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Home My WebLink About02132025_PCMeetingPacketPLANNING COMMISSION CITY OF BROOKLYN CENTER REGULAR MEETING February 13, 2025 Optional public access to the Webex meeting is below: Online: logis.webex.com | Phone: (312) 535-8110 Meeting Number (Access Code): 2633 604 5218 Passcode: BCPC02132025 1. Call to Order — 7 p.m. 2. Roll Call 3. Approval of Agenda a. Motion to Approve Regular Meeting Agenda for February 13, 2025 4. Approval of Meeting Minutes a. Motion to Approve September 12, 2024 Meeting Minutes 5. Chairperson’s Explanation The Planning Commission is an advisory body. One of the Commission's functions is to hold public hearings. In the matters concerned in these hearings, the Commission makes recommendations to the City Council. The City Council makes all final decisions in these matters. 6. Planning Items a. Planning Commission Application No. 2025-001 (PUBLIC HEARING) Applicant | Property Owner: CAPI USA Address: 5930 and 5950 Brooklyn Boulevard, Brooklyn Center, MN 55429 | 03-118-21-12-0006 and 03-118-21-12-0101 Requests: Ordinance Amendment to Chapter 35 of the City Code, Site and Building Plan (Major Amendment), Preliminary and Final Plat, Variances Summary: The Applicant and Property Owner proposes the renovation of its current offices and an approximately 9,000-square foot, two-story building expansion and certain site improvements for its new Immigrant Opportunity Center. The Applicant further requests an amendment to Sections 35-2301 (MX-N1—Neighborhood Mixed-Use), 35-2302 (MX-N2-Neighborhood Mixed-Use), and 35-5100 (Dimensional Standards Summary) of the City Code regarding the maximum size of individual non- residential uses, and variances to certain maximum setbacks under Sections 35-2302 and 35-5100. 7. Discussion a. City Council and Planning Commission Updates 8. Adjournment PC Minutes 9-12-24 -1- DRAFT MINUTES OF THE PROCEEDINGS OF THE PLANNING COMMISSION OF THE CITY OF BROOKLYN CENTER IN THE COUNTY OF HENNEPIN AND THE STATE OF MINNESOTA SEPTEMBER 12, 2024 1. CALL TO ORDER The Planning Commission meeting was called to order by Chair Koenig at 7:03 p.m. The meeting was conducted in person and via Webex. 2. ROLL CALL Chair Alexander Koenig, Vice Chair Randy Christensen, and Commissioners Stephanie Jones, Stephen Schonning, and Stan Leino were present. Planning Manager Ginny McIntosh, Associate Planner Krystin Eldridge, Mike Thompson of Bolton & Menk, Pastor Nyenatee Davis, Ruby Davis, and Adam Holmes were also present. Commissioner Paris Dunn was absent and excused. 3. APPROVAL OF AGENDA – SEPTEMBER 12, 2024 There was a motion by Commissioner Christensen, seconded by Commissioner Schonning, to approve the agenda for the September 12, 2024 meeting as presented. Voting on the motion: Chair Koenig and Commissioners Christensen, Schonning, and Dunn, voted aye. The motion passed unanimously. 4. CHAIR’S EXPLANATION Chair Koenig explained the Planning Commission’s role as an advisory body. One of the Commission’s functions is to hold public hearings. In the matters concerned in these hearings, the Commission makes recommendations to the City Council. The City Council makes all final decisions in these matters. 5. PLANNING APPLICATION ITEMS 5a. Planning Commission Application No. 2024-011 (PUBLIC HEARING) Applicant | Property Owner: Trinity International Fellowship | MINMOR LLC Summary: Applicant Trinity International Fellowship is requesting an ordinance amendment to Chapter 35 of the City Code to allow for PC Minutes 9-12-24 -2- DRAFT “places for religious assembly” as a conditional use within the City’s Business Mixed-Use (MX-B) zoning district. This request is associated with their interest in purchasing 6010 Earle Brown Drive, which is located within the aforementioned zoning district. Planning Manager Ginny McIntosh explained the item presented tonight is an amendment to the zoning code to allow for places of religious assembly in the Business Mixed-Use or MX-B District. Ms. McIntosh explained the district must be considered as a whole and the proposed use cannot be directed to a specific property. This zoning code amendment would affect 36 properties in total within the City of Brooklyn Center. The majority of those properties are reflected as outlined in purple. Applicant Trinity International Fellowship requests an amendment to Section 35-4103 (Al- lowed Use Table) of the City Code of Ordinance, which would allow for “places for religious assembly” in the Business Mixed-Use District by issuance of a conditional use permit. Per Sec- tion 35-71301, an amendment of the City’s Unified Development Ordinance may be initiated by the City Council, Planning Commission, or a City property owner. Ms. McIntosh explained this use is currently permitted as a conditional use in the City’s R1 (Low Density Residential), R2 (Medium Low Density Residential), C (Commercial), and I (General In- dustry) zoning districts. Ms. McIntosh explained the amendment could be initiated by City Council, Planning Commission or the property owner. A public hearing notice was published in the Brooklyn Center Sun Post on August 29, 2024. Mail notifications were sent to 36 property owners and physical addresses within the Business Mixed-Use District. A public hearing notice was published to the City’s website. Ms. McIntosh noted in August 2023 City Staff presented a concept review of a proposal to allow for places for religious assembly in the Business Mixed-Use District to City Council. City staff identified points to consider regarding a conversion of 6010 Earle Brown Drive from office use to a place for religious assembly, and potential impacts to other properties located within the MX-B District, which included traffic and parking. City staff reviewed the property of interest (6010 Earle Brown Drive) for opportunities to perhaps re-zone the property, as this would have resulted in lesser impacts to the greater Business Mixed-Use zoning district; however, the surrounding properties are either similarly zoned, Commercial Mixed-Use (which do not allow for "places for religious assembly”), or a Planned Unit Development. Rezoning the property of interest (6010 Earle Brown Drive) from its current zoning designation of MX-B to one of the above zoning districts that allow for places for religious assembly (i.e. R1, R2, C, and I Districts) would likely constitute “spot zoning,” which is prohibited within the state of Minnesota. PC Minutes 9-12-24 -3- DRAFT Ms. McIntosh continued the current owners of 6010 Earle Brown Drive are Minmor LLC (Minmor Industries), who purchased the property of interest in 2008 for their business, which primarily works in the printing, packaging, and promotions industries under its numerous com- panies like Mello Smello. Given shifts in the locations of their employees and operations, the building has been underutilized for a number of years and has been for sale or lease off and on for the last few years. Per discussions with the Applicant and Property Owner, there is no current purchase agreement in place with the Applicant. Although a work session was held in August 2023 with the City Council to discuss the proposal, the Applicant has spent the past year fundraising and working on plans for a potential buildout of 6010 Earle Brown Drive. The Applicant would need to enter into a purchase agreement with the Property Owner pending approval of the requested ordinance amendment to the MX-B District and receive separate ap- proval of a conditional use permit (CUP) for 6010 Earle Brown Drive in order to have the pro- posed use at this property. Ms. McIntosh pointed out that the City’s Business Mixed-Use land use is a new designation under the City’s 2040 Comprehensive Plan and includes properties located along Earle Brown Drive and north of I-694 off Freeway Boulevard and Shingle Creek Parkway. Adoption of the City’s Unified Development Ordinance in January 2023 resulted in the retirement of the City’s long- standing I1 (Industrial Park) District, and it was, for the most part, replaced with the City’s Business Mixed- Use District. Ms. McIntosh stated the designation encouraged redevelopment or development of commercial, office, general business, and light industrial uses in coordination with supporting retail or com- mercial uses to encourage a more dynamic and connected experience for workers. Ms. McIntosh noted the City is predominantly reserved for low-density residential, such as R1, and there are limited opportunities for any new or expected additional employment opportunities with the exception of certain land use designations. Ms. McIntosh explained that while the district’s predecessor, the I1 District, was very much a typical business park/light industrial district, in that the uses were limited to manufacturing ac- tivities, wholesale trade activities, service activities, public transportation terminals, foundries, and textile mills, with retail permitted via special use as an accessory use only. Ms. McIntosh stated the new MX-B District does grant new flexibilities in use by allowing for non-residential educational uses like business and trade schools, medical and health uses, brew- pubs, micro-wineries and distilleries, restaurants, grocery stores, indoor recreational fitness, and hospitality lodging. However, these uses function differently than a place for religious assembly might in that they are oftentimes centered around service times, and oftentimes operate outside of typical business hours. PC Minutes 9-12-24 -4- DRAFT Ms. McIntosh stated thee is only one example of religious assembly use in an industrial area. The building was formerly a veterinary hospital turned mosque at 4900 France Avenue North and is zoned I District. Prior to this, all places for religious assembly required primary vehicular access to be located on a collector or arterial street in order to manage traffic volumes as people arrive and leave service. The mosque is located on a dead-end cul-de-sac and although a parking and traffic study was provided as part of their special use application, with plans to operate a shuttle given limited on-site parking, their conditions of approval are not being met and City staff has noted on-street parking during service times. This ultimately constrains emergency vehicle access to the property’s sole access, access to neighboring industrial businesses, and residential homes, and there appears to be parking occurring off-site at the Xcel Transformer Station. As its location is not served by sidewalks, this also forces members to walk in the City streets or across private properties. Ms. McIntosh pointed out assembly uses, such as religious institutions, tend to have higher park- ing demands than other types of uses due to the nature of their visitors. Industrial uses by contrast tend to have low parking demands relative to their square footage because these uses generally have lower employment densities. Ms. McIntosh further noted the 2040 Comprehensive Plan seeks to add employment intensity to the B-MU land use designation. Ms. McIntosh stated places for public assembly, such as houses of worship, theatres, auditori- ums, mortuaries, stadiums, arenas, and dance halls require one parking space for every three seats, or attendees, per Section 35-5506 under the City’s Unified Development Ordinance. Con- versely, industry and wholesale uses, as are more typically found in the City’s MX-B District, require one space for every two employees based upon maximum planned employment during any work period or one space for every 800 square feet of gross floor area, whichever require- ment is greater. In the event the latter requirement is greater, an adequate land area shall be provided for the required off-street parking area, but improved space need only be provided ac- cording to the employee ratio. Ms. McIntosh showed example images of existing MX-B District properties. In reviewing the City’s existing MX-B District properties, it was noted that most properties are home to uses tradi- tionally found in a business park/light industrial district. These include Medtronic, Endurable Building Products, Hiawatha Rubber, Reviva, RAO Manufacturing, the former Metro Transit Reuter Bus Gar- age, and the City’s Public Works Garage. The majority of these properties are located on minor road- ways that are intended to provide access for employees, trucking, and logistics, with loading docks, gated access, or outside storage present. Although there are some properties that do not fit this descrip- tion, these are the existing conditions for many of the 36 properties within the MX-B District. Ms. McIntosh added there are certain barriers that would also require consideration in retrofitting in- dustrial or office type buildings or tenant spaces for “assembly” type uses as they require higher fire suppression standards than other types of uses due to the congregation of people that occurs within buildings and the potential need for exiting in case of an emergency. Conversion of a standalone build- ing or tenant space would likely constitute a change of use from the perspective of the Building and Fire Code and thus would trigger a change of use from the perspective of the Building and Fire Code. PC Minutes 9-12-24 -5- DRAFT Ms. McIntosh stated in the case of the few multi-tenant office buildings located off Earle Brown Drive and within the MX-B District, their building type could restrict the location of a proposed place for religious assembly. For example, on a 2B construction-type building, an assembly use could not be located higher than the third floor. In reviewing the standards for approving an ordinance amendment, the proposed amendment shall be consistent with and compatible with surrounding land use classifi- cations, whether the proposal demonstrates merit beyond the interests of an owner or, in this case, an interested party, for an individual parcel. The specific policies and recommendations as outlined within the City’s Comprehensive Plan or other City plans. Ms. McIntosh explained although this is not contemplated within this application, any applicant pur- suing a conditional use permit (CUP) for a “places for religious assembly” use would further need to satisfactorily demonstrate that all conditional use permit criteria as outlined under Section 35-7703 (Conditional Use Permit Criteria) has been meet. These criteria include, but are not limited to whether: the establishment of the conditional use will impede the normal and orderly development and improvement of surrounding property for uses permitted in the district, that adequate measures have been or will be taken so as to provide ingress, egress, and parking so designed as to minimize traffic congestion in the public streets, be in accordance with the general objectives, or with any specific objective, of the City’s Comprehensive Plan and Unified Development Ordinance, and not be injurious to the use and enjoyment of other property in the immediate vicinity for the purposes already permitted, nor substantially diminish and impair property values within the neighborhood. Planning Commissioners held a lengthy discussion on the uses allowed within the MX-B district, its intended purpose, and the 2040 Comprehensive Plan land use designation of B-MU. Commissioner Schonning asked if the Heritage Center was within this District. Ms. McIntosh confirmed the Heritage Center is a non-confirming use under the 2040 Plan and UDO and it was not a like-for-like comparison. Commissioner Jones asked whether private, not religiously affiliated event centers would be permitted within the MX-B District if “places for religious assembly” are permitted and assuming they have an event centers as accessory use, and in line with their mission. Ms. McIntosh explained churches can have rights to operate certain uses in line with their missions and as a protection under the Religious Land Use and Institutionalized Persons Act or RLUIPA; how- ever, private event centers don’t have the same rights to operate event centers as an accessory use. Commissioner Leino commented a “places for religious assembly” use may be beneficial to industrial businesses in that they would operate during the off hours. If the City were to allow it, they could see what would happen. One Commissioner asked how City staff plans to address violations at 4900 France which is the only “places for religious assembly” use in the District. Commissioners Jones asked how likely it was that other properties in the MX-B District might convert to a “places for religious assembly” use. While it cannot be a reason for determination as part of a land use application and is outside the Planning Commission's scope of duties, there were considerations as to how “places for religious assembly” would strengthen the City’s tax base. The 2040 Comprehensive Plan outlines the B-MU land use as the City’s greatest opportunity to provide employment intensity and be competitive economically as a City. Planning Commission expressed concerns regarding potential impacts to existing light industrial businesses in Brooklyn Center, the City’s support and protection of them, and whether introducing the proposed use would be consistent in providing “highest and best” uses in these areas of the City. PC Minutes 9-12-24 -6- DRAFT Finally, there were concerns about potential spot zoning to allow for use at a property of interest the Planning Commission recommended approval of the requested ordinance amendment on a 3-2 vote. ACTION TO RECOMMEND APPROVAL OF PLANNING COMMISSION APPLICATION NO. 2024-011 SUBMITTED BY TRINITY INTERNATIONAL FELLOWSHIP FOR AN ORDINANCE AMENDING SECTION 35-4103 OF THE CITY CODE OF ORDINANCES REGARDING PLACES FOR RELIGIOUS ASSEMBLY IN THE BUSINESS MIXED-USE (MX-B) DISTRICT. There was a motion by Commissioner Schonning seconded by Commissioner Jones, to recommend City Council approval of Planning Commission Application No. 2024-011 for the requested ordinance amendment to Section 35-4103 (Allowed Use Table) to allow for places for religious assembly as a conditional use in the Business Mixed-Use District. Voting on the motion: Commissioners Leino, Jones, and Schonning voted aye. Christensen and Koenig voted nay. The motion passed (3-2). 5b. Opportunity Site Master Plan Summary: Work on the Opportunity Site Master Plan commenced in 2019, and was intended to create a foundation for the goals and priorities of the Opportunity Site by identifying community conditions, concerns, opportunities, and desired development benefits. This work was vetted through extensive community engagement efforts, and the Opportunity Site Infrastructure Framework, which is a foundational component to the Opportunity Site Master Plan process and outlines guidance regarding land use, road networks, public space networks, and stormwater, was adopted by City Council in 2021. This work pivoted from the Master Plan to reviewing and informing the design of the Phase I Opportunity Site through 2022. City staff is requesting review and consideration of the final Opportunity Site Master Plan, which is a guiding policy document for future build out on the City’s Opportunity Site PC Minutes 9-12-24 -7- DRAFT Ms. McIntosh introduced Mike Thompson of Bolton & Menk to finalize a draft Master Plan for the City of Brooklyn Center. Mr. Thompson stated he is excited to present an item that has been underway for several years. He showed the timeline for the Master Plan beginning in 2019. They are finally on the adoption and implementation step. The Plan includes an executive summary, a vision for a new downtown, public realm, access and connectivity, neighborhood and economic development, and an implementation plan. There is also a template for a Community Benefits Agreement and an Equitable Development Framework included as appendices. Mr. Thompson pointed out that a Master Plan is a big picture, values-driven plan to inform the future downtown and includes a guiding vision for community goals, principles, and benefits agreement. It does not grant permission for anyone to build on the site. Approval of the master plan means the community agrees to a shared vision for the Opportunity Site that will guide future development. Mr. Thompson stated a development proposal, on the other hand, is a specific proposal for what a developer wants to build. These details and City forms are required in order to reflect what a developer would build if approved. The development proposal only authorizes a developer to build their specific proposal. The City’s approval is for an agreed-upon development as allowed and approved by local and State policies. Mr. Thompson noted the Master Plan process began with a three-phase engagement and outreach effort. The first phase created a foundation for the goals and priorities of the Opportunity Site by identifying community conditions, concerns, opportunities, and desired development benefits. The second phase vetted the Master Plan to ensure it aligned with community desires and sought to proactively mitigate unintended consequences of future development. The third phase pivoted from the Master Plan to reviewing and informing the design of the Phase 1 Development Site. Mr. Thompson explained the engagement process showed a desire to design a place that reflects and celebrates all people of Brooklyn Center as shepherded by the City. A number of principles and community values guided the process. Mr. Thompson stated the Opportunity Site is intended to be somewhat dense with a focus on a variety of housing for the initial construction. As the market changes, so could the future plans change. He showed an image of the proposed land use. Mr. Thompson added the Opportunity Site is intended to be accessible, walkable, bikeable, and the like. They are considering neighborhood streets, parkways, garden streets, and a main street. There is also a network of public spaces throughout the Site which will connect to existing public spaces such as Centennial Park. He pointed out the area for a regional drainage area that will be used as a focal point, which has already been approved already through the proper channels. Mr. Thompson stated the Master Plan is intended to be used as a comparison for development proposals. It is not a rigid process and is guided by values and goals above all else. He showed a PC Minutes 9-12-24 -8- DRAFT map of the current zoning at the Opportunity Site. The Master Plan creates an opportunity for some flexibility in zoning. Upon approval from the Metropolitan Council, City Staff could formally amend the Comprehensive Plan and Zoning Map. From there, development may proceed. Mr. Thompson added any infrastructure added to the City’s system will need to be maintained in the future. Future infrastructure plans may come with an accompanying ask for increased operating funds to ensure all new investments are well-maintained. Additionally, it is recognized that additional construction on the Opportunity Site will likely require additional City Staff in future budgets. Ms. McIntosh reiterated it has been a long but necessary process. The acknowledgment page in the Master Plan shows the various groups and people that have contributed to the process. Chair Koenig desired additional time to discuss the plan, but understood the need to move the plan forward. ACTION TO RECOMMEND ADOPTION OF THE OPPORTUNITY SITE MASTER PLAN DRAFT There was a motion by Commissioner Schonning seconded by Commissioner Jones, to recommend City Council approval adopting the Opportunity Site Master Plan. Voting on the motion: Commissioner Christensen, Jones, Leino, and Schonning voted aye. Koenig voted nay. 6. DISCUSSION ITEMS 6a. City Council Updates Ms. McIntosh stated that the Opportunity Site would move to City Council next for full approval. 6b. Upcoming Planning Commission Applications Ms. McIntosh stated there is a possible application to allow the Social Security office to move into the HOM Furniture’s approximately 12,500-square foot addition. She has been in conversations around the Social Security needing more space and wanting to move into the HOM Furniture space. 7. ADJOURNMENT There was a motion by Commissioner Christianson, seconded by Commissioner Jones, to adjourn the Planning Commission meeting. Voting on the motion: Chair Koenig and Commissioners Christensen, Schonning, and Jones, voted aye. The motion passed unanimously. PC Minutes 9-12-24 -9- DRAFT The meeting adjourned at 9:25 p.m. _______________________________ __________________________________ Ginny McIntosh, Secretary Alexander Koenig, Chair Planning Commission Report Meeting Date: February 13, 2025 Application No. 2025-001 Applicant | Property Owner: CAPI USA Location: 5930 and 5950 Brooklyn Boulevard, Brooklyn Center, MN 55429 | 03-118- 21-12-0006 and 03-118-21-12-0101 Requests: Text Amendment, Preliminary/Final Plat, Site and Building Plan (Major Amendment), and Variances Map 1. Subject Property Location. Requested Action Property Owner CAPI USA (“the Applicant”) is requesting review and consideration of a proposal that would renovate CAPI’s current offices and construct an approximately 8,910-square foot, two-story expansion and certain site improvements for its new Immigrant Opportunity Center—refer to Exhibit A. The Applicant purchased the existing, approximately 10,688 square-foot building and adjacent vacant lot, known as 5930 and 5950 Brooklyn Boulevard, in 2017. Following their purchase, CAPI USA underwent an • Application Filed: 01/14/2025 • Review Period (60-day) Deadline: 03/15/2025 • Extension Declared: No • Extended Review Period Deadline: interior renovation of the building, which was constructed in 1970, to accommodate a general remodel of the office space, installation of an elevator lift, minor work to the parking lot, and installation of a new fence and trash enclosure. CAPI’s desire to expand is a response to the rapid growth and community demand for their services. Their mission is to guide immigrants and refugees in their journey to self-determination and social equity through workforce development, food access, health and wellness programming, and economic empowerment services. According to 2023 American Community Survey (ACS) estimates, 21.6 percent of Brooklyn Center residents are foreign born. Due to the requests submitted as part of Planning Commission Application No. 2025-001, a public hearing notice was published in the Brooklyn Center Sun Post on January 30, 2025—refer to Exhibit B. Mail notifications were sent to all physical addresses and taxpayer addresses located within 350 feet of the Subject Property, and a public hearing notice was published on the City website. Background City staff initially became aware of the proposal in 2022, when the project architect reached out for clarification on the City’s Code requirements. It was also during this time that CAPI requested a resolution of support from City Council to apply to the LCDA Metropolitan Council Livable Communities Demonstration Account Predevelopment Grant. CAPI has since applied for two additional grants to help with their capital campaign to construct the new Immigrant Opportunity Center, and received funds for community engagement, feasibility studies, stormwater schematic design plans, and architectural site plans. The expansion would allow the Applicant to expand upon their service offerings, while providing additional tenant space for nonprofit partners, community events, and training spaces. Currently, CAPI offers employment search assistance, housing resources, benefits assistance, and civic engagement training as well. The Subject Property originally received site and building plan approval in 1970 under Planning Commission Application No. 70047 for what was originally intended to be a two-phase office development; however, the second office building was never constructed. At the time, the Subject Property was zoned in the C1 (Service/Office) District, which permitted offices, beauty and barber services, funeral and crematory services, financial institutions, daycares, and nursing homes in buildings three stories or less in height. BKBM Engineers was a long-time owner of 5930 Brooklyn Boulevard and the vacant parcel to the north, which is addressed as 5950 Brooklyn Boulevard. Site Data: 2040 Land Use Plan: Neighborhood Mixed Use (N-MU) Neighborhood: Garden City Current Zoning: Neighborhood Mixed Use 2 (MX-N2) District Site Area: Approximately 1.62 acres Surrounding Area: Direction 2040 Land Use Plan Zoning Existing Land Use North Neighborhood Mixed Use (N-MU) MX-N2 (Neighborhood Mixed-Use 2) Commercial (Evans-Nordby Funeral Home) South Neighborhood Mixed Use (N-MU) MX-N2 (Neighborhood Mixed-Use 2) Commercial (Old National Bank) East Low Density Residential Low Density Residential Single Family Detached West Low Density Residential and PSP/Institutional Low Density Residential Undeveloped and Institutional (Cross of Glory Church) Existing Conditions Image 1. Existing Site Conditions at Subject Property and Neighboring Uses. REQUESTS TEXT AMENDMENT Per Section 35-71301 (Applicability), an amendment of the City’s Unified Development Ordinance may be initiated by the City Council, Planning Commission, or a City property owner. Following discussions with City staff regarding the existing size of the building, the proposed uses, and requested building expansion, City staff indicated that the Applicant (Property Owner) would need to request an amendment to Chapter 35 of the City Code of Ordinances (Unified Development Ordinance) as the maximum size of an individual non-residential use is 10,000-square feet in the MX-N2 (Neighborhood Mixed-Use) District and 7,500- square feet in the MX-N1 (Neighborhood Mixed-Use) District. The existing size of CAPI building located at 5930 Brooklyn Boulevard already exceeds 10,000 square feet. The purpose of the MX-N2 (Neighborhood Mixed-Use) District, where the Subject Property is located, is to accommodate small-scale, mixed-use neighborhood activity centers with comfortable gathering places, that are located and scaled to provide minor/convenience services near low density residential neighborhoods and avoid strip development patterns or the creation of destination retail or business uses serving beyond the immediate neighborhoods. Similarly, the MX-N1 (Neighborhood Mixed-Use) District is to accommodate low- to medium-density residential and multi-family residential development with or without small-scale ground floor non-residential uses. These districts, which were adopted as new zoning districts in January 2023, were guided under the 2040 Comprehensive Plan new future land use designation of “Neighborhood Mixed-Use” or N-MU in 2019. Per the 2040 Plan: As proposed, the Applicant would be seeking text amendments to Chapter 35 (Unified Development Ordinance) that would amend the maximum size of an individual non-residential use to the maximum size of an individual retail use. The respective maximum size requirements of 10,000-square feet in the MX- N2 District, and 7,500-square feet in the MX-N1 District would remain in place. These changes will require an amendment to Sections 35-2301, 35-2302, and 35-5100: Section 35-2300. MIXED-USE DISTRICTS Section 35-2301. MX-N1 – NEIGHBORHOOD MIXED-USE b. MX-N1 DIMENSIONAL STANDARDS Section 35-2302. MX-N2 – NEIGHBORHOOD MIXED-USE Building Setbacks A Front build-to line (min-max) 5-20 feet on primary and secondary street frontage B Side building setback (minimum) 10 feet C Rear building setback (minimum) 20 feet D Minimum lot size N/A Accessory Structure setback, Interior side or rear (minimum) 5 feet Other Standards E Structure height (maximum) 48 feet Density 15-31 Units/acre Accessory Structure height (maximum) 20 feet Maximum size of individual non-residential retail use 7,500 Square Feet b. MX-N2 DIMENSIONAL STANDARDS Section 35-5100. DIMENSIONAL STANDARDS SUMMARY. (Strikeout indicates matter to be deleted, double-underline indicates new matter.) Building Setbacks A Front build-to line (min-max) 5-20 feet on primary and secondary street frontage B Side building setback (minimum) 10 feet C Rear building setback (minimum) 10 feet D Minimum lot size N/A Accessory Structure setback, Interior side or rear (minimum) 5 feet Other Standards E Structure height (maximum) 48 feet Density 15-31 Units/acre Accessory Structure height (maximum) 20 feet Maximum size of individual non-residential retail use 10,000 Square Feet Dimensional Standards Lot Dimensions (Minimum, only for lots created after the effective date) Zoning Districts R1 R2 R3 R4 R5 MX- N1 MX-N2 MX-C TOD C MX- B I O Lot area (Sq. ft/unit). 9,500 (Interior) 10,500 (Corner) 7,600 (One- family Interior), 8,500 (one- family corner), 5,000 (two- family) 4,000 2,200 1,400 -- -- Minimum 2 Acres Contiguous Parcel For Residential Use 2000 ft perimeter (max) -- -- -- -- Density (Units/acre) 3-5 3-10 5-15 10-25 20-31 15-31 15-31 10-60 31 – 130 -- -- -- -- Maximum size of individual non- residential retail use -- -- -- -- -- 7,500 SF 10,000 SF -- -- -- -- -- -- App. No. 2025-001 PC 02/13/2025 Page 7 In reviewing requests for ordinance amendments, certain amendment criteria shall be considered as outlined under Section 35-71304 (Amendment Criteria). The Planning Commission and City Council shall review the necessary submittal requirements, facts, circumstances of the proposed amendment, and make a recommendation and decision on the amendment based on, but not limited to, consideration of the following criteria and policies: a. Whether there is a clear and public need or benefit; b. Whether the proposed amendment is consistent with and compatible with surrounding land use classifications; c. Whether all permitted uses in the proposed zoning district can be contemplated for development of the subject property; d. Whether there have been substantial physical or zoning classification changes in the area since the subject property was zoned; e. Whether there is an evident, broad public purpose in the case of City-initiated rezoning proposals; f. Whether the subject property will bear fully the UDO development restrictions for the proposed zoning districts; g. Whether the subject property is generally unsuited for uses permitted in the present zoning district, with respect to size, configuration, topography, or location; h. Whether the rezoning will result in the expansion of a zoning district, warranted by: 1) Comprehensive Planning; 2) The lack of developable land in the proposed zoning district; or 3) The best interests of the community. i. Whether the proposal demonstrates merit beyond the interests of an owner or owners of an individual parcel. j. The specific policies and recommendations of the Comprehensive Plan and other City plans; k. The purpose and intent of this UDO, or in the case of a map amendment, whether it meets the purpose and intent of the individual district; and l. If applicable, the adequacy to buffer or transition between potentially incompatible districts. The Neighborhood Mixed-Use District properties are located along Brooklyn Boulevard and Humboldt Avenue North. While the City desires to create amenity hubs along these corridors and for the neighboring residential neighborhoods, these areas are almost entirely developed as of today. Any new investment would either require redevelopment on select parcels, or investment into existing buildings. Map 2. Neighborhood Mixed-Use Districts (areas indicated in red). App. No. 2025-001 PC 02/13/2025 Page 8 Since the adoption of the new code provisions under Chapter 35, City staff have begun to test these new provisions against real projects. City staff have, on a recurrent basis, come across situations where there is an existing user wanting to invest in their building, but are faced with existing nonconformities and/or multiple uses operating under a single owner or organization. Recent examples include: • Location siting for New Horizon Academy, who provides daycare and preschool care in buildings generally in excess of 10,000 square feet; • An existing health-oriented business that expressed interest in adding onto their lobby; and • CAPI’s proposal to expand their existing building to provide additional services and tenant space. In discussion with the City Attorney, City staff did not want to remove the maximum size restriction, but wanted to refine the types of businesses that would require size restrictions. In reviewing the purpose of the Neighborhood Mixed-Use designation and zoning districts, City staff determined that the greatest threat to preserving neighboring low-density residential neighborhoods would be to generate additional traffic or congestion. The proposed text amendment seeks to refine the current Unified Development Ordinance, which City staff views as a living document, to limit retail uses to no more than 7,500-square feet in the MX-N1 District and no more than 10,000-square feet in the MX-N2 District, respectively. This is as retail uses generally demand the greatest parking requirements, and the purpose of the Neighborhood Mixed-Use Districts and future land use designation is to provide for neighborhood-scale retail, office, and commercial uses. Large-scale non-residential uses like big box stores or large retail spaces are generally more likely to create disruptions in neighborhoods through increased traffic, noise, and lighting, which may negatively impact the overall character and livability of a neighborhood. A limitation on larger retail users fosters a focus on smaller-scale retail establishments that are more likely to be locally owned, community-focused, and serve the daily needs of residents, which is the purpose of the district. In general, there are few parcels where City staff feels a major user could locate along either Brooklyn Boulevard or Humboldt Avenue North as the average lot depth is too shallow for large-scale development. The other location is the City EDA-owned property located off 57th Avenue North and Logan Avenue North. The 2040 Comprehensive Plan notes that the Neighborhood Mixed-Use future land use designation was designed to integrate small-scale commercial and retail uses into the neighborhood fabric, and that several key nodes primarily located within the Brooklyn Boulevard Corridor could provide smaller-scale retail, restaurant, and service amenities to surrounding neighborhoods. By lifting the blanket maximum size restriction for non-residential uses and replacing it with a focus on retail uses, greater flexibility would be provided for non-retail businesses—such as offices or service- oriented uses, that often require larger spaces for their operations, but do not necessarily have the same disruptive impacts on residential areas as retail establishments do. By focusing on retail uses, the proposed amendment would ensure that large-scale commercial operations like big-box retailers or regional chain stores would have greater control, while non-retail uses, such as office space, medical and health uses, or cultural/social service organizations would be given greater latitude to contribute to the vibrancy of the neighborhood by encouraging diversity in the business types that locate along these thoroughfares and without infringing on the overall quality of life for residents. For context, the general size for a sit-down restaurant as contemplated within Shingle Creek Crossing, which is not zoned Neighborhood Mixed-Use District, is no more than 6,000 square feet. The App. No. 2025-001 PC 02/13/2025 Page 9 approximately 15,000-square foot former CVS Pharmacy building located at 5801 Brooklyn Boulevard, is zoned MX-N2 (Neighborhood Mixed-Use) District and is therefore non-conforming with respect to size. By distinguishing between retail and non-retail uses, the proposed amendment is able to create a more targeted, business-friendly zoning regulation that allows businesses the space they need to grow (and in place), while adhering to the core purpose of the Neighborhood Mixed-Use Districts—which is to preserve the overall harmony and blending of residential and commercial activities. PRELMINARY AND FINAL PLAT Section 35-8105 (Combination of Land Parcels) outlines that in instances where “multiple parcels of land which are contiguous and adjacent,” and of which are “proposed to serve a single development use,” and “under common ownership,” shall be combined into a single parcel through platting or registered land survey (RLS). As proposed, the Applicant intends to re-plat and consolidate the Subject Property from three parcels down to one. The northern parcel, addressed as 5950 Brooklyn Boulevard, and noted as Parcels 1 and 2 on the provided preliminary plat, are currently vacant. It is proposed for a combination with identified Parcel 3, addressed as 5930 Brooklyn Boulevard, and currently improved with an existing office building and site improvements. Consolidation of these lots would allow for the Applicant to accommodate the proposed building expansion but also meet the requirements of Section 35-8105. The Applicant intends to dedicate certain portions of right-of-way along Brooklyn Boulevard and Beard Avenue North. These discussions were initially initiated with the City staff as the Applicant would not have met the MX-N2 District requirements outlined under Chapter 35 that require a minimum-maximum front build-to setback of between 5 and 20 feet, nor a requirement to locate a minimum of 50 percent (%) of the first floor of the front façade within 10 feet of the front property line. Although it was later determined as part of the design process that the Applicant would be unable to meet the latter requirement of locating 50 percent of the first floor within 10 feet of the property line due to an existing utility easement and sidewalk running along Brooklyn Boulevard, the dedication of right-of-way would allow the submitted proposal to meet the front build-to setback of between 5 and 20 feet. City Engineering reviewed the provided preliminary and final plat for the CAPI USA Addition and noted in their memorandum (Exhibit C) that a 10-foot drainage and utility easement would require dedication around the perimeter of the Subject Property. Additionally, there is an existing drainage and utility easements that requires vacation as part of the process to combine the three parcels into one. City Engineering has indicated they are in receipt of the necessary documentation to vacate this easement through a separate city approval process. Any easement vacations would need to be approved by City Council and filed before the new plat (CAPI USA Addition) could be filed at Hennepin County. As the Subject Property abuts County Road 152 (Brooklyn Boulevard) and was located within the Phase II Brooklyn Boulevard Corridor project area, City staff submitted the preliminary and final plats, and civil set to Hennepin County for review. The County will prepare a formal letter but conducted an initial review at their Plat Review Committee meeting on February 4, 2025, and did not appear to have any major concerns. They indicated they did not see a need for additional right-of-way to be dedicated; however, they did not appear opposed to it. City staff requests revisions to the provided preliminary and final plat to clearly define the boundaries and App. No. 2025-001 PC 02/13/2025 Page 10 reflect dedication of right-of-way along Brooklyn Boulevard and Beard Avenue North, and the new property line. Any existing or proposed utilities should be noted on the preliminary plat per Section 35- 8106.b.2, and the zoning information provided on the preliminary plat should be revised to reflect the current zoning district of MX-N2. An updated certified abstract of title or registered property report shall be provided to the City planning staff and City Attorney for review and comment, and the Applicant shall address any comments as outlined as part of the Hennepin County plat review process. The preliminary and final plat should be recorded with Hennepin County prior to the release of any building permits. SITE AND BUILDING PLAN Image 2. Architectural Rendering of Proposed CAPI Expansion. Image 3. Conceptual Rendering of Proposed Building Expansion and Site Improvements on Subject Property. App. No. 2025-001 PC 02/13/2025 Page 11 As proposed, the Applicant would expand their CAPI Immigrant Opportunity Center to include a technology resource center, community and training rooms, entrepreneur training, technical assistance, and financial services to develop and expand BIPOC-led small businesses in childcare, urban farming, and other sectors; expand public benefits eligibility screening, tax assistance, financial coaching, and homebuyer services; create an outdoor play area; expanded parking; and unattached greenhouse surrounded by community garden plots and green space. Due to increasing demand, the Applicant desires to provide newly expanded community resources and services to the surrounding community. Based on a review of the proposed project scope, the expansion of the building and revisions to the site improvements will trigger a major site and building plan amendment under Section 35-7605 (Major Amendments), which notes that, “the review of major amendments shall follow the procedure set forth above for the issuance of a new site and building plan approval.” Section 35-7601 (Applicability) further notes that site and building plan approval is required where the construction or erection of a new building or add on to an existing building would result in an increase in gross floor areas of all buildings by more than 10 percent (%), or the expansion of change of building or parcel use that results in a different intensity of use, including the requirement for additional parking. Additional triggers identified under Section 35-7605 include a: 20 percent (%) or greater change in the ground area covered by the project, or a 20 percent (%) or greater change in the number of parking spaces provided or required. Section 35-7604 (Site and Building Plan Criteria) provides that no site and building plan review application shall be approved unless it meets the following criteria: a. It fully complies with all applicable requirements of this UDO; b. It adequately protects residential uses from the potential adverse effects of a non- residential use; c. It is consistent with the use and character of surrounding properties; and d. It provides safe conditions for pedestrians or motorists and prevents the dangerous arrangement of pedestrian vehicular ways. Site Design The Applicant outlines in their narrative that they would renovate the interior of the approximately 10,688-square-foot existing building and construct an approximately 8,910-square foot new addition for offices, training rooms, tenant spaces, and an expansion for their food shelf. The exterior of the building would be expanded to the west towards Brooklyn Boulevard. Although City staff worked closely with the Applicant’s development team to address code provisions as outlined under Chapter 35, including consolidation of their lots into one parcel to accommodate the building’s expansion and unified ownership, and meeting maximum front build-to setback requirements, the Applicant requested approval of certain variances to address deficiencies to the maximum allowable front and secondary setbacks. These variance requests are addressed in the next section of the report. Alterations to the east side of the Subject Property would be minimal with the exception of a trash enclosure relocation to accommodate a parking lot expansion and secondary access off 60thAvenue North, and sitework for a landscaped courtyard, community gardening, and a future greenhouse. As proposed, there are no plans to alter the existing curb cut on Brooklyn Boulevard. App. No. 2025-001 PC 02/13/2025 Page 12 Generally, the site’s design is informed by the organization’s operations, which are generally conducted Monday through Friday, from 8:30 to 4:30 p.m., and its food shelf program operating three days per week, from 10 a.m. to 4 p.m. Some evening and weekend programming does occur for special programs and events, and the Applicant indicates that the new site design would provide the additional space needed for CAPI’s farmers’ market and other outdoor events. A substantial portion of the site would be dedicated for a landscaped courtyard area, community gardening space, and a future greenhouse. The Applicant indicates in their submittal that they anticipate employing 46 full-time staff at their expanded facility, including workforce development specialists, case managers, and food shelf staff. Currently, CAPI serves over 10,000 individuals annually across various programs, including workforce training, general assistance, health access, and small business support. The newly expanded Immigrant Opportunity Center would allow for a potential 30% increase in service capacity. Dimensional Standards The MX-N2 (Neighborhood Mixed-Use) District where the Subject Property is located requires buildings to be located a minimum of 5 feet and a maximum of 20 feet from the primary and secondary street frontages, with remaining minimum 10-foot setbacks for the side interior and rear property lines. Additionally, at least 50 percent of the first floor of the front façade of the primary building shall be located not more than 10 feet from the front lot line. As proposed, the proposed expansion would be situated approximately 16.25 feet off the front build-to setback, and approximately 120 feet from the secondary build-to setback. Due to an existing utility line and easement and sidewalk along Brooklyn Boulevard, the Applicant will require approval of certain variances. Image 4. Existing and Proposed New Site Plan for Subject Property. App. No. 2025-001 PC 02/13/2025 Page 13 Access |Circulation | Parking |Connection Hennepin County Review The Subject Property is situated along Brooklyn Boulevard (County Road 152). As Brooklyn Boulevard is a County highway, City staff submitted the preliminary and final plats, as well as the civil set to Hennepin County Transportation for review. A formal letter has not yet been issued, but the County conveyed to City staff that, following their Plat Review Committee meeting on February 4, 2025, there were no major concerns. The County indicated a general comfort with the new secondary access off the south side of 60th Avenue North, as well as the existing right-in, right-out access on Brooklyn Boulevard. Finally, the sidewalk on 60th Avenue North, while not currently connecting to anything beyond the site today, could prevent a future gap should sidewalks ever be installed to the east. Access and Circulation Access to the Subject Property currently limited to the single shared curb cut located off Brooklyn Boulevard. As proposed, the Applicant is proposing a second curb cut off 60th Avenue North, which City staff appreciates for the fact that the existing access of Brooklyn Boulevard is oftentimes congested and is in close proximity to the curb cut for Old National Bank (5920 Brooklyn Boulevard) to the south. The provision of a secondary access would provide some traffic relief. The additional access alone would provide for greater circulation in and through the Subject Property. The City Code requires a minimum of 24-feet in width for drive aisles to accommodate two-way traffic, and a minimum of 20 feet is required under Minnesota Fire Code for fire access purposes. As proposed, it appears the existing parking lot and proposed parking lot expansion would meet the minimum drive aisle width requirement: Image 5. Proposed Drive Aisle and Parking Space Dimensions. Parking The minimum parking space standards under Section 35-5504 (Parking Space Standards) for 90-degree, two-way parking are 8’8” (8.67 feet) wide by 18 feet deep, as measured with the curb overlay. As proposed, the existing and parking lot appears to meet this requirement. The Subject Property currently provides 43 total parking spaces (41 regular stalls, 2 ADA stalls). As proposed, a total of 63 parking spaces would be provided—this includes 4 ADA stalls. Assuming the entirety of the building and expansion are calculated as “office,” Section 35-5506 (Required Parking Spaces) requires the following: App. No. 2025-001 PC 02/13/2025 Page 14 Assuming a total square footage of approximately 19,598-square feet, a maximum of 59 parking spaces would be required. 2020 Minnesota Accessibility Code requires a minimum of three (3) ADA parking spaces assuming a range of 51-75 parking spaces. Typically, the City would require a reduction of parking spaces; however, as the Applicant has not yet identified potential users for its two tenant spaces, and as the Applicant operates uses less typical to an office building, such as the dedicated food shelf and proposed farmer’s market, City staff is comfortable maintaining the proposed 63 parking spaces. If it is later determined that less parking is needed, City staff would suggest a widening of the parking spaces to 9 feet, which is more typically proposed, and would help minimize door dings. City staff requests that the submitted sets be updated to provide a parking space inventory/table with additional dimensions as the submitted plans provide minimal details. The Applicant indicates plans for a portion of the new parking lot to be comprised of pervious pavers (Pavedrain system). In analyzing the provided stormwater report, it is noted that the proposed conditions would result in approximately 0.98 acres of impervious, and 0.64 acres of pervious area. Assuming a 1.62- acre site, the proposed building expansion and new site improvements would result in a site that is approximately 60.5 percent impervious. The maximum allowable impervious percentage for the MX-N2 District is 80 percent. Connection The Subject Property is in a highly accessibly area of Brooklyn Center, as it is located along Brooklyn Boulevard. A new sidewalk was recently installed on the east side of Brooklyn Boulevard as part of the Phase II Brooklyn Boulevard modernization project, and a multi-use trail on the west side. There is an existing bus stop located towards the north end of the Subject Property that provides service for Route 723, and the Subject Property is a 0.5-mile walk from the Brooklyn Center Transit Center. As proposed, the Applicant intends to connect the main entrance to the sidewalk running along Brooklyn Boulevard and install bike racks with outdoor seating. Internally, the Applicant intends to run a sidewalk towards 60th Avenue North and along the dedicated community garden area. Lighting A photometric plan was submitted with the application submittal; however, the provided photometric plan does not include the southernmost existing parking lot and building into its scope to determine whether it meets the code provisions as outlined under Section 35-5400 (Exterior Lighting). Additionally, the wall-packs located on the existing building do not conform to City Code requirements and are only permitted in loading and service areas. City staff requests the provided photometric plan be revised to incorporate the entirety of the site and include the existing and proposed building and parking lot areas. In reviewing the provided photometric plan, the Applicant will need to revise the illumination levels along the proposed parking lot extension to meet the minimum and maximum site lighting levels of 0.2 foot- candles to 4 foot-candles for open-air parking lots, and a maximum uniformity ratio of 20:1. The Applicant App. No. 2025-001 PC 02/13/2025 Page 15 should look for options to create more consistent lighting along the private sidewalk extension running north to 60th Avenue North as there appears to be significant drops in illumination between the light poles. The new main entry and northeast doors to the new building addition appear to meet the minimum 10 foot-candle requirements for primary building entrances and exits; however, the Applicant should revise the north door to meet the minimum foot-candle requirements. Image 6. Submitted Photometric Plan for the Subject Property (missing spot illuminations noted in red). Section 35- 5400 (Exterior Lighting) dictates that any photometric plan provided shall clearly demonstrate consistent levels of illumination across the existing open-air parking lot and avoid pockets of very low or high levels of illumination. Spot illuminations shall be provided to clearly demonstrate adherence to minimum and maximum illumination levels, uniformity, and the proposed mounting heights for the wall and parking lot lighting. The Applicant did provide fixture specifications with proper heights for landscaped areas and the parking lot. Trash | Screening Image 7. Existing and Proposed Trash Enclosure Location. App. No. 2025-001 PC 02/13/2025 Page 16 The Applicant proposes to shift an existing trash enclosure located on the east of the property to accommodate an expansion of the parking lot. Sheet L1.0 (Site Furnishings Plan) references a proposed 8- foot metal panel enclosure with double swing gates and new concrete pad, which would replace an existing wood fence enclosure. All ground mounted equipment over 30-inches in height or greater than 12-cubic feet (e.g. transformers, mechanical) shall be effectively screened from public view. Similarly, any existing or new roof-mounted equipment shall also be screened from view through the use of parapets, wall/fencing materials, or paint compatible and complementary to the building. Architectural Materials Image 8. Existing and Proposed Alterations to the Subject Property. City Code requires the exterior wall finishes on any building to have no less than 60-percent face brick, natural or colored stone, pre-colored or factory stained or stained on site textured pre-cast concrete panels, textured concrete block, stucco, glass, fiberglass, or similar materials. As proposed, the Applicant intends to do minor exterior work to the existing, approximately 10,688- square foot building (e.g. painting of the brick, replacement of roof and roof coping). For the proposed addition, the Applicant proposes to use a mixture of stained acetylated wood, stucco, architectural precast panels, and glazing (glass). App. No. 2025-001 PC 02/13/2025 Page 17 Image 9. Proposed Material Breakdown for West and South Elevations of Addition. The Applicant should revise their materials breakdown to incorporate the existing building, which appears to be predominantly comprised of brick and glazing. By incorporating the existing addition, City staff anticipates the minimum materials requirements will be met. Section 35-2302 (MX-N2 – Neighborhood Mixed-Use) requires each ground floor façade for a nonresidential use facing a public right-of-way to have transparent windows or other transparent glazed areas covering at least 50 percent (%) of the ground floor façade area between three (3) and eight (8) feet above sidewalk grade. Required glazed areas shall have a visible light transmittance ratio of 0.6 or higher, and shall not include reflective, heavily tinted, or black glass windows. Image 10. Window/Glazing Requirement for Ground Floor Façade (noted with red dash). Sheet A2.1 (Exterior Elevations) notes approximately 340 square feet of window along the west and south elevations, for a total of 46.5%. An additional 25-square feet would meet the minimum required 50% of glazing or windows for the ground floor façade. City staff requests the Applicant revise this sheet to App. No. 2025-001 PC 02/13/2025 Page 18 account for the glazing on the north elevation of the new addition as it too is facing public right-of-way (Brooklyn Boulevard). The maximum allowable height in the MX-N2 District is 48 feet. As proposed, the two-story addition would be approximately 24.25 feet to the roof deck. Landscaping Image 11. Proposed Community Garden Space on Subject Property. The project submittal contains a planting plan (Sheet L5.0) as well as a site furnishings plan (Sheet L1.0). For the City’s mixed-use zoning districts, including the MX-N2 District where the Subject Property is located, Section 35-5603 (District Landscaping Requirements) sets minimum landscape requirements that are based off project valuation. Any landscaping shall be coordinated with lighting plans, and City staff requests the landscape plan be layered over the project utility plan to ensure no plantings will be located within utility easements or over utility lines, or that different plantings are selected for these areas. To promote species diversity and resilience, no more than 40 percent (%) of the total number of trees may be of the same species, and landscape vegetation should use native and resilient plant types where possible in order to promote landscape resiliency and reduce site maintenance requirements. Section 35-5513 (Parking Lot Landscaping) provides that any off-street parking facilities accommodating App. No. 2025-001 PC 02/13/2025 Page 19 more than six (6) cars shall include landscaping adjacent to the lot, to the extent of at least 3 percent of the total surface area of all impervious parking areas. Additionally, and with certain exceptions, parking lot islands shall provide a minimum of one (1) deciduous tree per island. As proposed, a Boulevard Linden tree (deciduous) would be planted at each of the new parking lot islands. As part of the parking lot expansion, the Applicant notes a line of 55 sea green junipers along the eastern edge of the parking lot. City staff appreciate the use of junipers as they will provide some screening from headlights that might otherwise shine into the windows of residential homes along Beard Avenue North. Table 1. Planting Schedule for Subject Property. The Applicant intends to reserve a significant portion of the north site for a dedicated community garden with water connections, and a place for a future greenhouse. City staff discussed the greenhouse, and assuming the intended operations of the community garden and greenhouse are not of a commercial nature, the green house would likely be considered an “accessory structure.” This is noteworthy as there are different requirements for greenhouses and hoop houses as provided for under the commercial urban agriculture definition. An inventory of existing plantings identifies 17 plantings on the Subject Property. Of these, four (4) are scheduled for removal as they are located in proximity to where the new addition would be constructed. Despite this, a line of mature trees located along the southern property line would remain and a few located on the north and east ends of the Subject Property. The Applicant should identify these trees and update Sheet L5.0. The Applicant also proposes a dedicated landscaped courtyard with pedestrian level lighting, and a cistern located at the north side of the existing building. As currently proposed, this community garden area would be fenced. The site furnishings plan identifies areas for seating. App. No. 2025-001 PC 02/13/2025 Page 20 Signs No specific signage requests were made as part of the Application submittal. The Subject Property currently has one (1) freestanding sign located on the Subject Property at this time, which will require removal to accommodate the new building addition and site improvements. Any new signage would be required to comply with the provisions outlined within Section 35-6000 (Signs) of the City Code. Engineering Review Principal Engineer Touyia Lee initially reviewed the submitted plan set and prepared a memorandum dated February 7, 2025—Refer to Exhibit C. Memo comments addressed include sheet-by-sheet responses o the provided plan set, platting requirements, general requirements, including the necessity of an NPDES permit and easement vacation, and construction and easement agreements pending approval of the project by City Council. Building Review Building Official Dan Grinsteinner conducted a cursory review of the proposal. Ultimately, building plans are subject to review and approval by the Building Official with respect to applicable codes and prior to the issuance of permits; however, it was noted that a fire sprinkler and monitoring system is required for installation throughout the building and is to be maintained at all times. Plans shall detail the locations and access points for any fire sprinkler room or wall connections. The proposed new elevator will require approval from the State. The Applicant will also need to meet any minimum ADA requirements with regard to the building and site improvements, and prior to issuance of any building permits, a SAC (Sewer Availability Charge) determination shall be submitted to the Metropolitan Council and any associated fees paid at time of permit issuance. The Applicant will need to coordinate with Hennepin County Health Department for any approvals for the food shelf and kitchen areas. Variance Variances may only be granted when the Applicant for the variance establishes that there are practical difficulties in complying with the zoning ordinance. Pursuant to Minnesota Statutes Section 462.357, subdivision 6, the City Council may only grant approval of a variance where “practical difficulties” exist as to the strict compliance with the City’s Unified Development Ordinance and each of the following criteria are satisfied (Note: Applicant responses are transcribed from their submitted documentation—Exhibit A): 1. The variance is in harmony with the general purposes and intent of the City’s Unified Development Ordinance. Applicant Response: The variance is in harmony and meets the intent and purpose of the MX-N2 district. The proposed building has a mix of offices, grocery store (food shelf), and meeting rooms permitted in the district. The proposal is NOT a strip development or destination retail. City Staff Response (Finding): The Applicant has worked with City staff to try to meet the requirements of the City’s new Unified Development Ordinance despite having a considerably large property with three frontages and a non-conforming office building. Despite revising plans, consolidating the parcels, and planning to dedicate right-of-way to meet these new requirements, the Applicant falls short of meeting the City’s requirements due to unique circumstances. Despite this, the Applicant has designed the proposed building expansion to try and meet the intended App. No. 2025-001 PC 02/13/2025 Page 21 purpose of the City’s MX-N2 (Neighborhood Mixed-Use) District and dimensional standards while creating minimal impacts to the surrounding properties and residential neighborhood to the east. 2. The variance is consistent with the Comprehensive Plan. Applicant Response: The variance is consistent with the Comprehensive Plan and will fall in the future land use category of N-MU which guides land surrounding key neighborhood intersections for a mix of residential, retail and commercial/office uses. The proposal has a neighborhood scale building and plans for a plaza and community garden that will integrate well into the residential neighborhood bounding it and enhance the natural environment. City Staff Response (Finding): As is indicated by the Applicant, the Subject Property is located within the Neighborhood Mixed-Use (N-MU) future land use designation under the City’s 2040 Comprehensive Plan. The Subject Property also falls within Brooklyn Boulevard Overlay designation, which is a 1,200-foot (600 foot on each side of the centerline) corridor that calls attention to land adjacent to the roadway for special consideration at time of redevelopment. Both the Neighborhood Mixed-Use designation and Brooklyn Boulevard Overlay District are identified as key areas for change, and where the community is focused on creating a walkable, transit-connected, experience-based place that brings the City forward and offers new opportunities to existing and future residents. As it exists today, and as proposed, CAPI’s Immigrant Opportunity Center would provide service amenities to the surrounding neighborhoods. With its location along Brooklyn Boulevard, the recent Brooklyn Boulevard modernization project brought improved roadway conditions for automobile traffic, but also for pedestrians, bicyclists, and transit users. The proposed variances take into consideration the recently replaced sidewalk section running along the western edge of the proposed building addition. While the sidewalk will require replacement to facilitate the building expansion, the Applicant proposes a new entrance at the southwest corner of the new building and along Brooklyn Boulevard with outdoor seating and dedicated bike racks. Private sidewalks would directly connect to the public ways to the west, and there is an existing bus stop situated at the north end of the Subject Property. 3. The property owner proposes to use the property in a reasonable manner not permitted by this UDO. Applicant Response: The proposal would be used in a reasonable manner – an addition to CAPI’s existing office building that will include additional office space, meeting rooms, and expansion of the grocery store (culturally appropriate food shelf). The project is unable to comply with the setback requirements in the UDO. City Staff Response (Finding): The Property Owner intends to utilize the property in a manner permitted by the City’s Unified Development Ordinance. CAPI USA, who currently occupies the Subject Property, would construct additional office space for their organization, as well as meeting and training rooms. There are two tenant spaces proposed; however, the Applicant is still working to identify potential users. They had indicated the potential for a daycare in one of the tenant spaces—this use is permitted via issuance of a conditional use permit. If the Applicant decides to App. No. 2025-001 PC 02/13/2025 Page 22 enter into an agreement with a daycare provider, the Applicant would submit a separate Planning Commission Application for separate consideration. Assuming the future proposed green house and community garden plots are conducted as a non- commercial operation, urban agriculture is permitted in the MX-N2 District as an accessory use. CAPI currently operates the CAPI Gardens Project, which empowers immigrants and refugees to become leaders through gardening and small-scale farming. CAPI’s current food shelf serves those in need by providing culturally specific foods and fresh fruits and vegetables. Groceries and related products are considered a permitted use in the MX-N2 District. If CAPI intends to host regular farmer’s markets or other outdoor events, they will likely need to submit an application to the City of Brooklyn Center for a special event permit. The City has approved regularly occurring events such as farmers’ markets at other locations in the City on a recurring basis, which helps streamline the approval process. 4. The plight of the landowner is due to circumstances unique to the property not created by the landowner. Image 12. Proposed Addition with Identified Utility Easement (in red) and Sidewalk Constraints (in grey). App. No. 2025-001 PC 02/13/2025 Page 23 Applicant Response: a. Existing circumstances previously unknown to the property owner has made it difficult to comply with the setback requirements of the UDO. A utility line and easement runs on the west side of the property along Brooklyn Boulevard – this makes it difficult to have a building at a 10 ft set back from the Brooklyn Boulevard property line. b. The building proposal is an addition to an existing building set far inward from the north property line along 60th. An addition to the existing building that extends to the 10 ft setback along 60th Street is not feasible. City Staff Response (Finding): The plight of the landowner is due to circumstances unique to the property and not created by the landowner. The Subject Property is unique in the fact that it is technically a triple frontage parcel, and with access off Brooklyn Boulevard (west), 60th Avenue North (north), and Beard Avenue North (east). Given there is an existing office building centrally located on the lot, and on the south end of the Subject Property, this makes it extremely difficult to comply with the City’s new Unified Development Ordinance standards for front build-to and secondary setbacks in the MX-N2 District unless an exceptionally large building is constructed. Even if this were achieved, the Applicant would still require a variance due to certain utility and public way constraints along Brooklyn Boulevard. The variance request is only being made after the Applicant had already undertaken separate measures to try and conform with the City’s new Unified Development Ordinance, which was adopted in January 2023. These include the preparation of a preliminary and final plat to consolidate the Applicant’s three lots down to one parcel, and the dedication of certain right-of- way as a means to meet the minimum front build-to setback requirement of between 5 and 20 feet. Although the Applicant is able to achieve an approximately 16.25-foot setback assuming a new westerly property line along Brooklyn Boulevard, the Applicant is unable to meet a requirement specific to Neighborhood Mixed-Use District properties where “at least 50 percent of the first floor of the front façade of each primary building shall be located not more than ten feet from the front lot line.” As proposed, the building would be approximately 6 feet deficient in meeting the minimum 10-foot setback for 50 percent of the front building façade. As noted by the Applicant, there is an existing utility line and easement running north-south along Brooklyn Boulevard that makes it impossible for the Applicant to meet the aforementioned requirement unless the utility line and easement were relocated. There is also a section of concrete sidewalk that was installed as part of the Phase II Brooklyn Boulevard project. City staff has been clear that, where possible, they want minimal to no disruption to these newly installed improvements. The other variance request, as indicated above, is with respect to the maximum build-to line on a secondary frontage—in this case, 60th Avenue North. With the consolidation of the two lots to allow for the building’s expansion and comply with a City Code requirement requiring consolidation for parcels under common ownership (Section 35-8105), the resulting parcel is approximately 1.62 acres in size. Despite an approximately 9,000-square foot expansion, the northern extent of the new building addition will be located approximately 120 feet from the secondary property line along 60th Avenue North. This leaves the new building addition App. No. 2025-001 PC 02/13/2025 Page 24 approximately 100 feet deficient in its maximum allowable setback off 60th Avenue North. 5. The variance, if granted, will not alter the essential character of the locality. Applicant Response: The variance will not alter the essential character of the locality. It will be in line with the UDO and enhance the public realm. City Staff Response (Finding): Preparation on the proposed building expansion began in advance of the City’s adoption of the new Unified Development Ordinance. The existing office building, which would remain, has sat at 5930 Brooklyn Boulevard since 1970, with the parcel to the north remaining vacant since the 1970s. Prior to this, there appears to have been housing located on the two lots comprising 5950 Brooklyn Boulevard. Although the building expansion would extend towards the north lot, the essential character of the property and surrounding locality would remain relatively the same with the exception of an expanded parking lot, community garden plots, and a future greenhouse. The variance request to not provide for at least 50 percent of the first floor of the front façade of each primary building within 10 feet of the front lot line should not negatively impact the essential character of the locality as other nearby redevelopments, such as Wangstad Commons, have recently come in under the City’s new regulations. It should be further noted that economic considerations alone shall not constitute a “practical difficulty.” In considering a variance application, “quasi-judicial” authority is exercised in that the City evaluates the facts presented against a legal standard. Prior to requesting consideration of a variance, an Applicant should always review all possible alternatives that would meet code requirements before applying for a variance. Anticipated Permitting and Conditions Following a review of the submittal materials and requests, approval of all application requests (i.e. text amendment, preliminary and final plat, major site and building plan amendment, and variances) are required in order to forward the application request. It should be reiterated that in order to approve the variance requests, satisfaction of all criteria is required. City staff recommends the following conditions be attached to any positive recommendation on the approval of Planning Commission Application No. 2025-001 for the Subject Property located at 5930 and 5950 Brooklyn Boulevard, which contemplates the approval of an approximately 8,910-square foot, two-story expansion and certain site improvements for CAPI USA: 1. Any major changes or modifications to this site and building plan, and as outlined within the City Code, can only be made by an amendment to the approved site and building plan and approval by City Council. 2. The building plans are subject to review and approval by the Building Official with respect to applicable codes prior to the issuance of permits. 3. The Applicant shall work to ensure all applicable Minnesota Fire Code requirements have been met as part of any site and building plan approval and any proposed modifications. a. A fire sprinkler and monitoring system is required to be installed and shall be maintained on a consistent basis per City Code requirements. 4. A SAC determination shall be submitted by the Applicant to the Metropolitan Council and any App. No. 2025-001 PC 02/13/2025 Page 25 associated fees paid at time of any building permit issuance. 5. An application to and approval from the Hennepin County Health Department for the expanded food shelf and kitchen area. 6. Applicant shall revise the submitted photometric plan to provide a sitewide lighting plan for the existing and proposed building, parking lot, and landscaped areas, and with lighting in compliance with Section 35-5400 (Exterior Lighting). 7. Applicant shall comply with Section 35-5600 (Landscaping, Screening, and Fences) and revise provided landscape plan as necessary to identify any preserved plantings, and ensure planting locations are not within identified utility easements or over utility lines. a. Applicant shall ensure an irrigation system is in place or install a new system where necessary to facilitate maintenance of site lighting and green areas, and irrigation shop drawing shall be provided for review and approval prior to installation. 8. Any outside trash disposal facilities and rooftop or ground mechanical equipment shall be appropriately screened from view per City Code requirements and a detail sheet provided. 9. Applicant shall comply with all conditions or provisions noted in the Principal Engineer’s review memorandum, dated February 7, 2025. 10. Applicant shall submit a sign permit application for any proposed signage (e.g. wall, freestanding) and receive issuance of a permit prior to any installation. All signage shall conform to Section 35- 6000 (Signs) of the City Code. 11. Platting: a. Approval of the preliminary and final plat for CAPI USA ADDITION are contingent upon the addressing of comments by Principal Engineer Touyia Lee in a memorandum dated February 7, 2025, and the following additional revisions: i. Clearly denote area intended for right-of-way dedication and new property lines; ii. Any new or existing utility lines to be noted on preliminary plat per Section 35- 8106.b.2; and iii. Updating of zoning information on preliminary plat to reflect MX-N2 District. b. Final plat and mylar shall be subject to the provisions of Chapter 35 of the City Code of Ordinances. c. Addressing of final plat comments and/or requirements as provided by Hennepin County. d. Addressing of final plat comments and/or requirements from the City Attorney’s office, and specifically regarding an updated certified abstract of title. e. Vacation of existing drainage and utility easement. f. The successful recording of said plat (mylar) with Hennepin County in advance of building permit issuance. Recommendation Based on the above-noted findings, City staff recommend the Planning Commission recommend City Council: Approval of (1) an ordinance amending Sections 35-2301, 35-2302, and 35-5100 of the City Code of Ordinances regarding the maximum allowable size of a retail use in the Neighborhood Mixed-Use zoning districts, (2) preliminary and final plat for CAPI USA ADDITION, (3) a major amendment to the site and building plan for the Subject Property located at 5930 and 5950 Brooklyn Boulevard that would construct an approximately 8,910-square foot, two-story addition and related site improvements, and (4) variances to Sections 35-2302 and 35-5100 regarding the maximum allowable build-to setback for a secondary frontage to allow for an approximately 120 foot setback along 60th Avenue North, and a deviation from a requirement App. No. 2025-001 PC 02/13/2025 Page 26 that at least 50% of the first floor of the front façade of the primary building be located not more than 10 feet from the front lot line, based on the submitted plans and findings of fact, as amended by the Conditions of Approval in the February 13, 2025 Planning Commission Report. Attachments Exhibit A – Planning Commission Application No. 2025-001, submitted January 14, 2025. Exhibit B – Public Hearing Notice, submitted for publication in the Brooklyn Center Sun Post, and dated January 30, 2025. Exhibit C – Review memorandum, prepared by Principal Engineer Touyia Lee, and last revised February 7, 2025. Project Narrative CAPI USA operates as a multi-service nonprofit organization focused on supporting immigrants, refugees, and underserved communities in the Twin Cities. Through workforce development, food access, health and wellness programs, and economic empowerment services, we help individuals and families achieve long-term stability. CAPI Immigrant Opportunity Center – Addition and Renovation This application includes a request to combine 3 parcels owned by CAPI USA into a single lot for an addition to the existing building. CAPI is expanding their services at their current Brooklyn Center location to create a new Immigrant Opportunity Center. An 8,910 SF, 2-story addition will provide additional space for offices, training rooms, tenant spaces, and expansion of the food shelf. The addition will be located at the west side of the existing building along Brooklyn Boulevard with the main entry at the south facade of the addition. The interior of the existing building (10,688 SF) will be renovated. Exterior changes to the existing building are limited to painting the exterior brick and replacing the roofing and roof coping. The existing parking lot will be expanded to the north with an additional entry to 60th Avenue North. The expanded parking lot will provide parking for clients and guests as well as providing space for CAPI’s farmer’s market and other outdoor events. Site work will also include a landscaped courtyard area and provide utilities for a future greenhouse. Operations & Staffing •The new Immigrant Opportunity Center (IOC) will serve as a hub for our expanding programs. •Hours of operation will align with our core services, typically Monday–Friday, 8:30 AM–4:30 PM, with some evening and weekend availability for special programs and events. •We anticipate housing approximately 46 full-time staff within the new facility, including workforce development specialists, case managers, and food shelf staff. Community Impact •The expansion will allow us to increase capacity to serve more individuals and families, providing vital services in employment training, small business support, and social services. •The IOC will create a welcoming space where immigrants and refugees can access culturally specific resources, direct assistance, and financial education. •This project will have a direct positive impact on the surrounding neighborhoods, bringing essential services closer to those in need and supporting local businesses through entrepreneurship programs and economic development initiatives. Number of People Served Exhibit A • Currently, CAPI serves over 10,000 individuals annually across various programs, including workforce training, assistance, health access, and small business support. • Our small business assistance program will support 12 businesses with technical assistance, financing guidance, and compliance support. • With the new center, we anticipate a 30% increase in service capacity. Food Shelf Operations • CAPI’s Food Shelf Program is a critical component of our Basic Needs services, ensuring food security for individuals and families facing economic hardship. • The food shelf operates 3 days a week 10am to 4pm, serving an average of 450 households per month and distributing 320,000 pounds of food annually. • With the expansion, we will have increased storage and distribution capacity, allowing us to serve more families and enhance access to culturally relevant food items. 4453 Nicollet Avenue, Minneapolis MN 55419 | www.locusarchitecture.com CAPI VARIANCE REQUEST 1)The variance is in harmony with the general purposes and intent of this UDO; a.The variance is in harmony and meets the intent and purpose of the MX-N2 district. The proposed building has mixed of offices, grocery store (food shelf), and meeting rooms permitted in the district. The proposal is NOT a strip development or destination retail. 2)The variance is consistent with the Comprehensive Plan; a.The variance is consistent with the Comprehensive Plan and will fall in the future land use category of N-MU which guides land surrounding key neighborhood intersections for a mix of residential, retail and commercial/office uses. The proposal has a neighborhood scale building and plans for plaza and community garden that will integrate well into the residential neighborhood bounding it and enhance the natural environment. 3)3) The property owner proposes to use the property in a reasonable manner not permitted by this UDO; a.The proposal would be used in a reasonable manner – an addition to CAPI’s existing office building that will include additional office space, meeting rooms, and expansion of the grocery store (culturally appropriate food shelf). The project is unable to comply with the setback requirements in the UDO. 4)4) The plight of the landowner is due to circumstances unique to the property not created by the landowner. a.Existing circumstances previously unknown to the property owner has made it difficult to comply with the setback requirements of the UDO. A utility line and easement run on the west side of the property along Brooklyn Boulevard – this makes it difficult to have a building at 10ft set back from the Brooklyn Boulevard property line. b.The building proposal is an addition to an existing building set far inward from the north property line along 60th. An addition to the existing building that extends to the 10ft setback along 60th Street is not feasible. 5)The variance, if granted, will not alter the essential character of the locality. a.The variance will not alter the essential character of the locality. It will be in line with the UDO and enhance the public realm. B R O O K L Y N B L V D 60TH AVE N BE A R D A V E N PROJECT LOCATION B R O O K L Y N B L V D . ( E ) S I D E W A L K EXISTING BUILDING PARKING 60TH AVE N BE A R D A V E N PROPERTY LINES, TYP 82' - 0" 86 ' - 3 " 1 6 ' - 3 " 10 ' - 0 " M I N PROPERTY LINE, TYP SETBACK LINE, TYP M I N 5 ' - 0 " 34' - 11" M A X 2 0 ' - 0 " 11 0 ' - 3 " FUTURE GREENHOUSE SHED MIN 10' - 0" MI N 10 ' - 0 " 5930 BROOKLYN BLVD BUILDING ADDITION tcc860.11 tcc860.69 860.96 tcc861.76 LightPole 8 6 2 . 1 Bench Serv 861.0 8 6 2 . 1 tcc861.90 8 6 2 . 2 8 6 2 . 1 tcc861.57Catch Basinrim=860.85 C HV 8 6 1 . 6 8 6 1 . 5 LightPole tcc861.11 tcc860.68 8 6 1 . 0 8 6 1 . 1 8 6 0 . 2 8 6 0 . 2 tcc860.49 tcc859.73 859.20 859.35 tcc859.90Sign 86 0 . 1 86 0 . 3 FFE860.3 859.7 12"860.5 14"860.4 12"861.7 12"862.0 860.6 S Sanitary Manhole t c = 8 6 0 . 2 4 tcc860.18 859.49 8 5 9 . 6 tcc859.45 8 5 9 . 8 859.2 860.1 860.2 859.4 859.7 859.1 Sign 8 5 9 . 9 8 5 9 . 7 Sign LightPole tcc860.30 tcc859.71 18"859.9 18"859.9 tcc859.91 18"860.1 12"859.8 18"860.0 tcc860.00 Catch Basin 859.1 859.7 859.9 860.1 860.1 14"860.0 tcc860.05 20"860.1 12"859.8 14"860.2 tcc860.21 859.1 24"860.3 14"860.4 12"859.9 tcc860.22 Sign Sign tcc860.26 859.5 859.8 tcc860.23 859.8 859.8859.9 tcc860.14 tcc860.14 tcc860.18 859.9 Sign tcc860.18 859.8tcc860.15 859.3 Catch Basin 859.4tcc860.19 tcc860.18 tcc860.04 tcc860.22 859.7 859.1 859.0 Catch Basin E G 858.5 859.6 36"860.4860.6 860.8 861.0 859.8 859.9 860.8 859.6 Sign tcc859.33 tcc858.83 T tped 859.2 858.8 859.1 858.7 Sign tcc858.48 tcc858.36 857.39 Sign 858.5 857.6 tcc857.80tcc857.86 tcc858.00 S Sanitary Manholerim=858.15 tcc858.33 tcc858.92 858.4 857.9 Gate Valve tcc858.76 tcc858.41 Catch Basin 858.13 858.7 859.0 859.3 859.3 859.5 859.3 60th Avenue North (60' Wide Public Right-of-Way) N 89°28'24" E 206.93 80 . 8 80 . 8 10 10 10 10 1 0 10 10 5 5N 89°28'24" E 220.41 S 0 0 ° 5 2 ' 3 4 " W 1 6 1 . 6 0 S 0 0 ° 5 2 ' 3 4 " W 1 6 1 . 6 0 N 0 4 ° 5 8 ' 2 6 " W 1 3 2 . 0 4 80 . 8 80 . 8 B R O O K L Y N B L V D . ( C o u n t y R o a d N o . 1 5 2 ) 81.0 66 . 1 81.0 66 . 1 BE A R D A V E N U E 61.5 WO O D F E N C E ADMIRAL LANE 42.0 EA S T L I N E O F L O T 4 0 , A U D S U B D . N o . 2 1 6 (6 0 ' p u b l i c r i g h t o f w a y ) 30 ' R I G H T O F W A Y P E R A V A I L A B L E M A P S 30 30 11 85 . 2 17 1 . 4 86 0 859 8 6 0 S 89°28'24" W 246.22 W E S T L I N E O F L O T 4 0 , A U D . S U B D . N o . 2 1 6 BE A R D A V E . N . A S D E D I C A T E D I N T H E P L A T O F S T E E N A D D I T I O N 31.0 42.0 42.0 52.0 30 60 60 60 Partially Abandoned N 0 4 ° 3 4 ' 3 9 " W 1 6 1 . 9 5 859.3 858.3 859.0858.7 Gate Valve 858.7 H Handhole Riser 861.1 859.7 859.2 859.3 859.7860.4 860.4 859.4 859.3 860.1860.2 859.8 860.4860.6 859.7 860.5 860.0 859.4 860.2 860.3 859.7 859.0 858.9 859.0 858.8 858.2 858.2 857.9 858.6 859.0 859.2 859.2 859.2 859.0 858.8 858.6 857.7 857.8 858.6 858.9 859.0 859.3 FFE860.3 magnail magnail magnail 860.0 FFE860.3 Catch Basinrim=857.1515" inv=853.42 857.82Tccb Catch Basinrim=857.2015" inv=852.66 tnh861.53 magnail magnail 12" HDPE 12 " H D P E 12" R C P 6" C I P W a t e r m a n i 8" V C P S a n i t a r y S e w e r 10 10 11 14 Drainage & Utility Easement per the plat of STEEN ADDITION NORTH LINE OF THE SOUTH 323.2 FEET OF LOT 40, AUDITORS SUBDIVISION NO. 216 MEASURED ALONG THE EAST LINE OF LOT 40. PARCEL 1 NORTH LINE OF THE SOUTH 242.4 FEET OF LOT 40, AUDITORS SUBDIVISION NO. 216 AS MEASURED ALONG THE EAST LINE OF LOT 40. N 89°28'24" E 11.20 PARCEL 2 PARCEL 3 SOUTH LINE OF LOT 40, AUDITOR'S SUBDIVISION NO. 216 12" PVCrim=857.93inv=853.11 inv=850.22 2-S-Brick BuildingNo. 5930 rim=858.48inv=855.33 rim= 858.43N inv=855.01W inv=854.50E inv=855.02 rim=858.48inv=855.44 ConcreteSlab Concrete Post tw862.2bw860.2 tw862.2bw860.3 tw862.2bw860.2 Vault Sign tw860.6bw860.0 inv=848.60 i n v = 8 5 1 . 6 9 inv=851.88 co n c r e t e concrete BITUMINOUSSURFACE c o n c r e t e 14 Parking Stalls 8 Parking Stalls 7 P a r k i n g S t a l l s 12 P a r k i n g S t a l l s N 89°28'24" E 30.01 40.7 5 N 42 ° 1 4 ' 5 9 " E Dr a i n a g e & U t i l i t y E a s e m e n t p e r th e p l a t o f S T E E N A D D I T I O N 1 0 ' S i d e w a l k E a s e m e n t p e r D o c . N o . 1 0 3 2 8 8 0 C a t c h B a s i n JLM not found JLM not found ST R E E T P E R D O C . N o . 3 1 3 4 5 8 4 P E R PL A T O F S T E E N A D D I T I O N Drainage, Utility & Sidewalk Easement per Doc. No. 10911724 & 5791357 Ad j o i n i n g P r o p e r t y O w n e r : HP M i n n e s o t a I L L C Ad j o i n i n g P r o p e r t y O w n e r : Es t e f a n y G a l l a r d o M o l i n a Ad j o i n i n g P r o p e r t y O w n e r : Ch a V a n g Ad j o i n i n g P r o p e r t y O w n e r : Lo w e l l S t u n i c k Ad j o i n i n g P r o p e r t y O w n e r : Ph i l l i p & A l e x u s C h a Ad j o i n i n g P r o p e r t y O w n e r : Ca r o l S j o q u i s t Adjoining Property Owner:Old National Bank Zoned MX-N2 Ad j o i n i n g P r o p e r t y O w n e r : Cr o s s o f G l o r y L u t h e r a n C h u r c h Ad j o i n i n g P r o p e r t y O w n e r : Ci t y o f B r o o k y n C e n t e r Adjoining Property Owner:Team Schutz, LLC overha n g 67 ° 3 8 ' 0 5 " NORTH LINE OF THE NE 1/4 OF SEC. 3 N 89°57'06" W 1734.87 N 89°57'06" W 1741.08 NE CORNER OF THE NE 1/4 OF SEC. 3, TWP. 118, R.21 W REVISION SUMMARY SURVEY FOR:DEVELOPMENT OF:TYPE OF SURVEY: CAPI USA ADDITION F:\survey\auditors subdivision - hennepin\216-40 - hennepin\40-216\01 Surveying - 90722\01 CAD\01 Source\01 Survey Base.dwg 1 OF 1 SHEET NO. PROJECT: 90722A DRAWN BY: CHECKED BY: PRELIMINARY PLATCAPI USA FIELD BY: FB No: 1135-62 7601 73rd Avenue North Minneapolis, Minnesota 55428 (763) 560-3093 DemarcInc.com tm tm GRP Legal Description Miscellaneous Notes Legal description and easements per title commitment from Commercial Partners Title Commitment No. CP73715, dated May 10, 2024.Note: Property Address: 5930 & 5950 Brooklyn Boulevard, Brooklyn Center, MN 55430 PID No.: 03-118-21-12-0006 and 03-118-21-12-0101 Total Area of Parcel = 77,514 sq. ft. Property located in Section 3, Township 118, Range 21, Hennepin County, Minnesota. Bearings are based on North line of STEEN ADDITION. MN 1 MN 2 MN 3 MN 4 MN 5 Parcel 1: That part of Lot 1, Block 1, Steen Addition, embraced within the North 80.8 feet of the South 323.2 feet of Lot 40, Auditor's Subdivision 216, measured on the East line of said lot and with North and South lines parallel to the South line of said lot. Excepting therefrom the East 30 feet conveyed to the Village of Brooklyn Center for use as a public street or road by Deed Document No. 3134584. And Also Excepting therefrom all that part of the subject property: Which lies Southwesterly of a line run parallel with and distant 42 feet Northeasterly of the following described line: Beginning at a point on the North line of Section 3, Township 118 North, Range 21 West, distant 1734.87 feet West of the Northeast corner thereof; thence run Southeasterly at an angle of 67 degrees 38 minutes 05 seconds with said North section line for 102.12 feet; thence deflect to the right of an angle of 17 degrees 20 minutes 35.2 seconds for 1000 feet and there terminating; Together with a triangular piece adjoining and Northeasterly of the above described strip and Northeasterly of the following described line: Beginning at a point on the Northeasterly boundary of the above described strip, distant 30 feet Southeasterly of its intersection with the South line of 60th Avenue North; thence run Northeasterly to a point of said South line, distant 30 feet Easterly of said intersection; by amended Final Certificate filed as Document No. 4730734, according to the recorded plat thereof, and the situate in Hennepin County, Minnesota. Parcel 2: That part of Lot 1, Block 1, Steen Addition, embraced within that part of the North 80.8 feet of the South 242.4 feet of Lot 40, as measured along the East line of Lot 40, Auditor's Subdivision No. 216, Hennepin County, Minnesota, lying Easterly of a line drawn parallel to and 42 feet Northeasterly of the following described line: Commencing at the Northeast corner of Section 3, Township 118, Range 21; thence West along the North line of said Section 3, a distance of 1741.08 feet; thence Southeasterly, deflecting to the left 111 degrees, 58 minutes, 07.7 seconds, a distance of 104.54 feet to the point of beginning of the line to be described; thence Southeasterly, deflecting to the right 17 degrees, 20 minutes, 35.2 seconds, a distance of 1000 feet and there terminating. The South line and part of the East line of said Lot 40 are marked by Judicial Landmarks set pursuant to Torrens Case No. 10896. Parcel 3: That part of the South 161.6 feet of Lot 40 measured along the East line of Lot 40, Auditor's Subdivision No. 216, Hennepin County, Minnesota lying Easterly of a line drawn parallel to and 42 feet Northeasterly of the following described line: Commencing at the Northeast corner of Section 3, Township 118, Range 21; thence West along the North line of said Section 3, a distance of 1741.08 feet; thence Southeasterly deflecting to the left 111 degrees 58 minutes 07.7 seconds, a distance of 104.54 feet to the point of beginning of the line to be described; thence Southeasterly deflecting to the right 17 degrees 20 minutes 35.2 seconds a distance of 1000 feet and there terminating. Source of Information: City Address: City Phone: City of Brooklyn Center Zoning web site 6301 Shingle Creek Parkway, Brooklyn Center, MN 763-569-3300 Zoning Classification:MX-N2 Neighborhood Mixed Use NOTE: Zoning district listed is the new zoning District, current zoning is C-1 Building Setback Requirements for principal structures Front Yard Setback Side Yard Setback Rear Yard Setback Observed Required Notes Parking Tabulation Observed Required Notes Regular Spaces Handicapped Spaces Total Parking Spaces Maximum Height Bulk Restrictions Lot Area Other: Observed Required Notes Height Restrictions Observed Max. Allowed Notes 61.5 feet see note 2 stalls see note not measured 77,469 Sq. Ft. N/A see note 85.2 feet 10 feet N/A 41 stalls see note 43 stalls 48 feet N/A N/A NOTE: Because there may be a need for further interpretation of the applicable zoning codes, we refer you to the above referenced municipality and the applicable zoning codes. 10 feet Parking requirements dependent on use of property. Corner Yard Setback 171.4 feet see note Current Zoning Information Subject Property Address: 5930 & 5950 Brooklyn Boulevard, Brooklyn Center, MN 55430 5' Min. - 20' Max on primary & secondary street frontage SCALE IN FEET 0 6030 90 Benchmark Signed: ____________________________________________ Gregory R. Prasch Registration No. 24992 Prepared this 24th day of September 2024. I certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed land Surveyor under the laws of the State of Minnesota. Zoning & Development Information Property Currently Zoned: MX-N2 Neighborhood Mixed Use Proposed Zoning: MX-N2 Neighborhood Mixed Use Zoning Ordinance Requirements: Building Setbacks (for main structure) Front - 5' Min. - 20' Max on primary & secondary street frontage Side Yard - 10 feet Rear Yard - 10 feet Minimum Lot Size - N/A Minimum Lot Size - 10,000 sq.ft (non-residential use) Refer to City code for additional requirements Proposed Number of Lots = 1 Area of proposed: Lot 1, Block 1 = 70,766 sq.ft Right-of-Way dedication - Brooklyn Blvd = 1,900 sq.ft Right-of-Way dedication - Beard Ave = 4,848 sq.ft DEVELOPER: CAPI USA 5930 Brooklyn Blvd, Brooklyn Center, MN 55429 PROPERTY OWNER: CAPI USA 5930 Brooklyn Blvd, Brooklyn Center, MN 55429 SURVEYOR DemarcSurveying and Engineering 7601 73rd Avenue N. Brooklyn Park, MN 55428 Attn: Greg Prasch phone: 763-560-3093 e-mail: gregprasch@demarcinc.com Development Personnel Denotes Found Iron Monument Denotes Iron Monument Set Bollard Light Power Pole Sanitary Manhole Storm Manhole Manhole (use not determined) Catch Basin Communication Pedestal Riser Sign Telephone Pedestal Risertped cped Legend Gas Main Underground Communications Underground Electric Sanitary Sewer Storm Sewer Watermain Overhead Wires 12-20-24 additional field info EA S T L I N E O F L O T 4 0 , A U D S U B D . N o . 2 1 6 SOUTH LINE OF LOT 40, AUDITOR'S SUBDIVISION NO. 216 NORTH LINE OF THE SOUTH 323.2 FEET OF LOT 40, AUDITORS SUBDIVISION NO. 216 MEASURED ALONG THE EAST LINE OF LOT 40. ALSO THE SOUTH LINE OF 60TH AVENUE NORTH NORTH LINE OF THE SOUTH 242.4 FEET OF LOT 40, AUDITORS SUBDIVISION NO. 216 AS MEASURED ALONG THE EAST LINE OF LOT 40. W E S T L I N E O F L O T 4 0 , A U D . S U B D . N o . 2 1 6 B o u n d a r y N 89°28'24" E 206.93 S 0 0 ° 5 2 ' 3 4 " W 1 6 1 . 6 0 30.01 S 0 0 ° 5 2 ' 3 4 " W 1 6 1 . 6 0 S 89°28'24" W 246.25 N 0 4 ° 5 8 ' 2 6 " W 1 3 2 . 0 4 N 89°28'24" E S 0 4 ° 5 8 ' 2 6 " E 2 9 4 . 0 8 S 0 0 ° 5 2 ' 3 4 " W 3 2 3 . 2 0 203.89 30.01 JLM not found Capped No. 8039 Drainage, Utility & Sidewalk Easement per Doc. No. 10911724 & 5791357 60 30 60 84 11.60 15.3 2 PK Nail Set PK Nail Set PK Nail Set L O T 1 B L O C K 1 BE A R D A V E N U E B R O O K L Y N B L V D E X C E P T I O N 42.0 80 . 8 N 0 4 ° 3 4 ' 3 9 " W 1 6 1 . 9 5 42.0 12.33 N 89°28'24" E 11.20 JLM not found PK Nail Set N 42 ° 1 4 ' 5 9 " E 40.7 5 St r e e t D e e d e d t o C i t y p e r D o c . N o . 3 1 3 4 5 8 4 30 30 3 0 PK Nail Set 30 67 ° 3 8 ' 0 5 " NORTH LINE OF THE NE 1/4 OF SEC. 3, TWP. 118, R. 21 N 89°57'06" W 1734.87N 89°57'06" W 1741.08 1 0 2 . 1 2 17°20'3 5 . 2 " 111° 5 8 ' 0 7 . 7 " 1 0 4 . 5 4 17°20'3 5 . 2 " 830.72 N 89°57'06" W NE CORNER OF THE NE 1/4 OF SEC. 3, TWP. 118, R.21 W HENNEPIN COUNTY CASTIRON MONUMENT FOUND 10 10 55 HENNEPIN COUNTY CASTIRON MONUMENT FOUND REFERENCEMONUMENT F:\survey\auditors subdivision - hennepin\216-40 - hennepin\40-216\01 Surveying - 90722\01 CAD\01 Source\02 Final Plat.dwg CAPI USA ADDITION 7601 73rd Avenue North Minneapolis, Minnesota 55428 (763) 560-3093 DemarcInc.com SCALE IN FEET 0 8040 120 BEARING REFERENCE: FOR THE PURPOSES OF THIS PLAT THE SOUTH LINE OF 60TH AVENUE NORTH IS ASSUMED TO BEAR NORTH 89°28'24" EAST. DENOTES 1/2 INCH BY 14 INCH IRON PIPE MONUMENT SET AND MARKED BY LICENSE NUMBER 24992, UNLESS OTHERWISE NOTED. DENOTES FOUND OPEN END 1/2 INCH IRON PIPE MONUMENT, UNLESS OTHERWISE NOTED. CITY COUNCIL, CITY OF BROOKLYN CENTER, MINNESOTA This plat of CAPI USA ADDITION was approved and accepted by the City Council of the City of Brooklyn Center, Minnesota, at a regular meeting thereof held this______ day of _________________________, 20_____, and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subdivision 2. City Council, City of Brooklyn Center, Minnesota By _____________________________________________, Mayor By _____________________________________________, Clerk COUNTY AUDITOR, Hennepin County, Minnesota I hereby certify that taxes payable in _________ and prior years have been paid for land described on this plat, dated this _______ day of ______________________, 20______. Daniel Rogan, Hennepin County Auditor By _________________________________________ Deputy SURVEY DIVISION, Hennepin County, Minnesota Pursuant to Minnesota Statutes, Sec. 383B.565 (1969) this plat has been approved this ______ day of _______________________, 20______. Chris F. Mavis, Hennepin County Surveyor By __________________________________________ REGISTRAR OF TITLES, Hennepin County, Minnesota I hereby certify that the within plat of CAPI USA ADDITION was filed in this office this _________ day of_______________________, 20______, at_______o'clock_____M. Amber Bougie, Registrar of Titles By__________________________________________Deputy COUNTY RECORDER, Hennepin County, Minnesota I hereby certify that the within plat of CAPI USA ADDITION was recorded in this office this _________ day of_______________________, 20______, at_______o'clock_____M. Amber Bougie, Hennepin County Recorder By__________________________________________Deputy I Gregory R. Prasch do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this ____________day of ____________________, 20 ______. ___________________________________________ Gregory R. Prasch, Licensed Land Surveyor Minnesota License No. 24992 STATE OF MINNESOTA COUNTY OF HENNEPIN This instrument was acknowledged before me on this ______ day of _______________________, 20_______ by Gregory R. Prasch. . Signature of Notary __________________________________ (Notary's Printed Name)_______________________________ Notary Public, ________________________ County, Minnesota My commission expires _______________________________ KNOW ALL PERSONS BY THESE PRESENTS: That CAPI USA, a Minnesota nonprofit corporation, owner of the following described property: Parcel 1: That part of Lot 1, Block 1, Steen Addition, embraced within the North 80.8 feet of the South 323.2 feet of Lot 40, Auditor's Subdivision 216, measured on the East line of said lot and with North and South lines parallel to the South line of said lot. Excepting therefrom the East 30 feet conveyed to the Village of Brooklyn Center for use as a public street or road by Deed Document No. 3134584. And Also Excepting therefrom all that part of the subject property: Which lies Southwesterly of a line run parallel with and distant 42 feet Northeasterly of the following described line: Beginning at a point on the North line of Section 3, Township 118 North, Range 21 West, distant 1734.87 feet West of the Northeast corner thereof; thence run Southeasterly at an angle of 67 degrees 38 minutes 05 seconds with said North section line for 102.12 feet; thence deflect to the right of an angle of 17 degrees 20 minutes 35.2 seconds for 1000 feet and there terminating; Together with a triangular piece adjoining and Northeasterly of the above described strip and Northeasterly of the following described line: Beginning at a point on the Northeasterly boundary of the above described strip, distant 30 feet Southeasterly of its intersection with the South line of 60th Avenue North; thence run Northeasterly to a point of said South line, distant 30 feet Easterly of said intersection; by amended Final Certificate filed as Document No. 4730734, according to the recorded plat thereof, and the situate in Hennepin County, Minnesota. Parcel 2: That part of Lot 1, Block 1, Steen Addition, embraced within that part of the North 80.8 feet of the South 242.4 feet of Lot 40, as measured along the East line of Lot 40, Auditor's Subdivision No. 216, Hennepin County, Minnesota, lying Easterly of a line drawn parallel to and 42 feet Northeasterly of the following described line: Commencing at the Northeast corner of Section 3, Township 118, Range 21; thence West along the North line of said Section 3, a distance of 1741.08 feet; thence Southeasterly, deflecting to the left 111 degrees, 58 minutes, 07.7 seconds, a distance of 104.54 feet to the point of beginning of the line to be described; thence Southeasterly, deflecting to the right 17 degrees, 20 minutes, 35.2 seconds, a distance of 1000 feet and there terminating. The South line and part of the East line of said Lot 40 are marked by Judicial Landmarks set pursuant to Torrens Case No. 10896. Parcel 3: That part of the South 161.6 feet of Lot 40 measured along the East line of Lot 40, Auditor's Subdivision No. 216, Hennepin County, Minnesota lying Easterly of a line drawn parallel to and 42 feet Northeasterly of the following described line: Commencing at the Northeast corner of Section 3, Township 118, Range 21; thence West along the North line of said Section 3, a distance of 1741.08 feet; thence Southeasterly deflecting to the left 111 degrees 58 minutes 07.7 seconds, a distance of 104.54 feet to the point of beginning of the line to be described; thence Southeasterly deflecting to the right 17 degrees 20 minutes 35.2 seconds a distance of 1000 feet and there terminating. Has caused the same to be surveyed and platted as CAPI USA ADDITION and does hereby dedicate to the public for public use the public way and drainage and utility easements as created by this plat. In witness whereof said CAPI USA, a Minnesota nonprofit corporation, has caused these presents to be signed by its proper officer this _______ day of ____________________, 20____. Signed: CAPI USA By _____________________________________________ its _____________________________________________ STATE OF MINNESOTA COUNTY OF ________________ This instrument was acknowledged before me this ______ day of __________________, 20____, by _________________________________, ______________________________ of CAPI USA, a Minnesota nonprofit corporation, on behalf of the corporation. Signature of Notary __________________________________ (Notary's Printed Name)_______________________________ Notary Public, ________________________ County, Minnesota My commission expires _______________________________ R. T. DOC. NO.___________________________ C. R. DOC. NO.___________________________ DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: BEING 10 FEET IN WIDTH AND ADJOINING RIGHT OF WAY LINES AND BEING 5 FEET IN WIDTH AND ADJOINING LOT LINES. CITY REVIEW G S S • • • • • • • • • • • • • • • • • • • • CONTRACTOR SHALL ASSURE COMPLIANCE WITH APPLICABLE CODES AND REGULATIONS GOVERNING THE WORK AND/OR MATERIALS SUPPLIED. CONTRACTOR MUST COORDINATE ALL PHASES OF CONSTRUCTION WORK INCLUDING ITEMS DONE BY OTHERS THAT MAY IMPACT CONSTRUCTION INCLUDED IN CONTRACT. CONTRACTOR SHALL INSPECT THE SITE AND BECOME FAMILIAR WITH EXISTING CONDITIONS RELATING TO THE NATURE AND SCOPE OF WORK. ALL EXISTING CONDITIONS SHOWN IN THE LANDSCAPE DRAWINGS ARE BASED ON INFORMATION SUPPLIED TO LANDSCAPE ARCHITECT BY OTHERS. TLAL-LI COLLABORATIVE OFFERS NO GUARANTEE, EITHER EXPRESSED OR IMPLIED, FOR THE ACCURACY OR RELIABILITY OF THE INDICATED EXISTING CONDITIONS. CONTRACTOR SHALL FIELD VERIFY ALL CRITICAL EXISTING CONDITIONS INCLUDING, BUT NOT LIMITED TO, EXISTING BUILDING LOCATIONS, UTILITY LOCATIONS AND INVERT ELEVATIONS, AND EXISTING SITE GRADES PRIOR TO THE START OF WORK. CONTRACTOR SHALL VERIFY ALIGNMENT AND LOCATION OF UNDERGROUND AND ABOVE GRADE UTILITIES AND PROVIDE THE NECESSARY PROTECTION FOR SAME BEFORE CONSTRUCTION / MATERIAL INSTALLATION BEGINS CONTRACTOR SHALL VERIFY PLAN LAYOUT AND DIMENSIONS SHOWN IN THE PLANS AND BRING TO THE ATTENTION OF THE LANDSCAPE ARCHITECT DISCREPANCIES WHICH MAY COMPROMISE THE DESIGN AND/OR INTENT OF THE PROJECT'S LAYOUT. ANY OBSERVED DEVIATIONS FROM CONDITIONS INDICATED IN THE DRAWINGS SHALL BE BROUGHT TO THE ARCHITECT OR LANDSCAPE ARCHITECTS ATTENTION IMMEDIATELY UPON DISCOVERY. NO WORK SHALL PROCEED IN THE AREAS OF ANY DISCOVERED DEVIATIONS UNTIL THE DIFFERENCES ARE RESOLVED. CONTRACTOR TO CONTAIN OPERATIONS WITHIN LIMITS OF WORK AT ALL TIMES. WORK OUTSIDE OF THESE LIMITS WILL BE DONE AT CONTRACTOR'S EXPENSE UNLESS DIRECTED BY THE PROJECT MANAGER OR OWNER IN WRITING. LIMITS OF WORK SHOWN ON PLAN(S) MAY BE ADJUSTED IN FIELD BY THE PROJECT MANAGER IF DEEMED NECESSARY. CONTRACTOR MUST DAILY MONITOR FOR PUBLIC SAFETY AND STAY WITHIN LIMITS OF WORK, KEEP AREA CLEAN OF DEBRIS AND ANY OTHER CONSIDERATIONS AS DIRECTED BY THE PROJECT MANAGER. ANY DISTURBANCE CREATED BY CONSTRUCTION STAGING MUST BE REMOVED AND RESTORED TO ORIGINAL CONDITIONS. REFER TO CIVIL FOR DRAINAGE, EROSION AND SEDIMENTATION CONTROL MEASURES AND REQUIREMENTS. REFER TO CIVIL DRAWINGS FOR SPOT ELEVATIONS AND SLOPES INDICATING FINISH GRADES, UNLESS NOTED ON LANDSCAPE DRAWINGS. ELEVATIONS TO BE FIELD-VERIFIED. ADJUST AS NEEDED TO MATCH FINISH GRADES AND DRAINAGE SLOPES. ALIGNMENT AND GRADES OF PROPOSED WALKS, TRAILS AND/OR ROADWAYS ARE SUBJECT TO FIELD ADJUSTMENT REQUIRED TO CONFORM TO LOCALIZED TOPOGRAPHIC CONDITIONS AND TO MINIMIZE TREE REMOVAL AND GRADING. CHANGES IN THE ALIGNMENT AND GRADES MUST BE APPROVED BY THE LANDSCAPE ARCHITECT. CONTRACTOR TO COORDINATE ALL DRAINAGE, SLEEVING AND CONDUIT PLACEMENT OF ALL TRADES ON PROJECT. CONTRACTOR SHALL PROTECT EXISTING ROADS, CURBS/GUTTERS, TRAILS, TREES, LAWNS AND SITE ELEMENTS DURING CONSTRUCTION OPERATIONS. DAMAGE TO SAME SHALL BE REPAIRED AT NO ADDITIONAL COST TO THE OWNER. SEE LIGHTING PLANS FOR SPECIFIC LIGHTING LAYOUT AND OTHER ELECTRICAL COMPONENTS. CONTRACTOR TO SUBMIT SHOP DRAWINGS AS STATED IN THE SPECIFICATIONS FOR ALL ELEMENTS AS SHOWN IN THE DRAWINGS AND GET APPROVAL FROM THE LANDSCAPE ARCHITECT PRIOR TO CONDUCTING ANY WORK. SIDEWALK TO BE STAKED BY CONTRACTOR FOR REVIEW BY PROJECT MANAGER AND/OR LANDSCAPE ARCHITECT. CONTRACTOR TO SCORE CAST IN PLACE CONCRETE PAVING AS SHOWN IN PLANS. ANY CHANGES TO THE SCORING LAYOUT MUST BE APPROVED BY LANDSCAPE ARCHITECT AND/OR PROJECT MANAGER. CONCRETE TYPE 1 CONCRETE TYPE 2 DECOMPOSED STONE AGGREGATE HARDWOOD MULCH BEE LAWN MIX W/ OVERHEAD SPRAY IRRIGATION NATIVE TURF SEED - NOT IRRIGATED DECORATIVE ROCK MULCH AREAS WITH DRIP IRRIGATION STEEL EDGING BOULDERS STEPPING STONE PATH EXISTING TREE, TYP. B r o o k l y n B l v d 60th Ave N Be a r d A v e N PROPERTY LINE P R O P E R T Y L I N E PR O P E R T Y L I N E EA S E M E N T PROPOSED BUILDING EXPANSION EXISTING BUS STOP AND SEATING AREA EXISTING LIGHT POLE TO REMAIN, TYP. EXISTING TURF TO REMAIN AND BE PROTECTED E A S E M E N T EXISTING TURF NOT IRRIGATED EXISTING CAPI IMMIGRANT OPPORTUNITY CENTER FUTURE COMMUNITY GARDEN N.I.C. LIMITS OF CONSTRUCTION FUTURE SHED N.I.C. FUTURE GREENHOUSE N.I.C. COMMUNITY GARDEN FENCE EXISTING ELECTRICAL BOX WATER CONNECTION - SEE CIVIL PARKING SIGNAGE - SEE CIVIL18" MAINTENANCE STRIP BIKE RACKS 8' HT. METAL PANEL TRASH ENCLOSURE - W/ DOUBLE SWING GATE C C EB D EXISTING NATURAL GAS METER PAVERS A A A A C CISTERN AND SLAB EXISTING FENCE TO REMAIN C C A B C D CUSTOM RAISED PLANTER W/ BENCH CUSTOM WATER FEATURE 04 ALT 05 ALT 06 ALT WASTE RECEPTACLE CUSTOM TERRACED BENCH SYSTEM E BENCHES, CHAIRS, AND TABLES GENERAL NOTES LEGEND - MATERIAL I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the state of Minnesota. SIGNED DATE LICENSE # copyright © 2023, Locus Architecture # Date Description DOCUMENT ISSUANCE PROJECT # PHASE DRAWN BY CHECKED BY SHEET NUMBER SHEET NAME 4453 Nicollet Ave, Minneapolis, MN 55419 612.706.5600 www.locusarchitecture.com 46692 Ana Nelson 202103-00 AHS AN SITE FURNISHINGS PLAN L1.0 5930 & 5950 BROOKLYN BLVD, BROOKLYN CENTER, MN 55429 CAPI IMMIGRANT OPPORTUNITY CENTER PROJECT TEAM STRUCTURAL MBJ 510 MARQUETTE AVE. S. STE 900 MINNEAPOLIS, MN 612-338-0713 MARSHA@MBJENG.COM CIVIL ENGINEERING PIERCE PINI & ASSOCIATES INC. 9298 CENTRAL AVE NE, SUITE 312 BLANE, MN 763-537-1311 PPA@PIERCEPINI.COM MEP VICTUS ENGINEERING 2327 WYCLIFF STREET, SUITE 230 SAINT PAUL, MN 55114 612-859-8299 WILLOW@VICTUSENGINEERING.COM LANDSCAPE ARCHITECTURE TLALLI COLLABORATIVE, LLC 323 WASHINGTON AVE #200 MINNEAPOLIS, MN 55401 612-430-6655 ANELSON@TLALLICOLLABORATIVE.COM INTERIOR FMYH STUDIO 612-389-8691 ASHLEY@FMYH.CO DD 01.14.25 LAND USE SUBMITTAL 0'10' 20'40'60' SCALE = 1"=20' N 1" = 20'-0"1 OVERALL SITE FURNISHING PLAN LEGEND - KEYNOTES W/ ALTERNATES 01.14.25 G S S EXISTING TREE, TYP. • • • • • • • • • • • • • • • • • • PLANT SCHEDULE TAKES PRECEDENCE OVER PLAN IF DISCREPANCIES IN QUANTITIES EXIST. SPECIFICATIONS AND DETAILS TAKE PRECEDENCE OVER NOTES. CONTRACTOR SHALL REVIEW THE SITE FOR DEFICIENCIES IN THE PLANT MATERIAL SELECTIONS AND OTHER SITE CONDITIONS WHICH MIGHT NEGATIVELY AFFECT PLANT ESTABLISHMENT, SURVIVAL OR WARRANTY. UNDESIRABLE PLANT MATERIAL SELECTIONS OR SITE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE ARCHITECT PRIOR TO BEGINNING OF WORK. NO PLANT MATERIAL SUBSTITUTIONS WILL BE ACCEPTED UNLESS APPROVAL IS REQUESTED OF THE LANDSCAPE ARCHITECT BY THE LANDSCAPE CONTRACTOR PRIOR TO THE SUBMISSION OF BID AND/OR QUOTATION. CONTRACTOR RESPONSIBLE FOR LAYOUT AND STAKING OF PLANT MATERIAL. MATERIAL SHALL BE LOCATED AND STAKED AS SHOWN ON PLAN(S). ALL STAKING AND BASE GRADING TO BE VERIFIED AND APPROVED BY THE LANDSCAPE ARCHITECT IN FIELD PRIOR TO ANY FINAL SURFACE MATERIAL INSTALLATIONS. ADJUSTMENTS IN LOCATION OF PROPOSED PLANT MATERIALS MAY BE NEEDED IN FIELD. LANDSCAPE ARCHITECT MUST BE NOTIFIED PRIOR TO ADJUSTMENT OF PLANT LOCATIONS. NO PLANTS SHALL BE INSTALLED UNTIL FINAL GRADING AND CONSTRUCTION HAVE BEEN COMPLETED IN THE IMMEDIATE AREA. PLANT MATERIALS TO BE INSTALLED PER PLANTING DETAILS AND SPECIFICATIONS. CONTRACTOR SHALL COORDINATE THE PHASES OF CONSTRUCTION AND PLANTING INSTALLATION WITH OTHER CONTRACTORS WORKING ON SITE. KEEP FINAL ELEVATIONS OF SOIL AND MULCH FROM BLOCKING INTENDED STORM WATER FLOW. SEE CIVIL AND/OR LANDSCAPE DRAWINGS FOR GRADING PLAN. SALVAGE TOPSOIL FOR REUSE FROM THE EARTHWORK AREAS AS APPROPRIATE AND/OR AS DIRECTED BY LANDSCAPE ARCHITECT AND STOCKPILE IN LOCATION APPROVED BY OWNER. PROJECT MANAGER TO REVIEW, DIRECT AND APPROVE ALL REQUIRED SOIL CORRECTIONS PRIOR TO BASE MATERIAL PLACEMENT. CONTRACTOR SHALL ENSURE THAT SOIL CONDITIONS AND COMPACTION ARE ADEQUATE TO ALLOW FOR PROPER DRAINAGE OF THE PROJECT SITE. UNDESIRABLE CONDITIONS SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE. ARCHITECT PRIOR TO BEGINNING OF WORK. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE PROPER SURFACE AND SUBSURFACE DRAINAGE IN ALL AREAS. UNDERGROUND UTILITIES SHALL BE INSTALLED SO THAT TRENCHES DO NOT CUT THROUGH ROOT SYSTEMS OF ANY EXISTING TREES TO REMAIN. EDGE AREAS WHERE TURF/SOD MEET PLANTING BEDS AS SHOWN IN PLANS AND AS DESCRIBED IN THE SPECIFICATIONS. TURF AREAS DISTURBED DUE TO GRADING AND/OR OTHER CONSTRUCTION INCIDENTALS SHALL BE REPLACED, UNLESS NOTED OTHERWISE. WHERE SOD ABUTS PAVED SURFACES, FINISHED GRADE OF SOD/SEED SHALL BE HELD 1" BELOW SURFACE ELEVATION OF TRAIL, SLAB, CURB, ETC. SOD SHALL BE LAID PARALLEL TO THE CONTOURS AND SHALL HAVE STAGGERED JOINTS. ON SLOPES STEEPER THAN 3:1 OR IN DRAINAGE SWALES, SOD SHALL BE STAKED SECURELY. CONTRACTOR IS RESPONSIBLE FOR ONGOING MAINTENANCE SUCH AS WATERING AND WEEDING OF NEWLY INSTALLED MATERIALS, AND REPLACEMENTS, FOR ENTIRE WARRANTY PERIOD. SEE SPECIFICATIONS. ACTS OF VANDALISM OR DAMAGE WHICH MAY OCCUR PRIOR TO OWNER ACCEPTANCE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. PROPERTY LINE EA S E M E N T B r o o k l y n B l v d 60th Ave N Be a r d A v e N EXISTING CAPI IMMIGRANT OPPORTUNITY CENTER LIMITS OF CONSTRUCTION P R O P E R T Y L I N E PR O P E R T Y L I N E PROPOSED BUILDING EXPANSION SH 23 BG 30 CA 14 AS 17SH 26 RAISED PLANTERS TO BE PLANTED BY CLIENT / COMMUNITY, TYP. BG 34 SH 25 CA 17 CA 4 EH 8 CA 3 EH 8 CA 5 EH 8 CA 5 CL 30 BG 28 CL 22 BG 4 AS 7 CA 3 SH 12 AT 10 MP 2 BG 33 AS 12 CL 6 RH 16 AS 16 CL 6 CL 6 RH 16 CL 6 AS 16 CL 6 RH 12 AS 22 EH 20 AS 16 BG 17 EH 12 CA 8 RH 8 AS 8 RH 9 AS 8 SH 4 AS 5 RH 8 AS 10 RH 8 AS 8CL 11 CA 8 CA 6 CA 3 CA 3 CA 3 CA 3 RH 24 BG 7 BG 9 RH 20 BG 8 MP 2 BG 22 EH 16 CA 10 JC 55 AC 2 TA 1 TA 1 TA 1 OV 1 OV 1 TA 1 TA 1 TA 1 TA 1 TA 1 TA 1 OV 1 OV 1 OV 1 OV 1 AC 1 AC 1 TA 1 TA 1 TA 1 AC 1 FUTURE COMMUNITY GARDEN N.I.C. FUTURE SHED N.I.C. FUTURE GREENHOUSE N.I.C. COMMUNITY GARDEN FENCE PROPERTY LINE EXISTING BUS STOP AND SEATING AREA EXISTING LIGHT POLE TO REMAIN, TYP. EXISTING TURF TO REMAIN AND BE PROTECTED E A S E M E N T EXISTING FENCE TO REMAIN PLANTING SCHEDULE Key Qty Common Name Botanical Name Size Description TREE ORNAMENTAL MP 4 PRAIRIEFIRE FLOWERING CRABAPPLE MALUS ‘PRAIRIEFIRE’1.5" CAL. B&B TREE DECIDUOUS TA 12 BOULEVARD LINDEN TILIA AMERICANA 'BOULEVARD' 2" CAL. B&B OV 6 IRONWOOD OSTRYA VIRGINIANA 2" CAL. B&B AC 5 FALL FIESTA SUGAR MAPLE ACER SACCHARUM 'BAILSTA'2" CAL. B&B SHRUBS DECIDUOUS CA 92 NEON BURST DOGWOOD CORNUS ALBA 'BYBOUGHEN'#2 CONT. SHRUBS CONIFEROUS JC 55 SEA GREEN JUNIPER JUNIPERUS CHINENSIS 'SEA GREEN' #2 CONT. PERENNIALS RH 121 BLACK-EYED SUSAN RUDBECKIA HIRTA #1 CONT. OC 31 INTERRUPTED FERN OSMUNDA CLAYTONIANA #1 CONT. HB 26 BLUE MOUSE EARS MINIATURE HOSTA HOSTA 'BLUE MOUSE EARS'#1 CONT. AT 10 BUTTERFLY WEED ASCLEPIAS TUBEROSA #1 CONT. AS 150 PRAIRIE ONION ALLIUM STELLATUM #1 CONT. AP 19 MAIDENHAIR FERN ADIANTUM PEDATUM #1 CONT. GRASSES SH 90 PRAIRIE DROPSEED SPOROBOLUS HETEROLEPIS #1 CONT. EH 72 BOTTLEBRUSH GRASS ELYMUS HYSTRIX #1 CONT. CR 21 ROSY SEDGE CAREX ROSEA #1 CONT. CL 93 BLUE-JOINT GRASS CALAMAGROSTIS CANADENSIS #1 CONT. BG 192 BLUE GRAMA BOUTELOUA GRACILIS #1 CONT. I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the state of Minnesota. SIGNED DATE LICENSE # copyright © 2023, Locus Architecture # Date Description DOCUMENT ISSUANCE PROJECT # PHASE DRAWN BY CHECKED BY PROJECT TEAM SHEET NUMBER SHEET NAME 4453 Nicollet Ave, Minneapolis, MN 55419 612.706.5600 www.locusarchitecture.com 46692 Ana Nelson 202103-00 Author Checker PLANTING PLAN L5.0 5930 & 5950 BROOKLYN BLVD, BROOKLYN CENTER, MN 55429 CAPI IMMIGRANT OPPORTUNITY CENTER MBJ 510 MARQUETTE AVE. S. STE 900 MINNEAPOLIS, MN 612-338-0713 MARSHA@MBJENG.COM PIERCE PINI & ASSOCIATES INC. 9298 CENTRAL AVE NE, SUITE 312 BLANE, MN 763-537-1311 PPA@PIERCEPINI.COM STRUCTURAL CIVIL ENGINEER VICTUS ENGINEERING 2327 WAYCLIFF STREET, SUITE 230 SAINT PAUL, MN 55114 612-859-8299 WILLOW@VICTUSENGINEERING.COM MEP FMYH STUDIO 612-389-8691 ASHLEY@FMYH.CO INTERIOR TLALLI COLLABORATIVE, LLC 323 WASHINGTON AVE #200 MINNEAPOLIS, MN 55401 612-430-6655 ANELSON@TLALLICOLLABORATIVE.COM LANDSCAPE ARCHITECTURE 01.14.25 LAND USE SUBMITTAL LEGEND - PLANTING PLANTING NOTES 0'10' 20'40'60' SCALE = 1"=20' N 1" = 20'-0"1 OVERALL PLANTING PLAN 01.14.25 3 A2.1 2 A2.1 1 A2.1 4 A2.1 TENANT SPACE 900 SF TRAINING/MEETING 1290 SF TRAINING/MEETING 570 SF TRAINING/ MEETING 396 SF FOOD SHELF 1720 SF ELEVATOR PIT ELEVATION: +/-855.3 3 A2.1 2 A2.1 1 A2.1 4 A2.1 CAPI OFFICE 5958 SF TENANT SPACE 1207 SF SECOND LEVEL (E)110' - 9" FIRST LEVEL (E) 100' - 0" BO ROOF DECK - NEW124' - 3" SECOND LEVEL - NEW111' - 9" FIRST LEVEL - NEW 100' - 0" TO PARAPET - NEW127' - 5" PREFINISHED METAL CAP, TYP STAINED, ACETYLATED WOOD, TYP GLAZING, TYP EXISTING BRICK TO BE PAINTED, TYP. COLOR TBD STUCCO, TYP ARCHITECTURAL PRECAST, TYP NEW ADDITIONEXISTING BUILDING RTU WITH SCREENING EXISTING RTU WITHOUT SCREENING SECOND LEVEL (E) 110' - 9" BO ROOF DECK - NEW124' - 3" SECOND LEVEL - NEW 111' - 9" FIRST LEVEL - NEW 100' - 0" TO PARAPET - NEW 127' - 5" 3' - 0 " 8' - 0 " RTU WITH SCREENING 5' - 1 0 " SIGNAGE AREA, 55 SF PREFINISHED COLORED METAL TRIM PREFINISHED METAL FASCIA 3' - 6"2' - 3"3' - 6"5' - 2"4' - 11"7' - 2"3' - 8"8' - 2"3' - 8" PREFINISHED METAL CAP, TYP STAINED, ACETYLATED WOOD, TYPGLAZING, TYP STUCCO, TYP ARCHITECTURAL PRECAST, TYP 55 SF EXISTING BUILDING BEYOND BO ROOF DECK - NEW 124' - 3" SECOND LEVEL - NEW111' - 9" FIRST LEVEL - NEW100' - 0" TO PARAPET - NEW127' - 5" PREFINISHED METAL CAP, TYP STAINED, ACETYLATED WOOD, TYP GLAZING, TYP BRONZE ANODIZED ALUMINUM WINDOW FRAMES, TYP STUCCO, TYP ARCHITECTURAL PRECAST, TYP FIBER CEMENT SIDING, TYP, COLOR TO MATCH WINDOW FRAMES EXISTING BRICK TO BE PAINTED, TYP. COLOR TBD NEW ADDITIONEXISTING BUILDINGEXISTING BUILDINGNEW ADDITION EXISTING RTU WITHOUT SCREENING EXISTING RTU WITHOUT SCREENING RTU WITH SCREENING SECOND LEVEL (E) 110' - 9" BO ROOF DECK - (E) 122' - 1" FIRST LEVEL (E)100' - 0" BO ROOF DECK - NEW124' - 3" SECOND LEVEL - NEW111' - 9" FIRST LEVEL - NEW100' - 0" TO PARAPET - NEW127' - 5" 8' - 0 " 3' - 0 " MAIN ENTRY SIGNAGE AREA, 55 SF RTU WITH SCREENING 18' - 8"8' - 1"PREFINISHED METAL FASCIA PREFINISHED METAL CAP, TYPSTAINED, ACETYLATED WOOD, TYP GLAZING, TYP STUCCO, TYP ARCHITECTURAL PRECAST, TYP EXISTING BRICK TO BE PAINTED, TYP. COLOR TBD 55 SF NEW ADDITIONEXISTING BUILDING EXISTING RTU WITHOUT SCREENING STAINED, ACETYLATED WOOD STUCCO ARCHITECTURAL PRECAST 1632.35 SF 479.48 SF 166.77 SF 54.30% 15.95% 5.55% GLAZING 727.46 SF 24.20% MATERIAL BREAKDOWN ALONG WEST & SOUTH ADDITION ELEVATION - BROOKLYN BLVD GLAZING PERCENTAGE AT WEST AND SOUTH ADDITION ELEVATION - BROOKLYN BLVD 340 SF OF WINDOW = 46.5% (50% WOULD BE 365 SF) AREA OF WALL = 730 SF AREA OF WDW = 340 SF copyright © 2023, Locus Architecture # Date Description DOCUMENT ISSUANCE PROJECT # PHASE DRAWN BY CHECKED BY PREL I M I N A R Y NOT F O R CONS T R U C T I O N PROJECT TEAM SHEET NUMBER SHEET NAME 4453 Nicollet Ave, Minneapolis, MN 55419 612.706.5600 www.locusarchitecture.com 2024-002 Author Checker EXTERIOR ELEVATIONS A2.1 5930 & 5950 BROOKLYN BLVD, BROOKLYN CENTER, MN 55429 CAPI IMMIGRANT OPPORTUNITY CENTER MBJ 510 MARQUETTE AVE. S. STE 900 MINNEAPOLIS, MN 612-338-0713 MARSHA@MBJENG.COM PIERCE PINI & ASSOCIATES INC. 9298 CENTRAL AVE NE, SUITE 312 BLAINE, MN 763-537-1311 PPA@PIERCEPINI.COM STRUCTURAL CIVIL VICTUS ENGINEERING 2327 WYCLIFF STREET, SUITE 230 SAINT PAUL, MN 55114 612-859-8299 WILLOW@VICTUSENGINEERING MECHANICAL, ELECTRICAL & PLUMBING FMYH STUDIO 612-389-8691 ASHLEY@FMYH.CO INTERIOR DESIGN TLALLI COLLABORATIVE, LLC 323 N WASHINGTON AVE #200 MINNEAPOLIS, MN 55401 612-430-6655 ANELSON@TLALLICOLLABORATIVE.COM LANDSCAPE ARCHITECTURE 1/8" = 1'-0"A2.1 3 NORTH ELEVATION 1/8" = 1'-0"A2.1 2 WEST ELEVATION - BROOKLYN BLVD 1/8" = 1'-0"A2.1 4 EAST ELEVATION 1/8" = 1'-0"A2.1 1 SOUTH ELEVATION 01.14.25 LAND USE SUBMITTAL FIRST LEVEL (E) 100' -0" 30' - 0" 7' - 6 " 11 ' - 0 " 7' - 0" FIRST LEVEL (E) 100' -0" 7' - 6 " 11 ' - 0 " 60' - 0" GENERAL NOTES ELECTRICAL SITE ? ? 10 10 14 Bench G E S C H V E T FFE 860.3 859.7 860.6 859.9 12" PVC rim=857.93 inv=853.11 rim=858.48 inv=855.33 rim=858.48 inv=855.44 Catch Basin t c = 8 6 0 . 2 4 A. INSTALL ALL ELECTRICAL WORK IN ACCORDANCE WITH THE REQUIREMENTS OF THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE, FEDERAL, STATE, COUNTY, AND MUNICIPAL LAWS OR ORDINANCES GOVERNING THE PROJECT. PERFORM ALL WORK UNDER THE SUPERVISION OF A LICENSED MASTER ELECTRICIAN. NOTIFY THE ENGINEER, IN WRITING, OF ANY CONFLICTS PRIOR TO MAKING ANY CHANGES TO PLANS OR SPECIFICATIONS. B. JUNCTION BOXES AND CONNECTIONS ARE GENERALLY NOT SHOWN ON THESE DRAWINGS. PROVIDE A COMPLETE SYSTEM OF RACEWAY AND CONDUCTORS AS REQUIRED FOR THE INDICATED CIRCUITRY. C. COORDINATE LOCATIONS OF DEVICES WITH LANDSCAPE ARCHITECTURAL ELEVATIONS AND DETAILS. LANDSCAPE ARCHITECTURAL ELEVATIONS AND DETAILS TAKE PRECEDENCE OVER LOCATIONS SHOWN ON ELECTRICAL DRAWINGS. D. VERIFY LOCATIONS AND ROUGH-IN REQUIREMENTS OF ALL OWNER FURNISHED EQUIPMENT PRIOR TO ROUGH-IN. E. PROVIDE SITE UNDERGROUND CONDUITS/ WIRING PER SPECIFICATIONS. PROVIDE SITE UNDERGROUND CONDUITS SIZED 1" MINIMUM, BURIED AT A DEPTH OF 36" MINIMUM. F. REFER TO RISER DIAGRAM FOR ADDITION INFORMATION REGARDING UNDERGROUND FEEDERS, ETC. G. INFORMATION SHOWN ON THE DRAWINGS IS AS EXACT AS COULD BE SECURED. ABSOLUTE ACCURACY IS NOT GUARANTEED. THE CONTRACTOR SHALL OBTAIN AND VERIFY EXACT LOCATIONS, MEASUREMENTS, LEVELS, SPACE REQUIREMENTS, POTENTIAL CONFLICTS WITH OTHER TRADES, ETC. AT THE SITE AND SHALL SATISFACTORILY ADAPT THEIR WORK TO ACTUAL CONDITIONS. THE DRAWINGS ARE DIAGRAMMATICAL IN NATURE AND SHALL NOT BE SCALED. HOWEVER, THIS DOES NOT RELIEVE ANY SUB-CONTRACTOR FROM COORDINATING THEIR WORK WITH ALL OTHER TRADES AND FROM ADJUSTING THEIR WORK AS REQUIRED BY THE ACTUAL CONDITIONS OF THE PROJECT. ANY SLIGHT (WITHIN 10 FEET) LOCATION CHANGES SHALL BE DETERMINED PRIOR TO INSTALLATION AND WILL BE ACCOMMODATED AT NO CHARGE TO THE OWNER. B R O O K L Y N B L V D . ( E ) S I D E W A L K NEW ADDITION EXISTING BUILDING 60TH AVE N BE A R D A V E N PROPERTY LINES XA1 XA1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XC1 XC1 XC1 XC1 XC XB1 XB1 XB1 XC P05 P08 P08 P07 P07P07 P09 UTILITY TRANSFORMER XC XD1 XD1 XD1 XD1 XD1 XD1 XD2XD2XD2 XW1 XW1 XW2 XW2 XD2 XD2 XD2 XB1 1 1 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. SIGNED DATE LICENSE # copyright © 2023, Locus Architecture # Date Description DOCUMENT ISSUANCE PROJECT # PHASE DRAWN BY CHECKED BY PROJECT TEAM SHEET NUMBER SHEET NAME 4453 Nicollet Ave, Minneapolis, MN 55419 612.706.5600 www.locusarchitecture.com WILLOW S. NICHOLS 49864 01/31/25 2024-002 ECM WSN ELECTRICAL SITE PLAN ES101 5930 & 5950 BROOKLYN BLVD, BROOKLYN CENTER, MN 55429 CAPI IMMIGRANT OPPORTUNITY CENTER MBJ 510 MARQUETTE AVE. S. STE 900 MINNEAPOLIS, MN 612-338-0713 MARSHA@MBJENG.COM PIERCE PINI & ASSOCIATES INC. 9298 CENTRAL AVE NE, SUITE 312 BLAINE, MN 763-537-1311 PPA@PIERCEPINI.COM STRUCTURAL CIVIL ENGINEERING VICTUS ENGINEERING 2327 WYCLIFF STREET, SUITE 230 SAINT PAUL, MN 55114 612-859-8299 WILLOW@VICTUSENGINEERING MEP FMYH STUDIO 612-389-8691 ASHLEY@FMYH.CO INTERIOR TLALLI COLLABORATIVE, LLC 323 N WASHINGTON AVE #200 MINNEAPOLIS, MN 55401 612-430-6655 ANELSON@TLALLICOLLABORATIVE.COM LANDSCAPE ARCHITECTURE N KEYNOTES P05 PROVIDE L14-50 RECEPTACLE AT PARKING LOT LIGHT POLE (2#6, #6G, 1"C) FROM DEDICATED 50A CIRCUIT BREAKER AT PANEL LP12A IN ROOM 128 FOR FOOD TRUCK CONNECTION. VERIFY RECEPTACLE TYPE AND CIRCUIT CONFIGURATION PRIOR TO ROUGH-IN. P07 PROVIDE DUPLEX WP GFCI RECEPTACLE AT BOLLARD. P08 PROVIDE DUPLEX WP GFCI RECEPTACLE AT CATENARY LIGHTING SUPPORT POLE. P09 PROVIDE 2" CONDUIT PATHWAY FROM MDP IN ROOM 128 TO FUTURE GREENHOUSE LOCATION. 1" = 20'-0"1 ELECTRICAL SITE PLAN 1 01.31.25 LAND USE RESUBMITTAL 01.14.25 LAND USE SUBMITTAL 12.04.24 100% DD Calculation Summary Plan Area Avg (fc) Max (fc)Min (fc)Max/Min Courtyard Seating 11.51 38.4 0.2 192.00 New Parking Lot 1.15 2.4 0.2 12.00 North Covered Patio 8.85 11.1 5.4 2.06 North Entrance 10.40 10.4 10.4 1.00 North Side Entrance 11.30 11.3 11.3 1.00 Rock Garden 2.79 10.8 0.2 54.00 Sidewalk North End 2.59 12.8 0.1 128.00 South Entrance - Addition 11.20 11.3 11.1 1.02 South Patio 9.49 35.4 0.1 354.00 0 . 7 2 0 . 9 1 . 9 1 3 . 7 3 2 . 2 2 . 6 2 6 . 8 1 1 . 4 0 . 2 1 6 . 7 2 8 . 3 0 . 9 0 . 4 3 8 . 4 1 8 . 6 0 . 3 2 . 8 1 . 6 0 . 2 1 .3 0 .9 0.4 1.3 0 .5 0 .2 0.3 0 . 5 0 .5 0.4 0.4 0 .4 0 .4 0.4 0.4 0 .4 0 .5 0.4 0.4 0 .4 0.4 0 .5 0 .5 0.6 0.7 0 .7 0 .8 0.8 0.8 0 .9 0 .8 0.8 0.7 0 .6 0 .5 0 .6 0.8 1.0 1 .2 1 .3 1.4 1.4 1 .4 1 .5 1.5 1.6 1 .5 1 .3 1.1 0.6 0 .8 1 .1 1.4 1.9 2 .1 2 .0 1.8 1.7 1 .8 2 .0 2 . 2 2 . 2 1 .8 0.8 1.1 1 .6 2 .2 2.4 2 . 2 1 .9 1 .7 1 . 8 2 . 0 2 .3 2 .2 1 . 8 0 .7 0 . 9 1 . 3 1 .9 2 .3 1 . 7 1 1 . 1 1 1 . 0 7 . 9 5 . 4 3 .7 1 .1 0 .4 10.8 0 .2 1.3 2 .5 0.6 4.3 7.9 0.3 0.8 1.6 0.2 8.0 1.5 0.6 2.0 1.7 0.9 1.1 0.5 12.8 0.5 1.2 0.4 0.3 9.5 0.9 0.3 0.3 0.5 0.3 0.3 0.1 0.3 6.9 0.5 0.6 8.9 0.5 9.8 1.0 10.8 11.3 0.1 0.2 0.3 35.4 9.0 10.8 7.3 12.8 ? ? 10 10 14 Bench G E S C H V E T FFE 860.3 859.7 860.6 859.9 rim=858.48 inv=855.33 rim=858.48 inv=855.44 Catch Basin t c = 8 6 0 . 2 4 B R O O K L Y N B L V D . ( E ) S I D E W A L K NEW ADDITION EXISTING BUILDING 60TH AVE N BE A R D A V E N PROPERTY LINES XA1 XA1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XB1 XC1 XC1 XC1 XC1 XC XB1 XB1 XB1 XC XC XW1 XW1 XW2 XW2 XD1 XD1 XD1 XD1 XD1 XD1 XD2 XD2 XD2 XD2 XD2 XD2 EXISTING BUILDING MOUNTED LIGHTING ON SOUTH FACE AND EAST FACE OF BUILDING WILL REMAIN TO SERVE EXISTING PARKING AREA. 1 1 1 1 1 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. SIGNED DATE LICENSE # copyright © 2023, Locus Architecture # Date Description DOCUMENT ISSUANCE PROJECT # PHASE DRAWN BY CHECKED BY PROJECT TEAM SHEET NUMBER SHEET NAME 4453 Nicollet Ave, Minneapolis, MN 55419 612.706.5600 www.locusarchitecture.com WILLOW S. NICHOLS 49864 01/31/25 2024-002 ECM WSN ELECTRICAL SITE PHOTOMETRIC PLAN E700 5930 & 5950 BROOKLYN BLVD, BROOKLYN CENTER, MN 55429 CAPI IMMIGRANT OPPORTUNITY CENTER MBJ 510 MARQUETTE AVE. S. STE 900 MINNEAPOLIS, MN 612-338-0713 MARSHA@MBJENG.COM PIERCE PINI & ASSOCIATES INC. 9298 CENTRAL AVE NE, SUITE 312 BLAINE, MN 763-537-1311 PPA@PIERCEPINI.COM STRUCTURAL CIVIL ENGINEERING VICTUS ENGINEERING 2327 WYCLIFF STREET, SUITE 230 SAINT PAUL, MN 55114 612-859-8299 WILLOW@VICTUSENGINEERING MEP FMYH STUDIO 612-389-8691 ASHLEY@FMYH.CO INTERIOR TLALLI COLLABORATIVE, LLC 323 N WASHINGTON AVE #200 MINNEAPOLIS, MN 55401 612-430-6655 ANELSON@TLALLICOLLABORATIVE.COM LANDSCAPE ARCHITECTURE 1" = 20'-0" 1 ELECTRICAL SITE PHOTOMETRIC PLAN - FOR REFERENCE ONLY LUMINAIRE SCHEDULE TYPE DESCRIPTION MANUFACTURER MODEL VOLTAGE WATTAGE CCT CRI MOUNTING NOTES XA1 UNIVERSAL POLE MOUNTED LED FIXTURE. TYPE 3 DISTRIBUTION. LITHONIA DSX0 LED P3 40K 80CRI T3M 120 V 69 W 4000 K POLE MOUNT FIXTURE ON 18' POLE XB1 6" DIAMETER CAST ALUMINUM BOLLARD, 39" HIGH. LUMINIS KIM LIGHTING LN601B L1L10 LD3 H39 35 120 120 V 11 W 3500 K BOLLARD XC CATENARY LIGHTING SUPPORT POLE LUMINIS TBD 120 V 0 W 0 K POLE 12' POLE XC1 18" DIAMETER, 5.35" TALL DIECAST ALUMINIUM CATENARY MOUNTED LED FIXTURE WITH COATED POLYMER LENS. LUMINIS CT101 L2L25 35K 120V CAT3 12IN STC 120 V 25 W 3500 K SUSPENDED - CATENARY XD1 4" DIAMETER LED CYLINDER - WET LOCATION LISTED LITHONIA LDN4 35/07 LO4 AR LD 120 V 9 W 3500 K RECESSED XD2 4" DIAMETER LED CYLINDER - WET LOCATION LISTED LITHONIA LDN4 35/10 LO4 AR LD 120 V 11 W 3500 K RECESSED XW1 4" DIAMETER WALL MOUNTED LED CYLINDER LUMINIS SYP400 L1L10 FLD 35 MVOLT 120 V 12 W 3500 K SURFACE WALL XW2 4" DIAMETER WALL MOUNTED LED CYLINDER LUMINIS SYP400 L1L20 FLD 35 MVOLT 120 V 23 W 3500 K SURFACE WALL 1 01.31.25 LAND USE RESUBMITTAL 01.14.25 LAND USE SUBMITTAL One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 1 of 9 COMMERCIAL OUTDOOR D-Series Size 0 LED Area Luminaire Specifications Catalog Number Notes Type Introduction The modern styling of the D-Series features a highly refined aesthetic that blends seamlessly with its environment. The D-Series offers the benefits of the latest in LED technology into a high performance, high efficacy, long-life luminaire. The photometric performance results in sites with excellent uniformity, greater pole spacing and lower power density. D-Series outstanding photometry aids in reducing the number of poles required in area lighting applications, with typical energy savings of 70% and expected service life of over 100,000 hours. EPA:0.44 ft2 (0.04 m2) Length:26.18" (66.5 cm) Width:14.06" (35.7 cm) Height H1:2.26" (5.7 cm) Height H2:7.46" (18.9 cm) Weight:23 lbs (10.4 kg) Hit the Tab key or mouse over the page to see all interactive elements. Ordering Information EXAMPLE: DSX0 LED P6 40K 70CRI T3M MVOLT SPA NLTAIR2 PIRHN DDBXD DSX0 LED Series LEDs Color temperature 2 Color Rendering Index 2 Distribution Voltage Mounting DSX0 LED Forward optics P1 P5 P2 P6 P3 P7 P4 Rotated optics P10 1 P12 1 P11 1 P13 1 (this section 70CRI only) 30K 3000K 40K 4000K 50K 5000K (this section 80CRI only, extended lead times apply) 27K 2700K 30K 3000K 35K 3500K 40K 4000K 50K 5000K 70CRI 70CRI 70CRI 80CRI 80CRI 80CRI 80CRI 80CRI AFR Automotive front row T1S Type I short T2M Type II medium T3M Type III medium T3LG Type III low glare 3 T4M Type IV medium T4LG Type IV low glare 3 TFTM Forward throw medium T5M Type V medium T5LG Type V low glare T5W Type V wide BLC3 Type III backlight control 3 BLC4 Type IV backlight control 3 LCCO Left corner cutoff 3 RCCO Right corner cutoff 3 MVOLT (120V-277V) 4 HVOLT (347V-480V) 5,6 XVOLT (277V-480V) 7,8 120 16, 24 208 16, 24 240 16, 24 277 16, 24 347 16, 24 480 16, 24 Shipped included SPA Square pole mounting (#8 drilling, 3.5" min. SQ pole) RPA Round pole mounting (#8 drilling, 3" min. RND pole) SPA5 Square pole mounting (#5 drilling. 3" min. SQ pole) 9 RPA5 Round pole mounting (#5 drilling, 3" min. RND pole) 9 SPA8N Square narrow pole mounting (#8 drilling, 3" min. SQ pole) WBA Wall bracket 10 MA Mast arm adapter (mounts on 2 3/8" OD horizontal tenon) Control options Other options Finish (required) Shipped installed NLTAIR2 PIRHN nLight AIR gen 2 enabled with bi-level motion / ambient sensor, 8-40' mounting height, ambient sensor enabled at 2fc. 11, 12, 18, 19 PIR High/low, motion/ambient sensor, 8-40’ mounting height, ambient sensor enabled at 2fc 13, 18, 19 PER NEMA twist-lock receptacle only (controls ordered separate) 14 PER5 Five-pin receptacle only (controls ordered separate) 14, 19 PER7 Seven-pin receptacle only (controls ordered separate) 14, 19 FAO Field adjustable output 15, 19 BL30 Bi-level switched dimming, 30% 16, 19 BL50 Bi-level switched dimming, 50% 16, 19 DMG 0-10v dimming wires pulled outside fixture (for use with an external control, ordered separately) 17 Shipped installed HS Houseside shield (black finish standard) 20 L90 Left rotated optics 1 R90 Right rotated optics 1 CCE Coastal Construction 21 HA 50°C ambient operation 22 BAA Buy America(n) Act and/or Build America Buy America Qualified SF Single fuse (120, 277, 347V) 24 DF Double fuse (208, 240, 480V) 24 Shipped separately EGSR External Glare Shield (reversible, field install required, matches housing finish) BSDB Bird Spikes (field install required) DDBXD Dark Bronze DBLXD Black DNAXD Natural Aluminum DWHXD White DDBTXD Textured dark bronze DBLBXD Textured black DNATXD Textured natural aluminum DWHGXD Textured white L H1 W H2 L H1 W H2 Items marked by a shaded background qualify for the Design Select program and ship in 15 days or less. To learn more about Design Select, visit www.acuitybrands.com/designselect. *See ordering tree for detailsDesign Select options indicated by this color background. One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 2 of 9 COMMERCIAL OUTDOOR 1.750" for aluminum poles 2.750" - for other poles type Drilling Ordering Information Accessories Ordered and shipped separately. DLL127F 1.5 JU Photocell - SSL twist-lock (120-277V) 23 DLL347F 1.5 CUL JU Photocell - SSL twist-lock (347V) 23 DLL480F 1.5 CUL JU Photocell - SSL twist-lock (480V) 23 DSHORT SBK Shorting cap 23 DSX0HS P#House-side shield (enter package number P1-7, P10-13 in place of #) DSXRPA (FINISH) Round pole adapter (#8 drilling, specify finish) DSXRPA5 (FINISH) Round pole adapter #5 drilling (specify finish) DSXSPA5 (FINISH) Square pole adapter #5 drilling (specify finish) DSX0EGSR (FINISH) External glare shield (specify finish) DSX0BSDB (FINISH) Bird spike deterrent bracket (specify finish) Shield Accessories NOTES 1 Rotated optics available with packages P10, P11, P12 and P13. Must be combined with option L90 or R90. 2 30K, 40K, and 50K available in 70CRI and 80CRI. 27K and 35K only available with 80CRI. Contact Technical Support for other possible combinations. 3 T3LG, T4LG, BLC3, BLC4, LCCO, RCCO not available with option HS. 4 MVOLT driver operates on any line voltage from 120-277V (50/60 Hz). 5 HVOLT driver operates on any line voltage from 347-480V (50/60 Hz). 6 HVOLT not available with package P1, P2 and P10 when combined with option NLTAIR2 PIRHN or option PIR. 7 XVOLT operates with any voltage between 277V and 480V (50/60 Hz). 8 XVOLT not available in packages P1, P2 or P10. XVOLT not available with fusing (SF or DF). 9 SPA5 and RPA5 for use with #5 drilling only (Not for use with #8 drilling). 10 WBA cannot be combined with Type 5 distributions plus photocell (PER). 11 NLTAIR2 and PIRHN must be ordered together. For more information on nLight Air 2. 12 NLTAIR2 PIRHN not available with other controls including PIR, PER, PER5, PER7, FAO, BL30, BL50 and DMG. NLTAIR2 PIRHN not available with P1, P2 and P10 using HVOLT. NLTAIR2 PIRHN not available with P1, P2 and P10 using XVOLT. NLTAIR2 PIRHN not available with P1 using MVOLT. 13 PIR not available with NLTAIR2, PER, PER5, PER7, FAO BL30, BL50 and DMG. PIR not available with P1, P2 and P10 using HVOLT. PIR not available with P1, P2 and P10 using XVOLT. PIR not available with P1 using MVOLT. 14 PER/PER5/PER7 not available with NLTAIR2, PIR, BL30, BL50. Photocell ordered and shipped as a separate line item from Acuity Brands Controls. See accessories. Shorting Cap included. 15 FAO not available with other dimming control options NLTAIR2 PIRHN, PIR, PER5, PER7, BL30, BL50, or DMG. 16 BL30 and BL50 are not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, FAO and DMG. BL30 or BL50 must specify 120, 277 or 347V. Consult tech support for 208, 240 or 480V. 17 DMG not available with NLTAIR2 PIRHN, PIR, PER, PER5, PER7, BL30, BL50 and FAO. 18 Reference Motion Sensor Default Settings table on page 4 to see functionality. 19 Reference Controls Options table on page 4. 20 Option HS not available with T3LG, T4LG, BLC3, BLC4, LCCO and RCCO distribution. Also available as a separate accessory; see Accessories information. 21 CCE option not available with option BS and EGSR. Contact Technical Support for availability. 22 Option HA not available with performance packages P6, P7, P12 and P13. 23 Requires luminaire to be specified with PER, PER5 or PER7 option. See Controls Table on page 4. 24 Single fuse (SF) requires 120V, 277V, or 347V. Double fuse (DF) requires 208V, 240V or 480V. XVOLT not available with fusing (SF or DF). Top of Pole 0.563" 1.325"0.400"(2 PLCS) Template #8 A Handhole B C D HANDHOLE ORIENTATION (from top of pole) 2.650" Tenon Mounting Slipfitter Tenon O.D. Mounting Single Unit 2 @ 180 2 @ 90 3 @ 90 3 @120 4 @ 90 2-3/8"RPA AS3-5 190 AS3-5 280 AS3-5 290 AS3-5 390 AS3-5 320 AS3-5 490 2-7/8"RPA AST25-190 AST25-280 AST25-290 AST25-390 AST25-320 AST25-490 4"RPA AST35-190 AST35-280 AST35-290 AST35-390 AST35-320 AST35-490 External Glare Shield (EGSR)House Side Shield (HS) Fixture Quantity & Mounting Configuration Single DM19 2 @ 180 DM28 2 @ 90 DM29 3 @ 90 DM39 3 @ 120 DM32 4 @ 90 DM49 Mounting Type DSX0 with SPA 0.44 0.88 0.96 1.18 --- 1.16 DSX0 with SPA5, SPA8N 0.51 1.02 1.06 1.26 ---1.29 DSX0 with RPA, RPA5 0.51 1.02 1.06 1.26 1.24 1.29 DSX0 with MA 0.64 1.28 1.24 1.67 1.70 1.93 DSX0 Area Luminaire - EPA *Includes luminaire and integral mounting arm. Other tenons, arms, brackets or other accessories are not included in this EPA data. Minimum Acceptable Outside Pole Dimension SPA #8 3.5" 3.5" 3.5"3.5"3.5" RPA #8 3" 3" 3"3"3" 3" SPA5 #5 3" 3" 3"3"3" RPA5 #5 3" 3"3"3"3"3" SPA8N #8 3" 3"3"3"3" Mounting Option Drilling Template Single 2 @ 180 2 @ 90 3 @ 90 3 @ 120 4 @ 90 Head Location Side B Side B & D Side B & C Side B, C & D Round Pole Only Side A, B, C & D Drill Nomenclature #8 DM19AS DM28AS DM29AS DM39AS DM32AS DM49AS One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 3 of 9 COMMERCIAL OUTDOOR To see complete photometric reports or download .ies files for this product, visit Lithonia Lighting’s homepage. Photometric Diagrams Isofootcandle plots for the DSX0 LED P7 40K 70CRI. Distances are in units of mounting height (20'). LEGEND 0.1 fc 0.5 fc 1.0 fc T1S T2M T3M 4 3 2 1 0 -4 -3 -2 -1 4 3 2 1 0 4321 T3LG T4M TFTM T4LG T5M T5W T5LG AFR BLC3 BLC4 LCCO RCCO 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 4 3 2 1 0 43216 5 65 4 3 2 1 0 -4 -3 -2 -1 5 6 -5 -6 One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 4 of 9 COMMERCIAL OUTDOOR Performance Data Current (A) Performance Package LED Count Drive Current (mA)Wattage 120V 208V 240V 277V 347V 480V Forward Optics (Non-Rotated) P1 20 530 34 0.28 0.16 0.14 0.12 0.10 0.07 P2 20 700 45 0.38 0.22 0.19 0.16 0.13 0.09 P3 20 1050 69 0.57 0.33 0.29 0.25 0.20 0.14 P4 20 1400 94 0.78 0.45 0.39 0.34 0.27 0.19 P5 40 700 89 0.75 0.43 0.38 0.33 0.26 0.19 P6 40 1050 136 1.14 0.66 0.57 0.49 0.39 0.29 P7 40 1300 170 1.42 0.82 0.71 0.62 0.49 0.36 Rotated Optics (Requires L90 or R90) P10 30 530 51 0.42 0.24 0.21 0.18 0.15 0.11 P11 30 700 67 0.57 0.33 0.28 0.25 0.20 0.14 P12 30 1050 103 0.86 0.50 0.43 0.37 0.30 0.22 P13 30 1300 129 1.07 0.62 0.54 0.46 0.37 0.27 Electrical Load Motion Sensor Default Settings Option Unoccupied Dimmed Level High Level (when occupied)Phototcell Operation Dwell Time Ramp-up Time Dimming Fade Rate PIR 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min NLTAIR2 PIRHN 30%100%Enabled @ 2FC 7.5 min 3 sec 5 min Controls Options Nomenclature Description Functionality Primary control device Notes FAO Field adjustable output device installed inside the luminaire; wired to the driver dimming leads. Allows the luminaire to be manually dimmed, effectively trimming the light output. FAO device Cannot be used with other controls options that need the 0-10V leads DS (not available on DSX0) Drivers wired independently for 50/50 luminaire operation The luminaire is wired to two separate circuits, allowing for 50/50 operation. Independently wired drivers Requires two separately switched circuits. Consider nLight AIR as a more cost effective alternative. PER5 or PER7 Twist-lock photocell receptacle Compatible with standard twist-lock photocells for dusk to dawn operation, or advanced control nodes that provide 0-10V dimming signals. Twist-lock photocells such as DLL Elite or advanced control nodes such as ROAM. Pins 4 & 5 to dimming leads on driver, Pins 6 & 7 are capped inside luminaire. Cannot be used with other controls options that need the 0-10V leads. PIR Motion sensor with integral photocell. Sensor suitable for 8' to 40' mounting height. Luminaires dim when no occupancy is detected. Acuity Controls rSBG Cannot be used with other controls options that need the 0-10V leads. NLTAIR2 PIRHN nLight AIR enabled luminaire for motion sensing, photocell and wireless communication. Motion and ambient light sensing with group response. Scheduled dimming with motion sensor over-ride when wirelessly connected to the nLight Eclypse. nLight Air rSBG nLight AIR sensors can be programmed and commissioned from the ground using the ClAIRity Pro app. Cannot be used with other controls options that need the 0-10V leads. BL30 or BL50 Integrated bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output BLC device provides input to 0-10V dimming leads on all drivers providing either 100% or dimmed (30% or 50%) control by a secondary circuit BLC UVOLT1 BLC device is powered off the 0-10V dimming leads, thus can be used with any input voltage from 120 to 480V Lumen Ambient Temperature (LAT) Multipliers Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). Ambient Lumen Multiplier 0°C 32°F 1.04 5°C 41°F 1.04 10°C 50°F 1.03 15°C 50°F 1.02 20°C 68°F 1.01 25°C 77°C 1.00 30°C 86°F 0.99 35°C 95°F 0.98 40°C 104°F 0.97 Projected LED Lumen Maintenance Data references the extrapolated performance projections for the platforms noted in a 25°C ambient, based on 10,000 hours of LED testing (tested per IESNA LM-80-08 and projected per IESNA TM-21-11). To calculate LLF, use the lumen maintenance factor that corresponds to the desired number of operating hours below. For other lumen maintenance values, contact factory. Operating Hours Lumen Maintenance Factor 0 1.00 25,000 0.94 50,000 0.89 100,000 0.80 70 CRI 80CRI 90CRI Lumen Multiplier Availability Lumen Multiplier Availability Lumen Multiplier Availability 5000K 102% Standard 92% Extended lead-time 71% (see note) 4000K 100% Standard 92% Extended lead-time 67% (see note) 3500K 100% (see note) 90% Extended lead-time 63% (see note) 3000K 96% Standard 87% Extended lead-time 61% (see note) 2700K 94% (see note) 85% Extended lead-time 57% (see note) LED Color Temperature / Color Rendering Multipliers Note: Some LED types are available as per special request. Contact Technical Support for more information. *Note: Calculated values are based on original performance package data. When calculating new values for given FAO position, use published values for each package based on input watts and lumens by optic type. FAO Position % Wattage % Lumen Output 8 100%100% 7 93%95% 6 80%85% 5 66%73% 4 54%61% 3 41%49% 2 29%36% 1 15%20% FAO Dimming Settings One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 5 of 9 COMMERCIAL OUTDOOR Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P1 33W 20 530 T1S 4,906 1 0 1 148 5,113 1 0 1 154 5,213 1 0 1 157 T2M 4,545 1 0 2 137 4,736 1 0 2 143 4,829 1 0 2 145 T3M 4,597 1 0 2 138 4,791 1 0 2 144 4,885 1 0 2 147 T3LG 4,107 1 0 1 124 4,280 1 0 1 129 4,363 1 0 1 131 T4M 4,666 1 0 2 141 4,863 1 0 2 146 4,957 1 0 2 149 T4LG 4,244 1 0 1 128 4,423 1 0 1 133 4,509 1 0 1 136 TFTM 4,698 1 0 2 141 4,896 1 0 2 147 4,992 1 0 2 150 T5M 4,801 3 0 1 145 5,003 3 0 1 151 5,101 3 0 1 154 T5W 4,878 3 0 1 147 5,084 3 0 2 153 5,183 3 0 2 156 T5LG 4,814 2 0 1 145 5,018 2 0 1 151 5,115 2 0 1 154 BLC3 3,344 0 0 1 101 3,485 0 0 1 105 3,553 0 0 1 107 BLC4 3,454 0 0 2 104 3,599 0 0 2 108 3,670 0 0 2 111 RCCO 3,374 0 0 1 102 3,517 0 0 1 106 3,585 0 0 1 108 LCCO 3,374 0 0 1 102 3,517 0 0 1 106 3,585 0 0 1 108 AFR 4,906 1 0 1 148 5,113 1 0 1 154 5,213 1 0 1 157 P2 45W 20 700 T1S 6,328 1 0 1 140 6,595 1 0 1 146 6,724 1 0 1 149 T2M 5,862 1 0 2 130 6,109 1 0 2 135 6,228 1 0 2 138 T3M 5,930 1 0 3 131 6,180 1 0 3 137 6,301 1 0 3 140 T3LG 5,297 1 0 1 117 5,521 1 0 1 122 5,628 1 0 1 125 T4M 6,018 1 0 3 133 6,272 1 0 3 139 6,395 1 0 3 142 T4LG 5,474 1 0 1 121 5,705 1 0 1 126 5,816 1 0 1 129 TFTM 6,060 1 0 3 134 6,316 1 0 3 140 6,439 1 0 3 143 T5M 6,192 3 0 1 137 6,453 3 0 2 143 6,579 3 0 2 146 T5W 6,293 3 0 2 139 6,558 3 0 2 145 6,686 3 0 2 148 T5LG 6,210 2 0 1 138 6,472 3 0 1 143 6,598 3 0 1 146 BLC3 4,313 0 0 2 96 4,495 0 0 2 100 4,583 0 0 2 102 BLC4 4,455 0 0 2 99 4,643 0 0 2 103 4,733 0 0 2 105 RCCO 4,352 0 0 2 96 4,536 0 0 2 100 4,624 0 0 2 102 LCCO 4,352 0 0 2 96 4,536 0 0 2 100 4,624 0 0 2 102 AFR 6,328 1 0 1 140 6,595 1 0 1 146 6,724 1 0 1 149 P3 69W 20 1050 T1S 9,006 1 0 2 131 9,386 1 0 2 136 9,569 1 0 2 139 T2M 8,343 2 0 3 121 8,694 2 0 3 126 8,864 2 0 3 129 T3M 8,439 2 0 3 122 8,795 2 0 3 128 8,967 2 0 3 130 T3LG 7,539 1 0 2 109 7,857 1 0 2 114 8,010 1 0 2 116 T4M 8,565 2 0 3 124 8,926 2 0 3 129 9,100 2 0 3 132 T4LG 7,790 1 0 2 113 8,119 1 0 2 118 8,277 1 0 2 120 TFTM 8,624 1 0 3 125 8,988 1 0 3 130 9,163 2 0 3 133 T5M 8,812 3 0 2 128 9,184 4 0 2 133 9,363 4 0 2 136 T5W 8,955 4 0 2 130 9,333 4 0 2 135 9,515 4 0 2 138 T5LG 8,838 3 0 1 128 9,211 3 0 1 134 9,390 3 0 1 136 BLC3 6,139 0 0 2 89 6,398 0 0 2 93 6,522 0 0 2 95 BLC4 6,340 0 0 3 92 6,607 0 0 3 96 6,736 0 0 3 98 RCCO 6,194 1 0 2 90 6,455 1 0 2 94 6,581 1 0 2 95 LCCO 6,194 1 0 2 90 6,455 1 0 2 94 6,581 1 0 2 95 AFR 9,006 1 0 2 131 9,386 1 0 2 136 9,569 1 0 2 139 P4 93W 20 1400 T1S 11,396 1 0 2 122 11,877 1 0 2 128 12,109 2 0 2 130 T2M 10,557 2 0 3 113 11,003 2 0 3 118 11,217 2 0 3 121 T3M 10,680 2 0 3 115 11,130 2 0 3 120 11,347 2 0 3 122 T3LG 9,540 1 0 2 103 9,942 1 0 2 107 10,136 1 0 2 109 T4M 10,839 2 0 3 117 11,296 2 0 3 121 11,516 2 0 4 124 T4LG 9,858 1 0 2 106 10,274 1 0 2 110 10,474 1 0 2 113 TFTM 10,914 2 0 3 117 11,374 2 0 3 122 11,596 2 0 3 125 T5M 11,152 4 0 2 120 11,622 4 0 2 125 11,849 4 0 2 127 T5W 11,332 4 0 3 122 11,811 4 0 3 127 12,041 4 0 3 129 T5LG 11,184 3 0 1 120 11,656 3 0 2 125 11,883 3 0 2 128 BLC3 7,768 0 0 2 83 8,096 0 0 2 87 8,254 0 0 2 89 BLC4 8,023 0 0 3 86 8,362 0 0 3 90 8,524 0 0 3 92 RCCO 7,838 1 0 2 84 8,169 1 0 2 88 8,328 1 0 2 90 LCCO 7,838 1 0 2 84 8,169 1 0 2 88 8,328 1 0 2 90 AFR 11,396 1 0 2 122 11,877 1 0 2 128 12,109 2 0 2 130 Performance Data Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 6 of 9 COMMERCIAL OUTDOOR Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Forward Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P5 90W 40 700 T1S 12,380 2 0 2 137 12,902 2 0 2 143 13,154 2 0 2 146 T2M 11,468 2 0 3 127 11,952 2 0 3 133 12,185 2 0 3 135 T3M 11,601 2 0 3 129 12,091 2 0 3 134 12,326 2 0 4 137 T3LG 10,363 2 0 2 115 10,800 2 0 2 120 11,011 2 0 2 122 T4M 11,774 2 0 4 131 12,271 2 0 4 136 12,510 2 0 4 139 T4LG 10,709 1 0 2 119 11,160 2 0 2 124 11,378 2 0 2 126 TFTM 11,856 2 0 3 132 12,356 2 0 4 137 12,596 2 0 4 140 T5M 12,114 4 0 2 134 12,625 4 0 2 140 12,871 4 0 2 143 T5W 12,310 4 0 3 137 12,830 4 0 3 142 13,080 4 0 3 145 T5LG 12,149 3 0 2 135 12,662 3 0 2 141 12,908 3 0 2 143 BLC3 8,438 0 0 2 94 8,794 0 0 2 98 8,966 0 0 2 99 BLC4 8,715 0 0 3 97 9,083 0 0 3 101 9,260 0 0 3 103 RCCO 8,515 1 0 2 94 8,874 1 0 2 98 9,047 1 0 2 100 LCCO 8,515 1 0 2 94 8,874 1 0 2 98 9,047 1 0 2 100 AFR 12,380 2 0 2 137 12,902 2 0 2 143 13,154 2 0 2 146 P6 137W 40 1050 T1S 17,545 2 0 3 128 18,285 2 0 3 133 18,642 2 0 3 136 T2M 16,253 3 0 4 119 16,939 3 0 4 124 17,269 3 0 4 126 T3M 16,442 2 0 4 120 17,135 3 0 4 125 17,469 3 0 4 128 T3LG 14,687 2 0 2 107 15,306 2 0 2 112 15,605 2 0 2 114 T4M 16,687 2 0 4 122 17,391 3 0 5 127 17,730 3 0 5 129 T4LG 15,177 2 0 2 111 15,817 2 0 2 115 16,125 2 0 2 118 TFTM 16,802 2 0 4 123 17,511 2 0 4 128 17,852 2 0 5 130 T5M 17,168 4 0 2 125 17,893 5 0 3 131 18,241 5 0 3 133 T5W 17,447 5 0 3 127 18,183 5 0 3 133 18,537 5 0 3 135 T5LG 17,218 4 0 2 126 17,944 4 0 2 131 18,294 4 0 2 134 BLC3 11,959 0 0 3 87 12,464 0 0 3 91 12,707 0 0 3 93 BLC4 12,352 0 0 4 90 12,873 0 0 4 94 13,124 0 0 4 96 RCCO 12,067 1 0 3 88 12,576 1 0 3 92 12,821 1 0 3 94 LCCO 12,067 1 0 3 88 12,576 1 0 3 92 12,821 1 0 3 94 AFR 17,545 2 0 3 128 18,285 2 0 3 133 18,642 2 0 3 136 P7 171W 40 1300 T1S 20,806 2 0 3 122 21,683 2 0 3 127 22,106 2 0 3 129 T2M 19,273 3 0 4 113 20,086 3 0 4 118 20,478 3 0 4 120 T3M 19,497 3 0 5 114 20,319 3 0 5 119 20,715 3 0 5 121 T3LG 17,416 2 0 2 102 18,151 2 0 2 106 18,504 2 0 2 108 T4M 19,787 3 0 5 116 20,622 3 0 5 121 21,024 3 0 5 123 T4LG 17,997 2 0 2 105 18,756 2 0 2 110 19,121 2 0 2 112 TFTM 19,924 3 0 5 117 20,765 3 0 5 122 21,170 3 0 5 124 T5M 20,359 5 0 3 119 21,217 5 0 3 124 21,631 5 0 3 127 T5W 20,689 5 0 3 121 21,561 5 0 3 126 21,982 5 0 3 129 T5LG 20,418 4 0 2 120 21,279 4 0 2 125 21,694 4 0 2 127 BLC3 14,182 0 0 3 83 14,780 0 0 3 87 15,068 0 0 3 88 BLC4 14,647 0 0 4 86 15,265 0 0 4 89 15,562 0 0 4 91 RCCO 14,309 1 0 3 84 14,913 1 0 3 87 15,204 1 0 3 89 LCCO 14,309 1 0 3 84 14,913 1 0 3 87 15,204 1 0 3 89 AFR 20,806 2 0 3 122 21,683 2 0 3 127 22,106 2 0 3 129 Lumen Output Performance Data One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 7 of 9 COMMERCIAL OUTDOOR Performance Data Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of configurations shown within the tolerances described within LM-79. Contact factory for performance data on any configurations not shown here. Rotated Optics Performance Package System Watts LED Count Drive Current (mA)Distribution Type 30K 40K 50K (3000K, 70 CRI)(4000K, 70 CRI)(5000K, 70 CRI) Lumens B U G LPW Lumens B U G LPW Lumens B U G LPW P10 51W 30 530 T1S 7,399 3 0 3 145 7,711 3 0 3 151 7,862 3 0 3 154 T2M 6,854 3 0 3 135 7,144 3 0 3 140 7,283 3 0 3 143 T3M 6,933 3 0 3 136 7,225 3 0 3 142 7,366 3 0 3 145 T3LG 6,194 2 0 2 122 6,455 2 0 2 127 6,581 2 0 2 129 T4M 7,036 3 0 3 138 7,333 3 0 3 144 7,476 3 0 3 147 T4LG 6,399 2 0 2 126 6,669 2 0 2 131 6,799 2 0 2 134 TFTM 7,086 3 0 3 139 7,385 3 0 3 145 7,529 3 0 3 148 T5M 7,239 3 0 2 142 7,545 3 0 2 148 7,692 3 0 2 151 T5W 7,357 3 0 2 145 7,667 3 0 2 151 7,816 4 0 2 154 T5LG 7,260 3 0 1 143 7,567 3 0 1 149 7,714 3 0 1 152 BLC3 5,043 3 0 3 99 5,256 3 0 3 103 5,358 3 0 3 105 BLC4 5,208 3 0 3 102 5,428 3 0 3 107 5,534 3 0 3 109 RCCO 5,089 0 0 2 100 5,303 0 0 2 104 5,407 0 0 2 106 LCCO 5,089 0 0 2 100 5,303 0 0 2 104 5,407 0 0 2 106 AFR 7,399 3 0 3 145 7,711 3 0 3 151 7,862 3 0 3 154 P11 68W 30 700 T1S 9,358 3 0 3 138 9,753 3 0 3 143 9,943 3 0 3 146 T2M 8,669 3 0 3 127 9,034 3 0 3 133 9,211 3 0 3 135 T3M 8,768 3 0 3 129 9,138 3 0 3 134 9,316 3 0 3 137 T3LG 7,833 3 0 3 115 8,164 3 0 3 120 8,323 3 0 3 122 T4M 8,899 3 0 3 131 9,274 3 0 3 136 9,455 3 0 3 139 T4LG 8,093 3 0 3 119 8,435 3 0 3 124 8,599 3 0 3 126 TFTM 8,962 3 0 3 132 9,340 3 0 3 137 9,522 3 0 3 140 T5M 9,156 4 0 2 135 9,542 4 0 2 140 9,728 4 0 2 143 T5W 9,304 4 0 2 137 9,696 4 0 2 143 9,885 4 0 2 145 T5LG 9,182 3 0 1 135 9,569 3 0 1 141 9,756 3 0 1 143 BLC3 6,378 3 0 3 94 6,647 3 0 3 98 6,777 3 0 3 100 BLC4 6,587 3 0 3 97 6,865 3 0 3 101 6,999 3 0 3 103 RCCO 6,436 0 0 2 95 6,707 0 0 2 99 6,838 0 0 2 101 LCCO 6,436 0 0 2 95 6,707 0 0 2 99 6,838 0 0 2 101 AFR 9,358 3 0 3 138 9,753 3 0 3 143 9,943 3 0 3 146 P12 103W 30 1050 T1S 13,247 3 0 3 128 13,806 3 0 3 134 14,075 3 0 3 136 T2M 12,271 4 0 4 119 12,789 4 0 4 124 13,038 4 0 4 126 T3M 12,412 4 0 4 120 12,935 4 0 4 125 13,187 4 0 4 128 T3LG 11,089 3 0 3 107 11,556 3 0 3 112 11,782 3 0 3 114 T4M 12,597 4 0 4 122 13,128 4 0 4 127 13,384 4 0 4 129 T4LG 11,457 3 0 3 111 11,940 3 0 3 116 12,173 3 0 3 118 TFTM 12,686 4 0 4 123 13,221 4 0 4 128 13,479 4 0 4 130 T5M 12,960 4 0 2 125 13,507 4 0 2 131 13,770 4 0 2 133 T5W 13,170 4 0 3 127 13,726 4 0 3 133 13,994 4 0 3 135 T5LG 12,998 3 0 2 126 13,546 3 0 2 131 13,810 3 0 2 134 BLC3 9,029 3 0 3 87 9,409 3 0 3 91 9,593 3 0 3 93 BLC4 9,324 4 0 4 90 9,718 4 0 4 94 9,907 4 0 4 96 RCCO 9,110 1 0 2 88 9,495 1 0 2 92 9,680 1 0 2 94 LCCO 9,110 1 0 2 88 9,494 1 0 2 92 9,680 1 0 2 94 AFR 13,247 3 0 3 128 13,806 3 0 3 134 14,075 3 0 3 136 P13 129W 30 1300 T1S 15,704 3 0 3 122 16,366 3 0 3 127 16,685 4 0 4 130 T2M 14,547 4 0 4 113 15,161 4 0 4 118 15,457 4 0 4 120 T3M 14,714 4 0 4 114 15,335 4 0 4 119 15,634 4 0 4 121 T3LG 13,145 3 0 3 102 13,700 3 0 3 106 13,967 3 0 3 108 T4M 14,933 4 0 4 116 15,563 4 0 4 121 15,867 4 0 4 123 T4LG 13,582 3 0 3 105 14,155 3 0 3 110 14,431 3 0 3 112 TFTM 15,039 4 0 4 117 15,673 4 0 4 122 15,979 4 0 4 124 T5M 15,364 4 0 2 119 16,013 4 0 2 124 16,325 4 0 2 127 T5W 15,613 5 0 3 121 16,272 5 0 3 126 16,589 5 0 3 129 T5LG 15,409 3 0 2 120 16,059 3 0 2 125 16,372 4 0 2 127 BLC3 10,703 4 0 4 83 11,155 4 0 4 87 11,372 4 0 4 88 BLC4 11,054 4 0 4 86 11,520 4 0 4 89 11,745 4 0 4 91 RCCO 10,800 1 0 2 84 11,256 1 0 2 87 11,475 1 0 3 89 LCCO 10,800 1 0 2 84 11,255 1 0 2 87 11,475 1 0 3 89 AFR 15,704 3 0 3 122 16,366 3 0 3 127 16,685 4 0 4 130 Lumen Output One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 8 of 9 COMMERCIAL OUTDOOR 27.70" 2.26" 14.06" 7.80" 28.00" 2.26" 14.06" 8.90" 32.17" 2.26" 14.06" 7.59" DSX0 with RPA, RPA5, SPA5, SPA8N mount Weight: 25 lbs Dimensions 2.41" 3.16" SPA (STANDARD ARM) 2.41"3.16" RPA 2.41" 3.16" SPA8N 4.25" RPA5 4.25" SPA5 DSX0 with WBA mount Weight: 27 lb DSX0 with MA mount Weight: 28 lbs One Lithonia Way • Conyers, Georgia 30012 • Phone: 1-800-705-SERV (7378) • www.lithonia.com © 2011-2024 Acuity Brands Lighting, Inc. All rights reserved. DSX0-LED Rev. 10/09/24 Page 9 of 9 COMMERCIAL OUTDOOR nLight Control - Sensor Coverage and Settings nLight Sensor Coverage Pattern NLTAIR2 PIRHN Top Side FEATURES & SPECIFICATIONS INTENDED USE The sleek design of the D-Series Size 0 reflects the embedded high performance LED technology. It is ideal for many commercial and municipal applications, such as parking lots, plazas, campuses, and pedestrian areas. CONSTRUCTION Single-piece die-cast aluminum housing has integral heat sink fins to optimize thermal management through conductive and convective cooling. Modular design allows for ease of maintenance and future light engine upgrades. The LED driver is mounted in direct contact with the casting to promote low operating temperature and long life. Housing driver compartment is completely sealed against moisture and environmental contaminants (IP66). Vibration rated per ANSI C136.31 for 3G. Low EPA (0.44 ft2) for optimized pole wind loading. FINISH Exterior parts are protected by a zinc-infused Super Durable TGIC thermoset powder coat finish that provides superior resistance to corrosion and weathering. A tightly controlled multi-stage process ensures a minimum 3 mils thickness for a finish that can withstand extreme climate changes without cracking or peeling. Available in both textured and non-textured finishes. COASTAL CONSTRUCTION (CCE) Optional corrosion resistant construction is engineered with added corrosion protection in materials and/or pre-treatment of base material under super durable paint. Provides additional corrosion protection for applications near coastal areas. Finish is salt spray tested to over 5,000 hours per ASTM B117 with scribe rating of 10. Additional lead-times may apply. OPTICS Precision-molded proprietary silicone lenses are engineered for superior area lighting distribution, uniformity, and pole spacing. Light engines are available in 3000 K, 4000 K or 5000 K (70 CRI) configurations. 80CRI configurations are also available. The D-Series Size 0 has zero uplight and qualifies as a Nighttime Friendly™ product, meaning it is consistent with the LEED® and Green Globes™ criteria for eliminating wasteful uplight. ELECTRICAL Light engine(s) configurations consist of high-efficacy LEDs mounted to metal- core circuit boards to maximize heat dissipation and promote long life (up to L80/100,000 hours at 25°C). Class 1 electronic drivers are designed to have a power factor >90%, THD <20%, and an expected life of 100,000 hours with <1% failure rate. Easily serviceable 10kV surge protection device meets a minimum Category C Low operation (per ANSI/IEEE C62.41.2). STANDARD CONTROLS The DSX0 LED area luminaire has a number of control options. DSX Size 0, comes standard with 0-10V dimming driver. Dusk to dawn controls can be utilized via optional NEMA twist-lock photocell receptacles. PIR integrated motion sensor with on-board photocell feature field-adjustable programing and are suitable for mounting heights up to 40 feet. Control option BL features a bi-level device that allows a second control circuit to switch all light engines to either 30% or 50% light output. nLIGHT AIR CONTROLS The DSX0 LED area luminaire is also available with nLight® AIR for the ultimate in wireless control. This powerful controls platform provides out-of-the-box basic motion sensing and photocontrol functionality and is suitable for mounting heights up to 40 feet. Once commissioned using a smartphone and the easy-to- use CLAIRITY app, nLight AIR equipped luminaries can be grouped, resulting in motion sensor and photocell group response without the need for additional equipment. Scheduled dimming with motion sensor over-ride can be achieved when used with the nLight Eclypse. Additional information about nLight Air can be found here. INSTALLATION Integral mounting arm allows for fast mounting using Lithonia standard #8 drilling and accommodates pole drilling's from 2.41 to 3.12" on center. The standard “SPA” option for square poles and the “RPA” option for round poles use the #8 drilling. For #5 pole drillings, use SPA5 or RPA5. Additional mountings are available including a wall bracket (WBA) and mast arm (MA) option that allows luminaire attachment to a 2 3/8” horizontal mast arm. LISTINGS UL listed to meet U.S. and Canadian standards. UL Listed for wet locations. Light engines are IP66 rated; luminaire is IP66 rated. Rated for -40°C minimum ambient. DesignLights Consortium® (DLC) Premium qualified product and DLC qualified product. Not all versions of this product may be DLC Premium qualified or DLC qualified. Please check the DLC Qualified Products List at www.designlights.org/ QPL to confirm which versions are qualified. International Dark-Sky Association (IDA) Fixture Seal of Approval (FSA) is available for all products on this page utilizing 3000K color temperature only. GOVERNMENT PROCUREMENT BAA – Buy America(n) Act: Product with the BAA option qualifies as a domestic end product under the Buy American Act as implemented in the FAR and DFARS. Product with the BAA option also qualifies as manufactured in the United States under DOT Buy America regulations. BABA – Build America Buy America: Product with the BAA option also qualifies as produced in the United States under the definitions of the Build America, Buy America Act. Please refer to www.acuitybrands.com/buy-american for additional information. WARRANTY 5-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed. Complete warranty terms located at: www.acuitybrands.com/support/warranty/terms-and-conditions Note: Actual performance may differ as a result of end-user environment and application. All values are design or typical values, measured under laboratory conditions at 25 °C. Specifications subject to change without notice. PROJECT NAME: QUANTITY: TYPE: ORDERING CODE: LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 1 of 6 ➀ Heavy cast aluminum top cover. ➁ Optical system assembly. ➂ Access door to rotation mechanism. ➃ Ø6” (152mm) extruded aluminum body. ➄ Modules rotate 355º and are field-adjustable (shipped facing same direction). ➅ Cast aluminum internal mounting base.LN601B ➄ ➅ MATERIALS Inline is made of corrosion resistant 356 heavy duty cast aluminum alloy with a copper (CU) content of less than 0.1% with stainless steel hardware. ELECTRICAL DRIVER Driver is 0-10V dimming-ready (dims to 10%) with: 120-277 multi- volt compatibility (50-60Hz), operating temperatures of -40°C/-40°F to 55°C/131°F, output over voltage protection, output over current protection, output short circuit protection with auto-recovery. LED LIGHT ENGINE Offered in 2700K/3000K/3500K/4000K CCT with 80 CRI. Optional true amber LED for turtle sensitive areas. Wavelengths: 585nm to 597nm. 70% LED lumen maintenance at 60,000 hours (L70/B50) based on IESNA LM-80-08 LED extrapolated life, calculated per IESNA TM-21-21. FINISH Five-stage preparation process including preheating of cast aluminum parts for air extraction, and an environmentally friendly alloy sealant. Polyester powder coating is applied through an electrostatic process and oven cured for long term finish. CERTIFICATION UL Certified to Canadian and U.S. safety standards. Certified for use in wet locations. Rated IP65. Photometric testing performed by an independent laboratory in accordance with IES LM-79-08 standards at 25°C. Actual performance may differ as a result of end-user environment and application. WARRANTY 5-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed. Complete warranty terms located at: https://www.acuitybrands.com/ support/warranty/terms-and-conditions MOUNTING Mounts with a set of 4 x 1/2”-13 x 18” lg. galvanized anchor bolts. See mounting details for more information. MEASUREMENTS ➀ ➁ ➂ ➃ LN602B LN601B-H39LN601B-H24 LN602B Ø6”(152mm) Ø6”(152mm) Ø6” (152mm) 14.8” (376mm) 14.8” (376mm) OAH 39” (991mm)OAH 24” (610mm) 28.4” (721mm) OAH 46” (1168mm) LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 2 of 6 LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 ORDERING CODE *SERIES *LIGHT OUTPUT *DISTRIBUTION *BOLLARD HEIGHT *CCT2 *VOLTAGE LN601B Static White L1L10 1116 lm / 11w L1L20 2143 lm / 23w L1L30 3156 lm / 36w L1L40 4191 lm / 53w True Amber L1LK2A 229 lm / 11w 1 Delivered lumens calculated at 4000K/80CRI except for amber. FLD distribution. Typical power consumption. Refer to LCF table for outputs at other CCTs. NR Narrow optics 15° FLD Flood optics 30° VWD Wide flood optics 55° LD3 Type III, Short For LCF refer to chart. H24 24" H39 39" 27K 2700K 30K 3000K 35K 3500K 40K 4000K AMB Wavelengths: 585nm to 597nm 120 120V 277 277V 347 347V 480 480V HVOLT 347V-480V MVOLT 120V-277V FUSE SURGE PROTECTOR GFI EMERGENCY *FINISH10 WOOD FINISH13 FS Fuse SP Surge protector CGF Circuit ground fault interruption receptacle with clear in-use cover3,4,5 GFI Circuit ground fault interruption receptacle3,4,6 REM7 Remote emergency battery, 90 min7,8,9 BKT Jet black BZT Bronze CHT Champagne DGT Gun metal GRT Titanium gray MST Matte silver SGT Steel gray WHT Snow white CMC Custom matched color11 RAL RAL color12 ADG American douglas BRC Birch CHN Chestnut CRY Cherry KNP Knotty pine MPL Maple OFL Oak RSW Rosewood TEK Teak WLN Walnut ENVIRONMENT LESS ANCHOR BOLTS MG Marine grade paint14 L/AB Less anchor bolts NOTES *- Denotes a required field 1- Available only with AMB. 2- For IDA certification compliance, luminaire must be ordered with 3000K or warmer. 3- Available only on LN601B-H39. 4- GFI and CGF requires 120V feed. GFI and CGF are installed 15” above grade. 5- CGF cover protrudes by 3.75” (95mm). 6- GFI cover protrudes by 1.75” (45mm). 7- 120V or 277V only. 8- Remote mount 50ft - 12” (305mm) square enclosure with access cover. Cable between fixture and remote box is provided by other. 9- California Title 20 Compliant. 10- For any standard finish, access door will be painted black to reduce glare and minimize uplight. Different access door color available on demand. 11- Contact factory to coordinate custom matching color. 12- Specify RAL number. 13- Faux wood finish not applied to the fixture head or accessories. For faux wood finish, access door will have same faux wood finish. See example in option details. Additional delay required. Not compatible with marine grade paint. 14- Marine grade paint for harsh, coastal environment and exposure to salt water. Additional delay required. LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 3 of 6 LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 ORDERING CODE *SERIES *LIGHT OUTPUT *DISTRIBUTION *CCT3 *VOLTAGE FUSE LN602B1 Static White L2L10 2232 lm / 22w L2L20 4286 lm / 46w L2L30 6312 lm / 72w L2L40 8382 lm / 106w True Amber L2LK2A 458 lm / 22w2 Delivered lumens calculated at 4000K/80CRI except for amber. FLD distribution. Typical power consumption. Refer to LCF table for outputs at other CCTs. NR Narrow optics 15° FLD Flood optics 30° VWD Wide flood optics 55° LD3 Type III, Short For LCF refer to chart. 27K 2700K 30K 3000K 35K 3500K 40K 4000K AMB Wavelengths: 585nm to 597nm 120 120V 277 277V 347 347V 480 480V HVOLT 347V-480V MVOLT 120V-277V FS Fuse SURGE PROTECTOR EMERGENCY *FINISH8 WOOD FINISH11 ENVIRONMENT SP Surge protector REM7 Remote emergency battery, 90 min4,5,6,7 BKT Jet black BZT Bronze CHT Champagne DGT Gun metal GRT Titanium gray MST Matte silver SGT Steel gray WHT Snow white CMC Custom matched color9 RAL RAL color10 ADG American douglas BRC Birch CHN Chestnut CRY Cherry KNP Knotty pine MPL Maple OFL Oak RSW Rosewood TEK Teak WLN Walnut MG Marine grade paint12 LESS ANCHOR BOLTS L/AB Less anchor bolts NOTES *- Denotes a required field 1- All light modules are factory-assembled in the same direction. They can be rotated in the field. 2- Available only with AMB. 3- For IDA certification compliance, luminaire must be ordered with 3000K or warmer. 4- 120V or 277V only. 5- Remote mount 50ft - 12” (305mm) square enclosure with access cover. Cable between fixture and remote box is provided by other. 6- California Title 20 Compliant. 7- Only the bottom light module will light up during emergency mode. 8- For any standard finish, access door will be painted black to reduce glare and minimize uplight. Different access door color available on demand. 9- Contact factory to coordinate custom matching color. 10- Specify RAL number. 11- Faux wood finish not applied to the fixture head or accessories. For faux wood finish, access door will have same faux wood finish. See example in option details. Additional delay required. Not compatible with marine grade paint. 12- Marine grade paint for harsh, coastal environment and exposure to salt water. Additional delay required. LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 4 of 6 LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 TYPICAL PHOTOMETRY SUMMARY LN601B-L1L40-NR LN601B-L1L40-FLD LN601B-L1L40-LD3LN601B-L1L40-VWD Total Lms: 3939 Lumens Total Input Watts: 53 W Efficacy: 74 Lumens/Watt BUG: B0-U1-G0 CCT/CRI: 4000K/80 Maximum Candela: 27389 @ 0°/42.5°V Total Lms: 4191 Lumens Total Input Watts: 53 W Efficacy: 79 Lumens/Watt BUG: B0-U1-G0 CCT/CRI: 4000K/80 Maximum Candela: 12608 @ 0°/40°V Total Lms: 4065 Lumens Total Input Watts: 53 W Efficacy: 77 Lumens/Watt BUG: B0-U1-G0 CCT/CRI: 4000K/80 Maximum Candela: 7814 @ 0°/40°V Total Lms: 3185 Lumens Total Input Watts: 53 W Efficacy: 60 Lumens/Watt BUG: B0-U1-G1 CCT/CRI: 4000K/80 Maximum Candela: 3520 @ 0°/42.5°V LUMEN CONVERSION FACTOR (LCF) CCT CRI LCF 2700K 80 0.94 3000K 80 0.97 3500K 80 0.99 4000K 80 1.00 LUMEN CONVERSION FACTOR (LCF) DISTRIBUTION LCF NR 0.94 FLD 1.00 VWD 0.97 LD3 0.76 All Photometry shown use the 80CRI 4000K LEDs. Please visit our web site www.luminis.com for complete I.E.S. file. 6847 13695 20542 27389 R15-L1L40 1954 3907 5861 7814 R55-L1L40 3152 6304 9456 12608 R30-L1L40 880 1760 2640 3520 TYP3-L1L40 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 5 of 6 LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 MOUNTING DETAILS Base is secured with a set of (4) 1/2”-13 x 18” lg. galvanized anchor bolts. 2.8” (71mm) Anchor bolt projection above ﬁnished grade 4.25” (108mm) Bolt circle2.12” (54mm) 5.69” (144.5mm) 4 x 1/2”-13 BOLTS @ 90º FAUX WOOD Access door will have same faux wood finish. Faux wood finish not applied to rest of the fixture and accessories. Not compatible with marine grade finish. STANDARD COLOR For any standard finish, access door will be black color to reduce glare and minimize uplight. Different access door color available on demand. Access door Access door FINISH DETAILS LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 6 of 6 LN601B/LN602B INLINE BOLLARD LN601B/LN602B Rev. 11/20/24 GFI/CGF GFI and CGF options are installed 15” above grade. GFI cover protrudes by 1.75” (45mm). CGF cover protrudes by 3.75” (95mm). LN601B-H39 only. REM7 Remote mount 120/277V emergency battery pack (624 lm/90 min). Test switch provided within enclosure with 5” (127mm) leads. Max. distance 50ft. (15.2 M) 4.1”(104mm) 12”(305mm) 10”(254mm) (4) Mtg. holesØ 0.2” (5mm) GFI CGF OPTION DETAILS PROJECT NAME: QUANTITY: TYPE: ORDERING CODE: CT101 CLERMONT PENDANT/CATENARY CT101 Rev. 11/18/24 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 1 of 4 ➀ Field adjustable suspension stem or silver braided power cable with aircraft safety cable. Also, offered with a catenary suspension attachment. ➁ Comfort optic series. ➂ Corrosion resistant diecast aluminum housing. ➃ Indirect LED lighting on highly reflective dome for visual comfort. ➄ Clear tempered glass. ➅ All stainless steel hardware ➀ ➁ ➂ ➃ ➄ ➅ MATERIALS Clermont is made of aluminum diecast offering exceptional precision and durability. The main housing is sealed with durable gasket. LED boards are hidden between coated polymer that diffuses and reflects the light at 96%. It is UV stabilized and antistatic, which does not attract dust. The driver is preinstalled inside the main housing, sealed with gasket, and secured with four captive screws which makes it easy for maintenance. ELECTRICAL DRIVER Standard driver is 0-10V dimming-ready (dims to 10%) with: 120-277 multi-volt compatibility (50-60Hz), operating temperature range of -40°C to +55°C -40°F to +131°F, output over voltage protection, output over current protection and output short circuit protection with auto- recovery. Optional 347/480V available. LED LIGHT ENGINE Offered in 2700K, 3000K, 3500K & 4000K / 80CRI. 70% LED lumen maintenance at 60,000 hours (L70/B50) based on IESNA LM-80-08 LED extrapolated life, calculated per IESNA TM-21-21. FINISH Five-stage preparation process includes preheating of cast aluminum parts for air extraction. Polyester powder coating is applied through an electrostatic process, and oven cured for long term finish. CERTIFICATION UL Certified to Canadian and U.S. safety standards. Certified for use in wet locations. Rated IP65/IK9. Photometric testing performed by an independent laboratory in accordance with IES LM-79-08 standards at 25°C. Actual performance may differ as a result of end-user environment and application. WARRANTY 5-year limited warranty. This is the only warranty provided and no other statements in this specification sheet create any warranty of any kind. All other express and implied warranties are disclaimed. Complete warranty terms located at: https://www.acuitybrands.com/ support/warranty/terms-and-conditions MOUNTING The mounting plate is designed to fit on a 4” (102mm) octagonal electrical box using 3.5” (89mm) C/C mounting holes. For STM, fixture must be installed on a finished ceiling for exterior applications and/or when exposed to inclement weather. For CAT3: see option details. MEASUREMENTS Maximum weight: 27 lbs (12 kg) 5.35” (136mm) 18” (457mm) 13” (330mm) CT101-STM CT101-SPG CT101-CAT3 CT101 CLERMONT PENDANT/CATENARY CT101 Rev. 11/18/24 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 2 of 4 ORDERING CODE *SERIES *LIGHT OUTPUT *CCT3 *VOLTAGE *MOUNTING SUSPENSION LENGTH CT101 Static White L2L25 2639 lm / 25w L2L35 3695 lm / 35w L2L45 4360 lm / 45w L2L50 4996 lm / 55w L2L55 5604 lm / 65w Warm Dimming L2LDW 5000 lm / 57w1 Tunable White L2LWT 5000 lm / 57w2 Delivered lumens calculated at 4000K/80CRI for static white. Typical power consumption. Refer to LCF table for outputs at other CCTs. Delivered lumens calculated at 5000K/80CRI for warm dimming and tunable white. 27K 2700K 30K 3000K 35K 3500K 40K 4000K WDIM 2700K-4000K TUWH 2700K-5000K 120 120V 277 277V 347 347V 480 480V MVOLT 120V-277V HVOLT 347V-480V CAT3 Catenary suspension attachment SPG Silver braided power cord with aircraft cable4 STM Field-cuttable hang straight stem 12IN 12" 24IN 24" 36IN 36" 48IN 48" 60IN 60" Available up to 240” in 12” increments. Required field for SPG, STM. MOUNTING ACCESSORY CONTROLS FUSE SURGE PROTECTOR EMERGENCY STC Set of 3 stabilizer cables5 NLTH nLight AIR 2.0 integrated in head6 RD10 Remote driver7 FS Fuse SP Surge protector EM7 7W integral emergency battery, 90 min8 REM7 Remote emergency battery, 90 min, 7W9 *FINISH ENVIRONMENT BKT Jet black BZT Bronze CHT Champagne DGT Gun metal GRT Titanium gray MST Matte silver SGT Steel gray WHT Snow white CMC Custom matched color10 RAL RAL color11 MG Marine grade paint12 NT Natatorium suitable13 NOTES *- Denotes a required field 1- Available only with WDIM. Not available with 347V, 480V, HVOLT or EM7. 2- Available only with TUWH. Not available with 347V, 480V, HVOLT or EM7. 3- For IDA certification compliance, luminaire must be ordered with 3000K or warmer. 4- For interior applications only. 5- Available only with STM. 6- Not available with 347V, 480V, HVOLT, REM7, EM7, WDIM, TUWH. 7- Remote mount 50ft - 12” (305mm) square enclosure with access cover. The remote enclosure must be interior. Cable between fixture and remote box is provided by others. 8- Integral to luminaire housing. Integral is not suitable for temperatures under 0ºC (32ºF). Not available with 347V, 480V, HVOLT or RD10. 9- Remote mount 50ft - 12” (305mm) square enclosure with access cover. Not available with 347V, 480V or HVOLT. The remote enclosure must be interior. Cable between fixture and remote box is provided by others. 10- Contact factory to coordinate custom matching color. 11- Specify RAL number. 12- Marine grade paint for harsh, coastal environment and exposure to salt water. Additional delay required. 13- Available only in WHT and BKT. CT101 CLERMONT PENDANT/CATENARY CT101 Rev. 11/18/24 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 3 of 4 TYPICAL PHOTOMETRY SUMMARY CT101-L2L25 CT101-L2L35 CT101-L2L50CT101-L2L45 LUMEN CONVERSION FACTOR (LCF) CCT CRI LCF 2700K 80 0.91 3000K 80 0.94 3500K 80 0.98 4000K 80 1.00 0-10V Input 1 CCT control 2700K CCT scale 5000K 0 10V 0-10V Input 2 Intensity control 1% Intensity scale 100% 0 10V User can modify the correlated color temperature (CCT) and intensity of the source using two slider controls or an intelligent lighting management system. 0-10V Input 1CCT & Intensity control 2700K Intensity & CCT scale 4000K 0 10V Warm dimming (0-10V) lowers the LED temperature (CCT) as it is dimmed. The lower the brightness, the warmer the CCT. TUNABLE WHITE WARM DIMMING Total Lms: 2647 Lumens Total Input Watts: 25 W Efficacy: 106 Lumens/Watt BUG: B1-U0-G0 CCT/CRI: 4000K/80 Maximum Candela: 866 @ 180°H/2°V Total Lms: 3695 Lumens Total Input Watts: 35 W Efficacy: 106 Lumens/Watt BUG: B1-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1213 @ 180°H/2°V Total Lms: 4360 Lumens Total Input Watts: 45 W Efficacy: 97 Lumens/Watt BUG: B2-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1431 @ 180°H/2°V Total Lms: 5012 Lumens Total Input Watts: 50 W Efficacy: 91 Lumens/Watt BUG: B2-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1639 @ 180°H/2°V CT101-L2L55 CT101-L2LWT CT101-L2LDW Total Lms: 5622 Lumens Total Input Watts: 65 W Efficacy: 86 Lumens/Watt BUG: B2-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1839 @ 180°H/2°V Total Lms: 5016 Lumens Total Input Watts: 57 W Efficacy: 88 Lumens/Watt BUG: B2-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1641 @ 180°H/2°V Total Lms: 5016 Lumens Total Input Watts: 57 W Efficacy: 88 Lumens/Watt BUG: B2-U0-G1 CCT/CRI: 4000K/80 Maximum Candela: 1641 @ 180°H/2°V All Photometry shown use the 80CRI 4000K LEDs. Please visit our web site www.luminis.com for complete I.E.S. file. 1 2 1 2 1 2 1 2 1 2 1 2 1 2 CT101 CLERMONT PENDANT/CATENARY CT101 Rev. 11/18/24 LUMINIS.COM Toll free: (866) 586-4647 | Fax: (514) 683-8872 | Email: info@luminis.com 260 Labrosse, Pointe-Claire (QC) Canada H9R 5L5 © 2024 Acuity Brands Lighting Canada, Inc. All rights reserved. Specifications subject to change without notice.Page 4 of 4 OPTION DETAILS CAT3 Cast aluminum catenary junction box with 4 sealed connectors by Luminis and pre-inserted into housing. Ready to accept 1/4” or 1/2” stainless steel suspension cable. Weight: 29.5 lbs (13.4 kg) / EPA: 0.19 ft² (Structural design, power cable, control cable, stainless steel catenary cable, cable fittings, and fittings for mounting to support structure provided by others.) SPG Silver braided power cord with onsite adjustable aircraft safety cable, consisting of 3 long cables joined Ø 4.50” (114mm) canopy. STM Heavy duty 45° hang straight swivel, with Ø 4.50” (114mm) canopy and universal mounting plate. Ø 7/8” (22mm) suspension stem with aircraft safety cable. STEM Ø 1/4” aircraft cable Catenary junction box 5.50” (140mm) 11”(276mm) 18” (452mm) STC Set of three stabilizer cables. For stem mount only. NLTH nLight AIR Control gen2 and black antenna. Available with SPG, STM or CAT3 ANGLE ADJUSTMENT MECHANISM 12 12 Power cable in: 3 conductor x 14 gauge AWG. The 2 cable glands located at the top can accommodate a cable ranging from 10mm - 14mm. Control cable in: The 2 cable glands on the bottom can accommodate a cable ranging from 6mm - 11mm. REM7 Remote mount 120/277V emergency battery pack (1110 lm/90 min). Test switch provided within enclosure with 5” (127mm) leads. Applicable for all mount options. Max. distance 50ft. (15.2 M) 4.10”(104mm) 12”(305mm)10”(254mm) 10”(254mm) (4) Mtg. holesØ 0.20” (5mm) LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 1 SECTION 32 84 00 - UNDERGROUND IRRIGATION PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Planting irrigation requirements (design-build subcontract). B. Related Sections: 1. Section 329200 – Lawns and Grasses. 2. Section 329300 – Planting. 3. Section 329220 – Native Seeding. 4. Division 22 Plumbing for water metering requirements. 5. Division 23 HVAC for water metering equipment. 1.2 REFERENCES A. Irrigation Association, “Landscape Irrigation Best Management Practices”, 2014 (IR BMP). 1.3 DEFINITIONS A. Controllers, Climate-based: Weather-based irrigation controls that use real-time or historical weather information along with landscape parameters entered by the vendor to schedule or allow for irrigation when plants need water. B. Controllers, Sensor-based: Soil-moisture-based irrigation controls that are inserted into the soil to measure moisture enabling irrigation when the plants need water. C. Rain Sensors: A rain shut-off device designed to interrupt a scheduled cycle of an automatic irrigation system controller (i.e. timer) when a certain amount of rainfall has occurred. D. Main Piping: Downstream from point of connection to water distribution piping to, and including, control valves. Piping is under water-distribution -system pressure. E. Circuit Piping: Downstream from control valves to sprinklers, specialties, and drain valves. Piping is under pressure during flow. F. Drain Piping: Downstream from circuit-piping drain valves. Piping is not under pressure. G. Low Voltage: As defined in NFPA 70 for circuits and equipment operating at less than 50 V or for remote-control, signaling power-limited circuits. H. Hydrozone: Planting designed in clusters with similar water requirements to conserve water. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 2 1.4 SUBMITTALS A. Planting Irrigation Submittal Package: For irrigation systems indicated to comply with specified performance requirements and design criteria. Include the following: 1. Project Analysis and Basis of Design: Statement of design clarifications and assumptions, including: a. Water sources to be used. b. Total landscape water demand based on area, effective rainfall, water window, assumed irrigation efficiency, and energy constraints for system operation. c. Temporary system needs, if applicable d. Indicate compliance with local water laws or regulations, permitting requirements and applicable codes. e. Connection requirements to Owner’s existing irrigation system, including required modifications. 2. Component Product Data: For each type of product indicated. Include the following: a. Manufacturers, model numbers, product features and specifications. b. Rated capacities, operating characteristics, electrical characteristics, and furnished specialties and accessories. c. Labels indicating compliance with WaterSense or SWAT as applicable. 3. Drawings: Irrigation systems, drawn to scale, on which components are shown and coordinated with each other. Include the following: a. Adjustments necessary to avoid plantings and obstructions such as signs and light standards. 4. Wiring Diagrams: For power, signal, and control wiring. B. Informational Submittals: 1. Qualification Data: For qualified Installer. 2. Zoning Chart: Show each irrigation zone and its control valve. 3. Controller Timing Schedule: Indicate timing settings for each automatic controller zone. 4. Field quality -control reports. C. Closeout Submittals: 1. Operation and Maintenance Data: For sprinklers controllers and valves to include in operation and maintenance manuals. Include instructions indicating procedures for routine operation and maintenance of the irrigation system, including controllers, during first year of plant establishment, and one typical year including maintenance for climatic variations. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 3 1.5 QUALITY ASSURANCE A. Planting Irrigation Specialist: Engage an experienced firm with minimum 3 years’ experience in work similar in material, design, and extent to that indicated for this Project and as follows: 1. Irrigation Association, Certified Irrigation Contractor (CIC). B. Pre-Installation Conference: Convene a pre-installation meeting minimum one week prior to commencing work of this Section. 1. Require attendance of parties directly affecting Work of this Section. 2. Review conditions of operations, procedures and coordination with related Work. 3. Agenda: a. Tour, inspect, and discuss conditions of planting materials. b. Review planting schedule and maintenance. c. Review required inspections. d. Review environmental procedures. PART 2 - PRODUCTS 2.1 PERFORMANCE REQUIREMENTS / DESIGN CRITERIA A. General: Design and provide by irrigation system, by a qualified irrigation specialist, using performance requirements and design criteria indicated. 1. Connect to and extend Owner’s existing irrigation system. a. Modify portions of existing irrigation system as required to accommodate new system. 2. Coverage: Indicated on Drawings. B. Irrigation Efficiency: Design and provide planting irrigation systems that complies with the following: 1. Reduces irrigation potable water use by 50 percent from a calculated mid- summer baseline. a. Calculate baseline irrigation usage for July as follows: 1) Baseline Usage = Landscaped Area X Evapotranspiration Rate X 0.62. b. Reduction Contribution: Reduction may be achieved by a combination of the following: 1) Irrigation efficiency. 2) Plant species, density, and microclimate factor. 3) Use of captured rainwater. 4) Use of recycled wastewater. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 4 5) Use of water treated and conveyed by a public agency specifically for non-potable uses. 2. Irrigation water usage meets specified irrigation water budget. 3. Landscape irrigation systems shall not direct water onto building exterior surfaces, foundations or exterior paved surfaces. Systems shall not generate runoff. 4. Irrigation zones shall be based on plant water needs with plants of similar need grouped together. a. Turfgrass shall not be grouped with other plantings on the same zone. C. Site Assessment: Conduct a Project site assessment as required to design system to meet specified performance requirements and design criteria, including weather data and physical site features. 1. Planting Areas: Indicated on Drawings (Landscape series). 2. Landscape Water Budgeting Calculations: Perform calculations as required to estimate water requirements and compare water allowance. a. Comply with IR BMP 3.2 and Appx B. b. If water requirement is greater than water budget, notify Architect to make landscape or planting adjustments. 3. Establish water window and frequency. 4. Calculate base irrigation schedule. 5. Design and provide separate irrigation zones as required to supply planting. 6. Identify specimen or heritage trees, or other special features. D. Water Sources for Irrigation: 1. Irrigation Water Sources: a. Connection to existing irrigation water source. b. Municipal potable water. 2. Point of Water Connection: Locate and determine. 3. Meters: Dedicated irrigation -only meters and flow sensors that measure and indicate the amount of water applied to the landscape. 4. Backflow Prevention: Assembly located downstream of POC at non-turfgrass areas and accessible for servicing, and also protected from vandalism, theft, and freezing. 5. Municipal Water Supplies: Calculate maximum safe flow rates. E. Irrigation Components, General: Select and provide as required to comply with specified performance requirements and design criteria. F. Sprinklers: Products with heads and nozzles that apply water uniformly to target areas indicated, and are compatible with water source quality indicated, and as follows: LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 5 1. Calculations: Calculate the precipitation/application rate of the sprinklers for each zone. a. For turfgrass areas, specify a minimum low quarter distribution uniformity (DUlq) based upon size and geometry of the area. 2. Do not exceed manufacturer’s sprinkler spacing recommendations. 3. Do not include landscape areas less than 4 feet (1230 mm) in any dimension. 4. Do not include slopes greater than 1 unit vertical to 4 units horizontal (25- percent slope). 5. Design system so sprinklers operate within manufacturer’s recommended operating pressure. 6. Use matched precipitation rate sprinklers (+/– 5 percent) within a zone. 7. Design system to target each planting area with no overspray of impervious surfaces or adjacent planting areas. Prevent runoff of water from the site. Avoid above ground fixed risers near pedestrian walkways, bicycle paths, etc. 8. Space sprinklers a minimum of 2 inches from hard surface edges but farther than 2 inches where possible to minimize overspray, back ‐splash or wind drift. 9. Design for a pop‐up height of the sprinkler to clear interference from vegetation. 10. Design the system to avoid or eliminate low‐head drainage. G. Micro-Irrigation System: Equip with pressure regulators, filters, and flush end assemblies. Provide one or a combination of drip irrigation, micro-spray jets, micro- sprinklers, or bubbler-style watering system. 1. Calculations: Water delivery rate shall be proportional to the plant type and size. Determine application rate per zone, management allowed depletion factor, and monthly zone run times based on local historical evapotranspiration (ET). a. Create a separate schedule for plant establishment. 2. Design separate drip irrigation zones for each planting area where drip irrigation will be used. Do not mix subsurface drip with other drip areas. Design micro-irrigation zones separate from other sprinkler zones. 3. Emitter Type and Placement: Select emitter type and coordinate placement to accommodate soils, plants, and slopes indicated. 4. Piping: Looped where practical to improve system hydraulics and mitigate possible contamination of tubing if system is damaged. Avoid any dead ends that cannot be flushed. 5. Include pressure regulators, filtration filters, flush valves, and relief and check valves as required to regulate the system. a. Pressure Regulators: Not greater than 40 psi (275.8 kPa), filters, and flush end assemblies. H. Valves and Valve Boxes: LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 6 1. Calculations: Designate an acceptable operating pressure range (minimum to maximum). Calculate the flow rate for each zone control valve. 2. Install valves to accommodate identified hydrozones. 3. Size zone control valve so that flow through valve is within manufacturer’s stated flow range, and so that pressure loss does not exceed 10 percent of static pressure. 4. Install valves above grade in a valve box large enough to service or access. 5. Locate valve boxes out of pedestrian pathways, equipment access. 6. Drainage Backfill: Cleaned gravel or crushed stone, graded from 3/4 inch (19 mm) minimum to 3 inches (75 mm) maximum. I. Pipes and Fittings: Design to comply with the following: 1. Calculations: a. Pressure loss for the “worst‐case” zone (largest or farthest from POC, or greatest elevation change). b. Flow in plastic pipe operating at full system capacity. 2. Piping: a. Working pressure rating of mainline pipe minimum of 200 psi or at least twice the anticipated design pressure of the system, whichever is greater. b. Mainline piping sized to optimize pressure/flow conditions and same pressure rating throughout. c. Lateral pipes pressure rating at least two times the operating pressure of sprinklers. d. Lateral piping sized to minimize pressure losses and optimize flow conditions. 3. Fittings and Connections: Suitable for the type of pipe, exposure, operating pressure and flow applications. a. Gasketed fittings on piping with restraints or thrust blocking. b. HDPE fittings of fusion or socket joined with same dimension ratio (DR) as pipe. c. Fittings for PE pipe of insert‐type or compression‐type, suitable for size and pressure rating of system, and using suitable clamps. d. Threaded PVC pipe for nipples of Schedule 80 or better. J. Controllers: Demand based irrigation controls, of weather-based, or soil moisture- based type, complying with the most current definitions and testing protocols published by Smart Water Application Technologies (SWAT). 1. Rain Sensors: Equip irrigation systems with rain sensors. 2. Controller Location: Interior. a. Interior Control Enclosures: NEMA 250, Type 12, drip-proof, with locking cover and two matching keys. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 7 b. overall dimensions of controller. Include opening for wiring. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 8 3. Equipped irrigation systems with controllers that contain the following features: a. Multiple programming capabilities; minimum of three different programs to allow for separate schedules. b. Multiple start times (cycling, cycle/soak, stackable start times); minimum of three different start times to allow for multiple irrigation cycles on the same zone for areas prone to runoff. c. Variable run times. d. Variable scheduling; minimum of 14 days to allow for watering on even day scheduling, odd day scheduling, calendar day scheduling, and interval scheduling. e. Percent Up/Down Adjust, or water budget feature, that permits the user to increase or decrease the run-times or application rates for each zone by a prescribed percentage, by means of one adjustment without modifying the settings for that individual zone. f. Capability to accept external soil moisture and/or rain sensors. g. Non-volatile memory or self -charging battery circuit. h. Complete shutoff capability for total cessation of outdoor irrigation. 4. Wiring: UL 493, Type UF multiconductor, with solid-copper conductors; insulated cable; suitable for direct burial. a. Electrical Connections: Solid mechanical connection of copper conductors using a UL‐listed devices and waterproof kit for electrical insulation of connection. Connector assemblies listed under UL 486D. 5. Controller Map and Base Schedule: Laminated and placed adjacent to or within the controller. Include field modifications. Denote boundaries of each irrigation zone, and correlate with stations on controller. PART 3 - EXECUTION 3.1 PREPARATION A. Utilities: Contact utility locating service companies prior to installation to locate gas lines, electrical, telephone, cable TV and other applicable utilities. Do not being installation until underground utilities are located and marked. B. Protection: C. Verify that erosion and sedimentation controls are in place prior to installation of irrigation systems. D. Excavating, trenching, and backfilling are specified in Civil documents. E. Drain Pockets: Excavate to sizes indicated. Backfill with cleaned gravel or crushed stone, graded from 3/4 to 3 inches (19 to 75 mm), to 12 inches (300 mm) below grade. Cover gravel or crushed stone with sheet of asphalt-saturated felt and backfill remainder with excavated material. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 9 F. Install warning tape directly above pressure piping, 12 inches (300 mm) below finished grades, except 6 inches (150 mm) below subgrade under pavement and slabs. G. Set stakes to identify locations of proposed irrigation system. Obtain Architect's approval before excavation. H. Verify that water sources, points of connection, including pump stations, flow rate, and static and dynamic pressures meet design criteria. 3.2 INSTALLATION A. Install irrigation system in accordance with approved Irrigation Plan, and as follows: 1. Comply with product manufacturer’s written installation instructions as applicable. 2. Ensure all sprinklers and valve boxes are set to proper grade and that valve boxes are properly supported. 3. Wire valves in logical sequence (for example, walking order clockwise from the controller) for ease of maintenance. 4. Make all necessary final sprinkler adjustments to avoid unwanted overspray and to ensure sprinklers are precisely set to water only the target areas. B. Depth of Pipe Bury: Provide minimum cover over top of underground piping 1. Irrigation Main Piping: Minimum depth not less than 18 inches (450 mm) below average local frost depth. 2. Circuit Piping: 12 inches (300 mm). 3. Drain Piping: 12 inches (300 mm). 4. Sleeves: 24 inches (600 mm). C. Piping Installation: 1. Location and Arrangement: Drawings indicate location and arrangement of piping systems. Install piping as indicated unless deviations are approved on Coordination Drawings. 2. Install piping at minimum uniform slope of 0.5 percent down toward drain valves. 3. Install piping free of sags and bends. 4. Install groups of pipes parallel to each other, spaced to permit valve servicing. 5. Install fittings for changes in direction and branch connections. 6. Install unions adjacent to valves and to final connections to other components with NPS 2 (DN 50) or smaller pipe connection. 7. Install flanges adjacent to valves and to final connections to other components with NPS 2-1/2 (DN 65) or larger pipe connection. LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 10 D. Joint Construction: 1. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe. 2. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before assembly. 3. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1. Cut threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs and restore full ID. Join pipe fittings and valves as follows: a. Apply appropriate tape or thread compound to external pipe threads unless dry seal threading is specified. b. Damaged Threads: Do not use pipe or pipe fittings with threads that are corroded or damaged. Do not use pipe sections that have cracked or open welds. 4. Flanged Joints: Select rubber gasket material, size, type, and thickness for service application. Install gasket concentrically positioned. Use suitable lubricants on bolt threads. E. Valve Installation: 1. Underground Curb Valves: Install in curb-valve casings with tops flush with grade. 2. Aboveground Valves: Install as components of connected piping system. 3. Throttling Valves: Install in underground piping in boxes for automatic control valves. 4. Drain Valves: Install in underground piping in boxes for automatic control valves. F. Sprinkler Installation: 1. Install sprinklers after hydrostatic test is completed. 2. Install sprinklers at manufacturer's recommended heights. 3. Locate part-circle sprinklers to maintain a minimum distance of 4 inches (100 mm) from walls and 2 inches (50 mm) from other boundaries unless otherwise indicated. G. Control System Installation: 1. Equipment Mounting: Install interior controllers on wall. a. Place and secure anchorage devices. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded. b. Install anchor bolts to elevations required for proper attachment to supported equipment. c. equipment. 2. Install control cable in same trench as irrigation piping and at least 2 inches (51 mm) below piping. Provide conductors of size not smaller than LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 11 recommended by controller manufacturer. Install cable in separate sleeve under paved areas. 3.3 IDENTIFICATION A. Identify system components. B. Equipment Nameplates and Signs: Install engraved plastic -laminate equipment nameplates and signs on each automatic controller. 1. Text: In addition to identifying unit, distinguish between multiple units, inform operator of operational requirements, indicate safety and emergency precautions, and warn of hazards and improper operations. C. Warning Tapes: Arrange for installation of continuous, underground, detectable warning tapes over underground piping during backfilling of trenches. 3.4 FIELD QUALITY CONTROL A. Tests and Inspections: Perform tests and inspections as follows: 1. Manufacturer's Field Service: Engage a factory -authorized service representative to inspect components, assemblies, and equipment installations, including connections, and to assist in testing. 2. Test the irrigation system to verify the operating pressure and ensure that there are no leaks and components are adjusted correctly to meet the design criteria 3. Charge system and test for leaks. Repair leaks and retest until no leaks exist. 4. Operational Test: After electrical circuitry has been energized, operate controllers and automatic control valves to confirm proper system operation. a. Program the irrigation controller with the irrigation schedule that will meet the landscape water requirement for the current time of year. b. The schedule will take into account site conditions and will mitigate runoff. c. Produce a written copy and post the controller settings so they can be used for review and reference. 5. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment. B. Any irrigation product will be considered defective if it does not pass tests and inspections. C. Prepare test and inspection reports. 3.5 STARTUP AND ADJUSTING A. Perform startup service. 1. Complete installation and startup checks according to manufacturer's written instructions. 2. Verify that controllers are installed and connected according to the LOCUS Architecture CAPI Immigrant Opportunity Center 2024-002 Brooklyn Center, Minnesota UNDERGROUND IRRIGATION 32 84 00 - 12 Contract Documents. 3. Verify that electrical wiring installation complies with manufacturer's submittal. B. Adjust settings of controllers. C. Adjust automatic control valves to provide flow rate at rated operating pressure required for each sprinkler circuit. D. Adjust sprinklers and devices, except those intended to be mounted aboveground, so they will be flush with, or not more than 1/2 inch (13 mm) above, finish grade. 3.6 CLEANING A. Flush dirt and debris from piping before installing sprinklers and other devices. 3.7 DEMONSTRATION A. Train Owner's maintenance personnel to adjust, operate, and maintain automatic control valves and controllers. END OF SECTION PIERCE PINI + ASSOCIATES, INC. C O N S U L T I N G C I V I L E N G I N E E R S 9 2 9 8 C E N T R A L A V E N U E N E , S U I T E 3 1 2 • B L A I N E , M N • 5 5 4 3 4 P H O N E : 7 6 3 . 5 3 7 . 1 3 1 1 • E M A I L : R H O N D A @ P I E R C E P I N I . C O M STORMWATER CALCULATIONS FOR CAPI Immigrant Opportunity Center January 14th, 2025 Revised: January 31st, 2025 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. 41333 01/14/2025 Name: Reg. No. Date – 2 – 9 2 9 8 C E N T R A L A V E N U E N E , S U I T E 3 1 2 • B L A I N E , M N • 5 5 4 3 4 P H O N E : 7 6 3 . 5 3 7 . 1 3 1 1 • E M A I L : R H O N D A @ P I E R C E P I N I . C O M INDEX 1. Drainage Narrative 2. Stormwater Calculations Summary 3. Drainage Maps a. Existing Conditions Drainage Map b. Proposed Conditions Drainage Map 4. HydroCAD Report 5. Geotechnical Report CAPI Immigrant Opportunity Center PPA Project #24-019 Stormwater Narrative Page 1 of 3 STORMWATER MANGEMENT NARRATIVE Existing Conditions The existing site consists of a commercial building, parking lot, sidewalks and a large green space area. The total site area is 70,766 square feet (1.63 acres) of which 23,643 square feet (0.54 acre) is impervious and 47,123 square feet (1.08 acres) is pervious. Currently no stormwater management system exists onsite. The building roof discharges through scuppers and downspouts to grade and runoff from the existing sidewalk and parking lot flows into a series of catchbasins which discharge to city storm sewer in Beard Avenue. Runoff from the remainder of the site sheet flows offsite to the city streets. Soils borings and a geotechnical report were prepared for the site by Haugo Geotechnical Services. The existing onsite fill soils consist of poorly graded sand and poorly graded sand with silt overlain with coarse alluvial soils. The alluvial soils consist of fine to coarse grained poorly graded sand. Groundwater was encountered at elevations ranging from 847.5-849.0 which corresponds to approximately 10-12.5 feet below grade. Due to high groundwater and the existing building and utility infrastructure in the area, infiltration is infeasible and not practical for this project. Proposed Conditions The proposed project consists of the renovation and expansion of the existing building. The parking lot will also be expanded to the north with a new curb cut to 60th Avenue North. There will be new sidewalks, plazas, outdoor gathering spaces and gardens on the property. The proposed conditions will consist of 42,823 square feet (0.98 acre) of impervious area and 27,943 square feet (0.64 acre) of pervious area. Runoff from the site and roof will be collected via catchbasins, area drains and storm sewer pipe which route to the onsite stormwater management systems. The stormwater management for the site will consist of two stormwater filtration systems: • The north parking lot stormwater management system consists of a Pavedrain section underlain with rock storage. There is draintile at the bottom of the rock storage and the section is wrapped in an HDPE liner to prevent infiltration. The draintile flows into a Contech Jellyfish filtration vault which discharges to a manhole that connects to a city catchbasin in 60th Avenue North. There is an overflow pipe from the Pavedrain filtration section, for larger storm events that bypasses the filtration vault, that connects to a manhole that discharges to the city storm sewer. • The south parking lot stormwater management system consists of a 54” diameter corrugated metal pipe gallery. The pipe gallery is embedded in a rock section which is enveloped in a geotextile separating fabric. The pipe gallery flows to a Contech Jellyfish filtration vault that discharges to a manhole that connects to an existing city catchbasin in Brooklyn Boulevard. There is an overflow pipe from the pipe gallery, for larger events that bypasses the filtration vault, that connects to the same manhole that discharges to the city storm sewer. CAPI Immigrant Opportunity Center PPA Project #24-019 Stormwater Narrative Page 2 of 3 Stormwater Management Requirements The Local Governing Unit for stormwater is the City of Brooklyn Center and the requirements are as follows: 1. Projects that disturb more than one acre and more than 50% of the site are required to meet rate control, volume control, and water quality requirements for the entire site. 2. Rate Control Requirements - Peak runoff rates may not exceed existing rates for the 2- year, 10-year, and 100-year, 24-hour, and 100-year, 10-day critical storm events. 3. Volume Control Requirements: Stormwater runoff volume abstraction via infiltration shall be provided onsite in the amount equivalent to 1.1-inch times the sum of the new and fully reconstructed impervious surfaces required to be treated. a. If infiltration is infeasible/prohibited, the required stormwater runoff volume shall be multiplied by 1.82. The filtration BMP shall provide this volume below the invert of the low overflow outlet. 4. Water Quality Requirements: There shall be no net increase in TP or TSS from pre- development land cover. a. Pre-development land cover is defined as the predominant land cover over the previous 10 years. The site meets the City of Brooklyn Center requirements as follows: 1. Rate Control Requirement – The following is a summary of the existing and proposed rates discharging from the site. The table shows the proposed rates for the 2-year, 10- year, 100-year, 24-hour, and 100-year, 10-day critical storm events are less than the existing conditions. Runoff Rate Summary Table Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) 2-Year Event 1.51 1.41 10-Year Event 4.51 1.58 100-Year Event 12.81 4.62 100-Year, 10-Day Critical 2.65 1.40 2. Water Quality Volume Requirement – The tables shows the proposed water quality volume provided for the 1.1” rain event water quality volume with 1.82 filtration multiplier. Water Quality Volume Summary – North System PaveDrain Filtration System Treatment Amount Total Impervious Area (SF) Total Site Required Volume (CF) (Imp. Area * (1.1”/12)*1.82) 19,462 3,247 Treatment System New Impervious Area (SF) Required Treatment Volume (CF)* Treatment Volume Provided (CF) Excess Volume (CF) Filtration System 19,462 3,244 4,142 895 CAPI Immigrant Opportunity Center PPA Project #24-019 Stormwater Narrative Page 3 of 3 Water Quality Volume Summary – South System Pipe Gallery Filtration System Treatment Amount Total Impervious Area (SF) Total Site Required Volume (CF) (Imp. Area * (1.1”/12)*1.82) 21,623 3,607 Treatment System New Impervious Area (SF) Required Treatment Volume (CF)* Treatment Volume Provided (CF) Excess Volume (CF) Filtration System 21,623 3,607 4,893 1,286 3. Water Quality Requirement – The 1.1” volume with the 1.82 multiplier for filtration provided as shown in the above table. The water flows through a Contech Jellyfish water quality vault to meet the requirements of no net increase in TP or TSS. 4. 100-Year High Water Level (HWL) – The 100-year storm event HWL for the filtration system is: a. 857.44 feet for the north PaveDrain filtration system b. 856.34 feet for the south pipe gallery filtration system 5. Drawdown Time – Both filtration systems draw down in 72 hours according to the HydroCAD model. Sediment and Erosion Control Silt fence, catchbasin inserts and biologs will be placed within the site and along the perimeter of the disturbed construction area before construction to prevent sediment displacement from the site into the city street, storm sewer and construction stormwater management filtration systems. A rock construction entrance will be established, and site street sweeping performed throughout construction to address tracking from the site. Soil stockpiles will be covered when not used for more than 48 hours or temporarily seeded to prevent windblown sediment from transporting off- site. Permanent erosion control will consist of garden landscaping, seed, sod and pavement. Slopes and swales will be stabilized with a heavy-duty erosion control mat designed for the intended area. A SWPPP has been prepared and will be implemented for the project as the disturbance area is greater than one acre. An NPDES permit will be submitted for this project. EX1 46,259 1.062 49 22,191 0.509 98 68,450 1.571 65 EX2 864 0.020 49 1,452 0.033 98 2,316 0.053 80 Total 47,123 1.082 49 23,643 0.543 98 70,766 1.625 65 P1 19,682 0.452 49 19,462 0.447 98 39,144 0.899 73 P2 6,779 0.156 49 21,623 0.496 98 28,402 0.652 86 P3 1,482 0.034 49 1,738 0.040 98 3,220 0.074 75 Total 27,943 0.641 49 42,823 0.983 98 70,766 1.625 79 Storm Event 2-Year 10-Year 100-Year 100-Yr 10-Day Crit Beard Ave (1E)1.37 4.23 12.22 2.55 Storm Event Existing Proposed Brooklyn Blvd (2E)0.14 0.28 0.59 0.10 2-Year 1.51 1.41 10-Year 4.51 1.58 100-Year 12.81 4.62 Storm Event 2-Year 10-Year 100-Year 100-Yr 10-Day Crit 100-Yr 10-Day Crit 2.65 1.40 Beard Ave (1R)0.63 0.63 2.81 0.63 Brooklyn Blvd (2R)0.78 0.95 1.81 0.77 4,142 4,893 3,247 3,607 895 1,286 Proposed Runoff Rates (CFS) Rate Summary Table (CFS) Total Site Provided Volume (CF)= Total Site Required Volume (CF)= Total Site Excess Volume (CF)= Treatment System Stormwater Management BMP Provided Treatment Volume (CF) 2P (P2)UG Pipe Gallery 4,893 Water Quality Volume (CMP) Treatement Amount Total Impervious Area (SF) Total Site Required Imp. Area * ((1.1"/12)*1.82)21,623 3,607 CN Value Impervious Area [SF] Total Site Provided Volume Existing Runoff Rates (CFS) Total Site Required Volume Provided Treatment Volume (CF) Water Quality Volume (Pavedrain) 1P (P1)Pavedrain with Rock Storage 4,142 Treatement Amount Total Impervious Area (SF) Total Site Required Volume (CF) Imp. Area * ((1.1"/12)*1.82) 19,462 3,247 CAPI Expansion PN: 24-019 Date: 1/31/25 Drainage Area Pervious Area [SF] Pervious Area [AC] Existing Conditions Total Area [SF]Impervious Area [AC]CN ValueImpervious Area [SF]CN Value Total Site Excess Volume Treatment System Stormwater Management BMP Proposed Conditions CN ValuePervious Area [AC] Impervious Area [AC] CN Value Total Area [AC] Total Area [AC]Total Area [SF] CN ValueDrainage Area Pervious Area [SF] Legend Runoff to city sewer in Beard Ave Runoff to city sewer in Brooklyn Blvd Impervious Area Legend Runoff to Pavedrain System. Pavedrain discharges to Beard Ave storm sewer Runoff to CMP System. CMP discharges to Brooklyn Blvd storm sewer Direct runoff to Brooklyn Blvd storm sewer Impervious Area Existing Proposed EX1 Existing Buildign, Parking Lot, and Grass Lots EX2 West Boulevard P1 North Site P2 South Site P3 West Boulevard 1E Runoff to Beard Ave City Storm Sewer 1R Runoff to Beard Ave City Storm Sewer 2E Runoff to Brooklyn Blvd City Storm Sewer 2R Runoff to Brooklyn Blvd City Storm Sewer 1P Pavedrain w Jellyfish 2P SE CMP w Jellyfish Routing Diagram for CAPI Stormwater Prepared by Pierce Pini and Associates, Printed 1/30/2025 HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 2HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 1.723 49 50-75% Grass cover, Fair, HSG A (EX1, EX2, P1, P2, P3) 1.526 98 Paved parking, HSG A (EX1, EX2, P1, P2, P3) 3.249 72 TOTAL AREA CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 3HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 3.249 HSG A EX1, EX2, P1, P2, P3 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 3.249 TOTAL AREA CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 4HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 853.82 853.50 44.0 0.0073 0.012 12.0 0.0 0.0 2 1P 856.50 856.40 5.0 0.0200 0.010 12.0 0.0 0.0 3 2P 852.20 852.00 7.0 0.0286 0.012 12.0 0.0 0.0 4 2P 855.50 855.34 32.0 0.0050 0.012 8.0 0.0 0.0 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 5HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,450 sf 32.42% Impervious Runoff Depth=0.44"Subcatchment EX1: Existing Buildign, Tc=6.0 min CN=65 Runoff=1.37 cfs 0.058 af Runoff Area=2,316 sf 62.69% Impervious Runoff Depth=1.15"Subcatchment EX2: West Boulevard Tc=6.0 min CN=80 Runoff=0.14 cfs 0.005 af Runoff Area=39,144 sf 49.72% Impervious Runoff Depth=0.77"Subcatchment P1: North Site Tc=6.0 min CN=73 Runoff=1.56 cfs 0.058 af Runoff Area=28,402 sf 76.13% Impervious Runoff Depth=1.54"Subcatchment P2: South Site Tc=6.0 min CN=86 Runoff=2.28 cfs 0.084 af Runoff Area=3,220 sf 53.98% Impervious Runoff Depth=0.87"Subcatchment P3: West Boulevard Tc=6.0 min CN=75 Runoff=0.15 cfs 0.005 af Inflow=1.37 cfs 0.058 afReach 1E: Runoff to Beard Ave City Storm Sewer Outflow=1.37 cfs 0.058 af Inflow=0.63 cfs 0.058 afReach 1R: Runoff to Beard Ave City Storm Sewer Outflow=0.63 cfs 0.058 af Inflow=0.14 cfs 0.005 afReach 2E: Runoff to Brooklyn Blvd City Storm Sewer Outflow=0.14 cfs 0.005 af Inflow=0.78 cfs 0.089 afReach 2R: Runoff to Brooklyn Blvd City Storm Sewer Outflow=0.78 cfs 0.089 af Peak Elev=854.35' Storage=581 cf Inflow=1.56 cfs 0.058 afPond 1P: Pavedrain w Jellyfish Outflow=0.63 cfs 0.058 af Peak Elev=853.35' Storage=952 cf Inflow=2.28 cfs 0.084 afPond 2P: SE CMP w Jellyfish Outflow=0.63 cfs 0.084 af Total Runoff Area = 3.249 ac Runoff Volume = 0.210 af Average Runoff Depth = 0.78" 53.04% Pervious = 1.723 ac 46.96% Impervious = 1.526 ac MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 6HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff = 1.37 cfs @ 12.15 hrs, Volume= 0.058 af, Depth= 0.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 2-Year Rainfall=2.86" Area (sf)CN Description 46,259 49 50-75% Grass cover, Fair, HSG A 22,191 98 Paved parking, HSG A 68,450 65 Weighted Average 46,259 67.58% Pervious Area 22,191 32.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 MSE 24-hr 1 2-Year Rainfall=2.86" Runoff Area=68,450 sf Runoff Volume=0.058 af Runoff Depth=0.44" Tc=6.0 min CN=65 1.37 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 7HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.01 0.00 0.00 3.00 0.02 0.00 0.00 4.00 0.04 0.00 0.00 5.00 0.06 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.12 0.00 0.00 8.00 0.16 0.00 0.00 9.00 0.20 0.00 0.00 10.00 0.27 0.00 0.00 11.00 0.41 0.00 0.00 12.00 1.29 0.01 0.04 13.00 2.45 0.28 0.15 14.00 2.59 0.33 0.05 15.00 2.66 0.36 0.05 16.00 2.70 0.38 0.02 17.00 2.74 0.39 0.02 18.00 2.77 0.41 0.02 19.00 2.80 0.42 0.02 20.00 2.82 0.43 0.01 21.00 2.84 0.43 0.01 22.00 2.85 0.44 0.01 23.00 2.86 0.44 0.00 24.00 2.86 0.44 0.00 25.00 2.86 0.44 0.00 26.00 2.86 0.44 0.00 27.00 2.86 0.44 0.00 28.00 2.86 0.44 0.00 29.00 2.86 0.44 0.00 30.00 2.86 0.44 0.00 31.00 2.86 0.44 0.00 32.00 2.86 0.44 0.00 33.00 2.86 0.44 0.00 34.00 2.86 0.44 0.00 35.00 2.86 0.44 0.00 36.00 2.86 0.44 0.00 37.00 2.86 0.44 0.00 38.00 2.86 0.44 0.00 39.00 2.86 0.44 0.00 40.00 2.86 0.44 0.00 41.00 2.86 0.44 0.00 42.00 2.86 0.44 0.00 43.00 2.86 0.44 0.00 44.00 2.86 0.44 0.00 45.00 2.86 0.44 0.00 46.00 2.86 0.44 0.00 47.00 2.86 0.44 0.00 48.00 2.86 0.44 0.00 49.00 2.86 0.44 0.00 50.00 2.86 0.44 0.00 51.00 2.86 0.44 0.00 52.00 2.86 0.44 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 2.86 0.44 0.00 54.00 2.86 0.44 0.00 55.00 2.86 0.44 0.00 56.00 2.86 0.44 0.00 57.00 2.86 0.44 0.00 58.00 2.86 0.44 0.00 59.00 2.86 0.44 0.00 60.00 2.86 0.44 0.00 61.00 2.86 0.44 0.00 62.00 2.86 0.44 0.00 63.00 2.86 0.44 0.00 64.00 2.86 0.44 0.00 65.00 2.86 0.44 0.00 66.00 2.86 0.44 0.00 67.00 2.86 0.44 0.00 68.00 2.86 0.44 0.00 69.00 2.86 0.44 0.00 70.00 2.86 0.44 0.00 71.00 2.86 0.44 0.00 72.00 2.86 0.44 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 8HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: West Boulevard Runoff = 0.14 cfs @ 12.14 hrs, Volume= 0.005 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 2-Year Rainfall=2.86" Area (sf)CN Description 864 49 50-75% Grass cover, Fair, HSG A 1,452 98 Paved parking, HSG A 2,316 80 Weighted Average 864 37.31% Pervious Area 1,452 62.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 1 2-Year Rainfall=2.86" Runoff Area=2,316 sf Runoff Volume=0.005 af Runoff Depth=1.15" Tc=6.0 min CN=80 0.14 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 9HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.01 0.00 0.00 3.00 0.02 0.00 0.00 4.00 0.04 0.00 0.00 5.00 0.06 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.12 0.00 0.00 8.00 0.16 0.00 0.00 9.00 0.20 0.00 0.00 10.00 0.27 0.00 0.00 11.00 0.41 0.00 0.00 12.00 1.29 0.19 0.04 13.00 2.45 0.85 0.01 14.00 2.59 0.95 0.00 15.00 2.66 1.00 0.00 16.00 2.70 1.03 0.00 17.00 2.74 1.06 0.00 18.00 2.77 1.08 0.00 19.00 2.80 1.10 0.00 20.00 2.82 1.12 0.00 21.00 2.84 1.13 0.00 22.00 2.85 1.14 0.00 23.00 2.86 1.14 0.00 24.00 2.86 1.15 0.00 25.00 2.86 1.15 0.00 26.00 2.86 1.15 0.00 27.00 2.86 1.15 0.00 28.00 2.86 1.15 0.00 29.00 2.86 1.15 0.00 30.00 2.86 1.15 0.00 31.00 2.86 1.15 0.00 32.00 2.86 1.15 0.00 33.00 2.86 1.15 0.00 34.00 2.86 1.15 0.00 35.00 2.86 1.15 0.00 36.00 2.86 1.15 0.00 37.00 2.86 1.15 0.00 38.00 2.86 1.15 0.00 39.00 2.86 1.15 0.00 40.00 2.86 1.15 0.00 41.00 2.86 1.15 0.00 42.00 2.86 1.15 0.00 43.00 2.86 1.15 0.00 44.00 2.86 1.15 0.00 45.00 2.86 1.15 0.00 46.00 2.86 1.15 0.00 47.00 2.86 1.15 0.00 48.00 2.86 1.15 0.00 49.00 2.86 1.15 0.00 50.00 2.86 1.15 0.00 51.00 2.86 1.15 0.00 52.00 2.86 1.15 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 2.86 1.15 0.00 54.00 2.86 1.15 0.00 55.00 2.86 1.15 0.00 56.00 2.86 1.15 0.00 57.00 2.86 1.15 0.00 58.00 2.86 1.15 0.00 59.00 2.86 1.15 0.00 60.00 2.86 1.15 0.00 61.00 2.86 1.15 0.00 62.00 2.86 1.15 0.00 63.00 2.86 1.15 0.00 64.00 2.86 1.15 0.00 65.00 2.86 1.15 0.00 66.00 2.86 1.15 0.00 67.00 2.86 1.15 0.00 68.00 2.86 1.15 0.00 69.00 2.86 1.15 0.00 70.00 2.86 1.15 0.00 71.00 2.86 1.15 0.00 72.00 2.86 1.15 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 10HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Site Runoff = 1.56 cfs @ 12.14 hrs, Volume= 0.058 af, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 2-Year Rainfall=2.86" Area (sf)CN Description 19,682 49 50-75% Grass cover, Fair, HSG A 19,462 98 Paved parking, HSG A 39,144 73 Weighted Average 19,682 50.28% Pervious Area 19,462 49.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: North Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 MSE 24-hr 1 2-Year Rainfall=2.86" Runoff Area=39,144 sf Runoff Volume=0.058 af Runoff Depth=0.77" Tc=6.0 min CN=73 1.56 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 11HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1: North Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.01 0.00 0.00 3.00 0.02 0.00 0.00 4.00 0.04 0.00 0.00 5.00 0.06 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.12 0.00 0.00 8.00 0.16 0.00 0.00 9.00 0.20 0.00 0.00 10.00 0.27 0.00 0.00 11.00 0.41 0.00 0.00 12.00 1.29 0.07 0.34 13.00 2.45 0.54 0.13 14.00 2.59 0.61 0.04 15.00 2.66 0.66 0.04 16.00 2.70 0.68 0.02 17.00 2.74 0.70 0.02 18.00 2.77 0.72 0.02 19.00 2.80 0.73 0.01 20.00 2.82 0.75 0.01 21.00 2.84 0.76 0.01 22.00 2.85 0.77 0.01 23.00 2.86 0.77 0.00 24.00 2.86 0.77 0.00 25.00 2.86 0.77 0.00 26.00 2.86 0.77 0.00 27.00 2.86 0.77 0.00 28.00 2.86 0.77 0.00 29.00 2.86 0.77 0.00 30.00 2.86 0.77 0.00 31.00 2.86 0.77 0.00 32.00 2.86 0.77 0.00 33.00 2.86 0.77 0.00 34.00 2.86 0.77 0.00 35.00 2.86 0.77 0.00 36.00 2.86 0.77 0.00 37.00 2.86 0.77 0.00 38.00 2.86 0.77 0.00 39.00 2.86 0.77 0.00 40.00 2.86 0.77 0.00 41.00 2.86 0.77 0.00 42.00 2.86 0.77 0.00 43.00 2.86 0.77 0.00 44.00 2.86 0.77 0.00 45.00 2.86 0.77 0.00 46.00 2.86 0.77 0.00 47.00 2.86 0.77 0.00 48.00 2.86 0.77 0.00 49.00 2.86 0.77 0.00 50.00 2.86 0.77 0.00 51.00 2.86 0.77 0.00 52.00 2.86 0.77 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 2.86 0.77 0.00 54.00 2.86 0.77 0.00 55.00 2.86 0.77 0.00 56.00 2.86 0.77 0.00 57.00 2.86 0.77 0.00 58.00 2.86 0.77 0.00 59.00 2.86 0.77 0.00 60.00 2.86 0.77 0.00 61.00 2.86 0.77 0.00 62.00 2.86 0.77 0.00 63.00 2.86 0.77 0.00 64.00 2.86 0.77 0.00 65.00 2.86 0.77 0.00 66.00 2.86 0.77 0.00 67.00 2.86 0.77 0.00 68.00 2.86 0.77 0.00 69.00 2.86 0.77 0.00 70.00 2.86 0.77 0.00 71.00 2.86 0.77 0.00 72.00 2.86 0.77 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 12HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: South Site Runoff = 2.28 cfs @ 12.13 hrs, Volume= 0.084 af, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 2-Year Rainfall=2.86" Area (sf)CN Description 6,779 49 50-75% Grass cover, Fair, HSG A 21,623 98 Paved parking, HSG A 28,402 86 Weighted Average 6,779 23.87% Pervious Area 21,623 76.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: South Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 MSE 24-hr 1 2-Year Rainfall=2.86" Runoff Area=28,402 sf Runoff Volume=0.084 af Runoff Depth=1.54" Tc=6.0 min CN=86 2.28 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 13HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P2: South Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.01 0.00 0.00 3.00 0.02 0.00 0.00 4.00 0.04 0.00 0.00 5.00 0.06 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.12 0.00 0.00 8.00 0.16 0.00 0.00 9.00 0.20 0.00 0.00 10.00 0.27 0.00 0.00 11.00 0.41 0.00 0.01 12.00 1.29 0.36 0.87 13.00 2.45 1.20 0.14 14.00 2.59 1.31 0.05 15.00 2.66 1.38 0.04 16.00 2.70 1.41 0.02 17.00 2.74 1.44 0.02 18.00 2.77 1.47 0.02 19.00 2.80 1.49 0.01 20.00 2.82 1.51 0.01 21.00 2.84 1.52 0.01 22.00 2.85 1.53 0.01 23.00 2.86 1.54 0.00 24.00 2.86 1.54 0.00 25.00 2.86 1.54 0.00 26.00 2.86 1.54 0.00 27.00 2.86 1.54 0.00 28.00 2.86 1.54 0.00 29.00 2.86 1.54 0.00 30.00 2.86 1.54 0.00 31.00 2.86 1.54 0.00 32.00 2.86 1.54 0.00 33.00 2.86 1.54 0.00 34.00 2.86 1.54 0.00 35.00 2.86 1.54 0.00 36.00 2.86 1.54 0.00 37.00 2.86 1.54 0.00 38.00 2.86 1.54 0.00 39.00 2.86 1.54 0.00 40.00 2.86 1.54 0.00 41.00 2.86 1.54 0.00 42.00 2.86 1.54 0.00 43.00 2.86 1.54 0.00 44.00 2.86 1.54 0.00 45.00 2.86 1.54 0.00 46.00 2.86 1.54 0.00 47.00 2.86 1.54 0.00 48.00 2.86 1.54 0.00 49.00 2.86 1.54 0.00 50.00 2.86 1.54 0.00 51.00 2.86 1.54 0.00 52.00 2.86 1.54 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 2.86 1.54 0.00 54.00 2.86 1.54 0.00 55.00 2.86 1.54 0.00 56.00 2.86 1.54 0.00 57.00 2.86 1.54 0.00 58.00 2.86 1.54 0.00 59.00 2.86 1.54 0.00 60.00 2.86 1.54 0.00 61.00 2.86 1.54 0.00 62.00 2.86 1.54 0.00 63.00 2.86 1.54 0.00 64.00 2.86 1.54 0.00 65.00 2.86 1.54 0.00 66.00 2.86 1.54 0.00 67.00 2.86 1.54 0.00 68.00 2.86 1.54 0.00 69.00 2.86 1.54 0.00 70.00 2.86 1.54 0.00 71.00 2.86 1.54 0.00 72.00 2.86 1.54 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 14HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: West Boulevard Runoff = 0.15 cfs @ 12.14 hrs, Volume= 0.005 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 2-Year Rainfall=2.86" Area (sf)CN Description 1,482 49 50-75% Grass cover, Fair, HSG A 1,738 98 Paved parking, HSG A 3,220 75 Weighted Average 1,482 46.02% Pervious Area 1,738 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 1 2-Year Rainfall=2.86" Runoff Area=3,220 sf Runoff Volume=0.005 af Runoff Depth=0.87" Tc=6.0 min CN=75 0.15 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 15HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P3: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 2.00 0.01 0.00 0.00 3.00 0.02 0.00 0.00 4.00 0.04 0.00 0.00 5.00 0.06 0.00 0.00 6.00 0.09 0.00 0.00 7.00 0.12 0.00 0.00 8.00 0.16 0.00 0.00 9.00 0.20 0.00 0.00 10.00 0.27 0.00 0.00 11.00 0.41 0.00 0.00 12.00 1.29 0.10 0.04 13.00 2.45 0.62 0.01 14.00 2.59 0.70 0.00 15.00 2.66 0.75 0.00 16.00 2.70 0.77 0.00 17.00 2.74 0.79 0.00 18.00 2.77 0.81 0.00 19.00 2.80 0.83 0.00 20.00 2.82 0.84 0.00 21.00 2.84 0.85 0.00 22.00 2.85 0.86 0.00 23.00 2.86 0.87 0.00 24.00 2.86 0.87 0.00 25.00 2.86 0.87 0.00 26.00 2.86 0.87 0.00 27.00 2.86 0.87 0.00 28.00 2.86 0.87 0.00 29.00 2.86 0.87 0.00 30.00 2.86 0.87 0.00 31.00 2.86 0.87 0.00 32.00 2.86 0.87 0.00 33.00 2.86 0.87 0.00 34.00 2.86 0.87 0.00 35.00 2.86 0.87 0.00 36.00 2.86 0.87 0.00 37.00 2.86 0.87 0.00 38.00 2.86 0.87 0.00 39.00 2.86 0.87 0.00 40.00 2.86 0.87 0.00 41.00 2.86 0.87 0.00 42.00 2.86 0.87 0.00 43.00 2.86 0.87 0.00 44.00 2.86 0.87 0.00 45.00 2.86 0.87 0.00 46.00 2.86 0.87 0.00 47.00 2.86 0.87 0.00 48.00 2.86 0.87 0.00 49.00 2.86 0.87 0.00 50.00 2.86 0.87 0.00 51.00 2.86 0.87 0.00 52.00 2.86 0.87 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 2.86 0.87 0.00 54.00 2.86 0.87 0.00 55.00 2.86 0.87 0.00 56.00 2.86 0.87 0.00 57.00 2.86 0.87 0.00 58.00 2.86 0.87 0.00 59.00 2.86 0.87 0.00 60.00 2.86 0.87 0.00 61.00 2.86 0.87 0.00 62.00 2.86 0.87 0.00 63.00 2.86 0.87 0.00 64.00 2.86 0.87 0.00 65.00 2.86 0.87 0.00 66.00 2.86 0.87 0.00 67.00 2.86 0.87 0.00 68.00 2.86 0.87 0.00 69.00 2.86 0.87 0.00 70.00 2.86 0.87 0.00 71.00 2.86 0.87 0.00 72.00 2.86 0.87 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 16HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1E: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.571 ac, 32.42% Impervious, Inflow Depth = 0.44" for 2-Year event Inflow = 1.37 cfs @ 12.15 hrs, Volume= 0.058 af Outflow = 1.37 cfs @ 12.15 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1E: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=1.571 ac 1.37 cfs 1.37 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 17HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1E: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.04 0.04 13.00 0.15 0.15 14.00 0.05 0.05 15.00 0.05 0.05 16.00 0.02 0.02 17.00 0.02 0.02 18.00 0.02 0.02 19.00 0.02 0.02 20.00 0.01 0.01 21.00 0.01 0.01 22.00 0.01 0.01 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 18HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.899 ac, 49.72% Impervious, Inflow Depth = 0.77" for 2-Year event Inflow = 0.63 cfs @ 12.20 hrs, Volume= 0.058 af Outflow = 0.63 cfs @ 12.20 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1R: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.899 ac 0.63 cfs 0.63 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 19HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.13 0.13 13.00 0.21 0.21 14.00 0.04 0.04 15.00 0.04 0.04 16.00 0.02 0.02 17.00 0.02 0.02 18.00 0.02 0.02 19.00 0.01 0.01 20.00 0.01 0.01 21.00 0.01 0.01 22.00 0.01 0.01 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 20HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.053 ac, 62.69% Impervious, Inflow Depth = 1.15" for 2-Year event Inflow = 0.14 cfs @ 12.14 hrs, Volume= 0.005 af Outflow = 0.14 cfs @ 12.14 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.053 ac 0.14 cfs 0.14 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 21HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.04 0.04 13.00 0.01 0.01 14.00 0.00 0.00 15.00 0.00 0.00 16.00 0.00 0.00 17.00 0.00 0.00 18.00 0.00 0.00 19.00 0.00 0.00 20.00 0.00 0.00 21.00 0.00 0.00 22.00 0.00 0.00 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 22HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.726 ac, 73.88% Impervious, Inflow Depth = 1.47" for 2-Year event Inflow = 0.78 cfs @ 12.14 hrs, Volume= 0.089 af Outflow = 0.78 cfs @ 12.14 hrs, Volume= 0.089 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.726 ac 0.78 cfs 0.78 cfs MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 23HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.01 0.01 12.00 0.64 0.64 13.00 0.64 0.64 14.00 0.05 0.05 15.00 0.04 0.04 16.00 0.02 0.02 17.00 0.02 0.02 18.00 0.02 0.02 19.00 0.01 0.01 20.00 0.01 0.01 21.00 0.01 0.01 22.00 0.01 0.01 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 24HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Pavedrain w Jellyfish Inflow Area = 0.899 ac, 49.72% Impervious, Inflow Depth = 0.77" for 2-Year event Inflow = 1.56 cfs @ 12.14 hrs, Volume= 0.058 af Outflow = 0.63 cfs @ 12.20 hrs, Volume= 0.058 af, Atten= 60%, Lag= 3.3 min Primary = 0.63 cfs @ 12.20 hrs, Volume= 0.058 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 854.35' @ 12.29 hrs Surf.Area= 4,142 sf Storage= 581 cf Plug-Flow detention time= 10.0 min calculated for 0.058 af (100% of inflow) Center-of-Mass det. time= 10.0 min ( 815.4 - 805.3 ) Volume Invert Avail.Storage Storage Description #1B 854.00' 6,634 cf 58.75'W x 70.50'L x 4.47'H Field B 18,500 cf Overall - 1,916 cf Embedded = 16,584 cf x 40.0% Voids #2B 858.00' 428 cf PaveDrain S6-45 x 4480 Inside #1 Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 4480 Chambers in 64 Rows 7,061 cf Total Available Storage Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 853.82'12.0" Round Culvert L= 44.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 853.82' / 853.50' S= 0.0073 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 856.50'12.0" Round PVC Overflow Outlet L= 5.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 856.50' / 856.40' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 854.00'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=0.63 cfs @ 12.20 hrs HW=854.32' (Free Discharge) 1=Culvert (Passes 0.63 cfs of 0.81 cfs potential flow) 2=PVC Overflow Outlet ( Controls 0.00 cfs) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 25HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish - Chamber Wizard Field B Chamber Model = PaveDrain S6-45 (PaveDrain 12x12 Block with gap storage) Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 12.0" Wide - 1.0" Nesting = 11.0" C-C Row Spacing 70 Chambers/Row x 1.00' Long = 70.00' Row Length +0.50' Row Offset = 70.50' Base Length 64 Rows x 12.0" Wide - 1.0" Nesting x 63 = 58.75' Base Width 48.0" Base + 5.6" Chamber Height = 4.47' Field Height 4,480 Chambers x 0.1 cf = 427.8 cf Chamber Storage 4,480 Chambers x 0.4 cf = 1,916.4 cf Displacement 18,500.4 cf Field - 1,916.4 cf Chambers = 16,583.9 cf Stone x 40.0% Voids = 6,633.6 cf Stone Storage Chamber Storage + Stone Storage = 7,061.3 cf = 0.162 af Overall Storage Efficiency = 38.2% Overall System Size = 70.50' x 58.75' x 4.47' 4,480 Chambers 685.2 cy Field 614.2 cy Stone MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 26HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.899 ac Peak Elev=854.35' Storage=581 cf 1.56 cfs 0.63 cfs Pond 1P: Pavedrain w Jellyfish Primary Stage-Discharge Discharge (cfs) 543210 El e v a t i o n ( f e e t ) 858 857 856 855 854 PVC Overflow Outlet Jellyfish JF6 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 27HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 858 857 856 855 854 Field B PaveDrain S6-45 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 28HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: Pavedrain w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 854.00 0.00 2.50 0.00 0 854.00 0.00 5.00 0.00 0 854.00 0.00 7.50 0.00 0 854.00 0.00 10.00 0.00 0 854.00 0.00 12.50 0.30 424 854.26 0.61 15.00 0.04 15 854.01 0.04 17.50 0.02 7 854.00 0.02 20.00 0.01 4 854.00 0.01 22.50 0.00 2 854.00 0.00 25.00 0.00 0 854.00 0.00 27.50 0.00 0 854.00 0.00 30.00 0.00 0 854.00 0.00 32.50 0.00 0 854.00 0.00 35.00 0.00 0 854.00 0.00 37.50 0.00 0 854.00 0.00 40.00 0.00 0 854.00 0.00 42.50 0.00 0 854.00 0.00 45.00 0.00 0 854.00 0.00 47.50 0.00 0 854.00 0.00 50.00 0.00 0 854.00 0.00 52.50 0.00 0 854.00 0.00 55.00 0.00 0 854.00 0.00 57.50 0.00 0 854.00 0.00 60.00 0.00 0 854.00 0.00 62.50 0.00 0 854.00 0.00 65.00 0.00 0 854.00 0.00 67.50 0.00 0 854.00 0.00 70.00 0.00 0 854.00 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 29HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Primary (cfs) 854.00 0.00 854.05 0.20 854.10 0.29 854.15 0.39 854.20 0.51 854.25 0.63 854.30 0.63 854.35 0.63 854.40 0.63 854.45 0.63 854.50 0.63 854.55 0.63 854.60 0.63 854.65 0.63 854.70 0.63 854.75 0.63 854.80 0.63 854.85 0.63 854.90 0.63 854.95 0.63 855.00 0.63 855.05 0.63 855.10 0.63 855.15 0.63 855.20 0.63 855.25 0.63 855.30 0.63 855.35 0.63 855.40 0.63 855.45 0.63 855.50 0.63 855.55 0.63 855.60 0.63 855.65 0.63 855.70 0.63 855.75 0.63 855.80 0.63 855.85 0.63 855.90 0.63 855.95 0.63 856.00 0.63 856.05 0.63 856.10 0.63 856.15 0.63 856.20 0.63 856.25 0.63 856.30 0.63 856.35 0.63 856.40 0.63 856.45 0.63 856.50 0.63 856.55 0.64 856.60 0.67 Elevation (feet) Primary (cfs) 856.65 0.73 856.70 0.80 856.75 0.88 856.80 0.97 856.85 1.07 856.90 1.18 856.95 1.30 857.00 1.43 857.05 1.57 857.10 1.72 857.15 1.87 857.20 2.02 857.25 2.19 857.30 2.35 857.35 2.52 857.40 2.69 857.45 2.85 857.50 3.02 857.55 3.19 857.60 3.35 857.65 3.50 857.70 3.64 857.75 3.77 857.80 3.88 857.85 3.98 857.90 4.16 857.95 4.32 858.00 4.41 858.05 4.51 858.10 4.60 858.15 4.69 858.20 4.77 858.25 4.86 858.30 4.94 858.35 5.02 858.40 5.10 858.45 5.18 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 30HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Storage (cubic-feet) 854.00 0 854.05 83 854.10 166 854.15 249 854.20 331 854.25 414 854.30 497 854.35 580 854.40 663 854.45 746 854.50 828 854.55 911 854.60 994 854.65 1,077 854.70 1,160 854.75 1,243 854.80 1,325 854.85 1,408 854.90 1,491 854.95 1,574 855.00 1,657 855.05 1,740 855.10 1,822 855.15 1,905 855.20 1,988 855.25 2,071 855.30 2,154 855.35 2,237 855.40 2,319 855.45 2,402 855.50 2,485 855.55 2,568 855.60 2,651 855.65 2,734 855.70 2,816 855.75 2,899 855.80 2,982 855.85 3,065 855.90 3,148 855.95 3,231 856.00 3,314 856.05 3,396 856.10 3,479 856.15 3,562 856.20 3,645 856.25 3,728 856.30 3,811 856.35 3,893 856.40 3,976 856.45 4,059 856.50 4,142 856.55 4,225 856.60 4,308 Elevation (feet) Storage (cubic-feet) 856.65 4,390 856.70 4,473 856.75 4,556 856.80 4,639 856.85 4,722 856.90 4,805 856.95 4,887 857.00 4,970 857.05 5,053 857.10 5,136 857.15 5,219 857.20 5,302 857.25 5,384 857.30 5,467 857.35 5,550 857.40 5,633 857.45 5,716 857.50 5,799 857.55 5,881 857.60 5,964 857.65 6,047 857.70 6,130 857.75 6,213 857.80 6,296 857.85 6,378 857.90 6,461 857.95 6,544 858.00 6,627 858.05 6,742 858.10 6,848 858.15 6,939 858.20 7,005 858.25 7,022 858.30 7,031 858.35 7,040 858.40 7,049 858.45 7,058 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 31HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: SE CMP w Jellyfish Inflow Area = 0.652 ac, 76.13% Impervious, Inflow Depth = 1.54" for 2-Year event Inflow = 2.28 cfs @ 12.13 hrs, Volume= 0.084 af Outflow = 0.63 cfs @ 12.05 hrs, Volume= 0.084 af, Atten= 72%, Lag= 0.0 min Primary = 0.63 cfs @ 12.05 hrs, Volume= 0.084 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 853.35' @ 12.33 hrs Surf.Area= 2,596 sf Storage= 952 cf Plug-Flow detention time= 12.3 min calculated for 0.083 af (100% of inflow) Center-of-Mass det. time= 9.9 min ( 791.7 - 781.9 ) Volume Invert Avail.Storage Storage Description #1A 852.50'0 cf 22.00'W x 118.00'L x 4.00'H Field A 10,384 cf Overall - 6,082 cf Embedded = 4,302 cf x 0.0% Voids #2A 852.50' 6,082 cf CMP Round 48 x 20 Inside #1 Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 22.00' Header x 12.57 sf x 2 = 552.9 cf Inside 6,082 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 852.20'12.0" Round Culvert L= 7.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 852.20' / 852.00' S= 0.0286 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 855.50'8.0" Round Overflow Outlet L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 855.50' / 855.34' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf #3 Device 1 852.50'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=0.63 cfs @ 12.05 hrs HW=852.71' (Free Discharge) 1=Culvert (Passes 0.63 cfs of 0.97 cfs potential flow) 2=Overflow Outlet ( Controls 0.00 cfs) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 32HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish - Chamber Wizard Field A Chamber Model = CMP Round 48 (Round Corrugated Metal Pipe) Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +10.00' Row Adjustment +4.00' Header x 2 = 118.00' Row Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 = 22.00' Base Width 48.0" Chamber Height = 4.00' Field Height 20 Chambers x 251.3 cf +10.00' Row Adjustment x 12.57 sf x 4 Rows + 22.00' Header x 12.57 sf x 2 = 6,082.1 cf Chamber Storage 10,384.0 cf Field - 6,082.1 cf Chambers = 4,301.9 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 6,082.1 cf = 0.140 af Overall Storage Efficiency = 58.6% Overall System Size = 118.00' x 22.00' x 4.00' 20 Chambers 384.6 cy Field 159.3 cy Stone MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 33HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.652 ac Peak Elev=853.35' Storage=952 cf 2.28 cfs 0.63 cfs Pond 2P: SE CMP w Jellyfish Primary Stage-Discharge Discharge (cfs) 10 El e v a t i o n ( f e e t ) 856 855 854 853 Overflow Outlet Jellyfish JF6 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 34HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 856 855 854 853 Field A + CMP Round 48 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 35HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: SE CMP w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 852.50 0.00 2.50 0.00 0 852.50 0.00 5.00 0.00 0 852.50 0.00 7.50 0.00 0 852.50 0.00 10.00 0.00 0 852.50 0.00 12.50 0.34 849 853.29 0.63 15.00 0.04 1 852.50 0.04 17.50 0.02 0 852.50 0.02 20.00 0.01 0 852.50 0.01 22.50 0.00 0 852.50 0.00 25.00 0.00 0 852.50 0.00 27.50 0.00 0 852.50 0.00 30.00 0.00 0 852.50 0.00 32.50 0.00 0 852.50 0.00 35.00 0.00 0 852.50 0.00 37.50 0.00 0 852.50 0.00 40.00 0.00 0 852.50 0.00 42.50 0.00 0 852.50 0.00 45.00 0.00 0 852.50 0.00 47.50 0.00 0 852.50 0.00 50.00 0.00 0 852.50 0.00 52.50 0.00 0 852.50 0.00 55.00 0.00 0 852.50 0.00 57.50 0.00 0 852.50 0.00 60.00 0.00 0 852.50 0.00 62.50 0.00 0 852.50 0.00 65.00 0.00 0 852.50 0.00 67.50 0.00 0 852.50 0.00 70.00 0.00 0 852.50 0.00 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 36HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 2P: SE CMP w Jellyfish Elevation (feet) Primary (cfs) 852.50 0.00 852.52 0.42 852.54 0.47 852.56 0.52 852.58 0.57 852.60 0.63 852.62 0.63 852.64 0.63 852.66 0.63 852.68 0.63 852.70 0.63 852.72 0.63 852.74 0.63 852.76 0.63 852.78 0.63 852.80 0.63 852.82 0.63 852.84 0.63 852.86 0.63 852.88 0.63 852.90 0.63 852.92 0.63 852.94 0.63 852.96 0.63 852.98 0.63 853.00 0.63 853.02 0.63 853.04 0.63 853.06 0.63 853.08 0.63 853.10 0.63 853.12 0.63 853.14 0.63 853.16 0.63 853.18 0.63 853.20 0.63 853.22 0.63 853.24 0.63 853.26 0.63 853.28 0.63 853.30 0.63 853.32 0.63 853.34 0.63 853.36 0.63 853.38 0.63 853.40 0.63 853.42 0.63 853.44 0.63 853.46 0.63 853.48 0.63 853.50 0.63 853.52 0.63 853.54 0.63 Elevation (feet) Primary (cfs) 853.56 0.63 853.58 0.63 853.60 0.63 853.62 0.63 853.64 0.63 853.66 0.63 853.68 0.63 853.70 0.63 853.72 0.63 853.74 0.63 853.76 0.63 853.78 0.63 853.80 0.63 853.82 0.63 853.84 0.63 853.86 0.63 853.88 0.63 853.90 0.63 853.92 0.63 853.94 0.63 853.96 0.63 853.98 0.63 854.00 0.63 854.02 0.63 854.04 0.63 854.06 0.63 854.08 0.63 854.10 0.63 854.12 0.63 854.14 0.63 854.16 0.63 854.18 0.63 854.20 0.63 854.22 0.63 854.24 0.63 854.26 0.63 854.28 0.63 854.30 0.63 854.32 0.63 854.34 0.63 854.36 0.63 854.38 0.63 854.40 0.63 854.42 0.63 854.44 0.63 854.46 0.63 854.48 0.63 854.50 0.63 854.52 0.63 854.54 0.63 854.56 0.63 854.58 0.63 854.60 0.63 Elevation (feet) Primary (cfs) 854.62 0.63 854.64 0.63 854.66 0.63 854.68 0.63 854.70 0.63 854.72 0.63 854.74 0.63 854.76 0.63 854.78 0.63 854.80 0.63 854.82 0.63 854.84 0.63 854.86 0.63 854.88 0.63 854.90 0.63 854.92 0.63 854.94 0.63 854.96 0.63 854.98 0.63 855.00 0.63 855.02 0.63 855.04 0.63 855.06 0.63 855.08 0.63 855.10 0.63 855.12 0.63 855.14 0.63 855.16 0.63 855.18 0.63 855.20 0.63 855.22 0.63 855.24 0.63 855.26 0.63 855.28 0.63 855.30 0.63 855.32 0.63 855.34 0.63 855.36 0.63 855.38 0.63 855.40 0.63 855.42 0.63 855.44 0.63 855.46 0.63 855.48 0.63 855.50 0.63 855.52 0.63 855.54 0.63 855.56 0.64 855.58 0.65 855.60 0.65 855.62 0.67 855.64 0.68 855.66 0.69 Elevation (feet) Primary (cfs) 855.68 0.71 855.70 0.73 855.72 0.75 855.74 0.77 855.76 0.79 855.78 0.82 855.80 0.84 855.82 0.87 855.84 0.89 855.86 0.92 855.88 0.95 855.90 0.98 855.92 1.01 855.94 1.05 855.96 1.08 855.98 1.11 856.00 1.14 856.02 1.18 856.04 1.21 856.06 1.25 856.08 1.28 856.10 1.31 856.12 1.35 856.14 1.38 856.16 1.41 856.18 1.44 856.20 1.47 856.22 1.50 856.24 1.53 856.26 1.56 856.28 1.58 856.30 1.61 856.32 1.63 856.34 1.64 856.36 1.65 856.38 1.65 856.40 1.65 856.42 1.68 856.44 1.70 856.46 1.72 856.48 1.75 856.50 1.77 MSE 24-hr 1 2-Year Rainfall=2.86"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 37HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: SE CMP w Jellyfish Elevation (feet) Storage (cubic-feet) 852.50 0 852.55 14 852.60 40 852.65 74 852.70 114 852.75 158 852.80 207 852.85 260 852.90 317 852.95 376 853.00 439 853.05 504 853.10 572 853.15 642 853.20 715 853.25 789 853.30 866 853.35 944 853.40 1,024 853.45 1,106 853.50 1,189 853.55 1,274 853.60 1,359 853.65 1,446 853.70 1,535 853.75 1,624 853.80 1,714 853.85 1,805 853.90 1,897 853.95 1,990 854.00 2,083 854.05 2,177 854.10 2,272 854.15 2,367 854.20 2,462 854.25 2,558 854.30 2,655 854.35 2,751 854.40 2,848 854.45 2,944 854.50 3,041 854.55 3,138 854.60 3,235 854.65 3,331 854.70 3,428 854.75 3,524 854.80 3,620 854.85 3,715 854.90 3,810 854.95 3,905 855.00 3,999 855.05 4,092 855.10 4,185 Elevation (feet) Storage (cubic-feet) 855.15 4,277 855.20 4,368 855.25 4,458 855.30 4,548 855.35 4,636 855.40 4,723 855.45 4,809 855.50 4,893 855.55 4,976 855.60 5,058 855.65 5,138 855.70 5,216 855.75 5,293 855.80 5,367 855.85 5,440 855.90 5,510 855.95 5,578 856.00 5,643 856.05 5,706 856.10 5,766 856.15 5,822 856.20 5,875 856.25 5,924 856.30 5,968 856.35 6,008 856.40 6,042 856.45 6,068 856.50 6,082 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 38HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,450 sf 32.42% Impervious Runoff Depth=1.19"Subcatchment EX1: Existing Buildign, Tc=6.0 min CN=65 Runoff=4.23 cfs 0.156 af Runoff Area=2,316 sf 62.69% Impervious Runoff Depth=2.28"Subcatchment EX2: West Boulevard Tc=6.0 min CN=80 Runoff=0.28 cfs 0.010 af Runoff Area=39,144 sf 49.72% Impervious Runoff Depth=1.73"Subcatchment P1: North Site Tc=6.0 min CN=73 Runoff=3.57 cfs 0.130 af Runoff Area=28,402 sf 76.13% Impervious Runoff Depth=2.80"Subcatchment P2: South Site Tc=6.0 min CN=86 Runoff=4.04 cfs 0.152 af Runoff Area=3,220 sf 53.98% Impervious Runoff Depth=1.88"Subcatchment P3: West Boulevard Tc=6.0 min CN=75 Runoff=0.32 cfs 0.012 af Inflow=4.23 cfs 0.156 afReach 1E: Runoff to Beard Ave City Storm Sewer Outflow=4.23 cfs 0.156 af Inflow=0.63 cfs 0.130 afReach 1R: Runoff to Beard Ave City Storm Sewer Outflow=0.63 cfs 0.130 af Inflow=0.28 cfs 0.010 afReach 2E: Runoff to Brooklyn Blvd City Storm Sewer Outflow=0.28 cfs 0.010 af Inflow=0.95 cfs 0.164 afReach 2R: Runoff to Brooklyn Blvd City Storm Sewer Outflow=0.95 cfs 0.164 af Peak Elev=855.32' Storage=2,194 cf Inflow=3.57 cfs 0.130 afPond 1P: Pavedrain w Jellyfish Outflow=0.63 cfs 0.130 af Peak Elev=854.24' Storage=2,547 cf Inflow=4.04 cfs 0.152 afPond 2P: SE CMP w Jellyfish Outflow=0.63 cfs 0.153 af Total Runoff Area = 3.249 ac Runoff Volume = 0.460 af Average Runoff Depth = 1.70" 53.04% Pervious = 1.723 ac 46.96% Impervious = 1.526 ac MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 39HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff = 4.23 cfs @ 12.14 hrs, Volume= 0.156 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 10-Year Rainfall=4.28" Area (sf)CN Description 46,259 49 50-75% Grass cover, Fair, HSG A 22,191 98 Paved parking, HSG A 68,450 65 Weighted Average 46,259 67.58% Pervious Area 22,191 32.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 1 10-Year Rainfall=4.28" Runoff Area=68,450 sf Runoff Volume=0.156 af Runoff Depth=1.19" Tc=6.0 min CN=65 4.23 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 40HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.06 0.00 0.00 5.00 0.10 0.00 0.00 6.00 0.13 0.00 0.00 7.00 0.18 0.00 0.00 8.00 0.23 0.00 0.00 9.00 0.29 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.62 0.00 0.00 12.00 1.93 0.12 0.96 13.00 3.66 0.84 0.35 14.00 3.87 0.95 0.11 15.00 3.99 1.02 0.10 16.00 4.05 1.06 0.05 17.00 4.10 1.09 0.05 18.00 4.15 1.11 0.04 19.00 4.18 1.14 0.03 20.00 4.22 1.16 0.03 21.00 4.24 1.17 0.02 22.00 4.26 1.18 0.02 23.00 4.27 1.19 0.01 24.00 4.28 1.19 0.00 25.00 4.28 1.19 0.00 26.00 4.28 1.19 0.00 27.00 4.28 1.19 0.00 28.00 4.28 1.19 0.00 29.00 4.28 1.19 0.00 30.00 4.28 1.19 0.00 31.00 4.28 1.19 0.00 32.00 4.28 1.19 0.00 33.00 4.28 1.19 0.00 34.00 4.28 1.19 0.00 35.00 4.28 1.19 0.00 36.00 4.28 1.19 0.00 37.00 4.28 1.19 0.00 38.00 4.28 1.19 0.00 39.00 4.28 1.19 0.00 40.00 4.28 1.19 0.00 41.00 4.28 1.19 0.00 42.00 4.28 1.19 0.00 43.00 4.28 1.19 0.00 44.00 4.28 1.19 0.00 45.00 4.28 1.19 0.00 46.00 4.28 1.19 0.00 47.00 4.28 1.19 0.00 48.00 4.28 1.19 0.00 49.00 4.28 1.19 0.00 50.00 4.28 1.19 0.00 51.00 4.28 1.19 0.00 52.00 4.28 1.19 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 4.28 1.19 0.00 54.00 4.28 1.19 0.00 55.00 4.28 1.19 0.00 56.00 4.28 1.19 0.00 57.00 4.28 1.19 0.00 58.00 4.28 1.19 0.00 59.00 4.28 1.19 0.00 60.00 4.28 1.19 0.00 61.00 4.28 1.19 0.00 62.00 4.28 1.19 0.00 63.00 4.28 1.19 0.00 64.00 4.28 1.19 0.00 65.00 4.28 1.19 0.00 66.00 4.28 1.19 0.00 67.00 4.28 1.19 0.00 68.00 4.28 1.19 0.00 69.00 4.28 1.19 0.00 70.00 4.28 1.19 0.00 71.00 4.28 1.19 0.00 72.00 4.28 1.19 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 41HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: West Boulevard Runoff = 0.28 cfs @ 12.13 hrs, Volume= 0.010 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 10-Year Rainfall=4.28" Area (sf)CN Description 864 49 50-75% Grass cover, Fair, HSG A 1,452 98 Paved parking, HSG A 2,316 80 Weighted Average 864 37.31% Pervious Area 1,452 62.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 1 10-Year Rainfall=4.28" Runoff Area=2,316 sf Runoff Volume=0.010 af Runoff Depth=2.28" Tc=6.0 min CN=80 0.28 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 42HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.06 0.00 0.00 5.00 0.10 0.00 0.00 6.00 0.13 0.00 0.00 7.00 0.18 0.00 0.00 8.00 0.23 0.00 0.00 9.00 0.29 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.62 0.01 0.00 12.00 1.93 0.52 0.10 13.00 3.66 1.77 0.02 14.00 3.87 1.94 0.01 15.00 3.99 2.03 0.00 16.00 4.05 2.08 0.00 17.00 4.10 2.12 0.00 18.00 4.15 2.16 0.00 19.00 4.18 2.19 0.00 20.00 4.22 2.22 0.00 21.00 4.24 2.24 0.00 22.00 4.26 2.26 0.00 23.00 4.27 2.27 0.00 24.00 4.28 2.28 0.00 25.00 4.28 2.28 0.00 26.00 4.28 2.28 0.00 27.00 4.28 2.28 0.00 28.00 4.28 2.28 0.00 29.00 4.28 2.28 0.00 30.00 4.28 2.28 0.00 31.00 4.28 2.28 0.00 32.00 4.28 2.28 0.00 33.00 4.28 2.28 0.00 34.00 4.28 2.28 0.00 35.00 4.28 2.28 0.00 36.00 4.28 2.28 0.00 37.00 4.28 2.28 0.00 38.00 4.28 2.28 0.00 39.00 4.28 2.28 0.00 40.00 4.28 2.28 0.00 41.00 4.28 2.28 0.00 42.00 4.28 2.28 0.00 43.00 4.28 2.28 0.00 44.00 4.28 2.28 0.00 45.00 4.28 2.28 0.00 46.00 4.28 2.28 0.00 47.00 4.28 2.28 0.00 48.00 4.28 2.28 0.00 49.00 4.28 2.28 0.00 50.00 4.28 2.28 0.00 51.00 4.28 2.28 0.00 52.00 4.28 2.28 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 4.28 2.28 0.00 54.00 4.28 2.28 0.00 55.00 4.28 2.28 0.00 56.00 4.28 2.28 0.00 57.00 4.28 2.28 0.00 58.00 4.28 2.28 0.00 59.00 4.28 2.28 0.00 60.00 4.28 2.28 0.00 61.00 4.28 2.28 0.00 62.00 4.28 2.28 0.00 63.00 4.28 2.28 0.00 64.00 4.28 2.28 0.00 65.00 4.28 2.28 0.00 66.00 4.28 2.28 0.00 67.00 4.28 2.28 0.00 68.00 4.28 2.28 0.00 69.00 4.28 2.28 0.00 70.00 4.28 2.28 0.00 71.00 4.28 2.28 0.00 72.00 4.28 2.28 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 43HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Site Runoff = 3.57 cfs @ 12.14 hrs, Volume= 0.130 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 10-Year Rainfall=4.28" Area (sf)CN Description 19,682 49 50-75% Grass cover, Fair, HSG A 19,462 98 Paved parking, HSG A 39,144 73 Weighted Average 19,682 50.28% Pervious Area 19,462 49.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: North Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 1 10-Year Rainfall=4.28" Runoff Area=39,144 sf Runoff Volume=0.130 af Runoff Depth=1.73" Tc=6.0 min CN=73 3.57 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 44HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1: North Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.06 0.00 0.00 5.00 0.10 0.00 0.00 6.00 0.13 0.00 0.00 7.00 0.18 0.00 0.00 8.00 0.23 0.00 0.00 9.00 0.29 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.62 0.00 0.00 12.00 1.93 0.29 1.15 13.00 3.66 1.29 0.25 14.00 3.87 1.44 0.08 15.00 3.99 1.52 0.07 16.00 4.05 1.56 0.04 17.00 4.10 1.60 0.03 18.00 4.15 1.63 0.03 19.00 4.18 1.66 0.02 20.00 4.22 1.68 0.02 21.00 4.24 1.70 0.02 22.00 4.26 1.72 0.01 23.00 4.27 1.73 0.01 24.00 4.28 1.73 0.00 25.00 4.28 1.73 0.00 26.00 4.28 1.73 0.00 27.00 4.28 1.73 0.00 28.00 4.28 1.73 0.00 29.00 4.28 1.73 0.00 30.00 4.28 1.73 0.00 31.00 4.28 1.73 0.00 32.00 4.28 1.73 0.00 33.00 4.28 1.73 0.00 34.00 4.28 1.73 0.00 35.00 4.28 1.73 0.00 36.00 4.28 1.73 0.00 37.00 4.28 1.73 0.00 38.00 4.28 1.73 0.00 39.00 4.28 1.73 0.00 40.00 4.28 1.73 0.00 41.00 4.28 1.73 0.00 42.00 4.28 1.73 0.00 43.00 4.28 1.73 0.00 44.00 4.28 1.73 0.00 45.00 4.28 1.73 0.00 46.00 4.28 1.73 0.00 47.00 4.28 1.73 0.00 48.00 4.28 1.73 0.00 49.00 4.28 1.73 0.00 50.00 4.28 1.73 0.00 51.00 4.28 1.73 0.00 52.00 4.28 1.73 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 4.28 1.73 0.00 54.00 4.28 1.73 0.00 55.00 4.28 1.73 0.00 56.00 4.28 1.73 0.00 57.00 4.28 1.73 0.00 58.00 4.28 1.73 0.00 59.00 4.28 1.73 0.00 60.00 4.28 1.73 0.00 61.00 4.28 1.73 0.00 62.00 4.28 1.73 0.00 63.00 4.28 1.73 0.00 64.00 4.28 1.73 0.00 65.00 4.28 1.73 0.00 66.00 4.28 1.73 0.00 67.00 4.28 1.73 0.00 68.00 4.28 1.73 0.00 69.00 4.28 1.73 0.00 70.00 4.28 1.73 0.00 71.00 4.28 1.73 0.00 72.00 4.28 1.73 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 45HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: South Site Runoff = 4.04 cfs @ 12.13 hrs, Volume= 0.152 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 10-Year Rainfall=4.28" Area (sf)CN Description 6,779 49 50-75% Grass cover, Fair, HSG A 21,623 98 Paved parking, HSG A 28,402 86 Weighted Average 6,779 23.87% Pervious Area 21,623 76.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: South Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 MSE 24-hr 1 10-Year Rainfall=4.28" Runoff Area=28,402 sf Runoff Volume=0.152 af Runoff Depth=2.80" Tc=6.0 min CN=86 4.04 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 46HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P2: South Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.06 0.00 0.00 5.00 0.10 0.00 0.00 6.00 0.13 0.00 0.00 7.00 0.18 0.00 0.00 8.00 0.23 0.00 0.00 9.00 0.29 0.00 0.00 10.00 0.41 0.00 0.01 11.00 0.62 0.04 0.06 12.00 1.93 0.79 1.71 13.00 3.66 2.24 0.24 14.00 3.87 2.43 0.08 15.00 3.99 2.54 0.07 16.00 4.05 2.59 0.03 17.00 4.10 2.64 0.03 18.00 4.15 2.68 0.03 19.00 4.18 2.71 0.02 20.00 4.22 2.74 0.02 21.00 4.24 2.77 0.01 22.00 4.26 2.78 0.01 23.00 4.27 2.80 0.01 24.00 4.28 2.80 0.00 25.00 4.28 2.80 0.00 26.00 4.28 2.80 0.00 27.00 4.28 2.80 0.00 28.00 4.28 2.80 0.00 29.00 4.28 2.80 0.00 30.00 4.28 2.80 0.00 31.00 4.28 2.80 0.00 32.00 4.28 2.80 0.00 33.00 4.28 2.80 0.00 34.00 4.28 2.80 0.00 35.00 4.28 2.80 0.00 36.00 4.28 2.80 0.00 37.00 4.28 2.80 0.00 38.00 4.28 2.80 0.00 39.00 4.28 2.80 0.00 40.00 4.28 2.80 0.00 41.00 4.28 2.80 0.00 42.00 4.28 2.80 0.00 43.00 4.28 2.80 0.00 44.00 4.28 2.80 0.00 45.00 4.28 2.80 0.00 46.00 4.28 2.80 0.00 47.00 4.28 2.80 0.00 48.00 4.28 2.80 0.00 49.00 4.28 2.80 0.00 50.00 4.28 2.80 0.00 51.00 4.28 2.80 0.00 52.00 4.28 2.80 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 4.28 2.80 0.00 54.00 4.28 2.80 0.00 55.00 4.28 2.80 0.00 56.00 4.28 2.80 0.00 57.00 4.28 2.80 0.00 58.00 4.28 2.80 0.00 59.00 4.28 2.80 0.00 60.00 4.28 2.80 0.00 61.00 4.28 2.80 0.00 62.00 4.28 2.80 0.00 63.00 4.28 2.80 0.00 64.00 4.28 2.80 0.00 65.00 4.28 2.80 0.00 66.00 4.28 2.80 0.00 67.00 4.28 2.80 0.00 68.00 4.28 2.80 0.00 69.00 4.28 2.80 0.00 70.00 4.28 2.80 0.00 71.00 4.28 2.80 0.00 72.00 4.28 2.80 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 47HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: West Boulevard Runoff = 0.32 cfs @ 12.14 hrs, Volume= 0.012 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 10-Year Rainfall=4.28" Area (sf)CN Description 1,482 49 50-75% Grass cover, Fair, HSG A 1,738 98 Paved parking, HSG A 3,220 75 Weighted Average 1,482 46.02% Pervious Area 1,738 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 1 10-Year Rainfall=4.28" Runoff Area=3,220 sf Runoff Volume=0.012 af Runoff Depth=1.88" Tc=6.0 min CN=75 0.32 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 48HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P3: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.02 0.00 0.00 3.00 0.04 0.00 0.00 4.00 0.06 0.00 0.00 5.00 0.10 0.00 0.00 6.00 0.13 0.00 0.00 7.00 0.18 0.00 0.00 8.00 0.23 0.00 0.00 9.00 0.29 0.00 0.00 10.00 0.41 0.00 0.00 11.00 0.62 0.00 0.00 12.00 1.93 0.35 0.11 13.00 3.66 1.42 0.02 14.00 3.87 1.57 0.01 15.00 3.99 1.66 0.01 16.00 4.05 1.70 0.00 17.00 4.10 1.74 0.00 18.00 4.15 1.78 0.00 19.00 4.18 1.81 0.00 20.00 4.22 1.83 0.00 21.00 4.24 1.85 0.00 22.00 4.26 1.87 0.00 23.00 4.27 1.88 0.00 24.00 4.28 1.88 0.00 25.00 4.28 1.88 0.00 26.00 4.28 1.88 0.00 27.00 4.28 1.88 0.00 28.00 4.28 1.88 0.00 29.00 4.28 1.88 0.00 30.00 4.28 1.88 0.00 31.00 4.28 1.88 0.00 32.00 4.28 1.88 0.00 33.00 4.28 1.88 0.00 34.00 4.28 1.88 0.00 35.00 4.28 1.88 0.00 36.00 4.28 1.88 0.00 37.00 4.28 1.88 0.00 38.00 4.28 1.88 0.00 39.00 4.28 1.88 0.00 40.00 4.28 1.88 0.00 41.00 4.28 1.88 0.00 42.00 4.28 1.88 0.00 43.00 4.28 1.88 0.00 44.00 4.28 1.88 0.00 45.00 4.28 1.88 0.00 46.00 4.28 1.88 0.00 47.00 4.28 1.88 0.00 48.00 4.28 1.88 0.00 49.00 4.28 1.88 0.00 50.00 4.28 1.88 0.00 51.00 4.28 1.88 0.00 52.00 4.28 1.88 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 4.28 1.88 0.00 54.00 4.28 1.88 0.00 55.00 4.28 1.88 0.00 56.00 4.28 1.88 0.00 57.00 4.28 1.88 0.00 58.00 4.28 1.88 0.00 59.00 4.28 1.88 0.00 60.00 4.28 1.88 0.00 61.00 4.28 1.88 0.00 62.00 4.28 1.88 0.00 63.00 4.28 1.88 0.00 64.00 4.28 1.88 0.00 65.00 4.28 1.88 0.00 66.00 4.28 1.88 0.00 67.00 4.28 1.88 0.00 68.00 4.28 1.88 0.00 69.00 4.28 1.88 0.00 70.00 4.28 1.88 0.00 71.00 4.28 1.88 0.00 72.00 4.28 1.88 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 49HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1E: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.571 ac, 32.42% Impervious, Inflow Depth = 1.19" for 10-Year event Inflow = 4.23 cfs @ 12.14 hrs, Volume= 0.156 af Outflow = 4.23 cfs @ 12.14 hrs, Volume= 0.156 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1E: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=1.571 ac 4.23 cfs 4.23 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 50HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1E: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.96 0.96 13.00 0.35 0.35 14.00 0.11 0.11 15.00 0.10 0.10 16.00 0.05 0.05 17.00 0.05 0.05 18.00 0.04 0.04 19.00 0.03 0.03 20.00 0.03 0.03 21.00 0.02 0.02 22.00 0.02 0.02 23.00 0.01 0.01 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 51HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.899 ac, 49.72% Impervious, Inflow Depth = 1.73" for 10-Year event Inflow = 0.63 cfs @ 12.10 hrs, Volume= 0.130 af Outflow = 0.63 cfs @ 12.10 hrs, Volume= 0.130 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1R: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.899 ac 0.63 cfs 0.63 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 52HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.40 0.40 13.00 0.63 0.63 14.00 0.25 0.25 15.00 0.07 0.07 16.00 0.04 0.04 17.00 0.03 0.03 18.00 0.03 0.03 19.00 0.02 0.02 20.00 0.02 0.02 21.00 0.02 0.02 22.00 0.01 0.01 23.00 0.01 0.01 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 53HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.053 ac, 62.69% Impervious, Inflow Depth = 2.28" for 10-Year event Inflow = 0.28 cfs @ 12.13 hrs, Volume= 0.010 af Outflow = 0.28 cfs @ 12.13 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.053 ac 0.28 cfs 0.28 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 54HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 0.10 0.10 13.00 0.02 0.02 14.00 0.01 0.01 15.00 0.00 0.00 16.00 0.00 0.00 17.00 0.00 0.00 18.00 0.00 0.00 19.00 0.00 0.00 20.00 0.00 0.00 21.00 0.00 0.00 22.00 0.00 0.00 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 55HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.726 ac, 73.88% Impervious, Inflow Depth = 2.71" for 10-Year event Inflow = 0.95 cfs @ 12.14 hrs, Volume= 0.164 af Outflow = 0.95 cfs @ 12.14 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.726 ac 0.95 cfs 0.95 cfs MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 56HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.01 0.01 11.00 0.06 0.06 12.00 0.74 0.74 13.00 0.65 0.65 14.00 0.64 0.64 15.00 0.07 0.07 16.00 0.04 0.04 17.00 0.03 0.03 18.00 0.03 0.03 19.00 0.02 0.02 20.00 0.02 0.02 21.00 0.02 0.02 22.00 0.01 0.01 23.00 0.01 0.01 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 57HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Pavedrain w Jellyfish Inflow Area = 0.899 ac, 49.72% Impervious, Inflow Depth = 1.73" for 10-Year event Inflow = 3.57 cfs @ 12.14 hrs, Volume= 0.130 af Outflow = 0.63 cfs @ 12.10 hrs, Volume= 0.130 af, Atten= 82%, Lag= 0.0 min Primary = 0.63 cfs @ 12.10 hrs, Volume= 0.130 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 855.32' @ 12.48 hrs Surf.Area= 4,142 sf Storage= 2,194 cf Plug-Flow detention time= 29.9 min calculated for 0.130 af (100% of inflow) Center-of-Mass det. time= 29.9 min ( 821.9 - 792.0 ) Volume Invert Avail.Storage Storage Description #1B 854.00' 6,634 cf 58.75'W x 70.50'L x 4.47'H Field B 18,500 cf Overall - 1,916 cf Embedded = 16,584 cf x 40.0% Voids #2B 858.00' 428 cf PaveDrain S6-45 x 4480 Inside #1 Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 4480 Chambers in 64 Rows 7,061 cf Total Available Storage Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 853.82'12.0" Round Culvert L= 44.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 853.82' / 853.50' S= 0.0073 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 856.50'12.0" Round PVC Overflow Outlet L= 5.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 856.50' / 856.40' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 854.00'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=0.63 cfs @ 12.10 hrs HW=854.46' (Free Discharge) 1=Culvert (Passes 0.63 cfs of 1.26 cfs potential flow) 2=PVC Overflow Outlet ( Controls 0.00 cfs) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 58HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish - Chamber Wizard Field B Chamber Model = PaveDrain S6-45 (PaveDrain 12x12 Block with gap storage) Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 12.0" Wide - 1.0" Nesting = 11.0" C-C Row Spacing 70 Chambers/Row x 1.00' Long = 70.00' Row Length +0.50' Row Offset = 70.50' Base Length 64 Rows x 12.0" Wide - 1.0" Nesting x 63 = 58.75' Base Width 48.0" Base + 5.6" Chamber Height = 4.47' Field Height 4,480 Chambers x 0.1 cf = 427.8 cf Chamber Storage 4,480 Chambers x 0.4 cf = 1,916.4 cf Displacement 18,500.4 cf Field - 1,916.4 cf Chambers = 16,583.9 cf Stone x 40.0% Voids = 6,633.6 cf Stone Storage Chamber Storage + Stone Storage = 7,061.3 cf = 0.162 af Overall Storage Efficiency = 38.2% Overall System Size = 70.50' x 58.75' x 4.47' 4,480 Chambers 685.2 cy Field 614.2 cy Stone MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 59HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.899 ac Peak Elev=855.32' Storage=2,194 cf 3.57 cfs 0.63 cfs Pond 1P: Pavedrain w Jellyfish Primary Stage-Discharge Discharge (cfs) 543210 El e v a t i o n ( f e e t ) 858 857 856 855 854 PVC Overflow Outlet Jellyfish JF6 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 60HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 858 857 856 855 854 Field B PaveDrain S6-45 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 61HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: Pavedrain w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 854.00 0.00 2.50 0.00 0 854.00 0.00 5.00 0.00 0 854.00 0.00 7.50 0.00 0 854.00 0.00 10.00 0.00 0 854.00 0.00 12.50 0.59 2,193 855.32 0.63 15.00 0.07 29 854.02 0.07 17.50 0.03 12 854.01 0.03 20.00 0.02 8 854.00 0.02 22.50 0.01 4 854.00 0.01 25.00 0.00 0 854.00 0.00 27.50 0.00 0 854.00 0.00 30.00 0.00 0 854.00 0.00 32.50 0.00 0 854.00 0.00 35.00 0.00 0 854.00 0.00 37.50 0.00 0 854.00 0.00 40.00 0.00 0 854.00 0.00 42.50 0.00 0 854.00 0.00 45.00 0.00 0 854.00 0.00 47.50 0.00 0 854.00 0.00 50.00 0.00 0 854.00 0.00 52.50 0.00 0 854.00 0.00 55.00 0.00 0 854.00 0.00 57.50 0.00 0 854.00 0.00 60.00 0.00 0 854.00 0.00 62.50 0.00 0 854.00 0.00 65.00 0.00 0 854.00 0.00 67.50 0.00 0 854.00 0.00 70.00 0.00 0 854.00 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 62HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Primary (cfs) 854.00 0.00 854.05 0.20 854.10 0.29 854.15 0.39 854.20 0.51 854.25 0.63 854.30 0.63 854.35 0.63 854.40 0.63 854.45 0.63 854.50 0.63 854.55 0.63 854.60 0.63 854.65 0.63 854.70 0.63 854.75 0.63 854.80 0.63 854.85 0.63 854.90 0.63 854.95 0.63 855.00 0.63 855.05 0.63 855.10 0.63 855.15 0.63 855.20 0.63 855.25 0.63 855.30 0.63 855.35 0.63 855.40 0.63 855.45 0.63 855.50 0.63 855.55 0.63 855.60 0.63 855.65 0.63 855.70 0.63 855.75 0.63 855.80 0.63 855.85 0.63 855.90 0.63 855.95 0.63 856.00 0.63 856.05 0.63 856.10 0.63 856.15 0.63 856.20 0.63 856.25 0.63 856.30 0.63 856.35 0.63 856.40 0.63 856.45 0.63 856.50 0.63 856.55 0.64 856.60 0.67 Elevation (feet) Primary (cfs) 856.65 0.73 856.70 0.80 856.75 0.88 856.80 0.97 856.85 1.07 856.90 1.18 856.95 1.30 857.00 1.43 857.05 1.57 857.10 1.72 857.15 1.87 857.20 2.02 857.25 2.19 857.30 2.35 857.35 2.52 857.40 2.69 857.45 2.85 857.50 3.02 857.55 3.19 857.60 3.35 857.65 3.50 857.70 3.64 857.75 3.77 857.80 3.88 857.85 3.98 857.90 4.16 857.95 4.32 858.00 4.41 858.05 4.51 858.10 4.60 858.15 4.69 858.20 4.77 858.25 4.86 858.30 4.94 858.35 5.02 858.40 5.10 858.45 5.18 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 63HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Storage (cubic-feet) 854.00 0 854.05 83 854.10 166 854.15 249 854.20 331 854.25 414 854.30 497 854.35 580 854.40 663 854.45 746 854.50 828 854.55 911 854.60 994 854.65 1,077 854.70 1,160 854.75 1,243 854.80 1,325 854.85 1,408 854.90 1,491 854.95 1,574 855.00 1,657 855.05 1,740 855.10 1,822 855.15 1,905 855.20 1,988 855.25 2,071 855.30 2,154 855.35 2,237 855.40 2,319 855.45 2,402 855.50 2,485 855.55 2,568 855.60 2,651 855.65 2,734 855.70 2,816 855.75 2,899 855.80 2,982 855.85 3,065 855.90 3,148 855.95 3,231 856.00 3,314 856.05 3,396 856.10 3,479 856.15 3,562 856.20 3,645 856.25 3,728 856.30 3,811 856.35 3,893 856.40 3,976 856.45 4,059 856.50 4,142 856.55 4,225 856.60 4,308 Elevation (feet) Storage (cubic-feet) 856.65 4,390 856.70 4,473 856.75 4,556 856.80 4,639 856.85 4,722 856.90 4,805 856.95 4,887 857.00 4,970 857.05 5,053 857.10 5,136 857.15 5,219 857.20 5,302 857.25 5,384 857.30 5,467 857.35 5,550 857.40 5,633 857.45 5,716 857.50 5,799 857.55 5,881 857.60 5,964 857.65 6,047 857.70 6,130 857.75 6,213 857.80 6,296 857.85 6,378 857.90 6,461 857.95 6,544 858.00 6,627 858.05 6,742 858.10 6,848 858.15 6,939 858.20 7,005 858.25 7,022 858.30 7,031 858.35 7,040 858.40 7,049 858.45 7,058 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 64HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: SE CMP w Jellyfish Inflow Area = 0.652 ac, 76.13% Impervious, Inflow Depth = 2.80" for 10-Year event Inflow = 4.04 cfs @ 12.13 hrs, Volume= 0.152 af Outflow = 0.63 cfs @ 11.95 hrs, Volume= 0.153 af, Atten= 84%, Lag= 0.0 min Primary = 0.63 cfs @ 11.95 hrs, Volume= 0.153 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 854.24' @ 12.47 hrs Surf.Area= 2,596 sf Storage= 2,547 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 29.9 min ( 803.7 - 773.8 ) Volume Invert Avail.Storage Storage Description #1A 852.50'0 cf 22.00'W x 118.00'L x 4.00'H Field A 10,384 cf Overall - 6,082 cf Embedded = 4,302 cf x 0.0% Voids #2A 852.50' 6,082 cf CMP Round 48 x 20 Inside #1 Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 22.00' Header x 12.57 sf x 2 = 552.9 cf Inside 6,082 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 852.20'12.0" Round Culvert L= 7.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 852.20' / 852.00' S= 0.0286 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 855.50'8.0" Round Overflow Outlet L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 855.50' / 855.34' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf #3 Device 1 852.50'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=0.63 cfs @ 11.95 hrs HW=852.70' (Free Discharge) 1=Culvert (Passes 0.63 cfs of 0.92 cfs potential flow) 2=Overflow Outlet ( Controls 0.00 cfs) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 65HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish - Chamber Wizard Field A Chamber Model = CMP Round 48 (Round Corrugated Metal Pipe) Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +10.00' Row Adjustment +4.00' Header x 2 = 118.00' Row Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 = 22.00' Base Width 48.0" Chamber Height = 4.00' Field Height 20 Chambers x 251.3 cf +10.00' Row Adjustment x 12.57 sf x 4 Rows + 22.00' Header x 12.57 sf x 2 = 6,082.1 cf Chamber Storage 10,384.0 cf Field - 6,082.1 cf Chambers = 4,301.9 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 6,082.1 cf = 0.140 af Overall Storage Efficiency = 58.6% Overall System Size = 118.00' x 22.00' x 4.00' 20 Chambers 384.6 cy Field 159.3 cy Stone MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 66HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.652 ac Peak Elev=854.24' Storage=2,547 cf 4.04 cfs 0.63 cfs Pond 2P: SE CMP w Jellyfish Primary Stage-Discharge Discharge (cfs) 10 El e v a t i o n ( f e e t ) 856 855 854 853 Overflow Outlet Jellyfish JF6 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 67HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 856 855 854 853 Field A + CMP Round 48 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 68HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: SE CMP w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 852.50 0.00 2.50 0.00 0 852.50 0.00 5.00 0.00 0 852.50 0.00 7.50 0.00 0 852.50 0.00 10.00 0.01 0 852.50 0.01 12.50 0.57 2,544 854.24 0.63 15.00 0.07 1 852.51 0.07 17.50 0.03 0 852.50 0.03 20.00 0.02 0 852.50 0.02 22.50 0.01 0 852.50 0.01 25.00 0.00 0 852.50 0.00 27.50 0.00 0 852.50 0.00 30.00 0.00 0 852.50 0.00 32.50 0.00 0 852.50 0.00 35.00 0.00 0 852.50 0.00 37.50 0.00 0 852.50 0.00 40.00 0.00 0 852.50 0.00 42.50 0.00 0 852.50 0.00 45.00 0.00 0 852.50 0.00 47.50 0.00 0 852.50 0.00 50.00 0.00 0 852.50 0.00 52.50 0.00 0 852.50 0.00 55.00 0.00 0 852.50 0.00 57.50 0.00 0 852.50 0.00 60.00 0.00 0 852.50 0.00 62.50 0.00 0 852.50 0.00 65.00 0.00 0 852.50 0.00 67.50 0.00 0 852.50 0.00 70.00 0.00 0 852.50 0.00 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 69HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 2P: SE CMP w Jellyfish Elevation (feet) Primary (cfs) 852.50 0.00 852.52 0.42 852.54 0.47 852.56 0.52 852.58 0.57 852.60 0.63 852.62 0.63 852.64 0.63 852.66 0.63 852.68 0.63 852.70 0.63 852.72 0.63 852.74 0.63 852.76 0.63 852.78 0.63 852.80 0.63 852.82 0.63 852.84 0.63 852.86 0.63 852.88 0.63 852.90 0.63 852.92 0.63 852.94 0.63 852.96 0.63 852.98 0.63 853.00 0.63 853.02 0.63 853.04 0.63 853.06 0.63 853.08 0.63 853.10 0.63 853.12 0.63 853.14 0.63 853.16 0.63 853.18 0.63 853.20 0.63 853.22 0.63 853.24 0.63 853.26 0.63 853.28 0.63 853.30 0.63 853.32 0.63 853.34 0.63 853.36 0.63 853.38 0.63 853.40 0.63 853.42 0.63 853.44 0.63 853.46 0.63 853.48 0.63 853.50 0.63 853.52 0.63 853.54 0.63 Elevation (feet) Primary (cfs) 853.56 0.63 853.58 0.63 853.60 0.63 853.62 0.63 853.64 0.63 853.66 0.63 853.68 0.63 853.70 0.63 853.72 0.63 853.74 0.63 853.76 0.63 853.78 0.63 853.80 0.63 853.82 0.63 853.84 0.63 853.86 0.63 853.88 0.63 853.90 0.63 853.92 0.63 853.94 0.63 853.96 0.63 853.98 0.63 854.00 0.63 854.02 0.63 854.04 0.63 854.06 0.63 854.08 0.63 854.10 0.63 854.12 0.63 854.14 0.63 854.16 0.63 854.18 0.63 854.20 0.63 854.22 0.63 854.24 0.63 854.26 0.63 854.28 0.63 854.30 0.63 854.32 0.63 854.34 0.63 854.36 0.63 854.38 0.63 854.40 0.63 854.42 0.63 854.44 0.63 854.46 0.63 854.48 0.63 854.50 0.63 854.52 0.63 854.54 0.63 854.56 0.63 854.58 0.63 854.60 0.63 Elevation (feet) Primary (cfs) 854.62 0.63 854.64 0.63 854.66 0.63 854.68 0.63 854.70 0.63 854.72 0.63 854.74 0.63 854.76 0.63 854.78 0.63 854.80 0.63 854.82 0.63 854.84 0.63 854.86 0.63 854.88 0.63 854.90 0.63 854.92 0.63 854.94 0.63 854.96 0.63 854.98 0.63 855.00 0.63 855.02 0.63 855.04 0.63 855.06 0.63 855.08 0.63 855.10 0.63 855.12 0.63 855.14 0.63 855.16 0.63 855.18 0.63 855.20 0.63 855.22 0.63 855.24 0.63 855.26 0.63 855.28 0.63 855.30 0.63 855.32 0.63 855.34 0.63 855.36 0.63 855.38 0.63 855.40 0.63 855.42 0.63 855.44 0.63 855.46 0.63 855.48 0.63 855.50 0.63 855.52 0.63 855.54 0.63 855.56 0.64 855.58 0.65 855.60 0.65 855.62 0.67 855.64 0.68 855.66 0.69 Elevation (feet) Primary (cfs) 855.68 0.71 855.70 0.73 855.72 0.75 855.74 0.77 855.76 0.79 855.78 0.82 855.80 0.84 855.82 0.87 855.84 0.89 855.86 0.92 855.88 0.95 855.90 0.98 855.92 1.01 855.94 1.05 855.96 1.08 855.98 1.11 856.00 1.14 856.02 1.18 856.04 1.21 856.06 1.25 856.08 1.28 856.10 1.31 856.12 1.35 856.14 1.38 856.16 1.41 856.18 1.44 856.20 1.47 856.22 1.50 856.24 1.53 856.26 1.56 856.28 1.58 856.30 1.61 856.32 1.63 856.34 1.64 856.36 1.65 856.38 1.65 856.40 1.65 856.42 1.68 856.44 1.70 856.46 1.72 856.48 1.75 856.50 1.77 MSE 24-hr 1 10-Year Rainfall=4.28"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 70HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: SE CMP w Jellyfish Elevation (feet) Storage (cubic-feet) 852.50 0 852.55 14 852.60 40 852.65 74 852.70 114 852.75 158 852.80 207 852.85 260 852.90 317 852.95 376 853.00 439 853.05 504 853.10 572 853.15 642 853.20 715 853.25 789 853.30 866 853.35 944 853.40 1,024 853.45 1,106 853.50 1,189 853.55 1,274 853.60 1,359 853.65 1,446 853.70 1,535 853.75 1,624 853.80 1,714 853.85 1,805 853.90 1,897 853.95 1,990 854.00 2,083 854.05 2,177 854.10 2,272 854.15 2,367 854.20 2,462 854.25 2,558 854.30 2,655 854.35 2,751 854.40 2,848 854.45 2,944 854.50 3,041 854.55 3,138 854.60 3,235 854.65 3,331 854.70 3,428 854.75 3,524 854.80 3,620 854.85 3,715 854.90 3,810 854.95 3,905 855.00 3,999 855.05 4,092 855.10 4,185 Elevation (feet) Storage (cubic-feet) 855.15 4,277 855.20 4,368 855.25 4,458 855.30 4,548 855.35 4,636 855.40 4,723 855.45 4,809 855.50 4,893 855.55 4,976 855.60 5,058 855.65 5,138 855.70 5,216 855.75 5,293 855.80 5,367 855.85 5,440 855.90 5,510 855.95 5,578 856.00 5,643 856.05 5,706 856.10 5,766 856.15 5,822 856.20 5,875 856.25 5,924 856.30 5,968 856.35 6,008 856.40 6,042 856.45 6,068 856.50 6,082 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 71HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=68,450 sf 32.42% Impervious Runoff Depth=3.39"Subcatchment EX1: Existing Buildign, Tc=6.0 min CN=65 Runoff=12.22 cfs 0.444 af Runoff Area=2,316 sf 62.69% Impervious Runoff Depth=5.04"Subcatchment EX2: West Boulevard Tc=6.0 min CN=80 Runoff=0.59 cfs 0.022 af Runoff Area=39,144 sf 49.72% Impervious Runoff Depth=4.26"Subcatchment P1: North Site Tc=6.0 min CN=73 Runoff=8.63 cfs 0.319 af Runoff Area=28,402 sf 76.13% Impervious Runoff Depth=5.72"Subcatchment P2: South Site Tc=6.0 min CN=86 Runoff=7.91 cfs 0.311 af Runoff Area=3,220 sf 53.98% Impervious Runoff Depth=4.48"Subcatchment P3: West Boulevard Tc=6.0 min CN=75 Runoff=0.74 cfs 0.028 af Inflow=12.22 cfs 0.444 afReach 1E: Runoff to Beard Ave City Storm Sewer Outflow=12.22 cfs 0.444 af Inflow=2.81 cfs 0.319 afReach 1R: Runoff to Beard Ave City Storm Sewer Outflow=2.81 cfs 0.319 af Inflow=0.59 cfs 0.022 afReach 2E: Runoff to Brooklyn Blvd City Storm Sewer Outflow=0.59 cfs 0.022 af Inflow=1.81 cfs 0.338 afReach 2R: Runoff to Brooklyn Blvd City Storm Sewer Outflow=1.81 cfs 0.338 af Peak Elev=857.44' Storage=5,693 cf Inflow=8.63 cfs 0.319 afPond 1P: Pavedrain w Jellyfish Outflow=2.81 cfs 0.319 af Peak Elev=856.34' Storage=5,997 cf Inflow=7.91 cfs 0.311 afPond 2P: SE CMP w Jellyfish Outflow=1.64 cfs 0.310 af Total Runoff Area = 3.249 ac Runoff Volume = 1.124 af Average Runoff Depth = 4.15" 53.04% Pervious = 1.723 ac 46.96% Impervious = 1.526 ac MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 72HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff = 12.22 cfs @ 12.14 hrs, Volume= 0.444 af, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 100-Year Rainfall=7.37" Area (sf)CN Description 46,259 49 50-75% Grass cover, Fair, HSG A 22,191 98 Paved parking, HSG A 68,450 65 Weighted Average 46,259 67.58% Pervious Area 22,191 32.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-Year Rainfall=7.37" Runoff Area=68,450 sf Runoff Volume=0.444 af Runoff Depth=3.39" Tc=6.0 min CN=65 12.22 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 73HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX1: Existing Buildign, Parking Lot, and Grass Lots Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.03 0.00 0.00 3.00 0.06 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.16 0.00 0.00 6.00 0.23 0.00 0.00 7.00 0.31 0.00 0.00 8.00 0.40 0.00 0.00 9.00 0.50 0.00 0.00 10.00 0.71 0.00 0.00 11.00 1.06 0.00 0.00 12.00 3.32 0.66 4.27 13.00 6.31 2.58 0.82 14.00 6.66 2.85 0.26 15.00 6.87 3.00 0.23 16.00 6.97 3.08 0.12 17.00 7.06 3.15 0.11 18.00 7.14 3.21 0.09 19.00 7.21 3.26 0.08 20.00 7.26 3.31 0.06 21.00 7.31 3.34 0.05 22.00 7.34 3.37 0.04 23.00 7.36 3.38 0.02 24.00 7.37 3.39 0.01 25.00 7.37 3.39 0.00 26.00 7.37 3.39 0.00 27.00 7.37 3.39 0.00 28.00 7.37 3.39 0.00 29.00 7.37 3.39 0.00 30.00 7.37 3.39 0.00 31.00 7.37 3.39 0.00 32.00 7.37 3.39 0.00 33.00 7.37 3.39 0.00 34.00 7.37 3.39 0.00 35.00 7.37 3.39 0.00 36.00 7.37 3.39 0.00 37.00 7.37 3.39 0.00 38.00 7.37 3.39 0.00 39.00 7.37 3.39 0.00 40.00 7.37 3.39 0.00 41.00 7.37 3.39 0.00 42.00 7.37 3.39 0.00 43.00 7.37 3.39 0.00 44.00 7.37 3.39 0.00 45.00 7.37 3.39 0.00 46.00 7.37 3.39 0.00 47.00 7.37 3.39 0.00 48.00 7.37 3.39 0.00 49.00 7.37 3.39 0.00 50.00 7.37 3.39 0.00 51.00 7.37 3.39 0.00 52.00 7.37 3.39 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 7.37 3.39 0.00 54.00 7.37 3.39 0.00 55.00 7.37 3.39 0.00 56.00 7.37 3.39 0.00 57.00 7.37 3.39 0.00 58.00 7.37 3.39 0.00 59.00 7.37 3.39 0.00 60.00 7.37 3.39 0.00 61.00 7.37 3.39 0.00 62.00 7.37 3.39 0.00 63.00 7.37 3.39 0.00 64.00 7.37 3.39 0.00 65.00 7.37 3.39 0.00 66.00 7.37 3.39 0.00 67.00 7.37 3.39 0.00 68.00 7.37 3.39 0.00 69.00 7.37 3.39 0.00 70.00 7.37 3.39 0.00 71.00 7.37 3.39 0.00 72.00 7.37 3.39 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 74HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: West Boulevard Runoff = 0.59 cfs @ 12.13 hrs, Volume= 0.022 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 100-Year Rainfall=7.37" Area (sf)CN Description 864 49 50-75% Grass cover, Fair, HSG A 1,452 98 Paved parking, HSG A 2,316 80 Weighted Average 864 37.31% Pervious Area 1,452 62.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 1 100-Year Rainfall=7.37" Runoff Area=2,316 sf Runoff Volume=0.022 af Runoff Depth=5.04" Tc=6.0 min CN=80 0.59 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 75HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment EX2: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.03 0.00 0.00 3.00 0.06 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.16 0.00 0.00 6.00 0.23 0.00 0.00 7.00 0.31 0.00 0.00 8.00 0.40 0.00 0.00 9.00 0.50 0.00 0.00 10.00 0.71 0.02 0.00 11.00 1.06 0.10 0.01 12.00 3.32 1.49 0.25 13.00 6.31 4.06 0.03 14.00 6.66 4.39 0.01 15.00 6.87 4.57 0.01 16.00 6.97 4.67 0.00 17.00 7.06 4.75 0.00 18.00 7.14 4.82 0.00 19.00 7.21 4.88 0.00 20.00 7.26 4.94 0.00 21.00 7.31 4.98 0.00 22.00 7.34 5.01 0.00 23.00 7.36 5.03 0.00 24.00 7.37 5.04 0.00 25.00 7.37 5.04 0.00 26.00 7.37 5.04 0.00 27.00 7.37 5.04 0.00 28.00 7.37 5.04 0.00 29.00 7.37 5.04 0.00 30.00 7.37 5.04 0.00 31.00 7.37 5.04 0.00 32.00 7.37 5.04 0.00 33.00 7.37 5.04 0.00 34.00 7.37 5.04 0.00 35.00 7.37 5.04 0.00 36.00 7.37 5.04 0.00 37.00 7.37 5.04 0.00 38.00 7.37 5.04 0.00 39.00 7.37 5.04 0.00 40.00 7.37 5.04 0.00 41.00 7.37 5.04 0.00 42.00 7.37 5.04 0.00 43.00 7.37 5.04 0.00 44.00 7.37 5.04 0.00 45.00 7.37 5.04 0.00 46.00 7.37 5.04 0.00 47.00 7.37 5.04 0.00 48.00 7.37 5.04 0.00 49.00 7.37 5.04 0.00 50.00 7.37 5.04 0.00 51.00 7.37 5.04 0.00 52.00 7.37 5.04 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 7.37 5.04 0.00 54.00 7.37 5.04 0.00 55.00 7.37 5.04 0.00 56.00 7.37 5.04 0.00 57.00 7.37 5.04 0.00 58.00 7.37 5.04 0.00 59.00 7.37 5.04 0.00 60.00 7.37 5.04 0.00 61.00 7.37 5.04 0.00 62.00 7.37 5.04 0.00 63.00 7.37 5.04 0.00 64.00 7.37 5.04 0.00 65.00 7.37 5.04 0.00 66.00 7.37 5.04 0.00 67.00 7.37 5.04 0.00 68.00 7.37 5.04 0.00 69.00 7.37 5.04 0.00 70.00 7.37 5.04 0.00 71.00 7.37 5.04 0.00 72.00 7.37 5.04 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 76HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1: North Site Runoff = 8.63 cfs @ 12.13 hrs, Volume= 0.319 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 100-Year Rainfall=7.37" Area (sf)CN Description 19,682 49 50-75% Grass cover, Fair, HSG A 19,462 98 Paved parking, HSG A 39,144 73 Weighted Average 19,682 50.28% Pervious Area 19,462 49.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P1: North Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-Year Rainfall=7.37" Runoff Area=39,144 sf Runoff Volume=0.319 af Runoff Depth=4.26" Tc=6.0 min CN=73 8.63 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 77HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P1: North Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.03 0.00 0.00 3.00 0.06 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.16 0.00 0.00 6.00 0.23 0.00 0.00 7.00 0.31 0.00 0.00 8.00 0.40 0.00 0.00 9.00 0.50 0.00 0.00 10.00 0.71 0.00 0.00 11.00 1.06 0.03 0.07 12.00 3.32 1.06 3.42 13.00 6.31 3.35 0.53 14.00 6.66 3.65 0.17 15.00 6.87 3.82 0.15 16.00 6.97 3.91 0.08 17.00 7.06 3.99 0.07 18.00 7.14 4.05 0.06 19.00 7.21 4.11 0.05 20.00 7.26 4.16 0.04 21.00 7.31 4.20 0.03 22.00 7.34 4.23 0.02 23.00 7.36 4.25 0.01 24.00 7.37 4.26 0.00 25.00 7.37 4.26 0.00 26.00 7.37 4.26 0.00 27.00 7.37 4.26 0.00 28.00 7.37 4.26 0.00 29.00 7.37 4.26 0.00 30.00 7.37 4.26 0.00 31.00 7.37 4.26 0.00 32.00 7.37 4.26 0.00 33.00 7.37 4.26 0.00 34.00 7.37 4.26 0.00 35.00 7.37 4.26 0.00 36.00 7.37 4.26 0.00 37.00 7.37 4.26 0.00 38.00 7.37 4.26 0.00 39.00 7.37 4.26 0.00 40.00 7.37 4.26 0.00 41.00 7.37 4.26 0.00 42.00 7.37 4.26 0.00 43.00 7.37 4.26 0.00 44.00 7.37 4.26 0.00 45.00 7.37 4.26 0.00 46.00 7.37 4.26 0.00 47.00 7.37 4.26 0.00 48.00 7.37 4.26 0.00 49.00 7.37 4.26 0.00 50.00 7.37 4.26 0.00 51.00 7.37 4.26 0.00 52.00 7.37 4.26 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 7.37 4.26 0.00 54.00 7.37 4.26 0.00 55.00 7.37 4.26 0.00 56.00 7.37 4.26 0.00 57.00 7.37 4.26 0.00 58.00 7.37 4.26 0.00 59.00 7.37 4.26 0.00 60.00 7.37 4.26 0.00 61.00 7.37 4.26 0.00 62.00 7.37 4.26 0.00 63.00 7.37 4.26 0.00 64.00 7.37 4.26 0.00 65.00 7.37 4.26 0.00 66.00 7.37 4.26 0.00 67.00 7.37 4.26 0.00 68.00 7.37 4.26 0.00 69.00 7.37 4.26 0.00 70.00 7.37 4.26 0.00 71.00 7.37 4.26 0.00 72.00 7.37 4.26 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 78HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P2: South Site Runoff = 7.91 cfs @ 12.13 hrs, Volume= 0.311 af, Depth= 5.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 100-Year Rainfall=7.37" Area (sf)CN Description 6,779 49 50-75% Grass cover, Fair, HSG A 21,623 98 Paved parking, HSG A 28,402 86 Weighted Average 6,779 23.87% Pervious Area 21,623 76.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: South Site Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 MSE 24-hr 1 100-Year Rainfall=7.37" Runoff Area=28,402 sf Runoff Volume=0.311 af Runoff Depth=5.72" Tc=6.0 min CN=86 7.91 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 79HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P2: South Site Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.03 0.00 0.00 3.00 0.06 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.16 0.00 0.00 6.00 0.23 0.00 0.00 7.00 0.31 0.00 0.00 8.00 0.40 0.00 0.00 9.00 0.50 0.02 0.01 10.00 0.71 0.07 0.05 11.00 1.06 0.23 0.19 12.00 3.32 1.94 3.63 13.00 6.31 4.70 0.44 14.00 6.66 5.04 0.14 15.00 6.87 5.24 0.12 16.00 6.97 5.34 0.06 17.00 7.06 5.42 0.05 18.00 7.14 5.50 0.05 19.00 7.21 5.56 0.04 20.00 7.26 5.62 0.03 21.00 7.31 5.66 0.03 22.00 7.34 5.69 0.02 23.00 7.36 5.71 0.01 24.00 7.37 5.72 0.00 25.00 7.37 5.72 0.00 26.00 7.37 5.72 0.00 27.00 7.37 5.72 0.00 28.00 7.37 5.72 0.00 29.00 7.37 5.72 0.00 30.00 7.37 5.72 0.00 31.00 7.37 5.72 0.00 32.00 7.37 5.72 0.00 33.00 7.37 5.72 0.00 34.00 7.37 5.72 0.00 35.00 7.37 5.72 0.00 36.00 7.37 5.72 0.00 37.00 7.37 5.72 0.00 38.00 7.37 5.72 0.00 39.00 7.37 5.72 0.00 40.00 7.37 5.72 0.00 41.00 7.37 5.72 0.00 42.00 7.37 5.72 0.00 43.00 7.37 5.72 0.00 44.00 7.37 5.72 0.00 45.00 7.37 5.72 0.00 46.00 7.37 5.72 0.00 47.00 7.37 5.72 0.00 48.00 7.37 5.72 0.00 49.00 7.37 5.72 0.00 50.00 7.37 5.72 0.00 51.00 7.37 5.72 0.00 52.00 7.37 5.72 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 7.37 5.72 0.00 54.00 7.37 5.72 0.00 55.00 7.37 5.72 0.00 56.00 7.37 5.72 0.00 57.00 7.37 5.72 0.00 58.00 7.37 5.72 0.00 59.00 7.37 5.72 0.00 60.00 7.37 5.72 0.00 61.00 7.37 5.72 0.00 62.00 7.37 5.72 0.00 63.00 7.37 5.72 0.00 64.00 7.37 5.72 0.00 65.00 7.37 5.72 0.00 66.00 7.37 5.72 0.00 67.00 7.37 5.72 0.00 68.00 7.37 5.72 0.00 69.00 7.37 5.72 0.00 70.00 7.37 5.72 0.00 71.00 7.37 5.72 0.00 72.00 7.37 5.72 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 80HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P3: West Boulevard Runoff = 0.74 cfs @ 12.13 hrs, Volume= 0.028 af, Depth= 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs MSE 24-hr 1 100-Year Rainfall=7.37" Area (sf)CN Description 1,482 49 50-75% Grass cover, Fair, HSG A 1,738 98 Paved parking, HSG A 3,220 75 Weighted Average 1,482 46.02% Pervious Area 1,738 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P3: West Boulevard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 1 100-Year Rainfall=7.37" Runoff Area=3,220 sf Runoff Volume=0.028 af Runoff Depth=4.48" Tc=6.0 min CN=75 0.74 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 81HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Subcatchment P3: West Boulevard Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 1.00 0.01 0.00 0.00 2.00 0.03 0.00 0.00 3.00 0.06 0.00 0.00 4.00 0.11 0.00 0.00 5.00 0.16 0.00 0.00 6.00 0.23 0.00 0.00 7.00 0.31 0.00 0.00 8.00 0.40 0.00 0.00 9.00 0.50 0.00 0.00 10.00 0.71 0.00 0.00 11.00 1.06 0.04 0.01 12.00 3.32 1.18 0.30 13.00 6.31 3.55 0.04 14.00 6.66 3.86 0.01 15.00 6.87 4.03 0.01 16.00 6.97 4.12 0.01 17.00 7.06 4.20 0.01 18.00 7.14 4.27 0.00 19.00 7.21 4.33 0.00 20.00 7.26 4.38 0.00 21.00 7.31 4.42 0.00 22.00 7.34 4.45 0.00 23.00 7.36 4.47 0.00 24.00 7.37 4.48 0.00 25.00 7.37 4.48 0.00 26.00 7.37 4.48 0.00 27.00 7.37 4.48 0.00 28.00 7.37 4.48 0.00 29.00 7.37 4.48 0.00 30.00 7.37 4.48 0.00 31.00 7.37 4.48 0.00 32.00 7.37 4.48 0.00 33.00 7.37 4.48 0.00 34.00 7.37 4.48 0.00 35.00 7.37 4.48 0.00 36.00 7.37 4.48 0.00 37.00 7.37 4.48 0.00 38.00 7.37 4.48 0.00 39.00 7.37 4.48 0.00 40.00 7.37 4.48 0.00 41.00 7.37 4.48 0.00 42.00 7.37 4.48 0.00 43.00 7.37 4.48 0.00 44.00 7.37 4.48 0.00 45.00 7.37 4.48 0.00 46.00 7.37 4.48 0.00 47.00 7.37 4.48 0.00 48.00 7.37 4.48 0.00 49.00 7.37 4.48 0.00 50.00 7.37 4.48 0.00 51.00 7.37 4.48 0.00 52.00 7.37 4.48 0.00 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 53.00 7.37 4.48 0.00 54.00 7.37 4.48 0.00 55.00 7.37 4.48 0.00 56.00 7.37 4.48 0.00 57.00 7.37 4.48 0.00 58.00 7.37 4.48 0.00 59.00 7.37 4.48 0.00 60.00 7.37 4.48 0.00 61.00 7.37 4.48 0.00 62.00 7.37 4.48 0.00 63.00 7.37 4.48 0.00 64.00 7.37 4.48 0.00 65.00 7.37 4.48 0.00 66.00 7.37 4.48 0.00 67.00 7.37 4.48 0.00 68.00 7.37 4.48 0.00 69.00 7.37 4.48 0.00 70.00 7.37 4.48 0.00 71.00 7.37 4.48 0.00 72.00 7.37 4.48 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 82HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1E: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =1.571 ac, 32.42% Impervious, Inflow Depth = 3.39" for 100-Year event Inflow = 12.22 cfs @ 12.14 hrs, Volume= 0.444 af Outflow = 12.22 cfs @ 12.14 hrs, Volume= 0.444 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1E: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.571 ac 12.22 cfs 12.22 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 83HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1E: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.00 0.00 12.00 4.27 4.27 13.00 0.82 0.82 14.00 0.26 0.26 15.00 0.23 0.23 16.00 0.12 0.12 17.00 0.11 0.11 18.00 0.09 0.09 19.00 0.08 0.08 20.00 0.06 0.06 21.00 0.05 0.05 22.00 0.04 0.04 23.00 0.02 0.02 24.00 0.01 0.01 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 84HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 1R: Runoff to Beard Ave City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.899 ac, 49.72% Impervious, Inflow Depth = 4.26" for 100-Year event Inflow = 2.81 cfs @ 12.30 hrs, Volume= 0.319 af Outflow = 2.81 cfs @ 12.30 hrs, Volume= 0.319 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 1R: Runoff to Beard Ave City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.899 ac 2.81 cfs 2.81 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 85HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: Runoff to Beard Ave City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.05 0.05 12.00 0.63 0.63 13.00 0.77 0.77 14.00 0.63 0.63 15.00 0.63 0.63 16.00 0.14 0.14 17.00 0.07 0.07 18.00 0.06 0.06 19.00 0.05 0.05 20.00 0.04 0.04 21.00 0.03 0.03 22.00 0.02 0.02 23.00 0.01 0.01 24.00 0.01 0.01 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 86HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.053 ac, 62.69% Impervious, Inflow Depth = 5.04" for 100-Year event Inflow = 0.59 cfs @ 12.13 hrs, Volume= 0.022 af Outflow = 0.59 cfs @ 12.13 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.053 ac 0.59 cfs 0.59 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 87HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2E: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.00 0.00 10.00 0.00 0.00 11.00 0.01 0.01 12.00 0.25 0.25 13.00 0.03 0.03 14.00 0.01 0.01 15.00 0.01 0.01 16.00 0.00 0.00 17.00 0.00 0.00 18.00 0.00 0.00 19.00 0.00 0.00 20.00 0.00 0.00 21.00 0.00 0.00 22.00 0.00 0.00 23.00 0.00 0.00 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 88HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer [40] Hint: Not Described (Outflow=Inflow) Inflow Area =0.726 ac, 73.88% Impervious, Inflow Depth = 5.58" for 100-Year event Inflow = 1.81 cfs @ 12.36 hrs, Volume= 0.338 af Outflow = 1.81 cfs @ 12.36 hrs, Volume= 0.338 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.726 ac 1.81 cfs 1.81 cfs MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 89HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Reach 2R: Runoff to Brooklyn Blvd City Storm Sewer Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 0.00 0.00 0.00 1.00 0.00 0.00 2.00 0.00 0.00 3.00 0.00 0.00 4.00 0.00 0.00 5.00 0.00 0.00 6.00 0.00 0.00 7.00 0.00 0.00 8.00 0.00 0.00 9.00 0.01 0.01 10.00 0.05 0.05 11.00 0.20 0.20 12.00 0.93 0.93 13.00 0.75 0.75 14.00 0.64 0.64 15.00 0.64 0.64 16.00 0.01 0.01 17.00 0.06 0.06 18.00 0.05 0.05 19.00 0.04 0.04 20.00 0.04 0.04 21.00 0.03 0.03 22.00 0.02 0.02 23.00 0.01 0.01 24.00 0.00 0.00 25.00 0.00 0.00 26.00 0.00 0.00 27.00 0.00 0.00 28.00 0.00 0.00 29.00 0.00 0.00 30.00 0.00 0.00 31.00 0.00 0.00 32.00 0.00 0.00 33.00 0.00 0.00 34.00 0.00 0.00 35.00 0.00 0.00 36.00 0.00 0.00 37.00 0.00 0.00 38.00 0.00 0.00 39.00 0.00 0.00 40.00 0.00 0.00 41.00 0.00 0.00 42.00 0.00 0.00 43.00 0.00 0.00 44.00 0.00 0.00 45.00 0.00 0.00 46.00 0.00 0.00 47.00 0.00 0.00 48.00 0.00 0.00 49.00 0.00 0.00 50.00 0.00 0.00 51.00 0.00 0.00 52.00 0.00 0.00 Time (hours) Inflow (cfs) Elevation (feet) Outflow (cfs) 53.00 0.00 0.00 54.00 0.00 0.00 55.00 0.00 0.00 56.00 0.00 0.00 57.00 0.00 0.00 58.00 0.00 0.00 59.00 0.00 0.00 60.00 0.00 0.00 61.00 0.00 0.00 62.00 0.00 0.00 63.00 0.00 0.00 64.00 0.00 0.00 65.00 0.00 0.00 66.00 0.00 0.00 67.00 0.00 0.00 68.00 0.00 0.00 69.00 0.00 0.00 70.00 0.00 0.00 71.00 0.00 0.00 72.00 0.00 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 90HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: Pavedrain w Jellyfish Inflow Area = 0.899 ac, 49.72% Impervious, Inflow Depth = 4.26" for 100-Year event Inflow = 8.63 cfs @ 12.13 hrs, Volume= 0.319 af Outflow = 2.81 cfs @ 12.30 hrs, Volume= 0.319 af, Atten= 67%, Lag= 10.0 min Primary = 2.81 cfs @ 12.30 hrs, Volume= 0.319 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 857.44' @ 12.30 hrs Surf.Area= 4,142 sf Storage= 5,693 cf Plug-Flow detention time= 51.4 min calculated for 0.319 af (100% of inflow) Center-of-Mass det. time= 51.4 min ( 830.6 - 779.2 ) Volume Invert Avail.Storage Storage Description #1B 854.00' 6,634 cf 58.75'W x 70.50'L x 4.47'H Field B 18,500 cf Overall - 1,916 cf Embedded = 16,584 cf x 40.0% Voids #2B 858.00' 428 cf PaveDrain S6-45 x 4480 Inside #1 Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 4480 Chambers in 64 Rows 7,061 cf Total Available Storage Storage Group B created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 853.82'12.0" Round Culvert L= 44.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 853.82' / 853.50' S= 0.0073 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 856.50'12.0" Round PVC Overflow Outlet L= 5.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 856.50' / 856.40' S= 0.0200 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 854.00'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=2.81 cfs @ 12.30 hrs HW=857.44' (Free Discharge) 1=Culvert (Passes 2.81 cfs of 6.60 cfs potential flow) 2=PVC Overflow Outlet (Barrel Controls 2.18 cfs @ 3.70 fps) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 91HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish - Chamber Wizard Field B Chamber Model = PaveDrain S6-45 (PaveDrain 12x12 Block with gap storage) Inside= 7.1"W x 5.6"H => 0.10 sf x 1.00'L = 0.1 cf Outside= 12.0"W x 5.6"H => 0.43 sf x 1.00'L = 0.4 cf 12.0" Wide - 1.0" Nesting = 11.0" C-C Row Spacing 70 Chambers/Row x 1.00' Long = 70.00' Row Length +0.50' Row Offset = 70.50' Base Length 64 Rows x 12.0" Wide - 1.0" Nesting x 63 = 58.75' Base Width 48.0" Base + 5.6" Chamber Height = 4.47' Field Height 4,480 Chambers x 0.1 cf = 427.8 cf Chamber Storage 4,480 Chambers x 0.4 cf = 1,916.4 cf Displacement 18,500.4 cf Field - 1,916.4 cf Chambers = 16,583.9 cf Stone x 40.0% Voids = 6,633.6 cf Stone Storage Chamber Storage + Stone Storage = 7,061.3 cf = 0.162 af Overall Storage Efficiency = 38.2% Overall System Size = 70.50' x 58.75' x 4.47' 4,480 Chambers 685.2 cy Field 614.2 cy Stone MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 92HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.899 ac Peak Elev=857.44' Storage=5,693 cf 8.63 cfs 2.81 cfs Pond 1P: Pavedrain w Jellyfish Primary Stage-Discharge Discharge (cfs) 543210 El e v a t i o n ( f e e t ) 858 857 856 855 854 PVC Overflow Outlet Jellyfish JF6 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 93HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 1P: Pavedrain w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 7,0006,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 858 857 856 855 854 Field B PaveDrain S6-45 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 94HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: Pavedrain w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 854.00 0.00 2.50 0.00 0 854.00 0.00 5.00 0.00 0 854.00 0.00 7.50 0.00 0 854.00 0.00 10.00 0.00 0 854.00 0.00 12.50 1.27 5,262 857.18 1.95 15.00 0.15 1,513 854.91 0.63 17.50 0.06 25 854.02 0.06 20.00 0.04 16 854.01 0.04 22.50 0.02 7 854.00 0.02 25.00 0.00 0 854.00 0.00 27.50 0.00 0 854.00 0.00 30.00 0.00 0 854.00 0.00 32.50 0.00 0 854.00 0.00 35.00 0.00 0 854.00 0.00 37.50 0.00 0 854.00 0.00 40.00 0.00 0 854.00 0.00 42.50 0.00 0 854.00 0.00 45.00 0.00 0 854.00 0.00 47.50 0.00 0 854.00 0.00 50.00 0.00 0 854.00 0.00 52.50 0.00 0 854.00 0.00 55.00 0.00 0 854.00 0.00 57.50 0.00 0 854.00 0.00 60.00 0.00 0 854.00 0.00 62.50 0.00 0 854.00 0.00 65.00 0.00 0 854.00 0.00 67.50 0.00 0 854.00 0.00 70.00 0.00 0 854.00 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 95HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Primary (cfs) 854.00 0.00 854.05 0.20 854.10 0.29 854.15 0.39 854.20 0.51 854.25 0.63 854.30 0.63 854.35 0.63 854.40 0.63 854.45 0.63 854.50 0.63 854.55 0.63 854.60 0.63 854.65 0.63 854.70 0.63 854.75 0.63 854.80 0.63 854.85 0.63 854.90 0.63 854.95 0.63 855.00 0.63 855.05 0.63 855.10 0.63 855.15 0.63 855.20 0.63 855.25 0.63 855.30 0.63 855.35 0.63 855.40 0.63 855.45 0.63 855.50 0.63 855.55 0.63 855.60 0.63 855.65 0.63 855.70 0.63 855.75 0.63 855.80 0.63 855.85 0.63 855.90 0.63 855.95 0.63 856.00 0.63 856.05 0.63 856.10 0.63 856.15 0.63 856.20 0.63 856.25 0.63 856.30 0.63 856.35 0.63 856.40 0.63 856.45 0.63 856.50 0.63 856.55 0.64 856.60 0.67 Elevation (feet) Primary (cfs) 856.65 0.73 856.70 0.80 856.75 0.88 856.80 0.97 856.85 1.07 856.90 1.18 856.95 1.30 857.00 1.43 857.05 1.57 857.10 1.72 857.15 1.87 857.20 2.02 857.25 2.19 857.30 2.35 857.35 2.52 857.40 2.69 857.45 2.85 857.50 3.02 857.55 3.19 857.60 3.35 857.65 3.50 857.70 3.64 857.75 3.77 857.80 3.88 857.85 3.98 857.90 4.16 857.95 4.32 858.00 4.41 858.05 4.51 858.10 4.60 858.15 4.69 858.20 4.77 858.25 4.86 858.30 4.94 858.35 5.02 858.40 5.10 858.45 5.18 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 96HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: Pavedrain w Jellyfish Elevation (feet) Storage (cubic-feet) 854.00 0 854.05 83 854.10 166 854.15 249 854.20 331 854.25 414 854.30 497 854.35 580 854.40 663 854.45 746 854.50 828 854.55 911 854.60 994 854.65 1,077 854.70 1,160 854.75 1,243 854.80 1,325 854.85 1,408 854.90 1,491 854.95 1,574 855.00 1,657 855.05 1,740 855.10 1,822 855.15 1,905 855.20 1,988 855.25 2,071 855.30 2,154 855.35 2,237 855.40 2,319 855.45 2,402 855.50 2,485 855.55 2,568 855.60 2,651 855.65 2,734 855.70 2,816 855.75 2,899 855.80 2,982 855.85 3,065 855.90 3,148 855.95 3,231 856.00 3,314 856.05 3,396 856.10 3,479 856.15 3,562 856.20 3,645 856.25 3,728 856.30 3,811 856.35 3,893 856.40 3,976 856.45 4,059 856.50 4,142 856.55 4,225 856.60 4,308 Elevation (feet) Storage (cubic-feet) 856.65 4,390 856.70 4,473 856.75 4,556 856.80 4,639 856.85 4,722 856.90 4,805 856.95 4,887 857.00 4,970 857.05 5,053 857.10 5,136 857.15 5,219 857.20 5,302 857.25 5,384 857.30 5,467 857.35 5,550 857.40 5,633 857.45 5,716 857.50 5,799 857.55 5,881 857.60 5,964 857.65 6,047 857.70 6,130 857.75 6,213 857.80 6,296 857.85 6,378 857.90 6,461 857.95 6,544 858.00 6,627 858.05 6,742 858.10 6,848 858.15 6,939 858.20 7,005 858.25 7,022 858.30 7,031 858.35 7,040 858.40 7,049 858.45 7,058 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 97HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: SE CMP w Jellyfish Inflow Area = 0.652 ac, 76.13% Impervious, Inflow Depth = 5.72" for 100-Year event Inflow = 7.91 cfs @ 12.13 hrs, Volume= 0.311 af Outflow = 1.64 cfs @ 12.38 hrs, Volume= 0.310 af, Atten= 79%, Lag= 14.7 min Primary = 1.64 cfs @ 12.38 hrs, Volume= 0.310 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 856.34' @ 12.38 hrs Surf.Area= 2,596 sf Storage= 5,997 cf Plug-Flow detention time= 61.8 min calculated for 0.310 af (100% of inflow) Center-of-Mass det. time= 60.4 min ( 824.8 - 764.5 ) Volume Invert Avail.Storage Storage Description #1A 852.50'0 cf 22.00'W x 118.00'L x 4.00'H Field A 10,384 cf Overall - 6,082 cf Embedded = 4,302 cf x 0.0% Voids #2A 852.50' 6,082 cf CMP Round 48 x 20 Inside #1 Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 22.00' Header x 12.57 sf x 2 = 552.9 cf Inside 6,082 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 852.20'12.0" Round Culvert L= 7.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 852.20' / 852.00' S= 0.0286 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 855.50'8.0" Round Overflow Outlet L= 32.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 855.50' / 855.34' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.35 sf #3 Device 1 852.50'0.63 cfs Jellyfish JF6 at all elevations Primary OutFlow Max=1.63 cfs @ 12.38 hrs HW=856.33' (Free Discharge) 1=Culvert (Passes 1.63 cfs of 7.20 cfs potential flow) 2=Overflow Outlet (Barrel Controls 1.00 cfs @ 2.96 fps) 3=Jellyfish JF6 (Exfiltration Controls 0.63 cfs) MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 98HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish - Chamber Wizard Field A Chamber Model = CMP Round 48 (Round Corrugated Metal Pipe) Effective Size= 48.0"W x 48.0"H => 12.57 sf x 20.00'L = 251.3 cf Overall Size= 48.0"W x 48.0"H x 20.00'L Row Length Adjustment= +10.00' x 12.57 sf x 4 rows 48.0" Wide + 24.0" Spacing = 72.0" C-C Row Spacing 5 Chambers/Row x 20.00' Long +10.00' Row Adjustment +4.00' Header x 2 = 118.00' Row Length 4 Rows x 48.0" Wide + 24.0" Spacing x 3 = 22.00' Base Width 48.0" Chamber Height = 4.00' Field Height 20 Chambers x 251.3 cf +10.00' Row Adjustment x 12.57 sf x 4 Rows + 22.00' Header x 12.57 sf x 2 = 6,082.1 cf Chamber Storage 10,384.0 cf Field - 6,082.1 cf Chambers = 4,301.9 cf Stone x 0.0% Voids = 0.0 cf Stone Storage Chamber Storage = 6,082.1 cf = 0.140 af Overall Storage Efficiency = 58.6% Overall System Size = 118.00' x 22.00' x 4.00' 20 Chambers 384.6 cy Field 159.3 cy Stone MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 99HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=0.652 ac Peak Elev=856.34' Storage=5,997 cf 7.91 cfs 1.64 cfs Pond 2P: SE CMP w Jellyfish Primary Stage-Discharge Discharge (cfs) 10 El e v a t i o n ( f e e t ) 856 855 854 853 Overflow Outlet Jellyfish JF6 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 100HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Pond 2P: SE CMP w Jellyfish Storage Stage-Area-Storage Storage (cubic-feet) 6,0005,0004,0003,0002,0001,0000 El e v a t i o n ( f e e t ) 856 855 854 853 Field A + CMP Round 48 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 101HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: SE CMP w Jellyfish Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.00 0 852.50 0.00 2.50 0.00 0 852.50 0.00 5.00 0.00 0 852.50 0.00 7.50 0.00 0 852.50 0.00 10.00 0.05 1 852.50 0.05 12.50 1.06 5,879 856.20 1.48 15.00 0.12 1,983 853.95 0.63 17.50 0.05 1 852.50 0.05 20.00 0.03 1 852.50 0.03 22.50 0.01 0 852.50 0.01 25.00 0.00 0 852.50 0.00 27.50 0.00 0 852.50 0.00 30.00 0.00 0 852.50 0.00 32.50 0.00 0 852.50 0.00 35.00 0.00 0 852.50 0.00 37.50 0.00 0 852.50 0.00 40.00 0.00 0 852.50 0.00 42.50 0.00 0 852.50 0.00 45.00 0.00 0 852.50 0.00 47.50 0.00 0 852.50 0.00 50.00 0.00 0 852.50 0.00 52.50 0.00 0 852.50 0.00 55.00 0.00 0 852.50 0.00 57.50 0.00 0 852.50 0.00 60.00 0.00 0 852.50 0.00 62.50 0.00 0 852.50 0.00 65.00 0.00 0 852.50 0.00 67.50 0.00 0 852.50 0.00 70.00 0.00 0 852.50 0.00 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 102HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Discharge for Pond 2P: SE CMP w Jellyfish Elevation (feet) Primary (cfs) 852.50 0.00 852.52 0.42 852.54 0.47 852.56 0.52 852.58 0.57 852.60 0.63 852.62 0.63 852.64 0.63 852.66 0.63 852.68 0.63 852.70 0.63 852.72 0.63 852.74 0.63 852.76 0.63 852.78 0.63 852.80 0.63 852.82 0.63 852.84 0.63 852.86 0.63 852.88 0.63 852.90 0.63 852.92 0.63 852.94 0.63 852.96 0.63 852.98 0.63 853.00 0.63 853.02 0.63 853.04 0.63 853.06 0.63 853.08 0.63 853.10 0.63 853.12 0.63 853.14 0.63 853.16 0.63 853.18 0.63 853.20 0.63 853.22 0.63 853.24 0.63 853.26 0.63 853.28 0.63 853.30 0.63 853.32 0.63 853.34 0.63 853.36 0.63 853.38 0.63 853.40 0.63 853.42 0.63 853.44 0.63 853.46 0.63 853.48 0.63 853.50 0.63 853.52 0.63 853.54 0.63 Elevation (feet) Primary (cfs) 853.56 0.63 853.58 0.63 853.60 0.63 853.62 0.63 853.64 0.63 853.66 0.63 853.68 0.63 853.70 0.63 853.72 0.63 853.74 0.63 853.76 0.63 853.78 0.63 853.80 0.63 853.82 0.63 853.84 0.63 853.86 0.63 853.88 0.63 853.90 0.63 853.92 0.63 853.94 0.63 853.96 0.63 853.98 0.63 854.00 0.63 854.02 0.63 854.04 0.63 854.06 0.63 854.08 0.63 854.10 0.63 854.12 0.63 854.14 0.63 854.16 0.63 854.18 0.63 854.20 0.63 854.22 0.63 854.24 0.63 854.26 0.63 854.28 0.63 854.30 0.63 854.32 0.63 854.34 0.63 854.36 0.63 854.38 0.63 854.40 0.63 854.42 0.63 854.44 0.63 854.46 0.63 854.48 0.63 854.50 0.63 854.52 0.63 854.54 0.63 854.56 0.63 854.58 0.63 854.60 0.63 Elevation (feet) Primary (cfs) 854.62 0.63 854.64 0.63 854.66 0.63 854.68 0.63 854.70 0.63 854.72 0.63 854.74 0.63 854.76 0.63 854.78 0.63 854.80 0.63 854.82 0.63 854.84 0.63 854.86 0.63 854.88 0.63 854.90 0.63 854.92 0.63 854.94 0.63 854.96 0.63 854.98 0.63 855.00 0.63 855.02 0.63 855.04 0.63 855.06 0.63 855.08 0.63 855.10 0.63 855.12 0.63 855.14 0.63 855.16 0.63 855.18 0.63 855.20 0.63 855.22 0.63 855.24 0.63 855.26 0.63 855.28 0.63 855.30 0.63 855.32 0.63 855.34 0.63 855.36 0.63 855.38 0.63 855.40 0.63 855.42 0.63 855.44 0.63 855.46 0.63 855.48 0.63 855.50 0.63 855.52 0.63 855.54 0.63 855.56 0.64 855.58 0.65 855.60 0.65 855.62 0.67 855.64 0.68 855.66 0.69 Elevation (feet) Primary (cfs) 855.68 0.71 855.70 0.73 855.72 0.75 855.74 0.77 855.76 0.79 855.78 0.82 855.80 0.84 855.82 0.87 855.84 0.89 855.86 0.92 855.88 0.95 855.90 0.98 855.92 1.01 855.94 1.05 855.96 1.08 855.98 1.11 856.00 1.14 856.02 1.18 856.04 1.21 856.06 1.25 856.08 1.28 856.10 1.31 856.12 1.35 856.14 1.38 856.16 1.41 856.18 1.44 856.20 1.47 856.22 1.50 856.24 1.53 856.26 1.56 856.28 1.58 856.30 1.61 856.32 1.63 856.34 1.64 856.36 1.65 856.38 1.65 856.40 1.65 856.42 1.68 856.44 1.70 856.46 1.72 856.48 1.75 856.50 1.77 MSE 24-hr 1 100-Year Rainfall=7.37"CAPI Stormwater Printed 1/30/2025Prepared by Pierce Pini and Associates Page 103HydroCAD® 10.00-26 s/n 09890 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: SE CMP w Jellyfish Elevation (feet) Storage (cubic-feet) 852.50 0 852.55 14 852.60 40 852.65 74 852.70 114 852.75 158 852.80 207 852.85 260 852.90 317 852.95 376 853.00 439 853.05 504 853.10 572 853.15 642 853.20 715 853.25 789 853.30 866 853.35 944 853.40 1,024 853.45 1,106 853.50 1,189 853.55 1,274 853.60 1,359 853.65 1,446 853.70 1,535 853.75 1,624 853.80 1,714 853.85 1,805 853.90 1,897 853.95 1,990 854.00 2,083 854.05 2,177 854.10 2,272 854.15 2,367 854.20 2,462 854.25 2,558 854.30 2,655 854.35 2,751 854.40 2,848 854.45 2,944 854.50 3,041 854.55 3,138 854.60 3,235 854.65 3,331 854.70 3,428 854.75 3,524 854.80 3,620 854.85 3,715 854.90 3,810 854.95 3,905 855.00 3,999 855.05 4,092 855.10 4,185 Elevation (feet) Storage (cubic-feet) 855.15 4,277 855.20 4,368 855.25 4,458 855.30 4,548 855.35 4,636 855.40 4,723 855.45 4,809 855.50 4,893 855.55 4,976 855.60 5,058 855.65 5,138 855.70 5,216 855.75 5,293 855.80 5,367 855.85 5,440 855.90 5,510 855.95 5,578 856.00 5,643 856.05 5,706 856.10 5,766 856.15 5,822 856.20 5,875 856.25 5,924 856.30 5,968 856.35 6,008 856.40 6,042 856.45 6,068 856.50 6,082 September 13, 2024 HGTS Project Number: 24-0494 Mr. David Monterrosa CAPI 5930 Brooklyn Boulevard Brooklyn Center, MN 55429 Re: Geotechnical Exploration Report, Proposed CAPI Immigrant Center Expansion, 5930 Brooklyn Boulevard, Brooklyn Center, Minnesota Dear Mr. Monterrosa: We have completed the geotechnical exploration report for the proposed CAPI Immigrant Center Expansion in Brooklyn Center, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Ten (10) soil borings were completed for this project that encountered a pavement section or about a foot of topsoil at the surface underlain by sandy native alluvial soils that extended to the termination depths of the borings. Except that 2 of the borings encountered Fill soils that extended to depths ranging from about 7 to 9 feet below the ground surface and some concrete debris was noted in the Fill. Groundwater was encountered in the soil borings at depths ranging from about 10 to 12 ½ feet below the ground surface. The pavement, topsoil and Fill are not suitable for foundation support and will need to be removed from below the building and oversize areas and replaced with suitable compacted engineered fill. In our opinion, the underlying native alluvial soils are suitable for foundation support. With the building pad prepared as recommended it is our opinion that the foundations for the proposed addition can be designed for a net allowable soil bearing capacity up to 3,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Paul Gionfriddo, P.E. Senior Engineer GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed CAPI Immigrant Center Expansion 5930 Brooklyn Boulevard Brooklyn Center, Minnesota PREPARED FOR: CAPI 5930 Brooklyn Boulevard Brooklyn Center, MN 55429 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 24-0494 September 13, 2024 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 4 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 6 4.3 Site Grading Recommendations 8 4.4 Dewatering 10 4.5 Interior Slabs 10 4.6 Below Grade Walls 11 4.7 Exterior Slabs 12 4.8 Site Grading and Drainage 12 4.9 Utilities & Stormwater Management System 12 4.10 Infiltration Rates 13 4.11 Bituminous Pavement Recommendations 14 5.0 CONSTRUCTION CONSIDERATIONS 15 5.1 Excavation 15 5.2 Observations 15 5.3 Backfill and Fills 15 5.4 Testing 15 5.5 Winter Construction 15 6.0 PROCEDURES 16 6.1 Soil Classification 16 6.2 Groundwater Observations 16 7.0 GENERAL 16 7.1 Subsurface Variations 16 7.2 Review of Design 16 7.3 Groundwater Fluctuations 16 7.4 Use of Report 17 7.5 Level of Care 17 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-10 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description CAPI is preparing for construction of an approximate 10,000 square foot addition to the west side of their facility at 5930 Brooklyn Boulevard. The project will also include an approximate 15,000 to 25,000 cubic foot stormwater management system, new parking areas, a greenhouse and community garden. CAPI retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed improvements. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The proposed addition will be located on the west side of the existing building. At the time of this assessment, the project site included parking areas on the east and south sides of the existing building with the remainder of the property vacant and grass/lawn covered. Topography across the site was relatively flat with the elevations at the soil boring locations ranging from about 858 ½ to 861 ½ feet above mean sea level. Based on a brief review of historical aerial photographs available on Google Earth it appears that one home and possibly 2 homes existed on the overall property. One of the homes was located immediately north of the existing building and was removed sometime between 2002 and 2004. The second home was located further to the north and appears to have been removed sometime between 1991 and 2002. 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 24-0494 dated June 28, 2024. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks:  Performing private utility locates.  Completing seven (7) standard penetration test soil borings extending to nominal depths of 20 feet and three (3) borings extending to nominal depths of 30 feet.  Sealing the borings in accordance with Minnesota Department of Health requirements.  Visually/manually classifying samples recovered from the soil borings.  Performing laboratory moisture content and P-200 content tests on selected samples.  Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements.  Preparing an engineering report describing current soil and groundwater conditions and providing recommendations for foundation and pavement design and construction and providing estimated soil infiltration rates. 2 1.5 Documents Provided To aid in preparing this proposal were provided a Request for Bid for Geotechnical Exploration Report (RFP) which included a project description and requirements of the geotechnical exploration. Included in the RFP was plan sheet “EX A – Boring Locations” that showed the proposed boring locations. We were also provided a plan sheet titled “CAPI Expansion Stormwater Management” that consisted of a civil schematic design narrative of the proposed improvements. The plan sheet was prepared by Locus Architecture/Pierce Pini & Associated but was not dated. 1.6 Locations and Elevations The soil boring locations was selected by CAPI, Locus Architecture and/or others members of the design team. HGTS staked the boring in the filed based on the plan Sheet EX A – Boring Locations that was included in the RFP. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using an aerial image from Google Earth as a base. HGTS obtained the GPS coordinates and ground surface elevations at the soil boring locations using GPS technology based on the US State Plane Coordinate System. GPS coordinates and ground surface elevations are shown on Figure 2 in the Appendix. 2.0 FIELD PROCEDURES The 10 standard penetration test borings were advanced on August 21st and 22nd, 2024 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency 3 based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions At the surface soil borings, SB-1 thru SB-8, encountered about a foot of topsoil that was composed of silty sand or poorly graded sand with silt that was dark brown to black in color and contained some roots. Soil borings SB-9 and SB-10 encountered a pavement section that consisted of about 3 inches of bituminous over about 5 ½ to 11 inches of aggregate base. Below the topsoil or pavement section soil borings SB-4 and SB-10 encountered Fill or Possible Fill that extend to depths ranging from about 7 to 9 ½ feet below the ground surface. The Fill was composed of poorly graded sand and poorly graded sand with silt that was brown or dark brown in color. Some concrete debris was noted in the Fill in each of these borings. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the Fill soils ranged from 5 to 17 bpf. These values indicate the soils had a loose to medium dense relative density. Below the topsoil, pavements or Fill the soil borings encountered native alluvial soils that extended to the termination depths of the borings. The alluvial soils consisted of fine to coarse grained poorly graded sand and poorly graded sand with silt that were brown in color. The exception was soil boring SB-5 which encountered sandy lean clay at about 19 ½ feet that extended to the termination depth of the boring at about 21 feet below the ground surface. N-Values within the sandy alluvial soils ranged from 2 to 26 bpf. These values indicate the soils had a very loose to medium dense relative density. The N-Value within the sandy lean clay was 13 bpf indicating the sandy lean clay had a stiff consistency. 3.2 Groundwater Groundwater was encountered in each of the soil borings at depths ranging from about 10 to 12 ½ feet below the ground surface while drilling and sampling corresponding to elevations ranging from about 846 ½ to 849 ½. The observed water levels are summarized in Table 1. 4 Table 1. Summary of Groundwater Levels Boring Number Measured Surface Elevation (feet) Approximate Depth to Groundwater (feet)* Approximate Groundwater Elevation (feet)* SB-1 860.1 12 ½ 847 ½ SB-2 861.4 12 ½ 849 SB-3 861.4 12 ½ 849 SB-4 860.1 12 ½ 847 ½ SB-5 858.8 10 849 SB-6 859.3 10 849 ½ SB-7 858.3 10 848 ½ SB-8 858.3 10 848 ½ SB-9 859.2 12 ½ 846 ½ SB-10 859.1 12 ½ 846 ½ * = Depths and elevations were rounded to the nearest ½ foot. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.3 Laboratory Testing Laboratory moisture content and percent passing the #200 sieve (P-200) tests were performed on selected samples recovered from the soil borings. Table 2 summarizes the results of the laboratory tests and the test results are also shown on the boring logs adjacent to the sample tested. Moisture content ranged from about 11 ½ to 20 ½ percent. Table 2. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 Content (%) * SB-1 SS-58 2 ½ 5 - SB-2 SS-68 2 ½ 4 ½ - SB-3 SS-78 2 ½ 7 - SB-4 SS-34 2 ½ 8 ½ - SB-5 SS-2 2 ½ 5 ½ 3 SB-5 SS-3 5 3 ½ 1 ½ SB-6 SS-10 2 ½ 4 ½ 4 SB-6 SS-12 7 ½ 6 ½ 1 ½ SB-7 SS-19 5 10 ½ 3 ½ SB-7 SS-21 10 19 ½ 2 ½ SB-8 SS-26 2 ½ 8 7 ½ SB-8 SS-27 5 14 ½ 8 SB-9 SS-42 2 ½ 8 10 SB-10 SS-50 2 ½ 9 13 *Moisture content and P-200 contents were rounded to the nearest ½ percent. 5 3.4 OSHA Soil Classification The soils encountered in the borings at the anticipated excavation depths consisted of; silty sand, poorly graded sand with silt and poorly graded sand meeting the ASTM Classifications of SM, SP-SM and SP. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction Addition The addition will be constructed to the west side of the existing building. The building structural system has not been determined but could be a structural steel or reinforced concrete structural system. The lateral system will be steel braced frames, CMU shear walls, or concrete shear walls depending on the primary structural system layout. Most of the building will be on grade with a potential basement under the north end of the addition. Based on the assumed construction, we anticipate that soil bearing pressures up to 3,000 pounds per square foot (psf) will be required for adequate foundation support. Finished floor grades were not provided; however, we assume the floor grades of the addition will match that of the existing facility and will be constructed at or near elevation 860.3 feet. We assume the basement level, if any, will be constructed about 10 feet below the main level corresponding to about elevation 850.3 feet Stormwater Management Based on information provided in the RFP the stormwater management system will likely consist of a 15,000 to 20,000 cubic foot underground storage and infiltration system but could potentially consist of a surface pond or infiltration basin. The underground system, if selected is assumed to consist of large diameter corrugated metal pipes supported on a bedding layer of gravel/rock. We further assume that the top of the system will bear at least 3 feet below the ground surface with the base of the system about 8 feet below the ground surface. The system will likely be situated near the location of soil borings SB-6 and SB-7. Community Garden, Rock Garden, Green House & Play Area A community garden, rock garden, green house and play area will be constructed on the north side of the existing facility. We were not provided any information regarding these structures and for the purposes of this evaluation we assume the community garden, rock garden and play are will not require any special subgrade improvements except for possibly removing any vegetation and topsoil. 6 We anticipate the greenhouse will likely consist of light gauge steel framing with glass panels that will likely be supported on circular pier foundations or conventional frost depth strip footings. The greenhouse will be a relatively light building and we estimate that column/footing loads will be less than 5 kips (5,000 pounds) and floor slab loads will be less than 250 pounds per square foot (psf). We assume the community garden, rock garden, green house and play area will be constructed at or near exiting site grades so that cuts or fills to attain design grades will be on the order of 2 feet or less. Pavements and Underground Utilities New parking and drive lanes will be constructed to the north of the existing parking area on the east side of the building. New pavements are assumed to be constructed to match existing pavement elevations. The parking lot expansion could also include new storm sewer installations. We have attempted to describe our understanding of the project. If the proposed loads exceed these values or if the design or location of the proposed addition changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion Addition Soil borings SB-1, SB-2 and SB-3 were completed within the proposed addition area and encountered about a foot of vegetation and topsoil at the surface. The vegetation and topsoil are not suitable for foundation support and will need to be removed and replaced as needed with suitable compacted engineered fill to attain design grades. It is our opinion that the underlying sandy native alluvial soils are generally suitable for foundation support. However, the upper portions of the native sand soils had a very loose relative density and will need to be compacted to increase their density and uniformity prior to placing additional fill and/or footings. Likewise, any soils disturbed during clearing and grubbing, grading or demolition activities will need to be compacted to increase their density and uniformity prior to placing additional fill and/or footings. The proposed addition will adjoin the existing building. Care will need to be taken when excavating near the existing building to avoid undermining the footings/foundations. It is unknown if the existing building has a basement or lower level. If the existing building does not have a lower level and the addition will include a basement level then shoring or underpinning the building will likely be required. Community Garden, Rock Garden, Green House & Play Area Soil borings SB-4, SB-5 and SB-8 were completed north of the existing building which will contain a community garden, rock garden or greenhouse and play area. Soil borings SB-4 was taken near or within the proposed play area and encountered about a foot of topsoil underlain by sandy Fill soils that extended to about 7 feet below the ground surface. The origin of the Fill is unknown but could be associated with construction or demolition of the home that formerly existed on the site. We are not aware of any documentation regarding placement or compaction of the Fill and the concern with undocumented Fill is the potential for unsuitable materials to be buried within that can settle 7 unfavorably. Some pieces of concrete debris were noted in the Fill. We typically do not recommend supporting new structures on undocumented Fill and typically recommend that it be removed and replaced or excavated, moisture conditioned and recompacted. Playground equipment generally does not exert heavy or excessive structural loads to the underlying soils and because of that we do not anticipate excessively large settlements will occur but, none the less, some settlement could occur and should be anticipated. Settlements, if any, are not anticipated to adversely affect the performance of the playground equipment and for that reason the Fill does not necessarily need to be removed. If that risk is unacceptable then the Fill should be excavated, any debris or other unsuitable material should be removed and the soil moisture conditioned and recompacted. Soil boring SB-5 was completed within the area of the community garden and encountered about a foot of topsoil at the surface that was underlain by sandy alluvial soils. We assume the vegetation and especially the topsoil will not be removed but will remain and be reused for the garden. Soil boring SB-8 was completed within the proposed rock garden or greenhouse area. The boring encountered about a foot of topsoil over sandy alluvial soils. The topsoil is not suitable for foundation support and will need to be removed with the propose greenhouse and oversize areas and replaced as needed with suitable compacted engineered fill to attain design grades. The underlying sands had a very loose relative density and will need to be compacted to increase their density and uniformity in order to provide adequate foundation support and reduce the potential for excessive total and differential settlements. Stormwater Management System Soil borings SB-6 and SB-7 were completed with the proposed stormwater management area and encountered about a foot topsoil over sandy native alluvial soil. We assume that the vegetation and topsoil at the surface will be removed regardless of which type of stormwater management system is selected. Laboratory P-200 tests of the underlying sandy soils showed P-200 contents less than 5 percent. These soils meet the ASTM classification of SP and are considered free draining soil materials. These soils are well suited for infiltration and are also well suited for pipe support. It is our opinion that the stormwater management system could consist of either a surface pond or infiltration basin or an underground system. Parking and Drive Areas Soil borings SB-9 and SB-10 were completed within the existing parking and drive lanes on the east and south side of the existing building. Below the pavement section soil boring SB-9 encountered sandy Fill and Possible Fill soils that extended to about 9 ½ feet below the ground surface. The origin of the Fill or Possible Fill is unknown but could be associated with construction of the existing building and/or underground utilities. The Fill and Possible Fill generally had a medium dense relative density which suggests the soil was compacted as it was placed and it appears to be generally suitable for pipe and pavement support. As noted in the paragraphs above we typically do not recommend supporting new structures on undocumented Fill and typically recommend that it be removed and replaced or excavated, moisture conditioned and recompacted. If new utilities will be installed, we recommend that the Fill or Possible Fill be further evaluated at that time. Any debris or other unsuitable 8 materials, if encountered, should be removed and replaced with suitable compacted engineered fill. The sandy soils encountered below the pavement section at boring SB-10, in our opinion are suitable for pipe and pavement support. Groundwater Groundwater was encountered in the borings at depths ranging from about 10 to 12 ½ feet below the ground surface corresponding to elevations ranging from about 846 ½ to 849 ½ feet. If the addition will not have a basement level, we do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. If the addition will include a basement level, we assume the basement floor slab will bear at or near elevation 850.3 feet with the footings about 1 foot below that level corresponding to about elevation 949.3 feet. With groundwater encountered at elevations ranging from about 846 ½ to 849 ½, groundwater could be encountered and dewatering could be required. 4.3 Site Grading Recommendations Excavation One (1) home and possibly 2 homes formerly existed on the project site. We recommend that any remnants of the former structure, if encountered, be removed from within the proposed building and oversize areas and properly disposed of off-site. We recommend that all vegetation, topsoil, Fill and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed addition and oversize areas. Table 3 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. It should be noted that the excavation depths presented in Table 3 do not account for the excavations required for foundation construction. Excavations for any foundations will likely extend deeper than shown in the table. Table 3. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 860.1 1 (Addition) 859 847 ½ SB-2 861.4 1 (Addition) 860 ½ 849 SB-3 861.4 1 (Addition) 860 ½ 849 SB-4 860.1 1 (play area) 859 847 ½ SB-5 858.8 - (Garden) - 849 SB-6 859.3 1 (Pond) 858 ½ 849 ½ SB-7 858.3 1 (Pond) 857 ½ 848 ½ SB-8 858.3 1 (Greenhouse) 857 ½ 848 ½ SB-9 859.2 1 (Parking) 858 846 ½ SB-10 859.1 1 (Parking) 858 846 ½ * = Excavation and groundwater elevations were rounded to nearest ½ foot. 9 Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Shoring/Underpinning and Excavations Near Existing Foundations At the anticipated foundation depths the soils will likely consist of sands meeting the ASTM classification SP or SP-SM which are an OSHA Type C soil. Foundation loads are transferred to the soil at an approximate 1:1 ratio (horizontal:vertical) down and away from the footing so that excavations for new foundations should not extend into that envelope. Since the soils are a Type C soil they could slough and you may need to increase the excavation slopes to 1 ½ : 1 or flatter. If those distances or slopes cannot be maintained then shoring or underpinning will likely be required. Options for shoring or underpinning could potentially include; helical anchors, micropiles, sheet pile, soil solidification or possibly performing the work segmentally so that only relatively small sections of the existing foundations are exposed at any given time. It must be noted that because the sandy soils will likely slough, completing the work segmentally will likely not be a practical or viable option. HGTS does not practice in underpinning or shoring system design. We assume that the project structural engineers will design a shoring or underpinning system, if required. It is our opinion that the estimated soil parameters presented in section 4.6 of this report can be used for underpinning or shoring system design as well as below grade wall design. If the soils below the existing foundations will be stabilized/solidified, soil solidification techniques could potentially include but not be linted to; chemical or cement grouting or compaction grouting. Some local contractors that can provided these services include but not be limited to Veit Companies or Carl Bolander & Sons. Fill Material Prior to placing any additional fill or foundations we recommend any loose sands or soil disturbed during excavation activities be surface compacted to increase their density and uniformity prior to placing additional fill and/or footings. We recommend the exposed soil be surface compacted with a large self-propelled vibratory compactor operating in vibratory mode. We recommend a minimum of 6 passes in each perpendicular direction Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. We recommend using sand, similar to the on-site materials for ease of compaction and to provide a uniform subgrade. Except that fill or backfill placed in wet excavations or within 2 feet of the groundwater table consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. Alternately “clear rock” can be used in wet excavations. The on-site native alluvial sand soils appear to be generally suitable for reuse as structural fill or backfill. If these soils will be used or reused as fill or backfill, some moisture conditioning (wetting or drying) of the soil could be required to meet the recommend compaction levels. Topsoil or soils that are black in color are not suitable for reuse as structural fill or backfill. 10 Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native alluvial soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 3,000 pounds per square foot (psf). Because the existing building will not likely settle along with the proposed addition, approximately 1 inch of differential settlement could occur between the existing building and the addition. To accommodate this settlement, we recommend installing expansion joints between the existing building and the addition or doweling the new footings into the existing footings. 4.4 Dewatering Groundwater was encountered in the borings at depths ranging from about 10 to 12 ½ feet below the ground surface corresponding to elevations ranging from about 846 ½ to 849 ½ feet. If the addition will include a basement level, then groundwater could be encountered and dewatering could be required. If dewatering is required, we recommend the groundwater level be temporarily lowered to a minimum of 2 feet below the lowest anticipated excavation elevation to allow for construction. In sand soils, we do not recommend attempting to dewater from within the excavation. Upward seepage will loosen and disturb the excavation, resulting in a “quick condition.” Rather, we recommend groundwater be drawn down below the anticipated excavation bottom. It may be appropriate to consult a dewatering contractor to review the soil boring logs, develop a dewatering plan and evaluate the impact of dewatering on adjacent structures. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted sandy engineered fill or sandy native alluvial soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (psi) may be used to design the floor. 11 If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls The addition could potentially include a basement level. We recommend either placing a drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. Soils meeting these requirements appear to be available on site. The soil encountered in the borings consisted of poorly graded sand and poorly graded sand with silt. These soils are considered free draining and that being the case, foundation drain tile may not necessarily be required. If drain tile is used, we recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Below grade walls will have lateral loads from the surrounding soils transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 4 can be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 4. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (SM, SC-SM, SC, CL) 135 28 70 50 375 12 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Exterior Slabs Exterior slabs will likely be underlain by granular soils consisting of poorly graded sand with silt and poorly graded sand corresponding to the ASTM classifications SP-SM and SP, respectively. These soils are generally slightly to non-frost susceptible soils. That being the case, it is our opinion that special subgrade improvements in excess of topsoil stripping in advance of slab construction will not be required. 4.8 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed addition. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Brooklyn Center requirements with respect to groundwater separation distances. In the absence of city requirements, we recommend maintaining and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.9 Utilities & Stormwater Management System General If an underground stormwater management system is installed, we assume it will likely consist of a series of large diameter corrugate metal pipe such as a “Stormtech Chamber System or equivalent. With groundwater encountered in borings SB-6 and SB-7 at about 10 feet below the ground surface we’ve assumed the pipe will likely be on the order of 24 to 36 inches in diameter and the invert of the system will bear about 6 to 8 feet below the ground surface corresponding to elevations ranging from about elevation 850 ½ to 851 ½ feet. Underground stormwater systems are typically supported on a minimum 9- to 12-inch-thick layer of “stone” and typically require a minimum soil bearing capacity of 2,000 pounds per square foot (psf) for adequate foundation support. We recommend that the system be installed/constructed in accordance with manufacturer requirements. We further recommend that the “stone” base and “stone” fill or backfill meet the manufacturers’ requirement. Soil borings SB-6 and SB-7 were completed within the proposed stormwater management system area and groundwater was encountered in these borings at about 10 feet below the ground surface corresponding to elevation ranging from about 848 ½ to 849 ½ feet. See section 4.5 for dewatering considerations. 13 The follow paragraphs provide general recommendations for subgrade preparation. In the event these recommendations conflict with the storm system manufacturers requirements then the manufacturers requirements shall govern. Subgrade Preparation We recommend that all pavements, vegetation, topsoil and any soft or otherwise unsuitable materials, if encountered, be removed from within the proposed stormwater system area, oversize areas and pipe invert elevations. Based on the soil borings SB-6 and SB-7 we do not anticipate that soil correction in excess of stripping the vegetation and topsoil will be required for system installation Soil Bearing Pressure At the anticipted pipe invert elevations the soil boring encountered poorly graded sand that in our opinion is suitable for chamber support and will meet the 2,000 psf soil bearing requirement. Backfilling and Compaction Prior to placing the chambers and associated piping, we recommend that any loose soils or soils disturbed during construction activities be surface compacted to increase their density and uniformity. We anticipate that new pavements will be constructed over the top of the stormwater management system. We recommend that the stormwater system be backfilled and compacted to meet the manufacturer’s requirements with respect to backfill depths, compaction and material requirements. 4.10 Infiltration Rates We understand that stormwater run-off could be controlled via an underground stormwater management system of a surface pond/infiltration basin. The soils encountered in soil borings SB-6 and SB-7, completed with the storage system or pond location, consisted of sandy soils meeting the ASTM classification SP. It is our opinion that the infiltration rates presented in Table 5 can be used for stormwater chamber system design or pond/infiltration basin design. These values were obtained from the Minnesota Storm Water Manual. Table 5. Infiltration Rates Soil Description/ASTM Classification Hydrologic Soil Group Infiltration Rate (in/hr.) Poorly Graded Sand/ Poorly Graded Sand with Silt SP/SP-SM A 0.8 It should be noted that soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 14 4.11 Bituminous Pavement Recommendations Traffic New parking areas will be constructed to the north of the existing parking lot on the east side of the building. Based on the plans provided it appears the parking lot will include about 35 parking stalls. We anticipate the parking lot will be used by automobiles and light trucks so that a light duty pavement section will suffice. Based on the number of parking stalls and the anticipated vehicle distribution we estimate that the pavements will be subjected to less than 50,000 Equivalent Single Axle Loads (ESAL’s) over a 20-year design life. Subgrade Preparation We recommend removing all vegetation and topsoil and any other soft or otherwise unsuitable materials from within the pavement subgrade. Backfill, if needed, to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill or backfill should be placed with moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry dentistry. Prior to placing the aggregate base, we recommend compacting the subgrade with a large self- propelled vibratory compactor and perform compaction tests or possibly proof-rolling the subgrade soils to identify soft, weak, loose or unstable areas that may require additional sub- cuts. R-Value R-Value testing was beyond the scope of this project. The soil borings encountered predominantly sandy soils corresponding to the ASTM Classifications of SP and SP-SM. It is our opinion an assumed R-Value of 50 can be used for pavement design. Pavement Section It should be noted that the pavement sections presented are not absolutes. Depending on serviceability expectations, material availability, and cost, there could be circumstances under which alternative sections will be more practicable. Based on an estimated R-value of 50 and a maximum of 50,000 ESAL’s we recommend a light duty pavement section consisting of a minimum of 3 ½ inches of bituminous underlain by a minimum of 6 inches of aggregate base. If a heavy-duty pavement section is required, we recommend a minimum of 4 inches of bituminous underlain by a minimum of 6 inches of aggregate base. Materials We recommend aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous wear and base courses meet the requirements of MN/Dot specification 2360 for bituminous mixes. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,000 psi. We recommend specifying 5 to 8 percent entrained air for exposed concrete to provide 15 resistance to freeze-thaw deterioration. We recommend slump, air content and compressive strength test of Portland cement concrete. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings at the anticipated excavation depths consisted of; silty sand, poorly graded sand with silt and poorly graded sand meeting the ASTM Classifications of SM, SP-SM and SP. These soils will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 16 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, 17 flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of CAPI and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Figure #: 1 Drawn By: AMH Date: 9-5-2024 Scale: None Project #: 24-0494 Soil Boring Location Sketch Brooklyn Center, Minnesota Legend Approximate Soil Boring Location Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-3 SB-2 SB-1 SB-10 SB-9 SB-8 SB-4 SB-7 SB-5 SB-6 HGTS# 24-0494 Figure 2: GPS Boring Locations Referencing US State Plane Coordinate System Boring Number Elevation (US Feet) Northing Coordinate Easting Coordinate SB-1 860.1 1080946.46207258 2799043.46709407 SB-2 861.4 1080979.51599348 2799034.77525803 SB-3 861.4 1081030.79217671 2799046.95726086 SB-4 860.1 1081079.71401189 2799080.62928028 SB-5 858.8 1081142.08860577 2799142.02103022 SB-6 859.3 1081172.83724657 2799206.51076831 SB-7 858.3 1081083.69879408 2799200.89812013 SB-8 858.3 1081049.1580371 2799136.13548664 SB-9 859.2 1080966.67516692 2799189.46597399 SB-10 859.1 1080928.28763171 2799109.50661219 Silty Sand, tracfe Grass, black, moist (Topsoil) (SP) Poorly Graded Sand, fine grained, brown, moist, very loose (Alluvium) (SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist, loose (Alluvium) (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 12.5 ft, loose (Alluvium) (SP) Poorly Graded Sand, medium to coarse grained, trace Gravel, brown, waterbearing, loose to medium dense (Alluvium) Bottom of borehole at 31.0 feet. AU 57 SS 58 SS 59 SS 60 SS 61 SS 62 SS 63 SS 64 SS 65 SS 66 3-2-2 (4) 3-4-3 (7) 4-3-4 (7) 9-3-4 (7) 2-3-5 (8) 2-3-4 (7) 4-4-4 (8) 3-3-3 (6) 11-10-10 (20) 5 NOTES GROUND ELEVATION 860.1 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/22/24 COMPLETED 8/22/24 AT TIME OF DRILLING 12.50 ft / Elev 847.60 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 25 30 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 6 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Sand, trace Grass, black, moist (Topsoil) (SP) Poorly Graded Sand, fine to medium grained, brown, moist, loose (Alluvium) (SP) Poorly Graded Sand, medium to coarse grained, brown, waterbearing, loose to medium dense (Alluvium) Bottom of borehole at 31.0 feet. AU 67 SS 68 SS 69 SS 70 SS 71 SS 72 SS 73 SS 74 SS 75 SS 76 3-3-2 (5) 2-3-3 (6) 2-3-5 (8) 3-3-3 (6) 3-2-3 (5) 2-4-3 (7) 2-2-3 (5) 8-10-9 (19) 5-3-4 (7) 4.5 NOTES GROUND ELEVATION 861.4 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/22/24 COMPLETED 8/22/24 AT TIME OF DRILLING 12.50 ft / Elev 848.90 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 25 30 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 6 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Sand, trace Roots, black, moist (Topsoil) (SP) Poorly Graded Sand, fine grained, brown, moist, very loose to loose (Alluvium) (SP) Poorly Graded Sand, medium to coarse grained, brown, wet to waterbearing at about 12.5 ft, loose to medium dense (Alluvium) Bottom of borehole at 31.0 feet. AU 77 SS 78 SS 79 SS 80 SS 81 SS 82 SS 83 SS 84 SS 85 SS 86 2-2-2 (4) 2-2-4 (6) 2-3-3 (6) 2-4-5 (9) 5-5-5 (10) 4-5-6 (11) 9-8-8 (16) 6-8-10 (18) 3-4-5 (9) 7 NOTES GROUND ELEVATION 861.4 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/22/24 COMPLETED 8/22/24 AT TIME OF DRILLING 12.50 ft / Elev 848.90 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 25 30 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Poorly Graded Sand with Silt, brown, moist (Topsoil) Poorly Graded Sand, fine to medium grained, trace Concrete, brown, moist (Fill) (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 12.5 ft, very loose to loose (Alluvium) Bottom of borehole at 21.0 feet. AU 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 SS 40 2-2-3 (5) 5-5-3 (8) 3-3-1 (4) 4-4-5 (9) 1-2-3 (5) 1-2-2 (4) 3-2-3 (5) 8.5 NOTES GROUND ELEVATION 860.1 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 12.50 ft / Elev 847.60 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Silty Sand, trace Roots, dark brown, moist (Topsoil) (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 10 ft, very loose to loose (Alluvium) P-200 = 3 % P-200 = 1.5 % (CL) Sandy Lean Clay, grey, wet, stiff (Alluvium) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 2-1-1 (2) 2-3-3 (6) 1-2-2 (4) 2-1-1 (2) 1-1-1 (2) 3-5-4 (9) 5-6-7 (13) 5.5 3.5 NOTES GROUND ELEVATION 858.8 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 10.00 ft / Elev 848.80 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Poorly Graded Sand with Silt, dark brown, moist (Topsoil) (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 10 ft, very loose to loose (Alluvium) P-200 = 4 % P-200 = 1.5 % Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 3-3-2 (5) 2-2-2 (4) 1-1-2 (3) 1-2-2 (4) 1-3-2 (5) 1-1-4 (5) 2-3-5 (8) 4.5 6.5 NOTES GROUND ELEVATION 859.3 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 10.00 ft / Elev 849.30 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Poorly Graded Sand with Silt, dark brown, moist (Topsoil) (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 10 ft, loose (Alluvium) P-200 = 3.5% P-200 = 2.5 % (SP) Poorly Graded Sand, medium to coarse grained, brown, waterbearing, very loose to loose (Alluvium) Bottom of borehole at 21.0 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 SS 24 2-3-3 (6) 3-2-3 (5) 1-2-3 (5) 2-2-3 (5) 1-1-2 (3) 4-4-6 (10) 5-5-5 (10) 10.5 19.5 NOTES GROUND ELEVATION 858.3 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 10.00 ft / Elev 848.30 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Poorly Graded Sand with Silt, dark brown, moist (Topsoil) (SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist, very loose to loose (Alluvium) P-200 = 7.5 % P-200 = 8 % (SP) Poorly Graded Sand, medium to coarse graind, brown, moist to waterbearing at about 10 ft, very loose to medium dene (Alluvium) Bottom of borehole at 21.0 feet. AU 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 SS 32 2-1-2 (3) 3-3-5 (8) 1-2-2 (4) 2-2-4 (6) 1-2-3 (5) 1-1-2 (3) 9-10-7 (17) 8 14.5 NOTES GROUND ELEVATION 858.3 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 10.00 ft / Elev 848.30 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Approximately 3 Inches of Bituminous Approximately 5.5 Inches of Aggregate Base (SP-SM) Poorly Graded Sand with Silt, fine grained, brown, moist, medium dense to loose (Alluvium) P-200 = 10 % (SP) Poorly Graded Sand, fine to medium grained, brown, moist to waterbearing at about 12.5 ft, very loose to loose (Alluvium) Bottom of borehole at 21.0 feet. AU 41 SS 42 SS 43 SS 44 SS 45 SS 46 SS 47 SS 48 9-12-14 (26) 14-15-11 (26) 5-5-5 (10) 2-3-3 (6) 1-1-1 (2) 1-1-1 (2) 2-1-2 (3) 8 NOTES GROUND ELEVATION 859.2 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/21/24 COMPLETED 8/21/24 AT TIME OF DRILLING 12.50 ft / Elev 846.70 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-9 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Approximately 3 Inches of Bituminous Approximately 11 Inches of Aggregate Base Silty Sand, fine grained, with Concrete, dark brown, moist (Fill) P-200 = 13 % Poorly Graded Sand with Silt, fine grained, brown, moist (Possible Fill) (SP) Poorly Graded Sand, fine to medium grained, bgrown, wet to waterbearing at about 12.5 ft, very loose to loose (Alluvium) Bottom of borehole at 21.0 feet. AU 49 SS 50 SS 51 SS 52 SS 53 SS 54 SS 55 SS 56 7-11-6 (17) 10-7-7 (14) 2-3-3 (6) 3-3-3 (6) 1-2-3 (5) 1-2-2 (4) 2-3-4 (7) 9 NOTES GROUND ELEVATION 859.1 ft LOGGED BY NC/MS DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 8/22/24 COMPLETED 8/22/24 AT TIME OF DRILLING 12.50 ft / Elev 846.60 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DE P T H (f t ) 0 5 10 15 20 GR A P H I C LO G MATERIAL DESCRIPTION SA M P L E T Y P E NU M B E R RE C O V E R Y % (R Q D ) BL O W CO U N T S (N V A L U E ) SPT N VALUE 20 40 60 80 Mo i s t u r e C o n t e n t (% ) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-10 CLIENT CAPI PROJECT NUMBER 24-0494 PROJECT NAME 5930 Brooklyn Boulevard PROJECT LOCATION Brooklyn Center, MN GE O T E C H B H P L O T S - G I N T S T D U S L A B . G D T - 9 / 1 3 / 2 4 1 1 : 2 7 - C : \ U S E R S \ A L I C E H A U G O \ H G T S D R O P B O X \ L A B H A U G O \ H A U G O G E O T E C H N I C A L S E R V I C E S \ G I N T P R O J E C T B A C K U P \ P R O J E C T S \ 2 4 - 0 4 9 4 B O R I N G L O G D R A F T . G P J Haugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Exhibit B M E M O R A N D U M DATE: February 7, 2025 TO: Ginny McIntosh, Planning Manager FROM: Touyia Lee, Principle Engineer SUBJECT: Public Works – Preliminary Site Plan / Plat Review 5930 Brooklyn Blvd - CAPI Immigrant Opportunity Center Public Works staff reviewed the following documents submitted for review for the proposed 5930 Brooklyn Blvd development known as CAPI Immigrant Opportunity Center. •2025-01-31 Land Use Resubmittal This document included the following: o Preliminary Plans o Preliminary Stormwater Report o Preliminary Plat (2025-01-31) o Geotechnical Exploration Report Subject to final staff Site Plan approval, the referenced plans must be revised in accordance with the following comments/revisions and approved prior to issuance of any permits. Plan Items C400 – Grading and Drainage Plan 1.Double check ADA grades within handicapped parking spaces, maximum 2.0% slope within spaces. C500 – Utility Plan 2.Denote all utilities including underground system as private. 3.Revisit design of secondary sanitary service connection on Brooklyn Blvd. C801 – City Details 4.City standard detail plates shall be updated to latest City details. L5.0 – City Details 1.Irrigation system as-built must be provided to the city upon completion of work. E700 – Electrical Site Photometric Plan 5.Site photometric plans shall also include lighting improvements to existing parking lot Exhibit C Platting Requirement 6. A 10’ drainage and utility easement must be dedicated on the plat around the entire perimeter of the site. 7. Legal descriptions and easement vacation documents must be obtained for all existing easements to be vacated. Existing public easements as determined by the City must be vacated, and proposed easements must be dedicated as part of the preliminary and final platting process. The formal vacation document must contain an easement vacation description and depiction exhibit signed by a professional surveyor. 8. An updated certified abstract of title or registered property report must be provided to the City Planner and City Attorney for review at the time of the preliminary plat application (within 30 days of preliminary plat application). Additionally, this will need to stay current and be updated through the approval process as required to maintain and be current within 30 days of the release of final plat. General Items 9. The total disturbed area exceeds one acre, an NPDES permit is required. The total disturbed area is less than five acres; the City of Brooklyn Center has reviewed the plans per the Shingle Creek Watershed Commission rules. From preliminary review the applicant has met watershed’s rule requirements. A final stormwater management report must be provided upon completion. 10. The applicant shall be responsible for coordinating site development plans with all private utility companies (Xcel Energy, CenterPoint Energy, Qwest Communications, Comcast, etc. ) Applicant shall be responsible for verifying all utilities are absent from the easement proposed to be vacated. 11. The City has submitted the plans to Hennepin County for review. Applicant must meet requirements from the review. Agreements 12. During construction of the site improvements, and until the permanent turf and plantings are established, the developer will be required to reimburse the City for the administration and engineering inspection efforts. Please submit a deposit of $5,000 that the City can draw upon on a monthly basis. 13. A Construction Management Plan and Agreement is required that addresses general construction activities and management provisions, traffic control provisions, emergency management provisions, storm water pollution prevention plan provisions, tree protection provisions, general public welfare and safety provisions, definition of responsibility provisions, temporary parking provisions, overall site condition provisions and non-compliance provisions. A $5,000 deposit will be required as part of the non-compliance provision. 14. An overall Easement Agreement is required that will provide the City perpetual accessibility to all private utilities and storm drainage areas to inspect and enforce proper utility service and maintenance for the entire site. This easement agreement also includes private inspection, maintenance, and reporting responsibilities. Easements to provide utility service to the development should be dedicated as necessary. 15. Upon project completion, the applicant must submit an as-built survey of the property, improvements and utility service lines and structures, and provide certified record drawings for any associated private and/or public improvements prior to issuance of the certificate of occupancy. The survey must also verify that all property corners have been established and are in place at the completion of the project as determined and directed by the City Engineer. 16. Inspection for the private site improvements must be performed by the developer’s design/project engineer. Upon project completion, the design/project engineer must formally certify through a letter that the project was built in conformance with the approved plans and under the design/project engineer’s immediate and direct supervision. The engineer must be certified in the State of Minnesota and must certify all required as-built drawings (which are separate from the as-built survey). Anticipated Permitting 17. A City of Brooklyn Center land disturbance permit is required. 18. A Water and Sewer Permit is required. 19. A Minnesota Pollution Control Agency NPDES storm water construction permit is required. 20. If applicable, applicant will need to obtain required permits to work in County right-of-way. 21. Other permits not listed herein may be required. It is the Responsibility of the applicant to obtain such permits as warranted. Prior to Issuance of Land Alteration 22. Copies of all required permits must be provided to the City. 23. Final construction plans and specification must be submitted and approved by the City Engineer. The final construction plans must be certified by a licensed engineer in the state of Minnesota. 24. The Construction Management Plan and Agreement has been executed and the associated separate cash escrow has been deposited with the City. 25. A preconstruction conference is scheduled and held with City staff and other entities designated by the City. All aforementioned items, comments and recommendations are provided based on the information submitted by the applicant at the time of this review. Subsequent approval of the final plan may require additional modifications based on engineering requirements associated with final design as established by the City Engineer and other public officials having jurisdiction over approval of the final site plans.