (LL54) 209 5.2 W/ft 401m/W 26' VHO (LL72) 291 6.5 W/ft 45 Im/W 18' Ordering code • Single micro binned LEDs +/- 30 CCT • Dims with minimal color shift • Class 2 listed for wet locations • 3 Year warranty r-f---0.84- 0.92" 0� �0.69" LH Graze lens clear or frosted lens with blade louver or glare shield accessory 0.719° 0 76" 1 _ up to 4---0.67" 4 clear or frosted clear or frosted lens using the lens using the adiustable hinged fixed 45 degree bracket mounting bracket CCT INFO/LUMEN MULTIPLIER TM-30-15 Color Multiplier temperature (ref.---4000K) CRI Rf Rg 2700K 0.73 97 95 101 3000K 0.81 91 89 98 3500K 0.86 94 90 102 4000K 1.00 94 86 96 MODEL LENGTH CCT OUTPUT LENS MOUNTING FINISH POWER FEED POSITION / TYPE ACCESSORIES © -1 FC 1 KMW K..do M Wet 12" - 144 - 27K - 2700 K LO - Low C - clear FC - rued clip SA Silver E - End 1 - 72" wire leads - N/A, leave black 4" increments 30K - 3000 K SO Standard F - Frosted AH-Adiustable huge mourning BK Block B - Bottom 1 X2 - 72" wire leads at both ends BLS Blade louver, Silver 35K - 3500 K HO High G - Graze FC45 - Fixed clip 45 degree BZ Bronze S - Side 2- 72" wire leads at one end BLBK Blade louver, Black 40K - 4000 K VHO - Very High WH - White and quick conned at other BLWH - Blade louver, White jIBK,BZ,WH 3- Single quick connect GSS- Glareshield,Sllver finishes will have quit 4- Dual k connect GSBK - Glare shield, Black an upcharge and require longer GSWH Glare shield, White lead times) REV10.3 02212020 page 1 of 7 www.luminii.com tel: 224-333-6033 ATTACHMENT12 PLN2020-0015 SL1 CLUMAC Packet Pg. 283 Kendo M Wet Linear Illumination System 11 l u m i n i i Power consumption per fixture length Based on operation with PSD series of power supplies. LO so HO VHO Nominal Actual W/ft Total Actual W/ft Total Actual W/ft Total Actual W/ft Total Length Length wattage Length wattage Length wattage Length wattage 12" 12-12/16" 1.65 1.65 12-12/16" 3.25 3.25 12-11/16" 5.35 5.30 12-11/16" 6.75 6.75 16" 16-11/16" 1.65 2.00 16-10/16" 3.25 4.00 16-10/16" 5.33 7.06 16-9/16" 6.75 9.00 20" 20-10/16" 1.65 2.80 20-10/16" 3.25 5.25 20-10/16" 5.31 8.82 20-9/16" 6.75 11.25 24" 24-8/16" 1.65 3.00 24-8/16" 3.25 6.50 24-9/16" 5.30 10.60 24-8/16" 6.75 13.50 28" 28-7/16" 1.65 3.90 28-7/16" 3.25 7.75 28-7/16" 5.28 12.33 28-7/16" 6.75 16.75 32" 32-6/16" 1.65 4.00 32-7/16" 3.25 8.50 32-7/16" 526 14.06 32-6/16" 6.75 19.00 36" 36-6/16" 1.65 5.00 36-5/16" 325 9.75 36-6/16" 5.25 15.80 36.5/16" 6.65 19.95 40" 40-4/16" 1.64 5.50 40-4/16" 3.25 10.25 40-5/16" 5.23 17.40 41-4/16" 6.65 22.20 44" 44-3/16" 1.64 6.00 44-4/16" 1 3.20 11.75 44-4/16" 5.21 19.00 45-3/16" 6.65 24.40 48" 48-2/16" 1.63 6.60 48-3/16" 3.20 12.80 483/16" 5.20 20.60 49-2/16" 6.55 26.20 52" 52-1/16" 1.63 7.10 52-2/16" 3.20 13.30 53-7/16" 5.18 22.40 53-1/16" 6.55 28.50 56" 56-1/16" L63 7.10 56-1/16" 3.20 14.80 57-6/16" 5.16 24.20 57 6.55 30.50 60" 59-15/16" 1.63 8.20 60 3.20 16.00 61-5/16" 5.15 26.00 60-15/16" 6.45 32.25 64" 63-14/16" 1.63 8.80 63-15/16" 3.20 17.00 65-4/16" 5.13 27.60 64-14/16" 6A5 34.40 68" 67-13/16" 1.62 9.30 69-13/16" 3.15 1&00 693/16" 5.11 29.20 68-13/16" 6.45 36.55 72" 71-12/16" 1.62 9.80 73-12/16" 3.15 18.90 73-2/16" 5.10 30.80 72-12/16" 6.40 38.40 76" 75-12/16" 1.62 10.40 77-11/16" 3.15 19.00 77-1/16" 5.08 32.40 76-11/16" 6.40 40.50 80" 79-10/16" 1.62 10.90 81-11/16" 3.15 21.50 81-1/16" 5.06 34.00 80-10/16" 6.40 43.00 84" 83-9/16" 1.62 11.50 85-9/16" 3.15 22.05 85" 5.05 35.70 84-9/16" 6.25 43.75 88" 87-8/16" 1.62 12.00 89-8/16" 3.15 23.00 88-14/16" 5.03 37.10 88-8/16" 6.25 46.00 92" 91-7/16" 1.62 12.50 93-7/16" 3.10 24.00 92-13/16" 5.01 38.50 92-7/16" 6.25 48.00 96" 95-7/16" 1.62 13.10 97-6/16" 3.10 24.80 96-13/16" 5.00 40.00 97-6/16" 6.15 49.20 100" 99-5/16" L61 13.50 101-6/16" 3.10 26.30 100-12/16" 4.98 41.60 101-5/16" 6.15 51.25 104" 103-4/16" 1.61 14.00 105-4/16" 3.05 27.10 104-11/16" 4.96 43.20 105-3/16" 6.15 53.00 108" 111-2/16" 1.60 14.50 109-4/16" 3.05 28.00 108-10/16" 4.95 44.80 109-3/16" 6.00 54.00 112" 115-2/16" 1.60 15.00 113-3/16" 3.05 28.50 112-9/16" 4.93 46.20 113-2/16" 6.00 56.00 116" 119" 1.59 15.50 117-1/16" 3.05 30.00 116-8/16" 4.91 47.60 117-1/16" 6.00 58.00 120" 122-15/16" 1.59 16.50 121-1/16" 3.00 30.50 120-8/16" 4.90 48.90 121 5.90 59.00 124" 126-14/16" 1.59 17.00 125 3.00 31.50 124-7/16" 4.88 50.40 124-15/16" 5.90 60.60 128" 130-13/16" 1.59 17.50 128-14/16" 3.00 32.50 128-6/16" 4.86 51.90 128-14/16" 5.90 62.20 132" 134-13/16" 1.59 18.10 132-14/16" 2.95 33.50 132-5/16" 4.85 53.30 132-13/16" 5.80 63.80 136" 138-11/16" 1.59 18.60 136-13/16" 2.95 34.30 136-4/16" 4.83 54.70 136-12/16" 5.80 65.30 140" 142-10/16" 1.59 19.10 140-12/16" 2.95 35.20 140-3/16" 4.81 56.10 140-11/16" 5.80 66.80 144" 146-10/16" 1.58 19.64 144-11/16" 2.90 36.00 145-7/16" 4.80 57.40 144-10/16" 5.70 68.40 REV10.3 02212020 actual length of assembled fixture `-; nc�q r��a R Fps e.za page 2 of 7 www.luminii.com tel: 224-333-6033 ATTACHMENT12 SL1 CLUMAC Packet Pg. 284 Kendo M Wet Linear Illumination System �I l u m i n i i Connectors Male quick Female quick Lead wires connect end connectend end #WETCON-M #WETCON-F A B C 39" 0.20" 0.45' 0.53" Powerfeed options with fixed bracket Linkina and Extension Cable Male/female Joiner 12" - Part # IP67-12 12" A B Male/female Joiner 48" - Part # IP67-48 48" A B 72" wire leads End Feed (1) 72 (E) P C 72" wire leads at one end and quick connect at other (2) 4" � � 72 B C Bottom Feed f (B) P Single quick connect (3) 4 ----- t A Side Feed Dual quick connect (5) R T r (4) 11 ----- t 4 B A Accessory options Glare Shield: Blade Louver: Splice Box: 2 6" < Connector: redirect the light to avoid glare from fixture control light distribution Wet rated, low voltage Low voltage splice box available only with complete fixture available only with complete fixture splice box, gray wet cable management i 3„ %K reference page 1 ordering code reference page 1 ordering code Part # LVSP-WET gray y, � a Part # LVSP-WET-CM 0�7„ en9`"Othel�x�u`e `I, en9`hlxw�e "\ ( T� 0.0. � 0.58° � 2.2 X 0.84" 0 84" Sample layout of powerfeed connections REV10.3 02212020 m System Length page 3 of 7 www.luminii.com tel:224-333-6033 ATTACHMENT12 SL1 CLUMAC Packet Pg. 285 Kendo M Wet Linear Illumination System 11 luminii Power supply See fixture and power supply instructions & spec sheet for wiring information. Dimming possible in select models - view Lumink website for list of compatible dimmers. Magnetic Low Voltage Dimming Power Supplies: MODEL POWER OUTPUT INPUT PSD - 48 PSD - PSD Series 48 - 48 Watt 24 - 24 VDC Blank - 120 V dims down to 0 % 96 - 96 Watt 240 - 240 V 288 - 288 Watt (3 x 96Watt) 277 - 277V MODELS PSD 48 PSD 96 PSD 288 A Length 11.25" 11.25" 13.06" B Width 3.42" 3.42' 8.42" C Depth 3.42' 3.27" 4.47" Electronic Low Voltage Dimming Power Supplies: MODEL POWER OUTPUT PDCL —F 30 — 24 PDCL - PURE DC LITE 30 - 30 Watt 24 - 24 VDC Dims to 1 % on most MLV Dimmers 60 - 60 Watt NOTE: Must be loaded at least 10% of rated load to 96 - 96 Watt obtain optimal dimming. MODELS PDCL 30 PDCL 60 PDCL 96 A Length 1.03" 1.03" 1.03" B Width 6.50' 7.40" 8.66" Depth 3.62" 3.62" 3.66" 0-10V Dimming Power Supplies O\ 1 1 W O r O � � N d A ° PURE DC" LITE B ° L Black N White Ground Red+ Black- ° uv DC - GROUND MODEL POWER OUTPUT DIMMING PSOIOV - 3X96 PSOI OV - 0-IOV Power Supply 96 - 96 Watt 24 - 24 VDC LIN - Linear dims down to 0 % 3X96 - 3 X 96 Watt LOG - Logarithmic MODELS 96W 3X96 A Length 14.40" 15.75' B Width 5.20' 6.60" C Depth 2.60" 4.80" MODEL POWER OUTPUT DIMMING LOCATION PSV I — 40 — 24 — U2DIM — PSV - PSV Series 40 - 40 Watt 24 - 24 VDC U2DIM - Dimming 0 - 10V D - Dry Location dims down to 5 % 60 - 60 Watt IP65 -Wet Location 96 - 96 Watt MODELS PSV Dry PSV Wet A Length 9.20" 9.50' B Width 3.40" 4.12' C Depth 1.90' 2.30" REV10.3 02212020 SL1 page 4 of 7 24V DC - www.luminii.com tel:224-333-6033 ATTACHMENT12 PLN2020-0015 CLUMAC Packet Pg. 286 Kendo M Wet Linear Illumination Svstem 11 l u m i n i i Power supply See fixture and power supply instructions & spec sheet for wiring information. Dimming possible in select models - view Luminii website for list of compatible dimmers. DMX Dimming Power Supplies MODEL POWER OUTPUT PSDMX PSD - DMX Power Supply 96 - 96 Watt 24 - 24 VDC 3X96 - 3 X 96 Watt Features eldol-ED's LINEARdrive configurable dimmable drivers DALI Dimming Power Supplies MODEL POWER OUTPUT PSDALI PSDALI - DALI Power Supply 96 - 96 Watt 24 - 24 VDC dims down to 0 % 3X96 - 3 X 96 Watt Features eldol-ED's LINEARdrive configurable dimmable drivers ,,Alt =LUTRON® Luminii is a Lutron OEM Advantage Partner MODEL LTEA41J 1 UKL-CV240 Lutron - Hi-IumeT"^ 1 % 2-wire LED driver (120V forward phase only) MODELS LTEA L3DA A Length 4.89' 4.89" B Width 2.66" 2.66" C Depth 4.00" 4.00" REV10.3 02212020 MODEL L3DA4U 1 UKL-CV240 Wumelm 1 % EcoSystem Voltage LED driver MODELS 3X96 W A Length 15.75' B Width 6.60' C Depth 4.80' MODELS 96 W A Length 14.40" B Width 5.20" C Depth 2.60' MODEL L3 DO-96W24V-U Hi-IumeT"" 0.1 % EcoSystem Voltage LED Driver with Soft -On, Fade -to -Black'^' MODELS L3D0 A Length 10.50' B Width 5.50" C Depth 2.00" page 5 of 7 C T— T B ® 0 4) A N d J-� B A 0 0 0 0 IC www.luminii.com tel:224-333-6033 ATTACHMENT12 SL1 CLUMAC Packet Pg. 287 Kendo M Wet Linear Illumination Svstem 11 l u m i n i i Power supply See fixture and power supply instructions & spec sheet for wiring information. Dimming possible in select models - view Lumink website for list of compatible dimmers. Enlighted Enabled Dimming Power Supplies: MODEL POWER OUTPUT DIMMING LOCATION ENL - PSV - PSV Series 96 - 96 Watt 24 - 24 VDC ENL - Enlighted Dimming D - Damp MODELS 96W A Length 14.40' B Width 5.20" C Depth 2.60" Non -Dimming Power Supplies: MODEL POWER OUTPUT DIMMING LOCATION PSV - 40 - 24 - I 1_12ND - PSV- PSV Series 40 - 40 Watt 24 - 24 VDC U21NID - Non Dimming D - Dry Location 60 - 60 Watt IP65 - Wet Location 96 " 96 Watt MODELS PSV Dry PSV Wet A Length 9.2" 9.5" B Width 3.4" 4.12" C Depth 1.90" 2.30" In ground, Electronic Low Voltage Dimming Power Supplies: MODEL POWER OUTPUT INPUT IG-CVE IG-CVE - In ground CVE Series 96X2 - 2 X 96 Watt 24 - 24 VDC Blank - 120 V dims down to 0.1 % 277 - 240/277 V MODELS Dual circuit A Length 8.0" B Width 8.0° C Depth 8.0" REV10.3 02212020 page 6 of 7 B A c 0 0 0 IC R N m A \'�I B www.luminii.com tel:224-333-6033 ATTACHMENT12 SL1 CLUMAC Packet Pg. 288 Kendo M Wet Linear Illumination Svstem 11 l u m i n i i Power supply See fixture and power supply instructions & spec sheet for wiring information. Dimming possible in select models - view Luminii website for list of compatible dimmers. Universal Power Supply MODEL POWER OUTPUT PDCU — 30 — 24 PDCU - PDCU Series 30 - 30 Watt 24 - 24 VDC 60 - 60 Watt 96 - 96 Watt 3x96 - 3x96 Watt MODELS 30W 60W 96W 3X96 A Length 6.50' 7.40" 8.66" 11.83' B Width 3.73" 3.73" 3.73" 4.32' C Height 1.61" 1.61" 1.61" 1.81" MODEL POWER OUTPUT DIMMING LOCATION PSV — 20 — 24 - I UDIM — PSV - PSV Series 20 - 20 Watt 24 - 24 VDC UDIM - Universal Dimming D - Dry Location 40 - 40 Watt 60 - 60 Watt 96 - 96 Watt MODELS 20W 40W 60W 96W A Length 8.15" 9.20" 9.20" 9.20" B Width 2.00" 3.40' 3.40" 3.40"" C Height 1.70" 1.90" 1.90" 1.90" r+ f0 C y C REV10.3 02212020 page 7 of 7 www.luminii.com tel: 224-333-6033 ATTACHMENT12 SL1 CLUMAC Packet Pg. 289 Gardco EcoForm Gen-2 combines economy with performance in an LED area luminaire. Capable of delivering up to 26,400 lumens or more in a compact, low profile LED luminaire, EcoForm offers a new level of customer value. EcoForm features an innovative retrofit arm kit, simplifying site conversions to LED by eliminating the need to drill additional holes in most existing poles. Integral control systems available for further energy savings. Includes Service Tag, our innovative way to provide assistance throughout the life of the product. Ordering guide ECF-S EcoForm 32 LEDs site and (2modt area, small 48L 48 LEDs Project: Location: Cat. No: Type: Lamps: Notes: example: ECF-S-64L-900-NW-G2-AR-5-120-HIS-MGY _ L 126--Trod DID' . IMRI3' 530mA Warm White Arm Mount 208 208V dimming (by others)' Integral with 2 Type 700 3000K, 70CRI (standard)' 2-90 Rotated 240 240V DCC Dual Circuit Control45.1 #3lens" 700mA Generation left90° 277 277V FAWS Field Adjustable IMRI7 The 1A NW-G2 2270 Rotated 347 347V Wattage Selector41 Integral with 1050mA Neutral White following right 480 480V SW Interface module #71ens' c 1.2A 4000K,70CRI mounting 9 270° UNV 120-277V for SiteWise 4e IMRO 1200mA Generation kits must (50/60Hz) wireless LLC IntegralPole mounted CW-G2 be ordered Type HVU 347-480V (50/60Hz) module46B BL Bi-level motion sensor" 900 separately 3Type3 (see accessories) 900mA Cool White (See 3-90 Rotated 1A 5000K,70CRI accessories) left90° DynaDimmer:Automatic 1050mA Generation SF 3-270 Rotated Profile Dimming CS50 Safety 50% 1.2A Slip Fitter right 1200mA Mount' 270° Dimming, 7hours44 64L 64LEDs 900 900mA (fits toP/a" C.D.tenon) Type 4 CM50Median80%Dimmi 8 hours4 CE50 Economy 50% 4Type 4 (4 modules) 1A WS 4-90 Rotated Dimming, 9 hours" 1050mA Wall mount left 90° DA50 All Night 50% with surface 4-270 Rotated Dimming48 conduit right C530 Safety rear entry permitted 270 Dimming,7hours4e g, 7 Type 5 CM30 Median 30% Dimmii RAM 8 hour54.1 5 Type Retrofit arm CE30 Economy 30% mount kit' 5W Type 5W Dimming, 9 hours4.1 AFR DA30 All Night 30% Auto Front Row Dimming48 AFR-90 Auto Front Row, Rotated left 90° AFR-270 Auto Front Row, Rotated right 270° PCB are Pole L— Photocontrol Adapter F1 Single BK Black Button89 (120, 277, 347VAC)' included in WIN White TLRD5 F2 Double standard BZ Bronze Twist Lock (208, 240, 480VAC) product DGY Dark Gray Receptacle TB MGYMedium Gray 5 Pin 11 Pole Mount Fusing Terminal TLRD7 FP1 Single Block" Customer specified Twist Lock (120, 277, 347VAC)s RPA RAIL Specify Receptacle FP2 Double Round Pole 7Pin10 (208,240,480VAC) Adapter optional TLRPC FP3 Canadian (fits to 3"_ color or RAIL (ex: Twist Lock Double Pull (208, 3.9" O.D. CC Customom color Receptaclew/ 240,480VAC)9 pole)"(Must supply Photocell"' Surge Protection HIS color chip (10kAstandard) Internal for required factory quote) SP2 Increased 20kdHousing Side Shield" 1. BL-IMRI3/7 equipped with out -boarded sensor housing 7. Available only in 120 or 277V. 14. HIS not available with Type 5 and 5W optics. when voltage is HVU (347-480V) S. Not available in 347 or 480V 15. Available only with SW, LLC, and BL control options. 2. Mounts to a 4" round pole with adapter included for 9. Must specify input voltage. 16. Available only with SW and BL control options. square poles. 10. Dimming will not be connected to NEMA receptacle if 3. Limited to a maximum of 45 degrees aiming above ordering with other control options. horizontal. 11. Not available in 480V. 4. Not available with other dimming control options. 12. Not available with DCC. 5. Not available with motion sensor. 13. Not available with SF and WS. RPAs provided with black 6. Not available with photocontrol. finish standard. ECF-S-EcoForm -area-small 04/19 page 1of 8 C UL US ATTACHMENT12 0"P11 SP2 CLUMAC Packet Pg. 290 4.a ECF-S EcoForm small Area luminaire EcoForm Accessories (ordered separately, field installed) ontrols Acce$sones I Shielding Accesson Pole Mount Motion Sensor House Side shield MS-A-120V 120VInput Standard optic orientation: MS-A-277V 277V Input HIS-80-H 14 Internal House Side Shield for 80 LEDs (5 modules) Wireless system HIS-96-H 14 Internal House Side Shield for 96 LEDs (6 modules) Remote mount module Optic at 90 or270 orientation: LLCR3-(F) #31ens HIS-80-V 14 Internal House Side Shield for 80 LEDs (5 modules) Central Remote Motion Response HIS-96-V 14 Internal House Side Shield for 96 LEDs (6 modules) (used connected to SiteWise main panel) MS2-A-FVR-3 14, Not available with Type 5 or 5W optics MS2-A-FVR-7 Luminaire Accessories ECF-BD-G2 Bird deterrent ECF-RAM-G2-(F) Retrofit Arm mount kit ECF-SF-G2-(F) Slip Fitter Mount (fits to 2 3/8" O.D. tenon) ECF-WS-G2-(F) Wall mount with surface conduit rear entry permitted EcoForm PTF2 EcoForm PTF3 EcoForm PTF4 (pole top fitter fits 23/8-21/2" OD x 4" depth tenon) (pole top fitter fits 3-31/2" OD x 6" depth tenon) (pole top fitter fits 31/2-4" OD x 6" depth tenon) PTF2-ECF-S/L-1-90-(F) 1 luminaire at 90` PTF3-ECF-S/L-1-90-(F) 1 luminaire at 90' PTF4-ECF-S/L-1-90-(F) 1 luminaire at 90' PTF2-ECF-S/L-2-90-(F) 2 luminaires at 90' PTF3-ECF-S/L-2-90-(F) 2luminaires at90° PTF4-ECF-S/L-2-90-(F) 2 luminaires at 90' PTF2-ECF-S/L-2-180-(F) 2luminaires at180` PTF3-ECF-S/L-2-180-(F) 2 luminaires at 180' PTF4-ECF-S/L-2-180-(F) 2 luminaires at 180' PTF2-ECF-S/L-3-90-(F) 3 luminaires at 90' PTF3-ECF-S/L-3-90-(F) 3 luminaires at 90' PTF4-ECF-S/L-3-90-(F) 3 luminaires at 90' PTF2-ECF-S/L-4-90-(F) 4luminaires at90° PTF3-ECF-S/L-4-90-(F) 4 luminaires at 90' PTF4-ECF-S/L-4-90-(F) 4luminaires at90° PTF2-ECF-S/L-3-120-(F) 3 luminaires at 120' PTF3-ECF-S/L-3-120-(F) 3luminaires at120` PTF4-ECF-S/L-3-120-(F) 3 luminaires at 120' (F) = Specify finish Predicted Lumen Depreciation Data Predicted performance derived from LED manufacturer's data and engineering design estimates, based on IESNA LM-80 methodology. Actual experience may vary due to field application conditions.1-70 is the predicted time when LED performance depreciates to 70%of initial lumen output. Calculated per IESNA TM21-11. Published L70 hours limited to 6 times actual LED test hours 25°C I up to 1200 mA I >100,000 hours I >60,000 hours Optical distribution Based on configuration ECF-S-48L-lA-NW-G2 (159W) mounted at 20ft. 4 MH 3 MH 2 MH 1 MH 0 1 MH 2 MH 3 MH 4 MH 4 MH 3 MH 2 MH 1 MH 0 1 MH 2 MH 3 MH 4 MH 4MH 3MH 2MH 1MH 0 1MH 2MH 3MH 4MH >88% 4MH 3MH 2MH 1MH 0 1 MH 2MH 3MH 4MH 5MH 4MH 3MH 2MH IMH 0 1 MH 2 MH 3 MH 4 MH 5 MH 5MH 4MH 3MH 2MH IMH 0 1 MH 2 MH 3 MH 4 MH 5 MH 51VIH 4MH 3MH 21VIH IMH 0 1 MH 21VIH 31VIH 41VIH 5MH Type 5 Type SW AFR ECF-S-EcoForm -area-small 04/19 page 2 of 8 ATTACHMENT12 4MH 3MH 2MH 1MH 0 1MH 2MH 3MH 4MH 510H 4MH 31VIH 21VIH IMH 0 1 MH 21VIH 31VIH 41VIH 51VIH 5MH 41VIH 31VIH 21VIH IMH 0 1 MH 21VIH 3MH 41VIH 51VIH 51VIH 4MH 3MH 21VIH IMH 0 1 MH 21VIH 31VIH 4MH 51VIH Type 2 Type 3 Type 4 4MH 3MH 2MH 1MH 0 1 MH 2MH 3MH 4MH 31P11 SP2 CLUMAC Packet Pg. 291 4.a ECF-S EcoForm small Area luminaire 3000K LED Wattage and Lumen Values Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Type 2 Type 3 Type 4 Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) ECF-S-32L-530-WW-G2-x 32 530 3000 56 6,178 B2-1.10-G1 ill 6,044 B1-UO-G2 109 6,323 B1-U0-G2 114 ECF-S-32L-700-WW-G2-x 32 700 3000 73 7,968 62-1.10-G2 109 7,795 B1-UO-G2 107 8,156 B1-UO-G2 112 ECF-5-32L-lA-WW-G2-x 32 1050 3000 106 11,218 B2-UO-G2 106 10,974 B2-UO-G2 104 11,482 B2-UO-G2 109 ECF-S-32L-1.2A-WW-G2-x 32 1200 3000 122 12,443 B3-1-10-G2 102 12,173 B2-UO-G2 100 12,736 B2-UO-G3 105 ECF-S-48L-900-WW-G2-x 48 900 3000 135 14,768 B3-UO-G3 109 14,448 B2-UO-G3 107 15,116 B2-UO-G3 112 ECF-S-48L-lA-WW-G2-x 48 1050 3000 159 16,723 B3-UO-G3 105 16,360 B3-UO-G3 103 17,116 B2-UO-G3 108 ECF-S-48L-1.2A-WW-G2-x 48 1200 3000 183 18,564 B3-1.10-G3 102 18,162 B3-UO-G3 99 19,001 B3-UO-G4 104 ECF-S-64L-900-WW-G2-x 64 900 3000 178 19,545 B3-UO-G3 110 19,121 B3-UO-G3 108 20,005 B3-UO-G4 113 ECF-5-64L-lA-WW-G2-x 64 1050 3000 1 206 1 22,020 1 B3-UO-G3 107 21,543 1 B3-1.10- 105 22,538 1 B3-UO-G4 109 Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Type Type SW Type AFR Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) ECF-S-32L-530-WW-G2-x 32 530 3000 56 6,400 B2-UO-GI 115 6,672 B3-UO-G2 120 6,458 1 B3-UO-G2 116 ECF-S-32L-700-WW-G2-x 32 700 3000 73 8,254 B2-U0-Gl 113 8,606 B3-UO-G2 118 8,330 B4-UO-G2 114 ECF-S-32L-IA-WW-G2-x 32 1050 3000 106 11,621 B3-UO-G2 110 12,116 B4-UO-G2 115 11,727 B4-UO-G2 ill ECF-S-32L-1.2A-WW-G2-x 32 1200 3000 122 12,890 B3-UO-G2 106 13440 B4-UO-G2 ill 13,008 B4-UO-G2 107 ECF-5-48L-900-WW-G2-x 48 900 3000 135 15,299 B3-UO-G2 113 15,951 B4-UO-G2 118 15,438 B4-UO-G2 114 ECF-S-48L-lA-WW-G2-x 48 1050 3000 159 17,324 B3-UO-G2 109 18,062 B4-UO-G2 114 17,482 B5-110-G3 110 ECF-S-48L-1.2A-WW-G2-x 48 1200 3000 183 19,231 B3-UO-G2 105 20,051 B5-U0-G3 110 19,407 B5-UO-G3 106 ECF-S-64L-900-WW-G2-x 64 900 3000 178 1 20,247 1 B3-UO-G2 114 1 21,111 1 B5-UO-G3 119 1 20,432 B5-UO-G3 115 ECF-S-64L-IA-WW-G2-x 64 1050 3000 1 206 1 22,811 1 B3-UO-G2 111 1 23,784 1 B5-UO-G3 116 1 23,020 1 B5-1-10-G3 112 4000K LED Wattage and Lumen Values Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Type 2 Type 3 Type 4 Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) ECF-S-32L-530-NW-G2-x 32 530 4000 56 6,864 B2-UO-G2 123 6,715 BI-UO-G2 121 7,025 B1-UO-G2 ECF-S-32L-700-NW-G2-x 32 700 4000 73 8,853 B2-UO-G2 121 8,661 B2-UO-G2 119 9,062 B1-UO-G2 124 ECF-S-32L-IA-NW-G2-x 32 1050 4000 106 12,464 B3-1.10-G2 118 12,194 B2-UO-G2 115 12,757 B2-UO-G3 121 ECF-S-32L-1.2A-NW-G2-x 32 1200 4000 122 13,826 B3-UO-G3 114 13,526 B2-UO-G3 ill 14,151 B2-UO-G3 116 ECF-S-48L-900-NW-G2-x 48 900 4000 135 16,409 B3-UO-G3 121 16,053 B2-U0-G3 119 16,795 B2-UO-G3 124 ECF-S-48L-IA-NW-G2-x 48 1050 4000 159 18,581 63-1.10-G3 117 18,178 B3-UO-G3 115 19,018 B2-UO-G4 120 ECF-5-48L-1.2A-NW-G2-x 48 1200 4000 183 20,627 B3-UO-G3 113 20,180 B3-UO-G4 110 21,112 B3-UO-G4 116 ECF-S-64L-900-NW-G2-x 64 900 4000 178 21,717 B3-UO-G3 122 21,246 B3-UO-G4 119 22,228 B3-UO-G4 125 EC F-S-64L-lA-NW-G2-x 64 1050 4000 206 24,467 B3-UO-G3 119 23 B3-UO-G4 116 25,043 B3-UO-G4 122 Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Type Type SW Type AFR Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) ECF-S-32L-530-NW-G2-x 32 530 4000 56 7,414 B3-UO-G2 133 7,175 63-UO-G2 129 7,111 B2-UO-G1 128 ECF-S-32L-700-NW-G2-x 32 700 4000 73 9,563 B3-UO-G2 131 9,255 B4-UO-G2 127 9,172 B2-UO-G1 126 ECF-5-32L-1A-NW-G2-x 32 1050 4000 106 1 13,462 B4-1.0-G2 127 13,030 B4-1.10-G2 123 12,912 B3-UO-G2 122 ECF-S-32L-1.2A-NW-G2-x 32 1200 4000 122 14,933 B4-UO-G2 123 14,453 B4-UO-G2 119 14,322 B3-UO-G2 118 ECF-S-48L-900-NW-62-x 48 900 4000 135 17,723 B4-UO-G2 131 17,154 B5-UO-G3 127 16,999 B3-UO-G2 126 ECF-S-48L-lA-NW-G2-x 48 1050 4000 159 20,069 B5-UO-G3 126 19,424 B5-UO-G3 122 19,248 B3-UO-G2 121 ECF-S-48L-1.2A-NW-G2-x 48 1200 4000 183 22,279 B5-U0-G3 122 21,563 B5-UO-G3 118 21,368 B3-UO-G2 117 ECF-S-64L-900-NW-G2-x 64 900 4000 178 23,456 B5-UO-G3 132 22702 B5-UO-G3 128 22,497 B3-UO-G2 127 ECF-5-64L-1A-NW-G2-x 64 1050 4000 206 26,427 B5-UO-G3 128 25,577 B5-UO-G4 124 25,346 B3-UO-G2 123 ECF-S-EcoForm -area_smal1 04/19 page 3 of 8 ATTACHMENT12 %SP11 SP2 CLUMAC Packet Pg. 292 4.a ECF-S EcoForm small Area luminaire 5000K LED Wattage and Lumen Values Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Type 2 Type 3 Type 4 Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) ECF-S-32L-530-CW-G2-x 32 530 5000 56 6,658 B2-UO-G2 120 6,514 B1-UO-G2 117 6,815 B1-U0-G2 122 ECF-S-32L-700-CW-G2-x 32 700 5000 73 8,588 B2-UO-G2 118 8,402 B2-UO-G2 115 8,790 B1-U0-G2 121 ECF-5-32L-lA-CW-G2-x 32 1050 5000 106 12,090 B3-UO-G2 114 11,828 B2-UO-G2 112 12,375 B2-UO-G3 117 ECF-S-32L-1.2A-CW-G2-x 32 1200 5000 122 13,411 B3-UO-G3 110 13,120 B2-UO-G3 108 13,726 B2-UO-G3 113 ECF-S-48L-900-CW-G2-x 48 900 5000 135 15,917 B3-UO-G3 118 15,572 B2-UO-G3 115 16,291 B2-UO-G3 121 ECF-S-48L-IA-CW-G2-x 48 1050 5000 159 18,023 B3-UO-G3 114 17,633 B3-UO-G3 111 18,447 B2-UO-G4 116 ECF-S-48L-1.2A-CW-G2-x 48 1200 5000 183 20,008 B3-UO-G3 110 19,574 B3-UO-G4 107 20,479 B3-UO-G4 112 ECF-S-64L-900-CW-G2-x 64 900 5000 178 21,065 B3-UO-G3 118 20,609 B3-UO-G4 116 21,561 B3-UO-G4 121 ECF-5-64L-lA-CW-G2-x 64 1050 5000 206 23,733 B3-UO-G3 115 23,218 B3-U0 113 24,291 B3-UO-G4 Ordering Code Total LEDs LED Current (mA) Color Temp. Average System Watts Types Type SW Type AFR Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy (LPW) Lumen Output BUG Rating Efficacy I (LPW) ECF-S-32L-530-CW-G2-x 32 530 5000 56 6,897 B2-UO-GI 124 7,191 B3-UO-G2 6,960 B3-UO-G2 125 ECF-S-32L-700-CW-G2-x 32 700 5000 73 8,896 B2-U0-Gl 122 9,276 B3-UO-G2 127 8,978 B4-UO-G2 123 ECF-S-32L-IA-CW-G2-x 32 1050 5000 106 12,524 B3-UO-G2 119 13,058 B4-UO-G2 124 12,639 B4-UO-G2 120 ECF-S-32L-1.2A-CW-G2-x 32 1200 5000 122 13,893 B3-UO-G2 114 14,485 B4-UO-G2 119 14,020 B4-UO-G2 115 ECF-S-48L-900-CW-G2-x 48 900 5000 135 16,489 B3-UO-G2 122 17,192 B4-UO-G2 127 16,639 B5-UO-G3 123 ECF-S-48L-lA-CW-G2-x 48 1050 5000 159 18,671 B3-UO-G2 118 19,467 B5-UO-G3 123 18,841 B5-UO-G3 119 ECF-S-48L-1.2A-CW-G2-x 48 1200 5000 183 20,727 B3-UO-G2 113 21,611 1 B5-UO-G3 118 20,916 B5-UO-G3 114 ECF-S-64L-900-CW-G2-x 64 900 5000 178 21,822 B3-UO-G2 1 123 22,753 I B5-UO-G3 128 1 22,021 1 B5-UO-G3 124 ECF-S-64L-IA-CW-G2-x 64 1050 5000 1 206 1 24,586 1 B3-UO-G2 119 1 25,634 1 B5-UO-G3 124 1 24,810 1 B5-UO-G4 120 ECF-S-EcoForm -area_smal1 04/19 page 4 of 8 ATTACHMENT12 0"P11 SP2 CLUMAC Packet Pg. 293 4.a ECF-S EcoForm small Area luminaire Dimensions Standard Arm (AR) Weight: 22 Lbs (9.9 Kg) EPA: 0.21ftz (019m2) 2 (6 Retrofit Arm (RAM) Weight: 24 Lbs (10.9 Kg) EPA: 0.24ft2 (.022m') IN Outboard IMR-HVU sensor U .�Cm rrj-)i ECF-S-EcoForm -area_smal1 04/19 page 5 of 8 Wall (WS) Weight: 27 Lbs. (12. 21(g)EPA: 0.27ft2 (.025m2) 3" cm) 1 FAA- 1 rw Slip fitter (SF) Weight: 27 Lbs (12.2 Kg) EPA: 0.33ft2 (.031m2) Standard Arm (AR) Retrofit Arm (RAM) drill pattern drill pattern 041' 04cm) o^ (2 5cm) 10" (2.Scm) 10" (2.5cm) (/6cm) 041" (104cm) ATTACHMENT12 0"P1, SP2 CLUMAC Packet Pg. 294 ECF-S EcoForm small Area luminaire Optical Orientation Information Standard Optic Position Optic Rotated Left (90°) Optic Position Luminaires ordered with asymmetric optical systems in the standard Luminaires ordered with optical systems in the Optic Rotated Left (90°) optic position will have the optical system oriented as shown below: optic position will have the optical system oriented as shown below (Type 5 and 5W optics are not available with factory set rotatable optics): Left side F . I Right side Left sideF�� Right side of pole 1T I of pole of pole of pole r_ O U' O O O O N Street Side Street Side ' t4 al Curbline 90^ 270° Curbline 900 270' N d House Side House Side O O. O O. in r C 0. 0. t t) t4 Note: The hand hole will normally Note: The hand hole will normally t4 be located on the pole at the 0° point. be located on the pole at the 0° point. Optic Rotated Right (270°) Optic Position Twin Luminaire Assemblies with Type-90/Type-270 Luminaires ordered with optical systems in the Optic Rotated Rotated Optical Systems Right (270°) optic position will have the optical system oriented Twin luminaire assemblies installed with rotated optical systems are an as shown below (Type 5 and 5W optics are not available with excellent way to direct light toward the interior of the site (Street Side) factory set rotatable optics): without additional equipment. It is important, however, that care be exercised to insure that luminaires are installed in the proper location. Left6Le side Left side Right side of ppole of pole of pole 1800 Luminaire with Luminaire with Type-270 O O', Type-90 Street Side Street Side Curbline 90^270' Curbline House Side House Side O O. 01 00 Luminaires with Optic Luminaires with Optic Note: The hand hole will normally Rotated Right (270°) are Rotated Left (90°) are be located on the pole at the 0° point. installed on the LEFT installed on the RIGHT Side Side of Pole of Pole Note: The hand hole location will depend on the drilling configuration ordered for the pole. ECF-S-EcoForm -area_smal1 04/19 page 6 of 8 ATTACHMENT12 0"P1, SP2 GLUMAC Packet Pg. 295 4.a ECF-S EcoForm small Area luminaire Specifications Housing One-piece die cast aluminum housing with integral arm and separate, self - retained hinged, one-piece die cast door frame. Luminaire housing rated to IP66, tested in accordance to Section 9 of IEC 60598-1. Vibration resistance Luminaire is tested and rated 3G over 100,000 cycles conforming to standards set forth by ANSI C136.31-2010. Testing includes vibration in three axes, all performed on the same luminaire. Light engine Light engine comprises of a module of 16-LED aluminum metal clad board fully sealed with optics offered in multiples of 2, 3, and 4 modules or 32, 48, and 64 LEDs. Module is RoHS compliant. Color temperatures: 3000K+/-125K, 4000K, 5000K+/- 200K. Minimum CRI of 70. LED light engine is rated IP66 in accordance to Section 9 of IEC 60598-1. Energy saving benefits System efficacy up to 133 Ims/W with significant energy savings over Pulse Start Metal Halide luminaires. Optional control options provide added energy savings during unoccupied periods. Optical systems Type 2, 3, 4, 5, 5W, and AFR distributions available. Internal Shield option mounts to LED optics and is available with Type 2, 3, 4, and AFR distributions. Types 2, 3, 4, and AFR when specified and used as rotated, are factory set only. Performance tested per LM-79 and TM-15 (IESNA) certifying its photometric performance. Luminaire designed with 0% uplight (UO per IESNA TM-15). Mounting Standard luminaire arm mounts to 4" O.D. round poles. Can also be used with 5" O.D. poles. Square pole adapter included with every luminaire. Round Pole Adapter (RPA) required for 3-3.9" poles. EcoForm features a retrofit arm kit. When specified with the retrofit arm (RAM) option, EcoForm seamlessly simplifies site conversions to LED by eliminating the need for additional pole drilling on most existing poles. RAM will be boxed separately. Also optional are slipfitter and wall mounting accessories. Control options 0-10V dimming (DD): Access to 0-10V dimming leads supplied through back of luminaire (for secondary dimming controls by others). Cannot be used with other control options. Dual Circuit Control (DCC): Luminaire equipped with the ability to have two separate circuits controlling drivers and light engines independently. Permits separate switching of separate modules controlled by use of two sets of leads, one for each circuit. Not recommended to be used with other control options, motion response, or photocells. SiteWise (SW): SiteWise system includes a controller fully integrated in the luminaire that enables the luminaires to communicate with a dimming signal transmitter cabinet located on site using patented central dimming technology. A locally accessible mobile app allows users to access the system and set functionalities such as ON/OFF, dimming levels and scheduling. SiteWise is available with motion response options in order to bring the light back to 100%when motion is detected. Cannot be used with other control options or photocell options. Additional functionalities are available such as communication with indoor lighting and connection to BMS systems. Complete information on the control system can be found on the SiteWise website at philips.com/sitewise. Automatic Profile Dimming (CS/CM/CE/CA): Standard dimming profile of 30% or 50% provide flexibility towards energy savings goals while optimizing light levels during specific dark hours. When used in combination with not programmed motion response it overrides the controller's schedule when motion is detected. After 5 minutes with no motion, it will return to the automatic diming profile schedule. Automatic dimming profile scheduled with the following settings: CS50/CS30: Security for 7 hours night duration (Ex., 11 PM - 6 AM) CM50/CM30: Median for 8 hours night duration (Ex., 10 PM - 6 AM) CE50/CE30: Economy for 9 hours night duration (Ex., 9 PM - 6 AM) CA50/CA30: for all night (during all dark hours) All above profiles are calculated from midpoint of the night. Dimming is set for 6 hours after the mid point and 1, 2, or 3 hours before depending of the duration of dimming. Cannot be used with other dimming control options. ECF-S_EcoForm _area -small 04/19 page 7 of 8 Field Adjustable Wattage Selector (FAWS): Luminaire equipped with the ability to manually adjust the wattage in the field to reduce total luminaire lumen output and light levels. Comes pre-set to the highest position at the lumen output selected. Use chart below to estimate reduction in lumen output desired. Cannot be used with other control options or motion response. Note: Typical value accuracy+/- 5% Wireless system (LLC): Optional wireless controller integral to luminaire ready to be connected to a Limelight system (sold by others). The system allows you to wirelessly manage the entire site, independent lighting groups or individual luminaires while on -site or remotely. Based on a high -density mesh network with an easy to use web -based portal, you can conveniently access, monitor and manage your lighting network remotely. Wireless controls can be combined with site and area, pedestrian, and parking garage luminaires as well, for a completely connected outdoor solution. Equipped with motion response with #3 lens for 8-25' mounting heights. Also available with remote pod accessory where pod is mounted separate from luminaire to pole or wall. LLC wireless controller with #3 lens F/`0 fli ,\ 11Xm Motion response options Bi-Level Infrared Motion Response (BL-IMRI): Motion Response module is mounted integral to luminaire factory pre-programmed to 50% dimming when not ordered with other control options. BL-IMRI is set/operates in the following fashion: The motion sensor is set to a constant 50%. When motion is detected by the PIR sensor, the luminaire returns to full power/light output. Dimming on low is factory set to 50% with 5 minutes default in "full power" prior to dimming back to low. When no motion is detected for 5 minutes, the motion response system reduces the wattage by 50%, to 50% of the normal constant wattage reducing the light level. Other dimming settings can be provided if different dimming levels are required. This can also be done with FSIR-100 Wireless Remote Programming Tool (contact Technical Support for details). Infrared Motion Response with Other Controls: When used in combination with other controls (Automatic Dimming Profile and SiteWise), motion response device will simply override controller's schedule with the added benefits of a combined dimming profile and sensor detection. In this configuration, the motion response device cannot be re -programmed with FSIR-100 Wireless Remote Programming Tool. The profile can only be re- programmed via the controller. ATTACHMENT12 r Q 31P1, SP2 CLUMAC Packet Pg. 296 4.a ECF-S EcoForm small Area luminaire Specifications Infrared Motion Response Lenses (IMRI3/IMRI7): Infrared Motion Response ntegral module is available with two different sensor lens types to accommodate various mounting heights and occupancy detection ranges. Lens #3 (IMRI3) is designed for mounting heights up to 20' with a 40' diameter coverage area. Lens #7 is designed for higher mounting heights up to 40' with larger coverage areas up to 100' diameter coverage area. See charts for approximate detection patterns: IMRI3 Luminaire or remote mount controller with 03 lens IMRI7 Luminaire or remote mount controller with #7lens Infrared Motion Response Outboard (IMRO): Infrared Motion Response Outboard can be used in combination with automatic profile dimming and stand alone motion response. The pole mounted motion sensor is a PIR (passive infrared) device that can be mounted to a pole. One motion sensor per pole is required. Sensor finish is white Wattstopper EW-200-120-W or the EW-200-277-W. Order MS-A-120 or MS-A-277 separately. IMRO sensors require single voltage 120V or 277V input. If motion is detected during the time that the luminaire is operating at profile dimming mode specified, the luminaire returns to 100% power and light output. The luminaire remains on high until no motion is detected for the duration period, after which the luminaire returns back to automatic profile dimming. Duration period is factory set at 15 minutes, and is field adjustable from 5 minutes up to 15 minutes. The area motion detector provides coverage equal to up to 6 times the sensor height above ground, 270' from the front -center of the sensor (see chart for approximate detection patterns). 270° Front Coverage Distances are approximate. Coo H = height above ground Height 1H 3H 6H Pole Details: IMRO requires that the pole include additional hand hole 15 feet above the pole base, normally oriented 180° to the standard hand hole. For Gardco poles, order the pole with the Motion Sensor Mounting (MSM) option which includes the hand hole and a special hand hole cover plate for the sensor with a 1/2" NPT receptacle centered on the hand hole cover plate into which the motion sensor mounts. Once the motion sensor is connected to the hand hole cover plate, then wiring connections are completed in the pole. The plate (complete with motion sensor attached and wired) is then mounted to the hand hole. If poles are supplied by others, the customer is responsible for providing suitable mounting accommodations for the motion sensor in the pole (see Gardco Poles specification sheets for more information). Electrical Twist -Lock Receptacle (TLRD5/TLRD7/ TLRPC): Twist Lock Receptacle with 5 pins enabling dimming or with 7 pins with additional functionality (by others) can be used with a twistlock photoelectric cell or a shorting cap. Dimming Receptacle Type B (5-pin) and Type D-24 (7-pin) in accordance to ANSI C136.41. Can be used with third -party control system. Receptacle located on top of luminaire housing. When specifying receptacle with twistlock photoelectric cell, voltage must be specified. When ordering Twist -lock receptacle (TLRD5 or TLRD7), photocell or shorting cap is not included. Driver: Driver efficiency (>90% standard). 120-480V available (restrictions apply). Open/short circuit protection. Optional 0-10V dimming to 10% power. RoHS compliant. Button Photocontrol (PCB): Button style design for internal luminaires mounting applications. The photocontrol is constructed of a high impact UV stabilized polycarbonate housing. Rated voltage of 120V or 208-277V with a load rating of 1000 VA. The photocell will turn on with 1-4Fc of ambient light. Surge protection (SP1/SP2): Surge protection device tested in accordance with ANSI/IEEE C62.45 per ANSI/IEEE C62.41.2 Scenario I Category C High Exposure 10kW10kA waveforms for Line -Ground, Line -Neutral and Neutral - Ground, and in accordance with DOE MSSLC Model Specification for LED Roadway Luminaires Appendix D Electrical Immunity High test level 10kW10kA. 20kV / 10kA surge protection device that provides extra protection beyond the SP1 10kW10kA level. Listings UL/cUL wet location listed to the UL 1598 standard, suitable for use in ambient temperatures from -400 to 400C (-400 to 1040F). Most EcoForm configurations are qualified under Premium and Standard DesignLights Consortium® categories. Consult DLC Qualified Products list to confirm your specific luminaire selection is approved. CCTs 3000K and warmer are Dark Sky Approved. Finish Each standard color luminaire receives a fade and abrasion resistant, electrostatically applied, thermally cured, triglycidal isocyanurate (TGIC) textured polyester powdercoat finish. Standard colors include bronze (BZ), black (BK), white (WH), dark gray (DGY), and medium gray (MGY). Consult factory for specs on optional or custom colors. Service Tag Each individual luminaire is uniquely identifiable, thanks to the Service tag application. With a simple scan of a OR code, placed on the inside of the mast door, you gain instant access to the luminaire configuration, making installation and maintenance operations faster and easier, no matter what stage of the luminaire's lifetime. Just download the APP and register your product right away. For more details visit: signify.com Warranty EcoForm luminaires feature a 5-year limited warranty See signify.com/warranties for complete details and exclusions. The information presented in this document is not intended as any commercial offer and does not form part of any quotation or contract. r Q SPi, SP2 CLUMAC Packet Pg. 297 ASPEN 26 WALL SCONCE The Aspen outdoor wall sconce creates an elegant elongated column of beautifully diffused light. The Aspen is available in four sizes (8", 15", 26", 36") to meet architectural scale; ideal for way -finding and general outdoor illumination. The Aspen features energy -efficient, fully dimmable integrated LED lamping. Available in two finishes: Bronze and Charcoal. High quality LM80-tested LEDs for consistent long -life performance and color 1L TECH LIGHTING' Outstanding protection against the elements: r_ O • Powder coat finishes • Stainless Steel mounting hardware • Impact -resistant, UV stabilized frosted acrylic lensing • IP-65 Rated ca r to SPECIFICATIONS DELIVERED LUMENS 1060 WATTS 38 Universal 120-277V, with integral transient VOLTAGE 2.5kV surge protection (driver) DIMMING 0-10, ELV LIGHT DISTRIBUTION Symmetric MOUNTING OPTIONS Wall PERFORMANCE OPTIONS In -Line Fuse / Surge Protector CCT 2700K,3000K CRI 90+ COLOR BINNING 3Step BUG RATING B0-U3-G1 DARK SKY Non -compliant WET LISTED IP65 GENERAL LISTING ETL Can be used to comply with CEC 2016 Title CALIFORNIA TITLE 24 24 Part 6 for outdoor use. Registration with CEC Appliance Database not required. START TEMP -30°C FIELD SERVICEABLE LED Yes CONSTRUCTION Aluminum HARDWARE Stainless Steel FINISH Powder Coat LED LIFETIME L70; 70,000 Hours WARRANTY* 5 Years WEIGHT 7 lbs. * Visit techlighting.com for specific warranty limitations and details. ORDERING INFORMATION 7000WASP CRI/CCT LENGTH LENS FINISH VOLTAGE ASPEN 26 shown in charcoal DISTRIBUTION OPTIONS ASPEN 26 shown in bronze 927 90 CRI, 2700K 26 26" D DIFFUSE Z BRONZE UNV 120V-277V UNIVERSAL S SYMMETRIC NONE 930 90CRI,3000K H CHARCOAL LF IN -LINE FUSE SP SURGE PROTECTION LFSP IN -LINE FUSE & SURGE PROTECTION tech Iighting.com ATTACHMENT12 SW1 GLUMAC Packet Pg. 298 ASPEN 26 WALL SCONCE 13" 330.. 2" 660 L i �1 5' 2.8' 127 mm 71 mm Aspen 26 PHOTOMETRICS* ASPEN 26 Total Lumen Output: 1060 Total Power: 38 Luminaire Efficacy: 28 Color Temp: 3000K CRI: 90 BUG Rating: B0-U3-G1 260 217 173 130 87 43 0 43 87 130 173 217 260 PROJECTINFO 180° 170° 160' 150° 140° 130° 120' 110' 100' 90" 80' 70° 60' W 1L TECH LIGHTING' *For latest photometrics, please visit www. techlighting.com/OUTDOOR FIXTURE TYPE & QUANTITY JOB NAME & INFO NOTES 1L TECH LIGHTING' GENERATION BRANDS TLLL 02019 Tech Lighting, L.L.C. All rights reserved. The "Tech Lighting" graphic is a registered trademark of Tech Lighting, L.L.C. 7400 Linder Avenue, Skokie, Illinois 60077 Tech Lighting reserves the right to change specifications for product improvements without notification. T 847.410.4400 F 847.410.4500 tech Iighting.com ATTACHMENT12 of nrI)nIn nnrlc i i SW1 GLUMAC Packet Pg. 299 DESCRIPTION 4.a Invue The Entri LED luminaire features a classic and stylish design with the added benefits of solid state lighting technology, offering outstanding uniformity and energy savings. Using Cooper Lighting Solutions' proprietary LED LightBART" technology and AccuLED Optics'" system, the Entri LED luminaire offers designers vast versatility in system design, function and performance. Use Entri LED for wall mount architectural lighting applications and egress lighting requirements. UL/cUL listed for use in wet locations. SPECIFICATION FEATURES Construction HOUSING: Heavy wall, one-piece, die-cast aluminum construction for precise tolerance control and repeatability in manufacturing. Integral extruded aluminum heat sink provides superior thermal heat transfer in +40*C ambient environments. FACEPLATE / DOOR: One-piece, die-cast aluminum construction. Captive, side hinged faceplate swings open via release of one flush mount die-cast aluminum latch on housing side panel. GASKET: One-piece molded silicone gasket mates perfectly between the door and housing for repeatable seal. LENS: Uplight lens is impact -resistant, 5/32" thick tempered frosted glass sealed to housing with continuous bead silicone gasket. Downlight lens is LED board integrated acrylic over - optics, each individually sealed for IP66 rating. HARDWARE: Stainless steel mounting screws and latch hardware allow access to electrical components for installation and servicing. Optics Choice of six patented, high - efficiency AccuLED Optic distributions. Optics are precisely designed to shape the light output, maximizing efficiency and application spacing. AccuLED Optic technology creates consistent distributions with the scalability to meet customized application requirements. Offered Standard in DIMENSIONS ENC (Round Clean) 4000K (+/- 275K) CCT and minimum 70 CRI. Optional 3000K CCT and 5000K CCT. Electrical LED drivers mount to die-cast aluminum back housing for optimal heat sinking, operation efficacy, and prolonged life. Standard drivers feature electronic universal voltage (120-277V 50/601-14, 347V 60Hz or 480V 60Hz operation. 480V is compatible for use with 480V Wye systems only. Greater than 0.9 power factor, less than 20% harmonic distortion, and is suitable for operation in -40*C to 40*C ambient environments. All fixtures are shipped standard with 10kW10kA common — and differential — mode surge protection. LightBARs feature and IP66 enclosure rating and maintain greater than 95% lumen maintenance at 60,000 hours per IESNA TM-21. Emergency egress options for -20*C ambient environments, occupancy sensor and dimming options available. Mounting JUNCTION BOX: Standard with zinc -plated, quick -mount junction box plate that mounts directly to 4" J-Box. LightBARs mount facing downward. Fixture slides over mounting plate and is secured with two stainless steel fasteners. Mounting plate features a one- piece EPDM gasket on back side of plate to firmly seal fixture to ENT (Triangle Reveals) wall surface, forbidding entry of moisture and particulates. Optional mounting arrangements utilize a die-cast mounting adaptor box to allow for LED battery pack, surface conduit and through branch wiring. The Entri LED luminaire is approved for mounting on combustible surfaces. Finish Housing is finished in five -stage super TGIC polyester powder coat paint, 2.5 mil nominal thickness for superior protection against fade and wear. LightBAR cover plates are standard white and may be specified to match finish of luminaire housing. Standard colors include black, bronze, grey, white, dark platinum and graphite metallic. RAL and custom color matches available. Consult Outdoor Architectural Colors brochure for a complete selection. Warranty Five-year warranty. 15-3/4" 8-1/8" J 15-3/4" 8-1/8" J [400mm] 7-3/4" [206mm] [400mm] 7-3/4" [206mm] [196mm] [196mm] ENV (Round Reveals) 15-3/4" 8-1/8" J [400m] m 7-3/4" [206mm] [196mm] (ri COOPER Lighting Solutions CONDUIT MOUNT / BATTERY BACK BOX *www. d es ianlftg rg, ENC/ENT/ENV ENTRI LED 1 - 2 LightBARs Solid State LED ARCHITECTURAL WALL LUMINAIRE S CERTIFICATION DATA UUcUL Listed ISO 9001 IP66 LightBARs LM79 / LM80 Compliant Designi-ights Consortium® Qualified* ENERGY DATA Electronic LED Driver >0.9 Power Factor F20%Total Harmonic Distortion 120-277V/50 & 601-1z, 347V/60Hz, 480V/60Hz -30°C Minimum Temperature 40°C Ambient Temperature Rating SHIPPING DATA Approximate Net Weight: 16 lbs. (7.3 kgs.) 1 h`f f / TD514003EN iT January 30, 2020 9:50 AM r Q 0"W2, SW3 CLUMAC Packet Pg. 300 page 2 CONTROL OPTIONS ENC/ENT/ENV ENTRI LED 0-10V This fixture is offered standard with 0-10V dimming driver(s)• The DIM option provides 0-10V dimming wire leads for use with a lighting control panel or other control method. Dimming Occupancy Sensor (MS/DIM-LXX and OSB-LXX) These sensors are factory installed in the luminaire housing. When the MS/DIM-LXX sensor option is selected, the occupancy sensor is connected to a dimming driver and the entire luminaire dims when there is no activity detected. When activity is detected, the luminaire returns to full light output. The MS/DIM sensor is factory preset to dim down to approximately 50 percent power with a time delay of five minutes. The OSB-LXX sensor is factory preset to turn the luminaire off after five minutes of no activity. These occupancy sensors includes an integral photocell that can be activated with the FSIR-100 accessory for "dusk -to -dawn" control or daylight harvesting -the factory preset is OFF. The FSIR-100 is a wireless tool utilized for changing the dimming level, time delay, sensitivity and other parameters. A variety of sensor lens are available to optimize the coverage pattern for mounting heights from 8'-40'. For mounting heights up to 6' (-L08) 0 8 ----------------- -------------- --- -- -- 1— ---- ------------ --------------- 12 36 24 18 7 5 0 5 7 18 24 36 Coverage Side Area (Feet) For mounting heights up to 40' (-L40) 0 10 20 30 40 i2 Coverage Side Area (Feet) For mounting heights up to 20' (-L20) 0 10 iby 20 20 18 15 12 9 6 3 0 3 6 9 12 15 18 20 Coverage Side Area (Feet) For mounting heights up to 40' (-L40W) 0 15 ------------------------------- �- 2 27 -------------- -------------- 40 i 50 40 30 20 10 0 10 20 30 40 50 Coverage Side Area ( Feet) LumaWatt Pro Wireless Control and Monitoring System (LWR-LW and LWR-LN) The LumaWatt Pro system is a peer -to -peer wireless network of luminaire-integral sensors for any sized project. Each sensor is capable of motion and photo sensing, metering power consumption and wireless communication. The end -user can securely create and manage sensor profiles with browser -based management software. The software will automatically broadcast to the sensors via wireless gateways for zone -based and individual luminaire control. The LumaWatt Pro software provides smart building solutions by utilizing the sensor to provide easy -to -use dashboard and analytic capabilities such as improved energy savings, traffic flow analysis, building management software integration and more. For additional details, refer to the LumaWatt Pro product guides. For mounting heights from V to 16' (LWR-LW) 0 16 24 8 18 (0) COOPER Lighting Solutions For mounting heights from 16'to 40' (LWR-LN) I 0 8 18 24 40 30 20 10 0 10 20 30 40 Coverage Side Area (Feet) Coverage Side Area (Feet) TD514003EN ATTACHMENT 12 January 30, 20209:50 AM 0"W2, SW3 CLUMAC Packet Pg. 301 page 3 POWER AND LUMENS BY BAR COUNT LUMEN MAINTENACE ENC/ENT/ENV ENTRI LED LUMEN MULTIPLIER Number of LightBARs E01 E02 F01 F02 21 LED LightBAR 7 LED LightBAR Drive Current 350mA 1A Power (Watts) 120-277V 25W 47W 26W 50W Current 120V 0.22 0.40 0.22 0.42 (A) 277V 0.10 0.18 0.10 0.19 Power (Watts) 347V or 480V 31W 52W 32W 55W Current 347V 0.11 0.16 0.11 0.17 (A) 480V 0.16 0.18 0.16 1 0.18 Optics Lumens 2,738 5,476 2,260 4,521 BL2 Bug Rating B1-U0-G1 B1-U0-G1 B1-U0-G1 B1-U0-G1 BL3 Lumens 2,702 5,405 2,231 4,462 Bug Rating B1-U0-G1 B1-U0-G2 B1-U0-G1 B1-U0-G1 Lumens 2,613 5,225 2,157 4,313 BL4 Bug Rating 131-UO-G1 B1-U0-G2 B1-U0-G1 131-UO-G1 Lumens 2,785 5,570 2,299 4,598 GZW Bug Rating B2-U0-G2 B3-U0-G3 B1-U0-G1 B2-U0-G2 Lumens 2,435 4,869 2,010 4,020 SLR/SLL Bug Rating B1-U0-G1 B1-U0-G2 B1-U0-G1 B1-U0-G2 ORDERING INFORMATION Sample Number: ENC-E02-LED-E1-BL3-GM Ambient Temperature 25,000 Hours* 50,000 Hours* 60,000 Hours* 100,000 Hours Theoretical L70 (Hours) 250C > 99 % > 97 % > 96 % > 93 % > 450,000 400C > 98% > 97 % > 96 % > 92 % > 425,000 50°C > 97% > 96% > 95% > 91 % > 400,000 • Per IESNA TM-21 data. 101 100 99 98 97 96 95 94 93 92 91 90 t 0 Ambient Temperature Lumen Multiplier 100C 1.02 150C 1.01 250C 1.00 40oC 0.99 10 20 30 40 50 60 70 80 90 100 Hours (Thousands) 250C - 400C 50'C Product Family Number of LightBARs' Lamp Type Voltage Distribution Color 3 ENC=Entri Round Clean E01=(1) 21 LED LightBAR LED=Solid State Light E7=Electronic (120-277V) BL2=Type II w/Back Light Control AP=Grey ENT=Entri Triangle Reveals E02=(2) 21 LED LightBARs Emitting Diodes 347=347V BL3=Type III w/Back Light Control BZ=Bronze ENV=Entri Round Reveals F01=(1) 7 LED LightBAR 480=480V 3 BL4=Type IV w/Back Light Control BK=Black F02=(2) 7 LED LightBARs GZW=Wall Grazer Wide DP=Dark Platinum SLL=90° Spill Light Eliminator Left GM=Graphite Metallic SLR=900 Spill Light Eliminator Right WH=White Options (Add as Suffix) Accessories (Order Separately) 10 ULG=Uplight Glow (For Uplight Only) 4 VA2001-XX=Thru-Way Conduit Box PC=Button Type Photocontrol (120, 208, 240 or 277V. Must Specify Voltage) VA6172=Wire Guard WG=Wire Guard VA6173=Tamper-Resistant Driver Bit TP=Tamper Resistant Hardware MA1253=10kV Circuit Module Replacement LCF=LightBAR Cover Plate Matches Housing Finish FSIR-100=Wireless Configuration Tool for occupancy sensor13 7030=70 CRI / 3000K CCT' 7050=70 CRI / 5000K CCT' 8030=80 CRI / 3000K CCT' OSB-LXX=Occupancy Sensor with Back Box (Specify 120V or 277V) 78 BBB=Battery Pack with Back Box (Specify 120V or 277V)' CWB=Cold Weather Battery Pack with Back Box (Specify 120V or 277V) 10 DIM=0-10V Dimming Driver LWR-LW= LumaWatt Pro Wireless Sensor, Wide Lens for 8'- 16' Mounting Height 11-13 LWR-LN= LumaWatt Pro Wireless Sensor, Narrow Lens for 16' - 40' Mounting Height 11,13 MS/DIM-LXX= Programmable Photo/Motion Sensor 8,1413,15 NOTES: 1. Standard 4000K CCT and greater than 70 CRI. LightBARs for downlight use only. 2. Only for use with 480V Wye systems. Per NEC, not for use with ungrounded systems, impedance grounded systems or corner grounded systems (commonly known as Three Phase Three Wire Delta, Three Phase High Leg Delta and Three Phase Corner Grounded Delta systems) 3. Custom and RAL color matching available upon request. Consult your lighting representative at Cooper Lighting Solutions for more information. 4. Not available with LWR-XX or MS/DIM-LXX. 5. Not available with ULG option. 6. Extended lead times apply. 7. Available with E02 or F02, only one bar on street side will be wired to sensor. Time delay factory setting 15-minutes. When ordered with PC option, both bars are connected to photocontrol as primary switching means. Standard sensor lens covers 8' mounting height, 360° coverage, maximum 48' diameter. Not available in all configurations or with BBB or CWB options. 8. Replace'XX' with mounting height in feet for proper lens selection, 1-08,1-20 and L40 are available options. 8. Specify 120V or 277V. LED standard integral battery pack is rated for minimum operating temperature 32-F (0'C). Operates one bar for 90-minutes. Not available in all configurations or with OSB option. Consult factory. 10. Specify 120V or 277V. LED cold weather integral battery pack is rated for minimum operating temperature -4'F (-20°C). Operates one bar for 90-minutes. Not available in all configurations or with OSB option. Consult factory. 11. LumaWatt Pro wireless sensors are factory installed only, order with OSB backbox, requiring network components LWP-EM-I,LWP-GW-I,LWP-POEB in appropriate quantities. See www.eaton.com/lighting for LumaWatt Pro application information. 12. The FSIR-100 configuration tool enables adjustment of parameters including high and low modes, sensitivity, time delay, cutoff and more. Consult your lighting representative at Cooper Lighting Solutions for more information. 13. Includes integral photocell. 14. Replace XX with color suffix. 15. Not available with battery pack (BBB or CWB). Cooper Lighting Solutions 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www. cooped ighti ng.com Canada Sales (jr) COOPER 5925 McLaughlin Road Mississauga, OOntario L5R 1 B8 Specifications and P: 905-501-3000 dimensions subject to Lighting Solutions F: 905-501-3172 change without notice. TD514003EN ATTACHMENT 12 January 30, 20209:50 AM 0"W2, SW3 CLUMAC Packet Pg. 302 LED wall luminaire - directed light Application Type: As an individual luminaire with low mounting heights, it can be used BEGA Product: for marking danger areas or in rows for illuminating corridors and passageways. With high mounting heights it can be used as a wall luminaire Project: next to doors or for lighting small wall areas. Modified: Materials Luminaire housing constructed of die-cast marine grade, copper free (<0.3% copper content) A360.0 aluminum alloy Matte safety glass High temperature silicone gasket Mechanically captive stainless steel fasteners NRTL listed to North American Standards, suitable for wet locations Protection class IP64 Weight: 1.5lbs Electrical Operating voltage 120-277VAC Minimum start temperature -30°C LED module wattage 4.2 W System wattage 5.8 W Controllability 0-10V dimmable Color rendering index Ra> 90 Luminaire lumens 362 lumens (3000K) Lifetime at Ta=1YC >500,000 h (L70) Lifetime at Ta=35°C 434,000 h (1_70) LED color temperature 4000K - Product number + K4 ❑ 3500K - Product number + K35 O 3000K - Product number + K3 (EXPRESS) O 2700K - Product number + K27 O BEGA can supply you with suitable LED replacement modules for up to 20 years after the purchase of LED luminaires - see website for details Finish All BEGA standard finishes are matte, textured polyester powder coat with minimum 3 mil thickness. Available colors Black (BLK) White (WHT) RAL: Bronze (BR2) Silver (SLV) CUS: ❑ B ❑ 41F A A C. LED wall luminaire directed light LED A B C 22261 120 4.2W 67/e 33/4 2% BEGA BEGA 1000 BEGA Way, Carpinteria, CA 93013 (805) 684-0533 info@bega-us.com Due to the dynamic nature of lighting products and the associated technologies, luminaire data on this sheet is subject to change at the discretion of BEGA North America. For the most current technical data, please refer to bega-us. com ® copyright BEGA 2018 Updated 08/24/18 ATTACHMENT12 M4 CLUMAC Packet Pg. 303 LED wall luminaires - directed light Application LED wall luminaires with directed light distribution designed for general illumination of pathways and building entrances from various mounting heights. Materials Luminaire housing constructed of die-cast marine grade, copper free (<0.3% copper content) A360.0 aluminum alloy Clear safety glass Reflector made of pure anodized aluminum Silicone applied robotically to casting, plasma treated for increased adhesion High temperature silicone gasket Mechanically captive stainless steel fasteners NRTL listed to North American Standards, suitable for wet locations Protection class IP64 Weight: 2.2lbs Electrical Operating voltage 120-277VAC Minimum start temperature -40°C LED module wattage 14.0 W System wattage 17.0 W Controllability 0-10V, TRIAC, and ELV dimmable Color rendering index Ra> 80 Luminaire lumens 1,216 lumens (3000K) Lifetime at Ta=1 Y C 320,000 h (L70) Lifetime at Ta=40°C 200,000 h (L70) LED color temperature 4000K - Product number + K4 3500K - Product number + K35 3000K - Product number + K3 O 2700K - Product number + K27 O 2200K - Product number + K2 O BEGA can supply you with suitable LED replacement modules for up to O 20 years after the purchase of LED luminaires - see website for details Finish All BEGA standard finishes are matte, textured polyester powder coat with minimum 3 mil thickness. Available colors Black (BLIK) White (WHT) RAL: Bronze (BR2) Silver (SLV) CUS: s A D LED wall luminaire - directed light ' LED A B C 24502 14.OW 4% 71/2 43/4 Type: BEGA Product: Project: Modified: BEGA BEGA 1000 BEGA Way, Carpinteria, CA 93013 (805) 684-0533 info@bega-us.com Due to the dynamic nature of lighting products and the associated technologies, luminaire data on this sheet is subject to change at the discretion of BEGA North America. For the most current technical data, please refer to bega-us. com ® copyright BEGA 2018 Updated 02/06/18 ATTACHMENT12 'W5 CLUMAC Packet Pg. 304