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HomeMy WebLinkAboutcocc_p&z_agenda_pkt_20230913CAPE CANAVERAL PLANNING & ZONING BOARD/LOCAL PLANNING AGENCY City Hall Council Chambers 100 Polk Avenue, Cape Canaveral, Florida 32920 September 13, 2023 6:00 P.M. CALL TO ORDER ROLL CALL PUBLIC PARTICIPATION Member of the public may provide comments to the Planning & Zoning Board/Local Planning Agency (PZB) regarding matters not on the agenda provided that the comments are relevant to the legal responsibilities delegated to the PZB by the City Code and law, and not related to pending quasi-judicial matters which will be heard at a subsequent PZB meeting. Public comments related to public hearing Agenda Items will occur during the public hearing. The PZB is not required to take public comments on emergency or ministerial items (e.g. approval of agenda, minutes, informational items). Members of the public will limit their comments to three (3) minutes. The PZB will not take any action under the "Public Participation" section of the agenda. However, if appropriate at the discretion of the PZB, the PZB may schedule matters commented upon during public participation at a future PZB meeting. OLD BUSINESS NEW BUSINESS A. Board Matters: 1. Approval of Meeting Minutes — July 12, 2023 2. Interview Board Applicant— Daniel Sharpe B. Quasi-Judicial/Comprehensive Plan Amendments (Legislative — Public Hearings): 3. Consideration of Ordinance No. XX-2023 to amend the City of Cape Canaveral Comprehensive Plan Future Land Use Element by Establishing a Mixed -Use (MXU) Land Use Category and Related Objective and Policies, providing for the repeal of prior inconsistent Ordinances and Resolutions, incorporation into the Comprehensive Plan, an effective date and legal status of the Plan amendments. 4. Discuss potential alternatives to the current parking requirements for restaurants/bars specified in Sec. 110-491 of the Cape Canaveral's Land Development Regulations. 5. Hilton Garden Inn - PIN# 24-37-15-00-804 - Site Plan Approval. 6. Discuss allowing an exception to the current height requirements for certain uses. REPORTS AND OPEN DISCUSSION ADJOURNMENT: Pursuant to Section 286.0105, Florida Statutes, the City hereby advises the public that: If a person decides to appeal any decision made by the PZB with respect to any matter considered at this meeting, that person will need a record of the proceedings, and for such purpose that person may need to ensure that a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based. This notice PZB Agenda — September 13, 2023 Page 2 of 2 does not constitute consent by the City for the introduction or admission into evidence of otherwise inadmissible or irrelevant evidence, nor does it authorize challenges or appeals not otherwise allowed by law. In accordance with the Americans with Disabilities Act: all interested parties may attend this Public Meeting. The facility is accessible to the physically handicapped. Persons with disabilities needing assistance to participate in the proceedings should contact the City Clerk's office [(321) 868-1220 x207 or x206] 48 hours in advance of the meeting. CAPE CANAVERAL PLANNING & ZONING BOARD/LOCAL PLANNING AGENCY City Hall Council Chambers 100 Polk Avenue, Cape Canaveral, Florida 32920 Wednesday July 12, 2023 6:00 P.M. MINUTES - DRAFT CALL TO ORDER: A meeting of the Planning & Zoning Board took place on July 12, 2023, at City Hall Council Chambers, 100 Polk Avenue, Cape Canaveral, Florida. Chairman Lamar Russell called the meeting to order at 6:00 pm. The Board Secretary called the roll ROLL CALL: Members Present: Lamar Russell Chairman Nancy Gentilquore Board Member Susan Denny Board Member Steven Stroud Board Member Dr. Michael Miller Board Member Others Present: David Dickey Kyle Harris Patti Roth Renee Yother Scott Molyneaux Director, Community & Economic Development Senior Planner Code Enforcement Administrative Assistant Board Secretary Brevard County Sheriff's Office PUBLIC PARTICIPATION Member of the public may provide comments to the Planning & Zoning Board/Local Planning Agency (PZB) regarding matters not on the agenda provided that the comments are relevant to the legal responsibilities delegated to the PZB by the City Code and law, and not related to pending quasi-judicial matters which will be heard at a subsequent PZB meeting. Public comments related to public hearing Agenda Items will occur during the public hearing. The PZB is not required to take public comments on emergency or ministerial items (e.g. approval of agenda, minutes, informational items). Members of the public will limit their comments to three (3) minutes. The PZB will not take any action under the "Public Participation" section of the agenda. However, if appropriate at the discretion of the PZB, the PZB may schedule matters commented upon during public participation at a future PZB meeting. Council Member Don Willis thanked the Board for their volunteerism and efforts. He expressed his appreciation for all research and decisions submitted to City Council. OLD BUSINESS: PZB Agenda — Jul 12, 2023 Page 2 of 4 NEW BUSINESS: A. Board Matters: 1. Approval of Meeting Minutes: May 10, 2023 — Motion to accept the minutes as written made by Board Member Miller and seconded by Board Member Gentilquore. Vote on the motion carried unanimously, 5-0. B. Quasi-Judicial/Comprehensive Plan Amendments (Legislative — Public Hearings): 2. Consideration of Ordinance No. XX-2023 to amend the City of Cape Canaveral Comprehensive Plan Future Land Use Element by Establishing a Mixed -Use (MXU) Land Use Category and Related Objective and Policies, providing for the repeal of prior inconsistent Ordinances and Resolutions, incorporation into the Comprehensive Plan, an effective date and legal status of the Plan amendments. Mr. Harris reported that the City Attorney incorporated language presented and approved at the May 10th meeting into the Ordinance, which is now in proper format and presented tonight to the Board to allow for further review. Mr. Dickey explained to the Board that specific recommendations related to Affordable Housing were not going to be presented tonight, rather, the topic would be discussed at a future meeting. The topic is an important one with many City businesses, property owners and tenants being affected. Chairman Russell opened the discussion to the public. There was negative and positive feedback. Lee Vicidomini, resident, discussed concerns about tax increase, Affordable Housing paying lower taxes, and expressed her opposition for the City's need to get involved as there are currently several affordable mobile home parks. Council Member Mickie Kellum was present and questioned if the Mixed -Use element needs to wait with Affordable Housing or if it can move forward separately. Discussion continued between Chairman Russell, Mr. Dickey, Mrs. Vicidomini and Council Member Mickie Kellum which included incentivizing developers, determination of affordability, subsidies, lower taxes, zoning and the application process. Chairman Russell directed staff to agenda Affordable Housing for the next meeting. Discussion ensued regarding criteria of Mixed -Use Land Use. "Live -work units" or "live -work space" is currently not allowed in City Code. Mr. Dickey informed the Board there is proposed language that would allow for development of these types of units in commercial and industrial zoned properties. Mixed -Use projects, of at least 7 acres, under the proposed language, are larger scale projects than the "live -work units" or "live -work space". Criteria for these larger Mixed -Use projects are in the proposed language in which the Board and Council can use to designate properties PZB Agenda — Jul 12, 2023 Page 3 of 4 that will be eligible. The Board feels there is merit to the new proposed language and the consensus is to move forward with staff drafting the Ordinance, with the proposed language for the Board to review at the next meeting, at which time, staff will ask for recommendation to present to the City Council. Discussion continued between Chairman Russell and Mr. Dickey regarding planned unit development (PUD) zoning and the Mixed -Use map. Mr. Dickey informed the Board there is only one PD zone in the City, which is located along A1A; Life Storage, an indoor storage warehouse. Originally this property was zoned C-1, which does not permit this type of use. Zoning this property as PD allowed for a more flexible zoning district that allows multiple uses. Each Mixed -Use project could be so different from one another which is why the proposed language recommends that each project be evaluated project by project. Chairman Russell opened discussion to Council Member Kellum. She discussed her concerns for the City's small town feel and visions of the City regarding land requirements for hotels and the Mixed -Use projects. The Board directed Staff to draft the Ordinance with the proposed language for final review and recommendation to City Council. 3. Discuss potential alternatives to the current parking requirements for restaurants/bars specified in Sec. 110-491 of the Cape Canaveral's Land Development Regulations. Kyle Harris showed a slide presentation of challenges and alternatives and discussed his parking research analysis from various municipalities across the state. The challenges shown are limited space, cost of providing parking and environmental impacts. The alternatives included number of seats and employees, square footage of service area, total occupancy determined by the fire department, parking plan/studies and reductions of spaces related to low -impact development and encouragement of alternative methods of transportation (bicycle, walking, etc.). The City currently requires one space per three seats for bars and restaurants. Mr. Harris suggested that a reduction of parking spaces will help eliminate the amount of impervious surface on a property. Mr. Harris introduced locational criteria as a way to distinguish between parking needs. The criteria consist of: access off of a two-lane local road, no frontage or access to A1A and has commercial zoning that permits bars or restaurants by right or with a special exception. This could lead to a two-tier parking approach. The presentation included a map showing areas that could possibly meet the proposed locational criteria. Discussion ensued between the Board, staff and the public. Lee Vicidomini contended the resiliency of the people and their use of ride sharing services such as Uber and how the City PZB Agenda — Jul 12, 2023 Page 4of4 needs to be more equitable. Board Member Denny disclosed her parking research of various properties within the City and is not in favor of having different restrictions for properties along the side streets of Al A. The Board needs to be fair and accommodate everybody. Further research shared is that the federal government introduced in May 2023, but not yet promulgated, the Homes for People Not Cars Act of 2023, which proposes property owners will have sole discretion to determine how many parking spaces to include in new and substantially renovated buildings within 0.5 miles of a major transit stop. Council Member Kellum reminded the Board of previous discussions to incentivize businesses to share parking without problems. REPORTS AND OPEN DISCUSSION Mr. Dickey briefly discussed SB250, which resulted from the last session of the Legislature. The Bill states that Cities within 100 miles of landfall of Hurricane Ian or Hurricane Nicole cannot adopt any new regulations that would place any further burden on certain development. This Bill is effective until 2025. Further discussion centered on The Live Local Act, which took effect July 1, 2023. The effect of the Act is to preempt certain local government zoning and comprehensive plan requirements related to affordable housing. This Act appears to allow an Affordable Housing project to be located on a commercial or industrial zoned property, even though local zoning prohibits this type of development, and to be exempt from certain height, and density requirements. ADJOURNMENT: Meeting adjourned at 8:04 P.M. Approved on this day of , 2023 Lamar Russell, Chairman Renee Yother, Board Secretary City of Cape Canaveral 100 Polk Avenue Cape Canaveral FL 32920-0326 Phone (321) 868-1220 — Fax (321) 868-1248 APPLICATION FOR APPOINTMENT TO CITY ADVISORY BOARD OR COMMITTEE Pursuant to Section 2-171, Cape Canaveral Code City Code requires prospective and existing board members to fill out an application. City Code also prohibits a person from serving on a City Board or Committee if that person has been convicted of a felony, unless their civil rights have been restored. Please complete the following in the space provided: GENERAL Applicant Name: Daniel Sharpe Home Address: 336 Harbor Drive, Cape Canaveral, FL 2920 Phone Number 727-667-9730 Occupation: President of Sharpe Group, a design and real estate development consulting company Business Phone: 727'667'9730 Business Address: Email: dsharpe@sharpe-group.com ELEGIBILITY The information provided in this section is for purposes of determining whether you are eligible to serve on a City advisory board or committee. 1. Are you duly registered to vote in Brevard County? MI Yes El No 2. Have you been a resident of the City of Cape Canaveral for 12 months or longer? E Yes CI No 3. Are you a Business owner? 0 Yes E No a. If yes, please list the name: 4. Have you ever been convicted or found guilty, regardless of adjudication, of a felony in any jurisdiction? Any plea of nolo contendere (no contest) shall be considered a conviction for purposes of this question. E Yes 0 No a. If yes, have your civil rights been restored? E Yes 0 No 5. Do you presently serve on any other City of Cape Canaveral advisory board or committee? 0 Yes E No a. If yes, please list each: 6. City ordinance requires that all persons applying for a City advisory board or committee must voluntarily consent to a standard criminal background check before being appointed to a board or committee. Do you voluntarily consent to having a standard background check performed on you by the City of Cape Canaveral? 0 Yes 0 No Initials: DWS 7. Are you related to a City of Cape Canaveral Council member by blood, adoption, or marriage? 0 Yes IIM No a. If yes, please provide name(s) of person(s) and relationship to you: City of Cape Canaveral Advisory Board Application Pg. 1 INTEREST/EXPERIENCE 1. Briefly state your interest in serving on a City advisory board or committee: I would like to assist in enhancing the community utilizing personal and relavant experience 2. In numerical sequence (1 =most interested), please rank the advisory boards on which you wish to serve: a. Board of Adjustment* b. Business and Economic Development Board c. Community Appearance Board d. Culture and Leisure Services Board e. 1 Planning and Zoning Board* Members of these boards are required to complete and file with the supervisor of Elections a Financial Disclosure Form upon appointment to said board and prior to July 1 of each year following the initial appointment while still a member of said board. 3. Briefly state any prior experiences in serving on any governmental board or committee: Background in national and international design and real estate development. 4. Please list any specialized skills and training (e.g., architect, engineer, general contractor, etc.) that you feel help to qualify you for membership on the desired board or committee. I have a bachelo of architecure, director of design and development, design and construction management experience. STATE REPORTING REQUIREMENTS Section 760.80, Florida Statutes, requires that the City annually submit a report to the Secretary of State disclosing race, gender, and physical disabilities of board and committee members. Please check the appropriate boxes: Race: 0 African American Gender. NI Male 0 Asian American 0 Female 0 Hispanic American GI Other El Caucasian 0 Other Disability. 0 Physically Disabled YOU HEREBY REPRESENT TO THE CITY OF CAPE CANAVERAL, UNDER PENALTY OF PERJURY, THAT THE INFORMATION PROVIDED HEREIN IS TRUE AND ACCURATE TO THE BEST OF YOUR KNOWLEDGE, AND THE CITY OF CAPE CANAVERAL HAS THE RIGHT TO RELY ON THAT INFORMATION. YOU HEREBY ACKNOWLEDGE THE EXISTENCE OF THE CODE OF ETHICS FOR PUBLIC OFFICERS [SECTIONS 112.311-326, FLORIDA STATUTES] AND THE FLORIDA "SUNSHINE LAW" [SECTION 286.011, FLORIDA STATUTES], WHICH MAY PERTAIN TO YOU IF YOU ARE APPOINTED TO A CITY ADVISORY BOARD OR COMMITTEE, 'AND IF APPOINTED, IT IS YOUR SOLE OBLIGATION AND DUTY TO COMPLY WITH SUCH LAWS. City of Cape Canaveral Advisory Board Application Pg. 2 PLEASE NOTE: • Appointment to any City board is subject to City Council approval following a brief interview before the City Council at a regularly scheduled meeting. • Your application will remain effective for three years from date of submission. • If you should have any questions regarding the completion of this application, please contact the City Clerk's Office at (321) 868-1220 ext. 206 or 207. Signature: Please return to: City of Cape Canaveral Office of the City Clerk P.O. Box 326 Cape Canaveral Florida 32920 Date: July 26, 2023 OFFICE USE ONLY RCMP AUG 0 2 2023 Gce, By: Enter Date & Time Received City of Cape Canaveral Advisory Board Application Pg. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PLANNING AND ZONING BOARD September 13, 2023 REGULAR MEETING • ITEM # Subject: Consideration of Ordinance No. XX-2023 to amend the City of Cape Canaveral Comprehensive Plan Future Land Use Element by Establishing a Mixed -Use (MXU) Land Use Category and Related Objective and Policies, providing for the repeal of prior inconsistent Ordinances and Resolutions, incorporation into the Comprehensive Plan, an effective date and legal status of the Plan amendments. Summary: At its I 12, 2023, Regular Meeting, the Planning & Zoning Board (Board) considered a presentation by Staff regarding an Amendment to the Future Land Use Element of the Comprehensive Plan (Plan) to establish a Mixed -Use (MXU) land use category (see ra t Board minutes - Attachment 1). Based on that discussion, the City Attorney had prepared the attached ordinance (Attachment 2) for Board consideration and action. Background: Mixed -use development is an alternative to traditional/single-use zoning. It places multiple uses within a site, such as street -level retail with residential units above (vertical mixed use), or co -locates uses within a designated area, such as neighborhoods that offer residential, commercial, and civic spaces within walking distance (horizontal mixed use). This development approach varies from traditional/single-use zoning, which is characterized by distinct zones. Allowing for a mix of different uses makes it possible for people to live near everyday destinations, such as places of work, retail, and neighborhood services, and thus provides a variety of environmental, economic, social, and health benefits that can align with existing community priorities. Additional benefits include reducing local transportation times and emissions, energy consumption, encouraging a sense of place, and improving the efficiency of land utilization. Cape Canaveral has relied on a traditional zoning program since its incorporation in the 1960's. However, the call for mixed -use in the City goes back many years. In 2012, language providing for mixed -use was included in the A1A Economic Opportunity Overlay District section of the Code. The Coastal Management (Policy CM-1.14.4) and Future Land Use (Policy LU-1.8.1) Elements of the Plan also call for the implementation of mixed -use. Finally, the City's 2009 Envision Cape Canaveral identified an opportunity for a walkable, mixed -use "Downtown." Most recently, the concept of mixed -use was discussed at the Council's 2022 Strategic Planning Retreat (Attachment 2). During the Strengths, Weaknesses, Opportunities, and Threats (SWOT) analysis, the concept of "More Mixed -Use Options (Retail/Restaurants/Grocery Shopping)" was identified as an Opportunity, and again during the "Blue Sky" portion of the meeting, where Councilmembers were given the opportunity to raise aspirational goals for the City. The new MXU language implements recommendations from the adopted 2019 Resilient Cape Canaveral Vulnerability Assessment and 2021 Resiliency Action Plan in order to move away from development patterns that result in the undue consumption of land and resources. The proposed language encourages a variety of innovative land uses and intensities within a development site, encourages flexible and creative low impact development site design, and promotes redevelopment and reinvestment in underutilized areas. City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 2 of 4 Due to the nature and scope of mixed -use development, it is proposed that MXD projects comply with, among other considerations, the following standards: 1. Be a minimum of seven (7) net developable acres; 2. Include a well-balanced and compatible mix of residential and non-residential uses. No more than 75 percent of any one land use will dominate the project. 3. Be located within the A1A Economic Opportunity Overlay District; 4. Be adjacent to, and have primary access from, Astronaut Boulevard (S.R. A1A), Center Street, or West Central Boulevard; and 5. Not exceed 65 feet in height. 6. Have a base density up to 15 units per net developable acre. However, subject to the discretion of the Council, density may be increased to 30 units per acre through compliance with, among other things (Policy LU-1.8.A1), the following: a. Whether the proposed development genuinely embraces the vision statement of the City of Cape Canaveral established by the City Council; b. Whether the proposed mix of residential, commercial (retail, restaurants, office), recreational, civic, open space and/or institutional uses for the mixed -use development are authentically integrated; compatible and in harmony with one another; meet the present and future needs of the community; and create a sense of place; c. Proposed enhancements the developer will commit to completing by development agreement that will significantly: (i) bring the overall quality of the proposed development above and beyond the minimum requirements set forth in the City Code; (ii) enhance the surrounding neighborhood; and (iii) serve the public health, safety, and welfare of the citizens and visitors of Cape Canaveral; d. Compatibility and harmony with the special and distinctive character of the City; e. Compatibility with and betterment of surrounding neighborhoods and land uses; f. The manner in which the developer addresses flooding concerns applicable to the subject property as set forth in the City's vulnerability assessment; g. Proven first-hand experience of the developer to successfully finance and complete one or more projects; h. Impact on environmental concerns including whether the development enhances the beauty and integrity of its natural environment; i. Incorporation of resilient, sustainable and climate ready community design features that are based on best available and peer reviewed science to the maximum extent feasible and practicable; j. Consideration of a recommendation from the Community Redevelopment Agency if the project is in conflict with the Agency's Redevelopment Plan, and/or requires an Agency contribution to support the project; k. Any other factors as may be deemed relevant and necessary by the City Council. Other Considerations: City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 3 of 4 1. Public Involvement: due to the unique nature and potential community impact of mixed - use, a new policy is proposed (Policy LU-1.8.A8) to ensure stake holders are involved throughout the process, to include: a. Prior to submitting a formal application seeking approval of a MXU future land use map comprehensive plan amendment, the applicant shall submit the following: site layout plan, building elevation, and a list of proposed land uses, to the staff and Council for a non -binding and preliminary review at a public meeting. The applicant will only receive initial feedback regarding the proposed project, and no formal recommendation or commitments will be made. Thereafter, the applicant can consider whether to submit a formal application seeking approval of an MXU designation. b. Upon submittal of a formal application seeking approval of an MXU designation, the applicant will be required to negotiate a draft development agreement with the City Manager prior to the application and development agreement being presented to the Council for approval at a public hearing. c. The applicant shall hold at least one community workshop to discuss the proposed application. The workshop shall be held prior to the application being considered by the Council. 2. Live -Work Units: the draft language includes a new objective (Objective LU-1.8B) to establish the use of live -work units in commercial and industrial zoning districts. Live -work units include the use of residential space within a commercial or industrial building. For example, if a shop owner wished to live in an apartment within the same building as his/her business, this would now be allowed. The next step would be for Staff to prepare enabling land development regulations to provide specifics on how live -work units would operate in the City. 3. Update PUD Language: Creates a new objective (Objective LU-1.8.C) to provide clarification that the PUD zoning category specifically allows mixed -use, to provide flexibility from typical zoning standards. Development within a PUD may be phased, and shall include a development plan (site plan) indicating the layout of the proposed improvements. One of the critical considerations is where mixed -use will be allowed. As proposed, MXD projects will only be allowed in the EOOD, and be adjacent to, and have primary access from, Astronaut Boulevard (S.R. A1A), Center Street, or West Central Boulevard. These locational criteria are critical because mixed -use, as the name implies, may contain uses other than residential. For this reason, locations on or near major transportation routes are proposed. Additionally, most mixed -use developments are scaled to partially support the non-residential portion of the project. As proposed, MXD projects will be a minimum of seven (7) acres in size. Through the MXD category, the inclusion of community priorities can be incentivized. As proposed, the MXD category may include densities up to 30 units per acre. The award of densities over the base density of 15 units per acre will be negotiated on a project -by -project basis. In order to take advantage of higher densities, developments will be required to incorporate low -impact City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 4 of 4 development techniques, affordable housing, and the use of sustainable energy infrastructure (i.e., solar) as part of the approval process. On August 31, 2023, a legal ad appeared in Florida Today noticing tonight's Board meeting. Attachments: 1. Minutes from I 12, 2023 Planning & Zoning Board Meeting 2. Ordinance No. XX-2023 Community and Economic Development Staff recommend the Board take the following action: Recommend Approval to Council of Ordinance No. XX-2023 to amend the Comprehensive Plan Future Land Use Element to establish a Mixed -Use Land Use (MXU) category. Approved by Director: David Dickey Date: CAPE CANAVERAL PLANNING & ZONING BOARD/LOCAL PLANNING AGENCY City Hall Council Chambers 100 Polk Avenue, Cape Canaveral, Florida 32920 Wednesday July 12, 2023 6:00 P.M. MINUTES - DRAFT CALL TO ORDER: A meeting of the Planning & Zoning Board took place on July 12, 2023, at City Hall Council Chambers, 100 Polk Avenue, Cape Canaveral, Florida. Chairman Lamar Russell called the meeting to order at 6:00 pm. The Board Secretary called the roll ROLL CALL: Members Present: Lamar Russell Chairman Nancy Gentilquore Board Member Susan Denny Board Member Steven Stroud Board Member Dr. Michael Miller Board Member Others Present: David Dickey Kyle Harris Patti Roth Renee Yother Scott Molyneaux Director, Community & Economic Development Senior Planner Code Enforcement Administrative Assistant Board Secretary Brevard County Sheriff's Office PUBLIC PARTICIPATION Member of the public may provide comments to the Planning & Zoning Board/Local Planning Agency (PZB) regarding matters not on the agenda provided that the comments are relevant to the legal responsibilities delegated to the PZB by the City Code and law, and not related to pending quasi-judicial matters which will be heard at a subsequent PZB meeting. Public comments related to public hearing Agenda Items will occur during the public hearing. The PZB is not required to take public comments on emergency or ministerial items (e.g. approval of agenda, minutes, informational items). Members of the public will limit their comments to three (3) minutes. The PZB will not take any action under the "Public Participation" section of the agenda. However, if appropriate at the discretion of the PZB, the PZB may schedule matters commented upon during public participation at a future PZB meeting. Council Member Don Willis thanked the Board for their volunteerism and efforts. He expressed his appreciation for all research and decisions submitted to City Council. OLD BUSINESS: PZB Agenda — Jul 12, 2023 Page 2 of 4 NEW BUSINESS: A. Board Matters: 1. Approval of Meeting Minutes: May 10, 2023 — Motion to accept the minutes as written made by Board Member Miller and seconded by Board Member Gentilquore. Vote on the motion carried unanimously, 5-0. B. Quasi-Judicial/Comprehensive Plan Amendments (Legislative — Public Hearings): 2. Consideration of Ordinance No. XX-2023 to amend the City of Cape Canaveral Comprehensive Plan Future Land Use Element by Establishing a Mixed -Use (MXU) Land Use Category and Related Objective and Policies, providing for the repeal of prior inconsistent Ordinances and Resolutions, incorporation into the Comprehensive Plan, an effective date and legal status of the Plan amendments. Mr. Harris reported that the City Attorney incorporated language presented and approved at the May 10th meeting into the Ordinance, which is now in proper format and presented tonight to the Board to allow for further review. Mr. Dickey explained to the Board that specific recommendations related to Affordable Housing were not going to be presented tonight, rather, the topic would be discussed at a future meeting. The topic is an important one with many City businesses, property owners and tenants being affected. Chairman Russell opened the discussion to the public. There was negative and positive feedback. Lee Vicidomini, resident, discussed concerns about tax increase, Affordable Housing paying lower taxes, and expressed her opposition for the City's need to get involved as there are currently several affordable mobile home parks. Council Member Mickie Kellum was present and questioned if the Mixed -Use element needs to wait with Affordable Housing or if it can move forward separately. Discussion continued between Chairman Russell, Mr. Dickey, Mrs. Vicidomini and Council Member Mickie Kellum which included incentivizing developers, determination of affordability, subsidies, lower taxes, zoning and the application process. Chairman Russell directed staff to agenda Affordable Housing for the next meeting. Discussion ensued regarding criteria of Mixed -Use Land Use. "Live -work units" or "live -work space" is currently not allowed in City Code. Mr. Dickey informed the Board there is proposed language that would allow for development of these types of units in commercial and industrial zoned properties. Mixed -Use projects, of at least 7 acres, under the proposed language, are larger scale projects than the "live -work units" or "live -work space". Criteria for these larger Mixed -Use projects are in the proposed language in which the Board and Council can use to designate properties PZB Agenda — Jul 12, 2023 Page 3 of 4 that will be eligible. The Board feels there is merit to the new proposed language and the consensus is to move forward with staff drafting the Ordinance, with the proposed language for the Board to review at the next meeting, at which time, staff will ask for recommendation to present to the City Council. Discussion continued between Chairman Russell and Mr. Dickey regarding planned unit development (PUD) zoning and the Mixed -Use map. Mr. Dickey informed the Board there is only one PD zone in the City, which is located along A1A; Life Storage, an indoor storage warehouse. Originally this property was zoned C-1, which does not permit this type of use. Zoning this property as PD allowed for a more flexible zoning district that allows multiple uses. Each Mixed -Use project could be so different from one another which is why the proposed language recommends that each project be evaluated project by project. Chairman Russell opened discussion to Council Member Kellum. She discussed her concerns for the City's small town feel and visions of the City regarding land requirements for hotels and the Mixed -Use projects. The Board directed Staff to draft the Ordinance with the proposed language for final review and recommendation to City Council. 3. Discuss potential alternatives to the current parking requirements for restaurants/bars specified in Sec. 110-491 of the Cape Canaveral's Land Development Regulations. Kyle Harris showed a slide presentation of challenges and alternatives and discussed his parking research analysis from various municipalities across the state. The challenges shown are limited space, cost of providing parking and environmental impacts. The alternatives included number of seats and employees, square footage of service area, total occupancy determined by the fire department, parking plan/studies and reductions of spaces related to low -impact development and encouragement of alternative methods of transportation (bicycle, walking, etc.). The City currently requires one space per three seats for bars and restaurants. Mr. Harris suggested that a reduction of parking spaces will help eliminate the amount of impervious surface on a property. Mr. Harris introduced locational criteria as a way to distinguish between parking needs. The criteria consist of: access off of a two-lane local road, no frontage or access to A1A and has commercial zoning that permits bars or restaurants by right or with a special exception. This could lead to a two-tier parking approach. The presentation included a map showing areas that could possibly meet the proposed locational criteria. Discussion ensued between the Board, staff and the public. Lee Vicidomini contended the resiliency of the people and their use of ride sharing services such as Uber and how the City PZB Agenda — Jul 12, 2023 Page 4of4 needs to be more equitable. Board Member Denny disclosed her parking research of various properties within the City and is not in favor of having different restrictions for properties along the side streets of Al A. The Board needs to be fair and accommodate everybody. Further research shared is that the federal government introduced in May 2023, but not yet promulgated, the Homes for People Not Cars Act of 2023, which proposes property owners will have sole discretion to determine how many parking spaces to include in new and substantially renovated buildings within 0.5 miles of a major transit stop. Council Member Kellum reminded the Board of previous discussions to incentivize businesses to share parking without problems. REPORTS AND OPEN DISCUSSION Mr. Dickey briefly discussed SB250, which resulted from the last session of the Legislature. The Bill states that Cities within 100 miles of landfall of Hurricane Ian or Hurricane Nicole cannot adopt any new regulations that would place any further burden on certain development. This Bill is effective until 2025. Further discussion centered on The Live Local Act, which took effect July 1, 2023. The effect of the Act is to preempt certain local government zoning and comprehensive plan requirements related to affordable housing. This Act appears to allow an Affordable Housing project to be located on a commercial or industrial zoned property, even though local zoning prohibits this type of development, and to be exempt from certain height, and density requirements. ADJOURNMENT: Meeting adjourned at 8:04 P.M. Approved on this day of , 2023 Lamar Russell, Chairman Renee Yother, Board Secretary 1 ORDINANCE NO. -2023 2 3 AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF CAPE 4 CANAVERAL, BREVARD COUNTY, FLORIDA, AMENDING THE 5 CITY OF CAPE CANAVERAL COMPREHENSIVE PLAN FUTURE 6 LAND USE ELEMENT BY ESTABLISHING A MIXED -USE (MXU) 7 LAND USE CATEGORY AND RELATED OBJECTIVE AND 8 POLICIES; PROVIDING FOR THE REPEAL OF PRIOR 9 INCONSISTENT ORDINANCES AND RESOLUTIONS, 10 SEVERABILITY, INCORPORATION INTO THE COMPREHENSIVE 11 PLAN, AN EFFECTIVE DATE AND LEGAL STATUS OF THE PLAN 12 AMENDMENTS. 13 14 WHEREAS, section 163.3161 et. seq., Florida Statutes established the Community Planning 15 Act, which was formerly known as the Local Government Comprehensive Planning and Land 16 Development Regulation Act; and 17 18 WHEREAS, the Community Planning Act requires each municipality in the State of Florida 19 to prepare, adopt, and update a Comprehensive Plan; and 20 21 WHEREAS, Future Land Use Objective LU-1.8 and Policy LU-1.8.1 currently provide that 22 the City will work towards establishing a mixed -use future land use classification to allow a mix 23 of uses within a development site or within a multiple parcel area to encourage flexible 24 and creative design, protect established residential neighborhoods from adverse impacts 25 of nonresidential development and reduce the cost of public infrastructure; and 26 27 WHEREAS, the City has recently completed several community surveys and 28 strategic vision sessions which suggest that the citizens of Cape Canaveral support the 29 creation of a mixed use land use designation provided such designation supports and is 30 consistent with the vision established by the City of Cape Canaveral; and 31 32 WHEREAS, this Ordinance is intended to implement the policy direction established by 33 the City Council under Future Land Use Objective LU-1.8 and Policy LU-1.8.1; and 34 35 WHEREAS, the Local Planning Agency of the City of Cape Canaveral held a duly noticed 36 public hearing in accordance with the procedures in Chapter 163, Part II, Florida Statutes, on the 37 proposed Comprehensive Plan amendment and considered findings and advice of staff, citizens 38 and all interested parties submitting written and oral comments and has recommended adoption 39 to the City Council; and 40 City of Cape Canaveral Ordinance No. -2023 Page 1 of 11 41 WHEREAS, the Local Planning Agency recommended the City Council transmit the subject 42 comprehensive plan text amendment to the Florida Department of Economic Opportunity for its 43 review and comment; and 44 45 WHEREAS, the City Council hereby finds that this Ordinance is in the best interests of the 46 public health, safety and welfare of the citizens of Cape Canaveral, Florida; and 47 48 NOW, THEREFORE, THE CITY OF CAPE CANAVERAL HEREBY ORDAINS AS FOLLOWS: 49 50 Section 1. Recitals. The foregoing recitals are true and correct and are fully incorporated 51 herein by this reference. 52 53 Section 2. Authority. This Ordinance is adopted in compliance with, and pursuant to, the 54 Community Planning Act, Sections 163.3161 et. seq., Florida Statutes. 55 56 Section 3. Purpose and Intent. The purpose and intent of this Ordinance is to adopt 57 comprehensive plan text amendments amending the text of the Future Land Use Element of the 58 City of Cape Canaveral Comprehensive Plan. 59 60 Section 4. Adoption of Comprehensive Plan Text Amendments. The City Council of the 61 City of Cape Canaveral hereby adopts the following amendments to the City of Cape Canaveral 62 Comprehensive Plan, Future Land Use Element, (underlined type indicates text being added to the 63 Comprehensive Plan, Future Land Use Element and strikcout type indicates text being deleted 64 from the Comprehensive Plan, Future Land Use Element; while asterisks [***] indicate a deletion 65 from this Ordinance of text existing in the Future Land Use Element). It is intended that the text in 66 the Future Land Use Element, denoted by the asterisks and set forth in this Ordinance, shall remain 67 unchanged from the language existing prior to adoption of this Ordinance: 68 69 FUTURE LAND USE ELEMENT 70 GOALS, OBJECTIVES and POLICIES 71 72 *** 73 POLICY LU-1.3.3 74 75 The City shall enforce its requirements pertaining to densities and intensities of land use 76 in each land -use category--i.e. 77 78 *R-1, Low Density Residential: maximum 5.808 lots/acre. 79 *R-2, Medium Density Residential and Townhouse Apartments: maximum 15 units/net 80 acre. 81 *R-3, Duplex/Multi-Family/Townhouse Apartments: maximum 15 units/net acre. City of Cape Canaveral Ordinance No. -2023 Page 2 of 11 82 *M-1, Light Industrial: maximum 4.356 lots/acre. 83 *C-1, Commercial: zoning regulations impose a variety of requirements, depending upon 84 type of use. 85 *C-2, Commercial: zoning regulations impose a variety of requirements, depending upon 86 type of use. 87 PUB, Public and Recreation Facilities 88 CON, Conservation 89 MXU, Mixed Use: maximum of 15 units/net acre unless a higher density of not to exceed 90 30 units/net acre is approved by the City Council in accordance with the provisions of 91 Objective LU-1.8.A. 92 93 *** 94 95 OBJECTIVE LU-1.8 96 Thc City shall work toward the usc of innovative mixcd usc land usc classifications and 97 land dcvclopmcnt rcgulations to implement thc recommendations of the 2009 Visioning 98 Stuely f„r m cd , „ dicycI„pm nt .,nel ddowntown nt r 99 Thc measurement of this Objective is thc extent to which innovative land uscs and land 100 dcvclopmcnt techniques arc allowed and thc degree to which thc following Politics are 101 implemented. 102 103 POLICY LU-1.8.1 104 The City shall encourage the mix of residential, office, commercial, retail, restaurant, hotel, 105 and flcx spacc through thc usc of Mixcd Use Land Use designations. The Mixed Use Future 106 Land Use designation provides for a mix of uses within a development site or within a 107 multiple parcel area to encourage flexible and creative design, protect established 108 residential neighborhoods from adverse impacts of nonresidential development and 109 reduce the cost of public infrastructure. Whcn thc City adopts a policy cr ating a mixcd 110 usc land usc dcsignation(s), it will define thc percentage distribution for thc mix of 111 allowable uscs or othcr guidelines to implcmcnt mixcd usc controls consistent with the 112 requirements of 9J-5.006(4)(c), F.A.C. and further, it will include density and intensity 113 standards for thc mixcd usc designation pursuant to Scction 163.3177(6)(a), F.S. 114 Designation of Mixed -Use FLU on thc FLU Map within thc City and thc pursuit of 115 appropriatc strategics shall be based upon the following issues, factors and criteria: 116 117 A. Provide for thc compatibility of mixcd land use patterns, which would consist of 118 retail, restaurant, commercial, office, hotel, flcx spacc and residential uscs through the 119 implementation of appropriatc land dcvclopmcnt rcgulations. City of Cape Canaveral Ordinance No. -2023 Page 3 of 11 120 B. Encourage private development activities to coordinate with cxisting rcsidcnts and 121 property owners. Coordinate thc provision of adequate public facilities and services. 122 C. Provide for a reduced need for infrastructure by allowing for shared parking, 123 drainage and othcr facilities. 124 D. Existing single use developments in place prior to the designation of thc land as 125 Mixed Use remain legal conforming uscs that can be restored in accordance with thc 126 current zoning district standards applicable to the property. 127 E. Attendant en -site facilities such as utilities, structured parking facilities integrated 128 into othcr uscs, public schools, open space and recreation areas. 129 130 OBJECTIVE LU-1.8.A 131 132 The Mixed -Use (MXU) land use category is intended to support very select mixed -use 133 development projects of high quality that authentically integrate a creative mix of uses 134 and genuinely embrace the vision statement of the City of Cape Canaveral established by 135 the City Council. Such development projects are not otherwise allowed in other land use 136 categories due to their mixed use components. The MXU land use category is intended 137 to promote convenient and efficient relationships between housing, employment, 138 services, and a variety of transit opportunities. It is paramount that the City's interests be 139 prioritized and achieved by an approved mixed -use development project in cooperation 140 with a developer that shares the City's priorities and interests. The MXU future land use 141 map designation shall be subject to the discretion of the City Council and the following 142 conditions, which are set forth as policies as follows: 143 144 POLICY LU-1.8.A1 The MXU land use category shall be a future land use map 145 designation which may only be approved by the City Council on a project -by -project basis 146 by ordinance and a written development agreement for a specific development project 147 of a larger scale after considering the following factors: 148 149 1. Whether the proposed development genuinely embraces the vision statement of the 150 City of Cape Canaveral established by the City Council; 151 2. Whether the proposed mix of residential, commercial (retail, restaurants, office), 152 recreational, civic, open space and/or institutional uses for the mixed -use development 153 are authentically integrated; compatible and in harmony with one another; meet the 154 present and future needs of the community; and create a sense of place; 155 3. Pedestrian -friendly design mechanisms at the street level and providing buildings that 156 are connected by internal streets and drives, and pedestrian connections and 157 pathways. On site connections shall also provide connections to any existing 158 pedestrian and bicycle infrastructure network to the maximum extent possible; 159 4. Economic and social benefits to the City and Community Redevelopment Agency; City of Cape Canaveral Ordinance No. -2023 Page 4 of 11 160 5. Aesthetic quality and character, architectural design, and physical and visual scale; 161 6. Any proposed enhancements that developer will commit to completing by 162 development agreement that will significantly: (i) bring the overall quality of the 163 proposed development above and beyond the minimum requirements set forth in the 164 City Code; (ii) enhance the surrounding neighborhood; and (iii) serve the public health, 165 safety, and welfare of the citizens and visitors of Cape Canaveral; 166 7. Compatibility and harmony with the special and distinctive character of the City; 167 8. Compatibility with and betterment of surrounding neighborhoods and land uses; 168 9. Prohibits strip commercial uses; 169 10. Impact upon public facilities and the adequate provision of public services; 170 11. Adequacy of on -site parking and impact on off -site parking and implementation of 171 shared parking concepts; 172 12. Project components have common features and support services such a parking, 173 servicing, loading, utilities, amenities, drainage, public and open spaces, signs and 174 other development features; 175 13. Consistency with the CRA Community Redevelopment Plan and any other existing 176 master plan approved and being implemented by the City; 177 14. The manner in which the developer addresses flooding concerns applicable to the 178 subject property as set forth in the City's vulnerability assessment; 179 15. Proven first-hand experience of the developer to successfully finance and complete 180 one or more projects of such physical and visual scale and design, as evidenced by a 181 written portfolio identifying and describing previously completed or substantially 182 completed projects by the developer; 183 16. The negotiated terms and conditions of the development agreement including a 184 development schedule deemed relevant and acceptable to the City Council; 185 17. Impact on environmental concerns including whether the development enhances the 186 beauty and integrity of its natural environment; 187 18. Incorporation of resilient, sustainable and climate ready community design features 188 that are based on best available and peer reviewed science to the maximum extent 189 feasible and practicable; 190 19. Consideration of a recommendation from the Community Redevelopment Agency if 191 the project is in conflict with the Agency's Redevelopment Plan, and/or requires an 192 Agency contribution to support the project; 193 20. Compliance with applicable land development regulations and comprehensive plan 194 policies; and 195 21. Any other factors as may be deemed relevant and necessary by the City Council. 196 197 POLICY LU-1.8.A2 A MXU future land use map designation may only be approved by 198 the City Council in conjunction with a development agreement setting forth the 199 authorized land uses, densities, intensities, conceptual site plan of the proposed 200 development project drawn to scale by a duly licensed engineer, development schedule, 201 commitments, amenities, and such other specific details of the proposed development City of Cape Canaveral Ordinance No. -2023 Page 5 of 11 202 deemed relevant and necessary by the City Council to ensure compliance with Objective 203 LU-1-8A and other applicable provisions of the Comprehensive Plan and City Code. The 204 development agreement shall control the future development of the property and be 205 deemed a condition of approval of the ordinance and recorded against the subject 206 property and shall run with the land and become effective if the ordinance approving the 207 MXU future land use map designation becomes effective in accordance with law. 208 209 POLICY LU-1.8.A3 The Mixed -Use designation shall only be considered by application 210 for a specific development project in very limited areas within the A1A Economic 211 Opportunity Overlay District that are adjacent to and have primary vehicular access from 212 one of the following major transportation corridors in the City: 213 1. Astronaut Boulevard (S.R. A1A); 214 2. Center Street; and 215 3. West Central Boulevard. 216 217 POLICY LU-1.8.A4 The development site shall be a minimum of seven (7) net 218 developable acres. Developable area shall include the building site, recreation areas, open 219 space, swimming pools, entrance features, required landscape areas, parking drives, 220 setback areas and the similar spaces devoted exclusively to the approved mixed uses. 221 However, such area shall not include wetlands, conservation areas unless required and 222 approved by the City Council to be incorporated into the project as an amenity, land 223 already developed, roadways, waterways, and lands unsuitable for development for the 224 exclusive use of the project's residents and occupants because of topographical features 225 or for environmental reasons. 226 227 POLICY LU-1.8.A5 The City estimates that a MXU designation approved by the City will 228 consist of a well-balanced and compatible mix of residential and non-residential uses. 229 However, because an approved MXU designation shall be unique to each development 230 project, the City Council may allow, in its discretion, no more than seventy-five (75) 231 percent of any one type of land use to dominate an approved MXU designation. 232 233 POLICY LU-1.8.A6 Residential density shall be limited to a maximum of fifteen (15) units 234 per net developable acre. However, if residential housing units are developed as part of 235 a vertical mixed -use project a bonus of up to an additional fifteen (15) units per net 236 developable acre (maximum total of thirty (30) units per net developable acre) may be 237 approved subject to the discretion of the City Council pursuant to POLICY LU-1.8.1. 238 City of Cape Canaveral Ordinance No. -2023 Page 6 of 11 239 POLICY LU-1.8.A7 The maximum height and elevations of any building shall be 240 established by the City Council for the approved development project, but shall not 241 exceed six (6) stories. Step backs shall be required for buildings four (4) stories or more. 242 243 POLICY LU-1.8.A8 Due to the unique nature and importance of the MXU designation to 244 serve the needs of the community, active involvement of residents, businesses and 245 interested stakeholders in the planning and decision making process will be encouraged. 246 As such, in addition to the public hearing requirements required for comprehensive plan 247 amendments under state law, the following additional public hearing requirements shall 248 apply: 249 250 A. Prior to submitting a formal application seeking approval of a MXU future land use map 251 comprehensive plan amendment, the applicant shall submit a site layout and building 252 elevation design in schematic or sketch form, and a list of proposed land uses, to the staff 253 and City Council for a non -binding and preliminary review at a public meeting. At the 254 meeting, the applicant will only receive initial feedback regarding the proposed project 255 and no formal recommendation or commitments will be made at this time. Thereafter, the 256 applicant can consider whether to submit a formal application seeking approval of an MXU 257 designation. 258 B. Upon submittal of a formal application seeking approval of an MXU designation, the 259 applicant will be required to negotiate a draft development agreement with the City 260 Manager prior to the application and development agreement being presented to the City 261 Council for approval at a public hearing. 262 C. The applicant shall be responsible for conducting at least one publicly noticed community 263 workshop to inform neighboring property owners and interested residents and businesses 264 of the proposed application and answer questions relevant to the proposed application. 265 At a minimum, preliminary demonstrative concept plans, development schedules, and 266 specifications of the proposed development project such as land uses, size and height of 267 buildings, intensity and density, new roads, and other primary features and amenities shall 268 be presented to the public. The workshop shall be held on a date, time and location 269 approved by the City prior to the application being presented to the City Council for 270 approval at a public hearing. The applicant shall be required to schedule an additional 271 workshop if the initial workshop has occurred more than six (6) months prior to the 272 Council's hearing on the application, or the applicant's initially proposed plans have 273 substantially and materially changed from the initial workshop or the City Council 274 determines that an additional community workshop is required before making a final 275 decision on any related application. 276 277 POLICY LU-1.8.A9 An approved mixed -use designation shall be subject to approval of 278 a corresponding Planned Unit Development (PUD) zoning map designation by the City 279 Council provided such zoning designation is consistent with the approved MXU future City of Cape Canaveral Ordinance No. -2023 Page 7of11 280 land use designation, development agreement and other requirements of law. A PUD 281 zoning application may be processed in conjunction with the MXU future land use map 282 application. The development agreement approved as part of the MXU designation may 283 be modified to incorporate additional or revised conditions and requirements deemed 284 relevant and necessary by the City Council during the PUD zoning approval process. 285 286 OBJECTIVE LU-1.8.B 287 288 The City Council may adopt land development regulations to allow "live -work units" or 289 "live -work space" in commercial and industrial zoning districts which allows a building or 290 spaces within a building to be used jointly for commercial and residential purposes where 291 the residential use of the space is secondary or accessory to the primary use as a place of 292 work. Proposed live -work units authorized by land development regulations in applicable 293 commercial and industrial zoning districts shall not be subject to the requirements set 294 forth in Objective LU-1.8.A. 295 296 POLICY OBJECTIVE LU-1.8.2C 297 The City shall allow planned unit developments (PUD's) and establish PUD land 298 development regulations with proper rcvicw, using the following specific criteria: 299 A. The PUD is an area of land developed as a single development project may, which 300 may include a phased development schedule or in approved stages, in conformity 301 with a final development plan which is approved as part of the PUD rezoning and 302 intended to provide for a variety of residential and compatible uses and common 303 space, or a mixed -use development project approved pursuant to Objective LU- 304 1.8.A. 305 W The PUD is a concept which permits a development with unique development 306 standards and requirements as set forth in the PUD zoning ordinance, final 307 development plan and any development agreement deemed relevant and 308 necessary by the City. It is intended to provide more flexible and desirable land 309 use patterns and developments that create a greater sense of place, community 310 and neighborhood identity, through superlative urban design and innovation. It is 311 also intended to allow deviations in lot size, setbacks and other traditional bulk 312 zoning regulations that would not otherwise be possible through strict application 313 of Euclidian zoning, while adhering to the provisions of the comprehensive plan 314 and applicable federal and state regulations. variation in rcsidcntial developments 315 by allowing deviation in lot size, type of dwelling, density, lot coverage, and open 316 space from that required for any one rcsidcntial land use classification under the 317 zoning regulations. City of Cape Canaveral Ordinance No. -2023 Page 8of11 318 C. PUD land development regulations and procedures and standards will be guided 319 by have the following objectives: 320 1 Accumulation of large areas of usable open spaces for recreation and 321 preservation of natural amenities. 322 2. Flexibility in design to take the greatest advantage of natural land, trees, 323 historical and other features. 324 3. Creation of a variety of housing types and compatible neighborhood 325 arrangements that give the home buyer greater choice in selecting types of 326 environment and living units. 327 4. Allowance of sufficient freedom for the developer to take a creative 328 approach to the use of land and related physical development, as well as 329 utilizing innovative techniques to enhance the visual character of the City of 330 Cape Canaveral. 331 5. Efficient use of land which may result in smaller street and utility networks 332 and reduce development costs. 333 6. Establishment of criteria for the inclusion of compatible associated uses to 334 complement the residential areas within the planned unit development. 335 7. Simplification of the procedure for obtaining approval of proposed 336 developments through simultaneous review by the City of proposed land 337 use, site consideration, lot and setback considerations, public needs and 338 requirements, and health and safety factors. 339 8. PUD should utilize economical and efficient use of land, utilities and streets 340 and other infrastructure. 341 D. No PUD shall be approved by the City until such time as a PUD ordinance is 342 adopted by the City in accordance with the PUD land development regulations and 343 in conjunction with a final development plan and development agreement; this 344 PUD ordinance shall be an up-te-date type of ordinance based upon the criteria 345 specified above. 346 347 *** 348 349 Section 5. Repeal of Prior Inconsistent Ordinances and Resolutions. All prior inconsistent 350 ordinances and resolutions adopted by the City Council, or parts of prior ordinances and 351 resolutions in conflict herewith, are hereby repealed to the extent of the conflict. 352 353 Section 6. Incorporation Into Comprehensive Plan. Upon the effective date of the 354 Comprehensive Plan amendments adopted by this Ordinance, said amendments shall be 355 incorporated into the City of Cape Canaveral Comprehensive Plan and any section or paragraph 356 number or letter and any heading may be changed or modified as necessary to effectuate the 357 foregoing. Grammatical, typographical and like errors may be corrected and additions, alterations City of Cape Canaveral Ordinance No. -2023 Page 9of11 358 and omissions, not affecting the construction or meaning of this Ordinance and the City 359 Comprehensive Plan may be freely made. 360 361 Section 7. Severability. If any section, subsection, sentence, clause, phrase, word or provision 362 of this Ordinance is for any reason held invalid or unconstitutional by any court of competent 363 jurisdiction, whether for substantive, procedural or any other reason, such portion shall be deemed 364 a separate, distinct and independent provision, and such holding shall not affect the validity of 365 the remaining portions of this Ordinance. 366 367 Section 8. Effective Date and Legal Status of the Plan Amendment. The effective date of 368 the Comprehensive Plan Amendment adopted by this Ordinance shall be thirty-one (31) days after 369 the state land planning agency notifies the City that the plan amendment package is complete 370 pursuant to section 163.3184(3)(c), Florida Statutes. If the plan amendment is timely challenged, 371 the plan amendment shall not become effective until the state land planning agency or the 372 Administration Commission enters a final order determining the adopted amendment to be in 373 compliance. No development orders, development permits or land use dependent on this plan 374 amendment may be issued or commenced before it has become effective. After and from the 375 effective date of this plan amendment, the Comprehensive Plan Amendment set forth herein shall 376 amend the City of Cape Canaveral Comprehensive Plan and become a part of that plan and the 377 plan amendment shall have the legal status of the City of Cape Canaveral Comprehensive Plan, as 378 amended. 379 380 ADOPTED, by the City Council of the City of Cape Canaveral, Florida, this day of 381 2023. 382 383 384 385 Wes Morrison, Mayor 386 ATTEST: 387 388 For Against 389 390 Mia Goforth, CMC Kim Davis 391 City Clerk 392 Mickie Kellum 393 394 Wes Morrison 395 396 Angela Raymond 397 398 Don Willis 399 City of Cape Canaveral Ordinance No. -2023 Page 10 of 11 400 Approved as to legal form and sufficiency 401 for the City of Cape Canaveral only by: 402 403 404 Anthony A. Garganese, City Attorney 405 406 407 408 1st Advertisement: 4091st Reading/Transmittal: 410 2"d Advertisement: 411 2"d Reading/Adoption: City of Cape Canaveral Ordinance No. -2023 Page 11 of 11 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PLANNING AND ZONING BOARD September 13, 2023 REGULAR MEETING • ITEM # Subject: Determine if current off-street parking standards, as contained in Sec. 110-491 of City Code related to bars/restaurants are sufficient, and if not, recommend alternative parking standards. Background: At its December 20, 2023 Regular Meeting, the City Council heard from patrons of Ellie Mae's Tiki Bar located at 120 Jackson Avenue, that City parking requirements are overly burdensome and requested that Staff and the Planning and Zoning Board (Board) review current off-street parking standards related to bars and restaurants and determine if regulatory change are needed. At its July 12, 2023 Regular Meeting, the Board discussed various potential alternatives to the current parking requirements for bars and restaurants specified in Sec. 110-491 of Cape Canaveral's Land Development Regulations. Various options were provided by Staff and discussed by the Board, and it was ultimately decided that this item should be discussed further at a future meeting (Attachment 1). This item is a continuation of the July 12, 2023 Board discussion. Staff surveyed parking requirements used by other municipalities (Attachment 2); among these alternatives, the majority base the number of parking spaces on one or more of the following: 1. Number of seats; 2. Square footage (calculated variously by gross floor area, outside floor area, or service area only); 3. Number of employees; or 4. Maximum occupancy capacity. Several of these requirements were applied to two restaurants (Restaurant A & B) in the City in order to see whether the current parking at these two locations would meet standards used elsewhere. These numbers are approximate, as certain numbers may have changed (i.e., total employees) or were not available (i.e., the exact square footage of the service area only) (Attachment 3). Restaurant A is a bar/restaurant on a small lot with 198 seats and service areas both inside and outside. The number of parking spaces required by current City Code is 66, far exceeding the 12 spaces available. The use is approximately 54 spaces short using the City's current requirement of one (1) off-street parking space per three (3) seats. While none of the formulas used by other municipalities would result in an excess of parking, some requirements minimized the deficiency, particularly those that use square footage as a determinant. Restaurant B has fewer seats (144) and sits on a larger lot which allows for the provision of the 48 required spaces, though parking takes up much of the lot outside of the structure. The majority of seating formulas used by other municipalities would result in an excess of parking at Restaurant B. Discussion: Staff recommends the Board first determine whether changes to the current parking standards for restaurants/bars is warranted. Keep existing parking standards for bars/restaurants: City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 2 of 3 1. 2. 3. While the existing parking requirement for restaurants/bars do not address all scenarios, these standards are widely accepted, and will direct these uses to appropriately sized parcels. Note that in the past 10 years, Staff is generally aware of only two situations that lack of parking at a bar or restaurant became a City issue. These include the expansion of a bar/restaurant (Preachers Bar) at 8699 Astronaut Boulevard, and an expansion of a restaurant (Southern Charm) at 8501 Astronaut Boulevard. The former was addressed through a Unity of Title action where the owner purchased additional property adjacent to the site for parking, and the latter was resolved by adding additional parking on the site. Due to the linear nature of the City's development pattern along SR A1A and N. Atlantic Avenue, the large majority of existing restaurant/bar patrons arrive via automobile, and will consistently result in the need for ample off-street parking. Existing City Code (see Sec. 110-495 of Code) allows a degree of flexibility through the use of alternative parking requirements such as shared parking, reduced parking requirements for "green parking lots", and which include facilities for alternative modes of transportation (bikes/motorcycles/compact cars). Adopt alternate parking requirements for bars/restaurants: 1. Decreasing the number of parking spaces also decreases the environmental impact due to a reduction of impervious surface. 2. With reduced parking standards comes opportunities for establishing bars and restaurants on smaller parcels, which opens up additional properties in the City for these uses. 3. The cost of constructing and maintaining parking facilities would be reduced, allowing a business owner to direct resources into other aspects of the business operation. Should the Board determine that an alternative method of calculating parking spaces is warranted, Staff recommends that the new requirements be limited to bars and restaurants, and that areas eligible for alternate parking requirements employ locational standards consistent with neighborhood -scale development. Possible locational standards include: 1. Access to the bar/restaurant be limited to a two-lane public road. 2. Frontage on or access via A1A be prohibited. 3. Has commercial zoning that permits bars/restaurants by right or with a special exception, even if the existing use is currently not a bar or restaurant, UNLESS the existing use is a nonconforming residential use. 4. Signage shall be limited to a single ground sign 4 feet in height, and shall not be visible to/from SR A1A. To visualize how the proposed locational criteria would apply in the City, Staff prepared a map showing parcels that meet the proposed locational criteria (Attachment 4). Staff requests that the Board consider the information that has been provided and determine if the existing off-street parking standards are sufficient for bars and restaurants within the City. If it is determined that a regulatory change to the specified parking standards are needed, it is requested that specific standards be recommended using the locational criteria above. Prepared by: Kyle Harris Attachments: City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 3 of 3 1. July 12, 2023 Planning & Zoning Board Draft Meeting Minutes 2. Restaurant Parking Survey 3. Spreadsheet applying alternate parking requirements 4. Map of eligible properties using locational criteria Community and Economic Development Staff recommend the Board take the following actions: 1. Determine if current off-street parking standards for bars/restaurants as contained in Sec. 110-491 of City Code are appropriate, and if not, 2. Recommend alternative off-street parking requirements for bars/restaurants to include the following locational criteria: a. Access to the bar/restaurant be limited to a two-lane public road. b. Frontage on or access via A1A be prohibited. c. Has commercial zoning that permits bars/restaurants by right or with a special exception, even if the existing use is currently not a bar or restaurant, UNLESS the existing use is a nonconforming residential use. d. Signage shall be limited to a single ground sign 4 feet in height, and shall not be visible to/from SR A1A. Approved by Director: David Dickey Date: Attachment 1 CAPE CANAVERAL PLANNING & ZONING BOARD/LOCAL PLANNING AGENCY City Hall Council Chambers 100 Polk Avenue, Cape Canaveral, Florida 32920 Wednesday July 12, 2023 6:00 P.M. MINUTES CALL TO ORDER: A meeting of the Planning & Zoning Board took place on July 12, 2023, at City Hall Council Chambers, 100 Polk Avenue, Cape Canaveral, Florida. Chairman Lamar Russell called the meeting to order at 6:00 pm. The Board Secretary called the roll ROLL CALL: Members Present: Lamar Russell Chairman Nancy Gentilquore Board Member Susan Denny Board Member Steven Stroud Board Member Dr. Michael Miller Board Member Others Present: David Dickey Kyle Harris Patti Roth Renee Yother Scott Molyneaux Director, Community & Economic Development Senior Planner Code Enforcement Administrative Assistant Board Secretary Brevard County Sheriff's Office PUBLIC PARTICIPATION Member of the public may provide comments to the Planning & Zoning Board/Local Planning Agency (PZB) regarding matters not on the agenda provided that the comments are relevant to the legal responsibilities delegated to the PZB by the City Code and law, and not related to pending quasi-judicial matters which will be heard at a subsequent PZB meeting. Public comments related to public hearing Agenda Items will occur during the public hearing. The PZB is not required to take public comments on emergency or ministerial items (e.g. approval of agenda, minutes, informational items). Members of the public will limit their comments to three (3) minutes. The PZB will not take any action under the "Public Participation" section of the agenda. However, if appropriate at the discretion of the PZB, the PZB may schedule matters commented upon during public participation at a future PZB meeting. Council Member Don Willis thanked the Board for their volunteerism and efforts. He expressed his appreciation for all research and decisions submitted to City Council. OLD BUSINESS: PZB Agenda — Jul 12, 2023 Page 2 of 2 NEW BUSINESS: A. Board Matters: 1. Approval of Meeting Minutes: May 10, 2023 - Motion to accept the minutes as written made by Board Member Miller and seconded by Board Member Gentilquore. Vote on the motion carried unanimously, 5-0. B. Quasi-Judicial/Comprehensive Plan Amendments (Legislative - Public Hearings): 2. Consideration of Ordinance No. XX-2023 to amend the City of Cape Canaveral Comprehensive Plan Future Land Use Element by Establishing a Mixed -Use (MXU) Land Use Category and Related Objective and Policies, providing for the repeal of prior inconsistent Ordinances and Resolutions, incorporation into the Comprehensive Plan, an effective date and legal status of the Plan amendments. Mr. Harris reported that the City Attorney incorporated language presented and approved at the May 10th meeting into the Ordinance, which is now in proper format and presented tonight to the Board to allow for further review. Mr. Dickey explained to the Board that specific recommendations related to Affordable Housing were not going to be presented tonight, rather, the topic would be discussed at a future meeting. The topic is an important one with many City businesses, property owners and tenants being affected. Chairman Russell opened the discussion to the public. There was negative and positive feedback. Lee Vicidomini, resident, discussed concerns about tax increase, Affordable Housing paying lower taxes, and expressed her opposition for the City's need to get involved as there are currently several affordable mobile home parks. Council Member Mickie Kellum was present and questioned if the Mixed -Use element needs to wait with Affordable Housing or if it can move forward separately. Discussion continued between Chairman Russell, Mr. Dickey, Mrs. Vicidomini and Council Member Mickie Kellum which included incentivizing developers, determination of affordability, subsidies, lower taxes, zoning and the application process. Chairman Russell directed staff to agenda Affordable Housing for the next meeting. Discussion ensued regarding criteria of Mixed -Use Land Use. "Live -work units" or "live -work space" is currently not allowed in City Code. Mr. Dickey informed the Board there is proposed language that would allow for development of these types of units in commercial and industrial zoned properties. Mixed -Use projects, of at least 7 acres, under the proposed language, are larger scale projects than the "live -work units" or "live -work space". Criteria for these larger Mixed -Use projects are in the proposed language in which the Board and Council can use to designate properties PZB Agenda — Jul 12, 2023 Page 2 of 2 that will be eligible. The Board feels there is merit to the new proposed language and the consensus is to move forward with staff drafting the Ordinance, with the proposed language for the Board to review at the next meeting, at which time, staff will ask for recommendation to present to the City Council. Discussion continued between Chairman Russell and Mr. Dickey regarding planned unit development (PUD) zoning and the Mixed -Use map. Mr. Dickey informed the Board there is only one PD zone in the City, which is located along A1A; Life Storage, an indoor storage warehouse. Originally this property was zoned C-1, which does not permit this type of use. Zoning this property as PD allowed for a more flexible zoning district that allows multiple uses. Each Mixed -Use project could be so different from one another which is why the proposed language recommends that each project be evaluated project by project. Chairman Russell opened discussion to Council Member Kellum. She discussed her concerns for the City's small town feel and visions of the city regarding land requirements for hotels and the Mixed -Use projects. The Board directed Staff to draft the Ordinance with the proposed language for final review and recommendation to City Council. 3. Discuss potential alternatives to the current parking requirements for restaurants/bars specified in Sec. 110-491 of the Cape Canaveral's Land Development Regulations. Kyle Harris showed a slide presentation of challenges and alternatives and discussed his parking research analysis from various municipalities across the state. The challenges shown are limited space, cost of providing parking and environmental impacts. The alternatives included number of seats and employees, square footage of service area, total occupancy determined by the fire department, parking plan/studies and reductions of spaces related to low -impact development and encouragement of alternative methods of transportation (bicycle, walking, etc.). The City currently requires one space per three seats for bars and restaurants. Mr. Harris suggested that a reduction of parking spaces will help eliminate the amount of impervious surface on a property. Mr. Harris introduced locational criteria as a way to distinguish between parking needs. The criteria consist of: access off of a two-lane local road, no frontage or access to A1A and has commercial zoning that permits bars or restaurants by right or with a special exception. This could lead to a two-tier parking approach. The presentation included a map showing areas that could possibly meet the proposed locational criteria. Discussion ensued between the Board, staff and the public. Lee Vicidomini contended the resiliency of the people and their use of ride sharing services such as Uber and how the City PZB Agenda — Jul 12, 2023 Page 2 of 2 needs to be more equitable. Board Member Denny disclosed her parking research of various properties within the City and is not in favor of having different restrictions for properties along the side streets of Al A. The Board needs to be fair and accommodate everybody. Further research shared is that the federal government introduced in May 2023, but not yet promulgated, the Homes for People Not Cars Act of 2023, which proposes property owners will have sole discretion to determine how many parking spaces to include in new and substantially renovated buildings within 0.5 miles of a major transit stop. Council Member Kellum reminded the Board of previous discussions to incentivize businesses to share parking without problems. REPORTS AND OPEN DISCUSSION Mr. Dickey briefly discussed SB250, which resulted from the last session of the Legislature. The bill states that Cities within 100 miles of landfall of Hurricane Ian or Hurricane Nicole cannot adopt any new regulations that would place any further burden on certain development. This Bill is effective until 2025. Further discussion centered on The Live Local Act, which took effect July 1, 2023. The effect of the Act is to preempt certain local government zoning and comprehensive plan requirements related to affordable housing. This Act appears to allow an Affordable Housing project to be located on a commercial or industrial zoned property, even though local zoning prohibits this type of development, and to be exempt from certain height, and density requirements. ADJOURNMENT: Meeting adjourned at 8:04 P.M. Approved on this day of , 2023 Lamar Russell, Chairman Renee Yother, Board Secretary Attachment 2 Restaurant Parking Survey City Regulation Cape Canave ral, FL Sec. 110-491(1): One space for each three seats Boca Raton, FL Sec. 28-1655 (p) Restaurants, bars and nightclubs: 1 motor vehicle parking space for each 35 square feet of gross floor area excluding food preparation areas, drink preparation areas, storage areas and other areas not directly utilized by the public in patronizing such establishments, plus 1 motor vehicle parking space for each 2 linear feet of bar. As an alternative, with respect to a restaurant which may be located as a defined permitted accessory use in a zoning district in a building which is primarily devoted to permitted non -accessory uses, parking may be provided based on a study using the methodology established in the "Shared Parking Study and Analysis" of the Urban Land Institute, 1983, as it may be amended from time to time. Bicycle parking spaces: 5 percent of required number of motor vehicle parking spaces; at least 40 percent should be long term and at least 40 percent short term. Clermo nt, FL Sec. 98-14. 1 space per Per 4 Seats (including outdoor seating), plus 1 space for each four employees. In the Central Business District, 0.5 spaces per Per 4 Seats (including outdoor seating), plus 1 space for each four employees. Cocoa, FL Sec. 1(d)(39). Free-standing, traditional restaurants shall provide One (1) space per each three (3) seats or seating places. Traditional restaurants within a multi -use or mixed -use building shall provide one (1) space per each four (4) seats or seating places; one (1) space per employee on the largest working shift. Restaurants with no seating shall provide one (1) space per employee on the largest working shift. If a pickup area is provided, three (3) additional spaces shall be provided. Fast-food restaurants shall provide one (1) space per two hundred(200) square feet, plus five (5) stacking spaces for drive -through. Traditional and fast-food restaurants shall be subject to section (d)(47), parking area ratio. Open-air seating shall be calculated at 50% of the above rates. Approved sidewalk cafes located on public right-of-way are exempt from parking requirements. Dunedi n, FL 105-24.4.8 - Bicycle Oriented The Planning & Development Director may authorize up to a two -space reduction in the number of required off-street parking spaces for developments that provide a decorative bike rack capable of holding ten bicycles. Naples, FL Sec. 50-104 (15) Restaurants, cocktail lounges and private or public clubs which serve food or beverages: One space per 100 square feet of gross floor area. Sec. 56-126 (d)(2)(f). Parking requirements will be three spaces for every 1,000 square feet of outdoor dining area. Mt. Dora 6.5.2(2)(c). Restaurants and other eating establishments: One space for each four seats plus one space for each employee on the largest shift. Tamara c, FL 10-43 (D)(2) Food and Beverage Services - 1 per 100 SF Brevard County Sec. 62-3206(c)(29) Restaurants, cocktail lounges and other eating and drinking establishments: one space for every 100 square feet of gross floor area of the building including outdoor seating. Aventur a, FL Sec. 31-171(b)(10) Restaurants, traditional. One space per 200 square feet gross floor area. Venice, FL Table 3.6.3 Bars and Taverns, Brewpub, QSR, SDR: Minimum: 6 per 1,000 SF; Maximum: 10 per 1,000 SF Parking requirements may be modified through an Alternative Parking Plan (APP) done by a registered professional engineer or certified land use planner. Stuart, FL Sec. 6.01.09 Restaurant, General: 1 per 3 seats based on the maximum seating capacity of the building, plus 1 space per employee Sec. 6.01.19. — Payment in lieu of parking program - In lieu of providing up to three parking spaces required for any use located in Stuart Community Redevelopment Area, a developer may pay into the "Stuart Payment in Lieu of Parking Trust Fund" a sum of money that is the product of the number of parking spaces required but not provided and the current cost to provide a single parking space in the Stuart Community Redevelopment Area. ($9,465 per parking space as determined by Public Works Director using formula found here: http.s://library.,munkode.comiNstuarticodesfiland. develloprnent code?nodelld:::::CIRVIITFOT i.D.E5Ir 6.::0°�.,Q.E.ESy S6„01.,,1.2EALIII{9APR) ................................................................................................................................................... Fairfax County, VA Restaurants <5,000 sf: 10 per 1,000 SF Restaurants >5,000 sf: 11 per 1,000 SF Outdoor seating (<5,000 SF): Up to 20 seats excluded from parking calculations Outdoor seating (>5,000 SF): Up to 32 seats excluded from parking calculations Collier County, FL Sec. 4.05.04: 1 per 60 square feet for public use areas including outdoor eating areas or 1 per 2 seats, whichever is greater, and for non public use areas (kitchen, storage freezer, etc.) 1 per 200 square feet. City Manager or designee may determine that the required number of spaces is excessive for a specific use based upon an analysis of factors. Landscaping shall be substituted in lieu of parking with said areas reserved for future parking. Fort Lauderd ale, FL Sec. 47-20.2: Restuarants <4,000 sf: 1 per 100 sf gfa; including outdoor dining area on the site Restaurants >4,000 sf: 1 per 30 sf customer service area including outdoor dining area on the site + 1 per 250 gross floor area Seattle, WA Sec. 23.54.015: No parking required for first 2,500 gfa for non-residential uses; then, 1 per 250 sf Pompa no Beach, FL Table 155.5102.D.1: 1 per 4 persons of maximum occupancy capacity of customer service area(s). Decatur , GA Sec. 7.1.3: Minimum: 1 per 500 gfa; Maximum: 1 per 200 gfa Dundee , FL Sec. 3.03.02: 0.4 per seat; up to 30% of parking can be reduced by paying in -lieu fee to be determined by commission 25% reduction in downtown parking district Name Size (square feet) per BTR # of Seats # of employees # of existing spaces Occupancy Load (Total Occupancy) RestaurantA 5,550 total 198 total 17 12 (15 total) spaces 202 1,800 inside 55 inside 80 inside 3,750 outside 143 outside 122 outside Restaurant 3,514 144 seats 10 48 spaces 150 Jurisdiction Parking Requirement City of Cape Canaveral 1 space per 3 seats City of Cocoa Beach 1 space per 3 seats; Can be reduced in redevelopment district based on parking plan. Boca Raton, FL 1 space per 35 gfa, plus 1 space for each 2 linear feet of bar OR parking study Clermont, FL 1 space per 4 seats, plus 1 for each four employees. 0.5 spaces per 4 seats and 1 for each four employees in CBD Cocoa, FL 1 space per 3 seats; open-air seating calculated at 50% Naples, FL 1 space per 100 gfa; 3 spaces per 1,000 outdoor area Aventura, FL 1 space per 200 gfa Venice, FL Minimum: 6 spaces per 1,000 sf; Maximum: 10 per 1,000 sf Pompano Beach, FL 1 per 4 persons of maximum occupancy capacity of customer service area(s) Formula 198 seats / 3 Number Required Restaurant A 66 spaces Difference Between Existing (12 spaces) and Required -54 198 seats / 3 66 spaces -54 1,800 / 34 (inside) 5,550 / 35 (inside + 51 (inside) 1 159 -39 (inside) 1 -147 outside) (inside + outside) (inside + outside) 198 seats / 4 = 50 + 41198/4=50* 0.5=25+4 55 seats / 3 = 18 143 seats / 3 = 48 * 0.5 1,800 / 100 = 18 3,750 / 1,000 = 3.75 * 3 = 11.25 1,800 / 200 = 9 5,550 / 200 = 28 Min.: 5,550 / 1,000 = 5.55 * 6 = 33.3 1 Max.: 5,550 / 1,000 = 5.55 * 10 = 55.5 54 spaces' 29 spaces in CBD -42 1 -17 in CBD 18 inside + 24 outside = 42 spaces total -30 18 inside + 11 outside = 29 spaces total -17 +3 (inside only) I 9 (inside) / 28 16 (inside and (inside + outside) outside) Minimum: 33 spaces; Maximum: 56 Minimum: -21 1 spaces Maximum:-44 202 / 4 = 50.5 51 spaces -39 Number Formula Required Restaurant 8 148 seats / 3 48 spaces 148 seats / 3 48 spaces 3,514 / 35 100 spaces 148 seats / 4 = 37 + 3 1148 seats / 4 = 37 * 0.5 = 19 + 3 148 seats / 3 3,514 / 100 = 35.14 3,514 / 200 = 17.57 Min.: 3,514 / 1,000 = 3.514 * 6 = 21 Max.: 3,514 / 1,000 = 3.514 * 10 = 35.14 40 122 48 spaces 35 spaces 18 spaces Difference Between Existing (48 spaces) and Required 0 0 -52 +8 1 +26 in CBD 0 813 +30 Minimum: 21 spaces Maximum: 35 Minimum: 477 spaces Maximum:+13 150/4=37.5 38 .10 I ' YGSn' WluwWlwl "„ I�Iww�rv"I"�"�.�, Ilam'ttatee'oav '11rW , Google Earth Image 0 2023 TerraMetrics Data SIO, NOAA, U.S. Navy, NGA, GEBCO r vluw I, II m w W otrimu wl� ull'V""mmuhlY;CIM^kl�"'."...I^111�mvP'��v��IIQ °dl�l�l6,�616�Vu@ m1a ml b ^'113 110I100000 IW W00,"dN "$ 1 W I �m11 re,i1w drolly",��, o"„lIIIIp,I1Ii.I1111Y„„„„d��b,.ri'" ',1IIPu11 law 41 000 d0100100 °00!IP 70,44,000,6w11,1111; lI+`0'I01I040410p,0;00„'so"o!41IIIr IrV^Ipv111';IIWIVIW'; oliVllsr V„ xi���, IPP PI IIY� u ��atotto ain v ww�, "m1 lu'rl�i b r MMMWIV �rvl Wm,w ,SNI'prmrww, ek,,� �r 1 °Y uuAfi Intl � YP XIS r Iul. 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Summary: This request is for Site Plan Approval for a proposed Hilton Garden Inn hotel and associated restaurant located on Parcel #24-37-15-00-804 (see location map - Attachment 1). The parcel is within the A1A Economic Opportunity Overlay District (EOOD) and is zoned C-2. Hotels and restaurants are both permitted uses in the EOOD and C-2 zoning district. The subject property is also located within the City of Cape Canaveral's (City) Community Redevelopment Area (CRA) boundary. The application (Attachment 2) includes a site plan showing a 6-story hotel with associated improvements on a 2.56-acre parcel. The site is currently vacant. The proposed structure is 65 feet in height and includes 156 rooms. The building footprint is 18,295 square feet. A dining area is proposed on the first floor of the hotel, and the applicant has stated the restaurant will be open to the public as well as hotel guests. The project meets all of the dimensional requirements of the C- 2 and A1A Economic Opportunity Overlay districts (see page C-101 of Attachment 3). The project area is located in Flood Zone X, which indicates that the area is outside the 100-year flood zone. There are no jurisdictional wetlands within the project area. Maximum impervious area allowed in the A1A Economic Opportunity Overlay District shall not exceed 80 percent. The project, as designed, includes approximately 74.14 percent impervious surface. As required by Section 110-221(1) of the City Code, any new commercial development must submit an application for Site Plan Approval and be approved prior to its construction. Section 110-223 establishes the process that must be followed. In general, the application is first reviewed by the various City review departments to determine its consistency with applicable rules and regulations. The application is then considered by the Planning and Zoning Board and a written recommendation is forwarded to the CED Director for a final decision. Section 110-222 of the City Code establishes criteria that must be addressed by the Site Plan Application package. Sections 110-567 and 110-686 and 687 of the City Code establishes landscaping requirements that the project is required to meet. Notably, standards for tree planting throughout the parking area and around the perimeter of the project. The landscaping plan and landscaping irrigation plan (Attachment 4) indicate compliance with required standards. City Code requires 169 parking spaces to serve the proposed number of rooms and employees. The project area includes 180 standard spaces and 6 handicap spaces for a total of 186 spaces. Ten (10) parking spaces will be served by five (5) EV charging stations. The surface area for 52 of the parking spaces (-7.21 percent of the total site area and 28 percent of the parking spaces) will be pervious, allowing stormwater to filter into the underground exfiltration chambers. Access to the site is provided by a driveway onto SR A1A, as well as a driveway on Imperial Boulevard. City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 2 of 5 A traffic analysis for the project was completed in March of 2023 by Traffic Planning and Design, Inc. According to the report, the hotel is projected to generate 1,257 daily trips at build -out, of which 87 will occur in the in PM peak hour. The report indicates that the analyzed road segments and intersections will continue to operate at or above adopted level -of -service standards at build - out (Attachment 5). As required by Section 110-606, the Community Appearance Board met on January 25, 2023, and approved a Level I review application for the proposed hotel; the board also gave approval to construct the hotel to a height not to exceed 65 feet (Attachment 6). The following conditions were included with this approval: • the provision of a 24-foot landscaped buffer area adjacent to the SR A1A right-of-way; • construction of a 5-foot-wide sidewalk along the property's frontage with Imperial Blvd.; • the installation of benches/seating along the ease and south facing sides of the hotel (said seating shall be consistent with the overall design of the hotel structure); • the building shape/footprint shall reduce in width from east to west as indicated on the submitted concept site plan as included in the application; • exterior lighting of the building shall be consistent with City Code, additionally; lighting shall meet applicable City and State turtle protection requirements (no "up" lighting shall be allowed). Based on the civil site plan, landscape plan, and lighting plan (Attachment 7), these conditions appear to have been met on this site plan and will be verified upon review of the building permit. As the property is located within the EOOD, the project will need to meet certain architectural/site design guidelines applicable to development within this area. Notably: Sec. 110-623. - Building orientation. Buildings shall be oriented towards A1A, N. Atlantic Avenue and Central Boulevard as well as adjacent cross -streets in order to encourage pedestrian activity along the sidewalks of A1A, N. Atlantic Avenue and Central Boulevard and to facilitate pedestrian access to and from the sidewalk to adjacent properties. Sec. 110-629. - On -site circulation. (1) Provide easy sidewalk access for pedestrians by locating vehicle access and loading areas where there will be minimal physical or visual impact on pedestrians, the flow of traffic, and/or adjacent uses. a. All vehicular entrances shall, to the maximum extent possible, be located off of a side street or an alley in order to minimize pedestrian and vehicular conflicts. b. Walkways for pedestrian access shall be provided between parking areas and the project. c. Passenger loading zones located on the street shall not impede foot traffic or sidewalks. City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 3 of 5 d. Parking lots and structures shall be designed to provide safe pedestrian circulation between parked vehicles and the primary building through the use of clearly marked pedestrian walkways, stop signs, speed bumps, lighting, or other similar measures. e. Pedestrian and vehicular connectivity shall be provided between parcels and a reduction to the need for additional, future curb cuts, and other means of cross access to adjacent parcels shall be encouraged. Sec. 110-669. - Surface parking. (1) Locate surface parking in the rear or side of buildings and provide pedestrian access from the parking to the building and street. However, due to the nature of certain uses, the Director of Community Development or designee may approve up to one row of parking between the front of a building and street. a. A surface parking lot adjacent to a public street shall conform to the landscape requirements detailed in Division 6 of this Article. Sec. 110-689. - Surface parking Tots. (1) Buffer off-street parking adjacent to a public right-of-way or residential buildings or residential zoned property with a landscaped barrier. a. Interior landscaping for off-street parking shall conform to the requirements of Section 110-567 of this Code. b. Minimum landscape buffer width between the right-of-way and the parking or vehicular access area along A1A, Central Boulevard, and N. Atlantic Avenue shall be ten feet and five feet along all other streets. c. A knee wall which is at least 30 inches in height is required when an off-street parking area is located within 25 feet of the public right-of-way. d. A continuous landscape berm at an average height of 30 inches from grade may be permitted in lieu of a required knee wall. e. A knee wall or berm may be, staggered, meandering or continuous. f. A knee wall or berm shall not obstruct any safe sight distance triangle. g. A knee wall shall be compatible with the architectural design, material, and color of the principal building of the project. h. Lighting shall not be used to create an attraction, distraction, or commercial signage intent to the wall or berm. i. For the purpose of this standard, a mixed -use building which includes residential units shall not be defined or categorized as a residential building. Water is provided by the City of Cocoa, and the City of Cape Canaveral is the wastewater provider as indicated on page C-001 of the site plan set (Attachment 3). Stormwater will be treated via a series of underground exfiltration structures (see pages C-501 and 502 of Attachment 3 and Attachment 8). The applicant also submitted a Concurrency Application with the site plan application. This application was approved as the related public services are in place to serve the project. The only remaining approval needed is an administrative Site Development Permit and Building Permit. City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 4 of 5 Although not a site plan evaluation criteria, the proposed hotel project will generate the following construction related revenues for overall City operations: • Parks and Recreation - $22,000 • Library - $12,000 • General Govt. - $15,800 • Police - $19,250 • Fire/Rescue - $3,375 • Aerial Fire Truck - $9,520 • Sewer - $84,300 • Building Permit Fees - $48,100 TOTAL - $214,345 Pursuant to an Interlocal Agreement dated March 6, 1990, the City, on behalf of Brevard County, collects County Transportation Impact Fees for projects within the City limits. Note that projects within the City limits are subject to the collection of County Transportation Impact fees. Typically, these fees are remitted to Brevard County for its use as deemed necessary. However, the Interlocal provides that the City may request a reallocation of these fees for its use within the City limits. The City has previously taken advantage of this opportunity when it requested and received approximately $1.435 million in County Transportation Impact fees generated by the construction of three (3) hotels built in northern area of the City. These fees were used to partially fund the construction of the recent Complete Streets project on W. Central and Thurm Boulevards. Staff anticipates to request a similar reallocation of the County transportation fees associated with the proposed project, which could generate approximately $420,000 for roadway improvements. In an email dated August 21, 2023, the City Engineer stated that all comments were addressed (Attachment 9). Therefore, the site plan is ready for Board consideration. Attachment: 1. Location Map 2. Site Plan Application 3. Civil Plan Set 4. Landscape Plan 5. Traffic Impact Study 6. Community Appearance Board Meeting Minutes — 1/25/2023 7. Lighting Plan 8. Drainage Report 9. City Engineer Email — August 21, 2023 Community and Economic Development Staff recommend the Board take the following action: Recommend approval of the Site Plan for the Hilton Garden Inn hotel and associated City of Cape Canaveral P&Z Board Regular Meeting • September 13, 2023 Agenda Item # Page 5 of 5 restaurant located at the northeast corner of State Road (SR) A1A and Imperial Blvd. on Parcel #24- 37-15-00-804. Approved by Director: David Dickey Date: A712 -. Gana 13317.kiey crR PROPERTY APPRAISER 5revard County 1:4,000 0 262.5 525 1,050 ft 0 80 160 320 m All BCPAO maps and/or map applications are maintained for assessment and illustrative purposes only and do .not represent surveys. plats. or any other legal instrument. Likewise measurement and location tools are for assessment and illustrative purposes only and do not necessarily reflect real -world conditions. Due to the nature of Geographic Information Systems (GIS) and cadastral mapping, map layers may not precisely align and may not represent precise location. shape. and/or legal boundaries. Only a Florida -licensed surveyor can determine legally -relevant property boundaries, elevation, distance. area. and/or location in Flonda. Date: 3.31.23 CITY OF CAPE CANAVERAL SITE PLAN APPLICATION PACKET AprAcation Sheet Address of Request: NE corner of AlD and Imperial Blvd in Cape Canaveral Name of P �N Project (if Hilton Garden Zoo Legal Description:_ See 3uzvey Owner(s) Name: McKibbon Hotel Group, Inc. Owner(s) Address: 402 Washington St SESuite 200Gainesville, CA 30501 Owner(s) Email: jason.acree@mckibbonp-l-,aces.com Phone Number: (770) 364-7384 Narne of Architect/Engineer: Michael Allen, Allen Engineering, Inc. Phone Number: (32I) 783-7443 Aoent/Anp|icantNarne Inc. &�oKibbuo Hotel Group, by care of Jason Aczee Phone Number: (770) 364-7384 'anpn anrne@mnkibbuoplacen com Agent/Applicant Signature: City of Cape Canaveral Site Plat) Application - 09/2021 (9) L A � � � AC � E Plan. T Site Plan Checklist followingfollowingThe �|ong checklist has been prepared to assist in preparation of a required �e Please see Sec.1 10-222 of the City Code for a complete list of Site Plan criteria. The drawing nnustbesealed and dravvntoscale bvanapproor�tek/licensed design professional, no greate�han one inch to 50 feet on sheets two feet by three showingfefeet, the following site data: 1. Size, height, nm proposed and ex�tngstructures. Yes oNoo � Oinmensiono.mYesoNooN/A � Total gross area and percentage devoted to structures, parking and landscaping.' e /A Yes oNoo 6. Density (units per acre). EiYes o No 4. Number ofUnhs. wYesoNooN/A 5. Traffic flowflowdiagnadiagramto include total number and size of parking spaces and loading zones. �YesoNooN M � aN/A 12. Other (specify) i:i Yes o No ���» �anddimension�� for the �areasareas(if � appUi W 1. Pad�s.oYes oNo �N/A Z. [ana|��.oYes oNo � 3. Watenway(.oYes oN o mN/A 4. Boat s!ip(s).oYes oNooN/A 5. Parking. aYes oNo oN/A 6. Swimming poo|(s). �YesoNooN/A 7 D wYesoNooN/A � Recreation. oYesoNo wN/A 9. Tmsh.sYes oNooN/A 1[l Sidewalks. *Yes oNo oN/A 11.Dune c,ossnverb \.oYes oNo�N/A � � le): E CA LICATI 1�� Type of enclosure for communal trash contaner�� mYes oNooN/A 14. Fire alarm and standpipe data. oYesoNoaN/A 15.Vidnitynnap.�Yes oNnoy�/A 10. Location nfplanned landscaping. oYeswNooN/A Tobcprovided when available o*m��c���|��mm/���o�'n��m pg4 �� ���� ���F SITE OF CAP A 'r.des f r the folio 1. Entire parcel. Ni Yes uNo o N/A 2. Finished floors. Yes oNo o N/A 3. Streets, Yes oNo oN/A 4. Parking lots. Yes Li No o N/A 5. Sidewalks. Yes o No o N/A 6. 10" of adjoining property. NI Yes o No o N/A Details, sectio 5, a 1,10„ ecificatio s: CA CA 11 11*' 1. Street lights. oYes i No o N/A To bc provided when available 2. Water and sewer. rri Yes o No o N/A 3. Paving and drainage. oYes o No uN/A 4. Curbs. iYes ° No o N/A 5. Storm drains. Iv Yes oNo o N/A 6. Sidewalks. Yes o No o N/A 7. Engineer's seal on drawings. cYesuNo riN/A Sq.ref 1. Living. age of 'I ing areas: Yes No o N/A 2. Parking. ,A Yes oNo oN/A 3. Other (specify) 4. Total under roof. °Yes o No o N/A oYes oNo N/A ET equired otes: 1. Sidewalk and sanitary sewers to be constructed to City of Cape Canaveral standards. Yes °No D N/A 4r; 2. Water lines to conform to City of Cocoa standards. Yes Ei No D N/A 3. Fire alarm system to be installed and connect to City of Cape Canaveral Fire Department standards . T 1. 2. Yes No o N/A gra [. hic ey: USC and G.S. datum plane. A Yes oNo oN/A Existing street lights. 1, Yes o No o N/A Storm drainage design calculations. ,,Yes o No o N/A Coastal construction setback line, where required. uYes oNo N/A Ten (10) hard copies of the drawings (24" x 36") must be submitted with the application as well as in electronicformat (.pdf). City of Cape Canaveral Site Plan Application - 09/2021 Pg. 5 CONSTRUCTION PLANS HILTON GARDEN INN VICINITY MAP SITE IMPROVEMENTS Section 15, Township 24 South, Range 37 East - Cape Canaveral, Brevard County, Florida NEN,LEN GINEER ING, INC. CIVIL ENGINEERS • SURVEYORS 106 Dixie Lane • Cocoa Beach, FL 32931 • Tel: 321-783-7443 • Fax: 321-783-5902 • www.AllenEng.net euatiric Peedowmaaee &nee 7963 PROJECT CONTACTS: CLIENT: ENGINEER: MC10550n HWN DOUR Inc. NMn Engineemg. Inc. 7 C6 Roswell S105 DI. Lone Nphofes3200 Co.o, GBeech, FL 5.31 Telephone: (770) 304 384-7384 Te38: 59 413 (321) 78,7 EmNl:joson ecree0metl8Dcnpleressarn el DIafa Cert..lN M AOloonzg08cn Na TM 256 SDRVEYDIt Bowmen ConsuKrg Group, LI4, Ina 301 S.E 00 3n BNJ.. SU. 301 SWoa, R 348g4 Texphonc (772) 283-1413 Far. (772) 220-7881 wwwbowmonooneuNrq.com Ce.c. NO. LB. 8030 GENERAL STATEMENT: THE PROPOSED PROJECT COMM OF A NEW 8 STORY 15G ROOM HOTEL M11H POOL AND FEST4UR/NT. CONNECTION FOR OOMESRC AND RRE WILL BE MADE SA CONNECTING TO THE QISTING 8• WATERMAN ALONG THE EASE SUE OF AM SEWER IS TO BE ROUTED TO TE REAR OF THE 511E TO THE DOMING UNE ON SUE SIORMWATER TREATMENT 6 PRWIOED ON SIZE VN AN ERDLTRATION TRENCH SYSTEM TAT WILL CUTFALL TO FDOPS ROW. SITE LOCATION: NE CORNER CF SR KIA AND IMPERIAL BLVD I.RSEC ION IN CAPE CAA.. RECORD DESCRIPTION: EWING CONDITIONS NO SURVEY OPCORPHIC IN oONTM IS A BDW%41 CONSUL.° GROUP. LTD. NC. /LTA / IMPS LW DIE FICUNDAGY LEGAL DESCRIPTION: (� BREYAH 1/4 Gal.PROPOS DEC ERTY�2i677w 4z�i5 PER 174E cowman sEDION 15. 1.114.P 24 SOUTH. RDAIE 37 DST. ORNam COUNTY. 6CRID MORE PARnCUNEY DESCREED AS _ 2.636 _ 802D N401 (A-1-A), A 1SO FD3T MONT OF W. SMO AMWENCE m A 36 D I THE EASMIMI TERLY MDSURED AT RXRR C MY T ANGLES 511E EOF SAO 5FCn on 16 THENCE N 52 DGES Sr31/ PENCE 5 DEGREES SD' E FOR A DISTANCE MD, FEET TO TK POINT OFBONI NN65V E FOR DISTANCE OF 225.00 FEET: EES 38. 50' W FDR A TDISTAN¢ a 4/1m FEET TO A PC1RT OF CURMNRE OF A CURIE TO THE WIT DEGI.5 HIV CD FOR A D5NNCE OF 3927 FEET TO A MIR OF TANGENCY ON SAD EASTERLY M. OF WAY LINE Q STATE ROAD i 401: PENCE N 37 DEGREES Sr 1.110 S. ANS CF YY RIGHT 5101; Y RIFE FOR A C6TNICE CF ID.CO EEO THENCE N 37 DRES 21' 10' W FORA DISTANCE OF 7500 FEET: P ENCER 32 GEO.5 38 SO E FORA DISTANCE ff FEE Rp6A0 T TO RE PDINT OF BEGIXNNO. AMNION C£ SEDER 161CX0SI1. 24 sm. RW4¢ 37 EAST ORM. COUNTY. Flae2A MORE PAR00ANUY OMR.) AS BEGIN AT A PONT ON RE EoSTERLY F6. Of WAY .E OF SAVE ROOD /401 (A-14). A 1000o FWT RMR OF WAY. SLID POINT BENG 2.8.56 FEET wani C£ AS MEDUREO AT D. ANGLES TO THE scum 134E DF SLID SEMEN 16 RISME SOUTH 37 DEGREES SP 10. El. FOR A DISTANCE CP 75.6D TEED RENCE SOUP: 52 OEGI.S SF 50. WEST, . A MDR. OF 2D6t0 FEET TO A PCINT ON TNE ROME NORTH 37 Ofef.52t 10 1DND WEST ASRO MADLY F6. OF WAY 134E FOR A DISTANCE ERLY EP NW LIXE OF 7.0 FEET TO THE PORT OF BEGNMAR. INDEX OF DRAWINGS DESCRIPTION SHEET CIVIL: COVER SHEET C-000 GENERAL NOTES AND ABBREVIATIONS C-001 EXISTING CONDITIONS AND DEMOLITION PLAN C-100 SITE AND STRIPING PLAN C-101 PAVING AND DRAINAGE PLAN C-102 WATER AND SEWER PLAN C-103 PAVING AND DRAINAGE DETAILS C-501 PAVING AND DRAINAGE DETAILS C502 SANITARY SEINER DETAILS C503 WATER DETAILS C-504 WATER TECHNICAL PROVISIONS C-701 WATER TECHNICAL PROVISIONS C-702 WATER TECHNICAL PROVISIONS C-703 STORMWATER POLLUTION PREVENTION PLAN C-704 TRUCK TURN PLAN C-705 PEDESTRIAN MOT PLAN C-706 SURVEY: (BY OTHERS) ALTA I NSPS LAND TITLE BOUNDARY AND TOPOGRAPHIC SURVEY BY BOWMAN CONSULTING GROUP, LTD. (-2 OF 2 LANDSCAPE: (BY OTHERS) HARDSCAPE PLAN L-1 OF 3 LANDSCAPE PLAN L-2 OF 3 LANDSCAPE SPECIFICATIONS L-3 OF 3 1 6/27/23 PER CRY CF C/PE CMNVERAL (6/01/23) NB DJW NO. GATE REVISIONS BY CIK'0 4c.R: McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA COVER SHEET ALLEN ENGINEERING, INC. CIVIL. ENGINEERS• SURVEYORS FLORIDA N88 AME. CKM BEACH. FFLTELEPHONE (321)763-7.3 - F.LOORIDA1 33228311 DATE 2-01-23 SCALE N.T.S. JOB N0. 220028 DRAW) RMB SHT. NO. C-000 GENERAL NOTES: WATER SYSTEM NOTES: MTH APPROPAATE WILE ALM.. BEFORE =STRICT. COWENCE. CONTRACTS, RUNT ELL 5 5��, WxEYx rs I1?B WEEP RFOIr E w°NEw 9xD r.tL CHEF ro AT UClwx. as - (1. A.TR-Ar13 Ono M (6TEn) - (3z0 ass -moo mammy OFw - (wol uz-mo MAMA PCMER any or CAPEREM - 000) a32s]ro PMMAL (SEWER - RELIC WORKS) - (n,) 8ee-12E XEFY Y HAX TIRO DARE AT (320 To-.3 PRDR E START or DEBX XD A oF 8. AM CISCPM.ES ON THE GMM. SHILL BE BROUGHT M AMEN OF THE DOMEER Of RD.0 BEFORE CONEMENS WORK. ]. TOTIMES OMm CEA.. TUNED. T ES 10 MRG1E 9W .AS STEEPER THAN EMT.REMAN ROE, CO6 ARE SEABEDS M.AIIOX IRS BEEN ESPESHm. AXD/PI EKRTU I. E MM STORM WATER AND SMAAW PARER ARE ENTER BE RESOLVED 01 IWLLS8IG WATER LI. AS NECEEMK UP. APPROVAL BY THE MEER ENGINEER. 10, AIL CONCRETE AILS OLE6 BUSED ON P COT SEE SR. ILWOME A NNMVM CESS04 STEXDIx P;m2 P9 AT 2811. TESTIE REPORTS STML EC CORED M AL. DIA.A. INC. AND PAD FOR BY DE DEM.. I. _ cDco. S 03801 PROTONS FDR O .00sl5.. unm SPECPCOAONS USE COIEDE m6 • N�ECnws). moo SEE ( EspLL�ELMD LL. E 328880nore)& µD 9.1 (IEMRDON PREECE iconspoC°CONE.91. • CONP.OR WALL PROVE ENVIER RE SHOP CRWP. Df AIL PIPE IDAPPOK.ANCES FOR APRON PRER TD Malrl & (Om6E mrta8rs9E7 maMSSRA0i1mswrtem 88701 .EOPRZaAWE E m sx6Ds, 9304K Yo4 D I.µ7glulm aa • RINGS. WATER MINT MALL DEAR (OUTSIDE TO OUTS. PRO S NARY SEERS AM °R5 RE SM. TN 'INN,` PRE °" SHALL WIT. CR ROE G�6 8894122EEN RATER Y1H AT IDIOT 12 NMI6 W OFeRNKT DHm fBMP m BDAE THE OTHER ARMY. AT CRO35N& OIE WILL IfNGIX OF W1D LLAIM RIFE E. OR PIPES .LL ft CEELL NT VECUUM STORM RE ERE. OR50.T ANTS THE W. MAIN 80960 7 REPYum SEER, AND ATEASEAL61m SO FEET FROM A LROINTS NN5 IX GROTTY SEVEN SEWERS, PEWEE MEE m. MINS OR PT. CARE INRD(JNTED REC.. W EL & BE SlU0.WALLPPE BDE %PE'R11 WYf A Wfl2 (40 LUE l082 L 9KN OR IRLL BE PARE OR B1.1CK %PE Y8 BEE ORM INCOMMINED MD. m ARRPm PIPE ELL PR. SEEPED NWALLRRO D UNWIAHRGROUNDCMETAL F THE O PIPE PIPE NIL HAVE B. STRIPES APPLIED M RE PEE, AND EWLLEL TO THE EKUAL RERAN TIS OF THE N 310E 01 NN6 OEM INSINUATIOTHAT ARE .KTED AT 143 N OL 111E PPE F THE 13,1 PANT FE-DE. NBFIS U. TO STRIPE PPE AROUND M E PIIERST THE PPE OR THE, LOGTm PANE THE LOP Of APPLIED N P FOR RE WM INTEWL METER DUNE NT TEPEE OR TW, TARE OR PANE TILL AAPPLIED N 9'AI]: UN THE PE WILL BE PANTED BEE CR NIL RE DIDR mom OR MINE LIKE UNDERr8OUm PPE) IRDD 62-485.3.21XBE) & PIC WATER MINS SHALL BE AVM 0900 OR 1E UImAMP STANDARD � CEPI W nun.. FENS SHALL FE WROPPEO TN PCAKEEPS SERVICE PT.PEERML 9(2M 0*1 PS) WM PIPE BILL BEAR THE NSF PR LIMO. PEE STALL E NSTME0 TN MM... MN STANDARD PM. ]• R. BE cIN .0..10171 870 NM STBZRND C&10. Y��' 1°151ANMR0 C16M 00041E 1808 PFE RREMRE I EHs TEN. BY ME REM LECRY ACMES PIE TO USE R Rm RE ROB. DRH11. PIfl510 'PASS 180 P IMPERTI TDN1110116 oWNG BWTERNG .. 160) NCO MANUFACTURER .D. PROADE III 14. DXOIRO Y. NWI6 1M CXPRENL. THE SDREC6FNT M.SIMLL OE N P.M & MEMMTURE 5NR1-BNR, 2PEA99M ESE 1A. 61.N R MR. FII0XE, SWIR. NLL BYRE E PIDLO. EEO 1 THE CONTRACTOR IES CROCEx. S PDXSBNY TI E FOR CAM. WIN E Roo R/N AS A ERECT RESULT M NEW PPE, OR ORRWxES ED EOLO. ,ANDSPUCENCH P nNS UE SEINE OR BE SC. BLUETN MINST..° 110 xF LOMTOR PIPE 16. THE GUTTTERS, SEEM DRALL iE. 6,6.6..Mi6D UTLiM A PRUTERRwD OE of Y RCMP. CURBS. woo wRwEMENTS SUCH AS BUT xm WEED M RESURFACING WrR REQUIRE. AL Ap POURED OR ME. Cn_ - M CREEL CONOMON Pi BETTER.. WAGE SHALL BE REARED DOW 1 RESMRE ALL NG SWAM. EMIS. MO 6NIPS 810 CO NM HRE DOOM WLSPAX. MISS DM WE RE HWDO FRO. THE BIE SEM. MO THE EC M TEE simmer FOR ROUE SPRWE RP T tA5 ELLREIBE RATED XrvML°PSI DR 24 TO GREATER �0E COKES LIMN PEKE R R TXG°FPCATIO1 N OTHERE ERR E1W% BE Am URM OSIXECIIOXS. METER BMRS CR VALVE CZ m NFLOW PREVENT. CCMP1601005.CBS CONCRETE BDCK STR.URE 19 BUSS F6m so. PSK STA6PEO THEM 41m1 PIM N 4N4' GOX0Ert CCP CONCRETE 09661)A POLE -BCOI PY IREI02-8m NO ME CLOSURES ELL BE PER.. FRFPoMIXT.O AM TO 6 12 MBE Y ODE SRN BED BEFORE OF YI ER%I EN NA C BW11 BE 30 INCHES. 21. m0 YL NEAR OE.. m W4BUCEN IX ROT RCM -CC -WE 1.1 COWIE BBWP, 5G0. CHH WNNUNICATIO. HAMM. 9.E ND 2E PN ro U 124 - 14.93.95 CIP CONCRETE DGI E POLE CO EANDUT 33, 0 (o) MO N NE08WE WW THE fOLLO'MXG SEYOVIOS IN 13. ARDs ro BE PAVED SHAM BE OCFAACBD TO 0F .HTO 9XK 0 BC,T-1 WPNmDO BEE WTFRYL ER BN2fFlLL BMBTH DRAPPRE ME. ST.ARDS AND ACCCHWIm PATH FDD.T. IXDIX 5a-001. . SODBIO IN FDD.i. RIGHT-OF-WAY SIWI BE CONSTRUCTED N Ai CIE ME ®xc]m8 SOWN 1 FAST. NE BASED UPoX TIE mm ELS3XE P ASRIONurt MEV..° COM C RD CW. COVERED (D) 0BLOIE MAWl6. TE 0]mLWTOR AWL BE RESPONSIBLE FOR PoUOYXO THE EPODES OF YM mans. ESTRICTIOE DNA DER£ CHECK DLID.Iut ASSEMaY WENMEFOIHWWTFRN LINER IEIRACEO ORE THE UPHLL S¢Of TREPOES 14. SVpH YM MANS PR. M DB RLmEI LAID PR SURE TESTI DEW. DETECTABLECH AN APPEND .11DIT MVPN6 DEVICE ER BOTH. Am GEMMED IN A MANNER IS NSTYL A 2-INCH JUMPER MIOXMUSE CHECK MELON PREEN. AROUND THE MAN UNE ORP-TER WOE MLLTPLE TEASUMEMES ON PROJECT CONTROL POPE AND HAS A HOOD. AND ERTEL DR DIAMETER 60 RFBIMLWTEM SELL BE ACCOMPIem IN YOORWNE WM1 MOTE & n 08866 6 0 16TmD N10 D 88118 6 ATE EL THE °SEER.. SEELPENMEN LAND SURVEYOR IX THE STATE P ROMP THE AS -BUILT SURVEY 9NL IX PDmDIML 1D➢NX6 P EMS THAN 0.1E FEET. EESPSA ELEm6C SERVICESERVICE METER WO A SIGN! 9.REY BY Bm NOT m MIA ... SERE. PANEL LOCEDURTS LEEO ON THE WERE ¢TM. SHEET FCR ONNEENE NB EANs ro DSOs WATER SnREE SD NITER ¢THE DOXEm a THE EMMONS S.E HEREON REFER TO THE HEM P.M MM. AsaILT 9E8 (NAVD. FOU FIRE DEPARTMENT CONNECTOR 21. CNSIRUCEN S.. COMPLY EDI THE COMMIS P PER. FROM YL MPmIHE MEMO. DETYLS. CE AS CO ETFON ThE n m ERNRO9 ETC., BfeIRwnPPUF &Nf 2E) Am ARE NM UPON ME mLLOANG RED KNOWN. MUM CH I FOP .CE GATE POSE RAN/ SR1%E RPE SELL RE PRESSURE Ipq 0111NRE AXED MISo 6 ORF NFL IN SLP,eE C R SEE m3- PANE. EFFEN TINE HNRFLOI THE LILES BY as, S.M. AND BUENOS PED URIC 41301 COY Ix 031..E RP FINISHED FI TE ELEVATION DURING CONSTTRUCTOR RSPOIONG NaARAM OF NT LESS THB E f¢T ND AWL RE NNNTNRm v.. M.. SPELL BE PROVIDED BY ON U.STiUCTED ELL REAMER 0.4 PIRPOE ER,ABLE OF SEPPTENG 1 6. ply RSWL RE CTIOIED FP SECTION VI C HEM f THE 1HE°MNN.. P S0EMT. . m.0.11E SS... E C EE EED THERE RARERFPLIR RAREWTES PERK . A,A Y .. AXED A,AE sS B . DEMME S R... INCO LNG TW M ATO . MFR. PIP MOND BRASS fDm SANG OE SEEM RP MIER OPEC IAAR PARE E 3b0A = 02N.M, MN = 0.33 .M, e' W = 030 CAL, BTN = 0.X)PL, ID'W = DM ME SNLg01NRIBPE NIEEFORTIIEMSION °FFEFIm NECESSARY D. 2 REM %BED OPTIC LARIE NNV8 23. AR WORK MTN Y, DEMOBS. OR WISE PROPER, ELL REPURE A SEPARATE NEAT , REE OF RP • OF RNm TO CERTIFY THAW TIE IYPROCIOIEs = INLET MA.vY. BB) GL GROUND LIGHT AND MY RFOARE AN WERE. m THE COSIRICIION P W1FRW5 SHOWN OR THE FAX. I ARM _NHL RE 06fE¢Tm AS REPARED SFCEN W m THREE TEEM PRIMPS, AND AS REWIRED BE PANE BB BUILT IN N%LmY10E PM TE OE9GN1 ONE. ROt�. GE . METER 2. OF EON. TT SR. B THE CONBALTOE RESPONSE. U PIONE SAE. MWX E0 VIREO 61RE COY. 1R E.E. PFRNrt NYN6IX ND SeELE PoM LOGTMR SWILL RE FIEND METER PINS FET SANG OE SNIPED TSPx[ almt DOS' IN aka' EP GREASE CM PARKING SON N MvtiaNGS, BA1RLL 16 AND TE ..... As RDURED TD MN. A.TE Sett. LADED OR AL FDOT GENERAL NOTES: °LLMlGE1�E (RAABY HOPE HINT DENSITY PoLKRINIIIE 61PE PP. .. TE COY OF E.C. AND THE OM ER WM1 PATER EMI AS-0LT NEINMTMR FROM t RdTC Pm Hf 2m3/E24 MOT STAx0.W0 REVS FOR Cf CON.CENEME COULD . BE DETERMINED FROM THE Ie. COMMTON FENDED. INV. INVEWON CONTROL YAM MIS (COMPILTmP. DUN WR6/ANmORi EMI THE CPRINVORS RESPONSIBLITY TO OUR. CONSTRUCEON W. POWER COM. AND/OR DFCTRCM IL RflOLORCSSHON G O8 CF .PIE PONES PACE PEP`. AND O ANAN. NYL READ AXED BKOE m16RM'INx. NIX x0. Tt-mt. THE POEM C m-WY MP EP. N..202-3 WAS Rsm M TO RNRYNE ME MM. DF LP LLLIOR POLE A THE PANEL..Brt REES SEED PONES X EATECLEARMEES N TO RWTmtt xYY TxETHE S NE. SPEOFESTCEE FSHILL ORFORM R MO EROD16fE .51Rx51RUCTIOX ME TIE MOOT WLM m MN YEP YETI. FAG POLE 0436. x1898. PPE 00 44PS mo ET. SE ) ATPo SE oN(MDES SLIMLY WITH THE MEPIEN P PANTE HOER AM PM MKS MADE 9t DMEM MCP YETI. GUARD POST M. TNx YHR NETOL HIND RML MD OE. OE OMR AT 50 ET _ - TBYEY(IO)T AYE THEE (3) PLACED AT . DROP-OFF PER NOEL NO. 102-800 OF TIE 2023.24EST W. x106WA'FS 910Wx nfREM ME Ix us. SKMY fEEE AND mtlwi5 HEREOF.TECNICAL FRCP... NAM BB (NORTH 11 1130N VERRG1 SHALL OR OR RUNSHOW PNWIELR m1X0E 8RR66 T RE ILOPTD DURNE COJBBUmON P DE WIERLE WORIMICRE PM PRIOR TO MPG AND WEE. IMN AXED FOOT STANDARD PINS FOe RPM NO DGm CONSTR.. AT DE 6D OF THE WORK M. & RAS OWNED ERN ME I MI606 POBLSE AM 5 CONY OF 19SIG LAPS NO PARKING SIGN CROSS NAIL 4. ALL TAPED AREJ6 . ME BEEN POURED BY DESTRUCT WARREN THE FROT OFWR AWL RE SPEED FOR IXFOTAMOIN PURR. PLY. PEKE PERFORATED WC POL NYL CHLORIDE PIPE PAVING AND DRAINAGE NOTES: SEWERAGE SYSTEM NOTES: 1. NOME CPR 16 818PEs.MN FULL- O'TIIN.15.16. NTNTSi (aRumx� .00LGEDPERUKEINE RILE ELL EMOTES 1. 61 SMEARY SERER COLLECT. WS. w801 0410X NEL BE Ix ECORDO5 60 DE PR OF WEE OUNAML LASTEST STATE. . Z. POP. IMER AND PEW TOME (12) INCHES 1NF . Rx OF VERTML 0 HBIM'A15. NFU B! 1H°EY AND RU °S IMPARTMENT 0108#0RIlx,1gX EERFTMTE N 6 THE M. MN. SF. B°EE DE. MIH CPW EtE OR MVP. TO PRESSURE WEED RC PE (NFLINC 11E MA'ACa-goo OR C SD. AND SPEDFKttIpQ FOR A NELL IEXCB P MINTY OE REEF, CEHIE. ON THE POINT OF CROWING. A MINN. HORIZONTAL SEPARATION OF SIX (6) FEET TO 1:0013.111. POTABLE 11. MRS AND SEW NANS SHAL BE NARRATED WHEN AT ALL POSS. WIEN THE 6-TOOT HOMONAL SEPARATOR CANNOT E. ERAE SHELF A a.ST AD BED ID v E RAW. PRIOR ARPROTTED MC O P TIE mo1BR OF 10 FM CHANGES OR CREATORS R. Mm6N SOUL B MCC REMIT PRIOR & 1PE (11.14 ME P c 0-8 0 05 C-m5 SPE FICATI PL. BE o1m) PO � OT°ES ENCLOSED NPASU(1. TON WATER TM CARRIER WATER 10N11Es PRIOR TO M.N. 4 NE (LLREP)PAc510RM SELL YEwoEER PIPES SHAM xNP oaaNG CA9E15 RE ARE TO ENSURE THAT IXRIRIIOX DOES MT EC® m SHALL BE PUPPED WM1 MEERCOON SUM. SPECIFICATION:, GNO/INCH OK/MILE 5. DNEE GR�E PWX EE PAmNB NNE RE M N E ED omm mXWBK TDN AM (g` INSPECTORS AS P.C. BETTE ,zl. R CET OF PPE CONN.& VELEM IMPARTMENT. PRESSURE TEST FORCE..150 P91 FCR 2 .. 7. THE L ....CM TIMER STYE MUTES 0 VANE a I0m GRATES, ETC, 0*09 TO PARCH 4. ALL GRAM SEWER LIMES PL. BE PVC (.19 Y pSDRss) TIN .5 ERIC SKLIING mEE Fan c1 00 UNTESS KAT£ ,COL SEER AND f8195 PRESSEE. GRADIES AS SHOWN ON PLAN FORCE MPS FINCHES ME O. S.. BE NM SHML RE COL. -mom GREEN FPt TEENTMTIOX. NCH P. WITH °. AM RELOCATION OR THE FNGNFER Of .ORD.OR OFRRPGH' 0 STOtl1 SLYER SYSTEM SNAIL NOT RE NNE MEET TIE ANN. 3. THE .M, AT NO M L PRO °CET Px11Et€ 0&50 EEC ME PPE CYLAVfRAL WO ASEI.ALT SEWGE CCxIECTICH M.IXFOVAmX FROM A .5.13, SURVEY MA 9. THE TIM.. SHALL BE REWIRED WOE TRENCH MOOCH DIOmM 5 FEET MTH, SE LRS P FLORID _ _ Oi (CMOD 60501,E M EEO. RIM CEWQ2 ER. mRO. DOOM. ((o)) NUDE C9LA STMMAD 78 OR SMEON 1928.650 SUBPART P. (E) A ]FETICH SYm REM IN SWIM RE THENOSE Of S.BY THE I NINWTmE mH MS LAW. SLOPES THE SEER AR-BUILE E. VENERATE TO DUNE CPI USR C1IOSNTEMS AND N A5 REPARFDGCHroTO Wrt RFFRICIDN �A IOIX 4TTNG FLFLITKK6PoM mRhTM &�tlUR METE DER HE i0 FBFgX 11. UNCUT FY & COMPACTOR OF ECKELL ELL RE 1E51ED 10 8W OF WISHED T-10 BE10Tn ROMS AND OIN END 9. OF T-ID 9281l. . 12. OF FAO..SSREERRN° SPECTEWO.IIOXS8Fm HEN O EN. W4WILTEN PEST ECM.. IF£i 11E RAURI0AI5 I. SFIMCE M1EW5 SHALL ML RE e. WW FWEm BOS STORM RS IS ED SEE RAMC MO 11 PIPE YETINFRE (OPE) GRANS,SHAL DELPETN.N T. 1152 STAIR i IM O N294 ME; �aXG PI TE SRE FF a£. 10. I OEICH OIX FFM S FEET mRBP1X OCCHIWt1di SCR COMPLY MM SFCNAISu551.83 MO bl OF ME 110RP SFAIUIFS PIPE .LL PM A CORRUPTED Rama, MO. INTER. MD PUSH- ANTS WKH YE SEE TEE. PIDNES IRE HALL M Y .B . t Pu GRAD PSWM SWILL RE n25TYLE T.NOTEF. ME AT NNE TARN A 314 GRELENE SLOP FOR j. 1 1.]SING 5 RENT R MLR COY BACKE.. BEEN N LM FOR OF 30 EPS LESS O PE IN TA ME BASE INSIDE SOYYWIL-RPPE0MIEN. TEST SPPPE 060000E OE5 FED HER HYME CORMIER E EDGE IN THE M NN W AM DON . ]ESE OEMCE SHILL EN RE POLED IMO. m E11 SLOES OF SM. MO BANKS SHALL EXCEED t& eLL SW6 SHALL BE SODDED IOW BBM BUM TO a DSO. OF 5 FEET OIT9ME a< THE TOP 6 BWK PE L.P. NH... DEMROE a. A FOaaaaa ARE TO BE LICE MTH A ENURC URED LINER .PRO. B THE CONEY. 17. A MD FOOT STRP OF M. WO PM, BE MC. ALONG EDGES OF PAVER. MCKS OF (NEEL 15 PREVIDE PENA .03 DRIB PM PIPE TOR MIES IF COVER IS 3 FEET OR LESS 28. THE SITE [RANGE AND ALL MVPS INATIR 27. ACONSTRICTOR ]JIG ACKED Aim111M TIE CREEPY SELL BE T ERYIXUSIC. IMPROVER°. SHILL POPESELY IMPACT MANE PROPERTIES So/R�ML SURVEY Mx46110N MiHx THE PEAEE DIMS BP a UCD6ED SURVEYOR INReP NO. DUAE9 REPS, M0 CROSS.. NAL RE BUILT AtO I.E..TO IRO CURRENT Me A 31 THE SCCONIWEL PEPE VMH ALL OF PER SEC 110-45EY PARK £ PBD BY FD FOREVLE STAIMRD5 SET AND . STATE ILIMLOR M. THEPRETEXT ... OEACURnsRr aa. EMT THE IEamsnR REDUCED PRESSURE ASSEMBLIES SWILL 11. 10. MULE CHECYY K 1L 01X101TA T01 )000°�MBN fORIXOSLMHE MRf6,83 a41010 WUY7E 611F0t OD0Em00R1µ4SRE0IRY. 11. EMT Of ERNE TOR TIE TIM PREECE. AnsmAnc SPRINKLERS 5 THE ESE NET Cf THE DOUBLE CHECK °"aaa WCRmR E RBT iPR2KBER = AEPIA6mrs w0R ari6lmxmAATLLmmo Arnl rar.741 WELCH 16. BEFORE PLIONG S. THE .TRACTORSURVEYOR. Yswu PRO.ADE DE MOWER ERH PALING AM ORM. AS -BUILT • PMEMENT EL... AT ELEVATION PONE SHORN . PL. - TIP¢ 5PE LOOTER AT MO INVERTS; iND PE PE max. 19. TE CONTRACTOR BELL BE RESPONSIBLE TORACEDWATER THE RMT RCOD UNTIL A..111 STAND OF GRASS IS B. DE CONNECTOR ANL OF THE EV WATER MP �. AT. CHME RMGESS IN 0CREW ro0LTRRW, VALVACCESS VES M10APPURIDWs6, AMp1Ne1ONG PM CMWOR BRIL.BA m0. 1R LENGTH OF THE MENAA 011310NNs TO ESIABUSN DPTEN AND DEPTH P CP.. IWeE6 (lace) THAT C. PRO.CE 5IE. AND M.P. OF Him UTE EMBENT, F REPUTED. DOGE CD4IMATIOx IxpR 004.4 W. T06-OOL THE Mf3/2@4 im1 SIY6N0 RATS TOR RO.tl NRO 19 UTOBM ANY ERE MANNT OFPIAMDrt CONDTIOX RIIHX ]S l0 THE FROM Am N06 M0 ♦.S ro RMOS PER THE 2023/2024 THE REAR RV! STAMM F1N4 MR ROM PO BR MECO SINCm8 IMP nP ASC-Col, NG DE F5840 RERFmm8P 6, ONE FED CiF TE N THE DUI POT-[F-WY 10 B SUMMED BY A PFPmX c.a. 0 Fmi IN LDTmUXE CH TE M10 mom TIRE HWSBI. MS ImW06 RW Am 1./TRAFFIC CONTIW. SURVEYORS NOTES: 1. IMORDENTES, B]AXm ND COERCES AXON HER. AM REFERENCED FI TO ME PBP MTN OF 1963 RE GPB1REC/E 201 ADMIN. E MSNXDMO WERE ESTABLISIN H. 1RE MESWIOSR'1FT5 TRIMBLE PMTDMEN.ONTOL ON ABBREVIATIONS: THE FC11.16 RCP REINFORCED CONCRETE PIPE STCRY DRAINAGE PIPE NH SANITARY .ER MANHOLE SR 510P SON S/W MEEK T.M. TRAFFIC MONITORING TDB TOP OF CONK TR. TRIPLE TRB TELEPHONE RISER BOX 0.1. TARN RI. WEF ER TIRE RGHIING PURPOSE SOUL B AN A. A THE TLC m1WrsTIBEs ARE BELCH ON YE Tw (2) BUSN65 M5 Rim ro Fri. mmL (� MN ENE = MR6 OR BEGINNING YN WHOM.. WITHIN THE DDT 10.-OF-WA. MP NOD FENCE (PEE ILW AIL NYWNE SNAIL .kFMs5�58ESELLErtII mom ME 080141IgAartFSE 9N110N PITCHES 014 � 0.61.11011. FIPICN AND 6mLT SHALL RE SERVED ro EST PIM 30 W15 CF m8REm8 OF W WATER VALVFW WATER VE O PART. SPACE COUNT MNOCIP PARKING SPYE 4FOR: DATE 12 THE EMT ROT-P-EA GRACE 9WM NOT RE PRY®. McKIBBON HOTEL GROUP, INC. 2-01-23 23. .TESS SHELL BE PREMED BY AN C. AIL WEATHER OMAN SURFACE WALE OF TON \fHC1E TIE PiENC5US1V1 lE. SHELL PE MNNEXD OUR.. PHASES CE PoIXa SKILLIN DEEPLY WTHE REOERNEBWm, S Of THE CEP PHEM. MIME OF S M. 25. REGARDLESS OF PRNATE OR PUB. .RE Pon.S IX m0NG OR PROPOSED SDEWB. OR PIMA' A61ASBE NO LT. mNRBTD14 LEIm .ES Pi WERE ARCHECIUMA PLUMBING Yn RR PIm1DmN PPM. NOMA. OF THE S.VICE TINE THE MAME COMMI CHECK .4E MILL . BE 1..TED UNE FIRE ROW 10. R W. BE . RSPON99NY OF . REVERE TO MEJR ANY WMAEE U DOT FAMES CAUSED m CONSTECTEM OF THE PROJECT. 11. PEW. S... BEGIN WORK U. AN ROT NSPECTOR TS PRESENT AT . JOB snE AND /GRES MN PRE. A 6/27/23 RR GREY CF CAPE CMNVEAL (6/01/23) Re 0IY NO. DATE REVISIONS BY CHID HILTON GARDEN INN SCALE CAPE CANAVERAL, BREW.. COUNTY, FLORIDA N.T.S. GENERAL NOTES AND ABBREVIATIONS JOB N0. ALLEN 220028 1, DRAW) ENGINEERING, INC. CIVIL. ENGINEERS • SURVEYORS RMB FLORIDA LANE. OF BMCxH. RC33E3 EN. LB ° SHY. N0. MirErF ME 4NEPes-]«s nu'i"':,�miW3-59B0R C-001 AP U. #2 Rs 5 GUY IMPERIAL BOULEVARD AS .R TIO ., NFOOT wry mA �P RH-430402-3 f 0' 30 60' GRAPHIC SCALE p 6/27/23 PER CRY OF C/PE CMMVERAL (6/01/23) RMB O/Y NO. DATE REVISIONS BY CHICD LEGEND: A TER X ASRIALT VERSE T / S.R. A1A SHWIDER TO RE REMOVED SIOEIYNN INS CONCRETE TO BE REMOVED CRCS MEDIAN AND ASSOCIRED CONCRETE CURB TO BE REMOVED PROPERTY BCONDMY TO BE REMOVED TO BE REMOVED NOTES: 1. FOR2. SEE SFNEET x0 C 2F SEE SHEET R PAVEMENT RE 1. OAL Ax0 RFPUCEMENT DETAILS. 3. SEE SHEET C-704 FOR STORM WATER POLLUIIM PREYENNON RAN. 4. S PUNT COLNDL(FlFPPC) IM#GWE PINT SPECIES UST (2011), SHALL BE REMOVED, PER SEC 110-6B . 4F0R: DATE McKIBBON HOTEL GROUP, INC. 2-01-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY, FLORIDA N.T.S. EXISTING CONDITONS AND DEMOLRION PLAN JOB N0. ALLEN 1 ,ENGINEERING, INC. CIVIL ENOIRE.ERS• SURVEYORS FLORIDA CERTIFICATE OF AUTHORIZATON No. LB 266 MS Wms M..M..m )T631:1"2 iiae2=11 220028 DRAW) RMB SHY. NO. C-100 Engineering ov 6 ui 24' IMRE SNP BR R/SNP VON 12" VHRE EM/fNp0 SHWIDER MANN 0393or 0 S CONCRETEE RE-CIMOED coNcREIE SIDEWAIK NEW R1011DER AFn 6' WHITE mcE sIPPE SMOLDER LEE- MATCH SCRAG END MUMAIK EMMHG Q 42 a 0 m - O a PROPSED NWHNGE DODO?,102 SEE END MM. MATCH DOSING AT PROPERTY NNE SITE INFORMATION: Site /Wage 116,15 S.F. - 265 Acme Area Rleakdorn• eI1aEAVELE) Penes, D dd.. ab curb S6,192 'R°6S.F. = 10.1229 /on. aen66 Pod Dock 4.261 S.F. - 0.11 kn. 4.I0. (OTHER) Surface Wee 1,205 S.F. = 0.03 Ams 1.03W (PERVIOUS) Pn/O P pa ent N. 2Ra05 SP .BZx uIW .N.. T2u 5 2... CONCRETE PADS FOR EV CF ARCIE STRONS (10) EV PRUNG SPACES - r 6AW,i MUM i•T MOO 116,015 S.F. _ 266 Soon IOO.0:66 81 hudi FFE 8.2 IMPERIAL BOULEVARD E IJ IJEUTU ▪ I LJ WI. 02 $$1J 0pg3 ® LJ LJ LJ n�An�1�5"jj5.a.A 5 WIe $� (SRO W✓DSG6DE%. ZD1Wq: 02 (camms of/AlaporN79 g .6E MOO (Emnam) Opportunity oTT.A oeLnak3 ADaCENT mtlVf@ North OR South: toped Btei. Ltt Setbacks Ecyui.d Pmwided Front ( )) I O) 78613. 2fim' Tg'nco .ri: 25' 63.m' Minimum 5.Ono SF. 116W1SF Minimum Id MAN: 100' 225.W' Minimum id'dote 10C( 520.00' deo 4u1 OF. Mednium holding height re 6A83' H01e1 ParW • Reding: 1 m 1122 Rood (10660 Go PGA. 163 6 001209 Wane 166 SPwa Tdvl 166 Spun Tda1 oil Tr WHITE 24' WINE STOP BAR W/ SNP SIGN A GUY ANCHORS TO S RELDCARO (SEE NOR 6) CURB 0• 20 40 GRAPHIC 'N G 000 000 000 0.J0 0 e WNRc R.); . /DA SIRI G iTYP.: ,Ye"AM(C 3'4� A 6/23/23 PER CRY OF CAPE CWMVERAL (6/01/23) RUB DJW NO. DATE REVISIONS BY CHICO LEGEND DIEING GRADE COMM MEE EIIMSC RIMER OVER.° EMT. SWRARY SERER DIMING US NNE IND m .. FMmHC CIFNIOUN VALVE EMSNO S YAWN£ MEMO STORM PIPE PROPOSED SW. SEWED WHOLE o PROPOSED STNTRY CLEW OUT PROPOSED MITERED END 94110N OflbaPoSED 50621 NLET t PROPOSED STORM STRUCTURE LDRNCWPED PARMNG WNW CWNT SOX MN MD STOP BAR 44— TRAFFIC ROW (PROP05E0 MRENG) TRAFFIC ROW (MISTING MA WNC) STANDARD DUTY ASPHAMC RENEW - W SIZE (SEE NOTE 3) STANDARD TY ASPHR PAVEMENT - CFF SIZE TIC (SEE NOTE 3) NEW WNCISTE (SEE NOTE 3) POROUS MINX (SEE NOTE 3) SURFED CONON. (ARCHITECTURAL PANS) °MORAINE CONCRETE (ARCH IRCRAL rims) RDA 1D BE 930030/VN0SCRm SECTION / DETN RO CUT FM ShR. N0. SHOWN ON ShR. N0. SECTION MARK NOTES: 1. FOR ABBREVIATIONS SEE SHT. C-001. 2. FOR GENERAL WATER AND SEVER NOTES SEE SHT, C-001. 3. MR PAVING AND DRAINAGE LS E SHY C-501. 4. FCR WATER DETAILS SEE SHT. CIE 502 and C-503 5. FOR SEWER DETAILS SEE SHT. C-504. S. RELOCATION EL THE Ll OF Y ANCHORS SHALL BE CC'IOROINATEO WITH DATE McKIBBON HOTEL GROUP, INC. 2-01-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY, FLORIDA N.T.S. SITE AND STRIPING PLAN JOB NO. ALLEN 220WN DRAW 'ENGINEERING, INC. CIVIL ENGINEERS• SURVEYORS RMB RONDA NAME CKM MACHIZA81.➢310A 332293 SHT. 01 .�«aEE(321n63-7..,-.e S1r63-56g2 C-101 Engineering ov 6 ui MOONW. 0.A f w RPE•11201 a CATCH BASIN MET AT MI ORS immMm um[mw11tlm Cr IC � If OF 1/6 PER MBE • OM EVC- 4__v^T ERA IMPERIAL BOULEVARD cs sPZ, ory Foolaw6P66Mrva;'6616_6 ✓ IM14__l=CEl' STRUCTURE TARIE STRUCTURE TIME STRUCTURE TABLE STRICTURE TABLE STRUCTURE D DEscalwoN MORMON MING STRUCTME COALS STRICTURE 15 cEsaspooN NORRING STRUCTURE COALS DESCRIPTION ROLTHNG psmuo STRUCTURE DONS STRUCTURE D WORM STRUCTURE COALS 711035.164 WONT 1JO N1M m IRA h.m (M0 1070.0.13 = OAR TOP NM ACO CNN MA CAD (SE) - m4 TVE RN OM /ON",104 TOP CNN 1. Mt 147/61,1147 N V"' art-Nm AN7 14779)162. AMAILIM 109/01'-1E.ID 0 107941.001 TOR/MATE - ne x▪ v OuT- m(M) 147755.416 1vvNIMrz�- IN 1M OR Aim Blq 107670.51 .0116.762 NV OU -R7111-uo�(Min lantalSO TWAISARe TOP M MTEW- N.f3 00 wvW M-Nm 316 11776.1811 7.0101.1611 NV OMM=6a Qvq PM n WAN. - 3.M 1w07 000 SEWER MANHOLE RIM EL= 6.6E N E. INV. EL = S.E. INV. EL = 30' SEWERM0NHOLEJ T- RIM EL=6.2' €-10' (J. TNV. EL. =3:61 PVC 0' 20' MI GRAPHIC SNALE p 6/20/23 PER CRY Of CAPE CNMUER& (6/01/23) RMB DJM NO. DATE REVISIONS BY CN1CD �Tr LEGEND COSTING GRAM PROPOSER MADE UMW FENCE mom POWER OVERHEAD COST. SANITARY .ER ---G---G G- SOFAS NNE NYO '---3" 3.- MOTTO WATER FlIE MYATT E. MOW NVE S,YIYB 55�~__n 55 MOTTO SSCREWCUT, 12 50---55 E.. SOY PPE 0 PROPOSED STRUCTURE NUB. PROBOSED 0 ss PR'F5E0 SANITARY331ER (PVC) E O PROPOSED SANITARY OLEAN OLT PROPOSED STORYOINN PIPE To PROPOSED WEED ENO SECTION PROPOSED P.O SNRN PIPE pRomsE0 STORY INLET PRCPOSE0 STORY STRUCTURE SECTION / sErAIL 1.1101CAPPEO MOCK PARKING COUR STOP SIGN NO STOP BAN A MR CONCRETE (SEE N0E 0) POROUS AS.LT (SEE NOTE 3) (sEE NOE 3us ) AREA TO BE soDoMmosrum cur FROM sxr. NO. SH SECTION MARK ON SHE NO. NOTES: I. FOR ABBROMRON6 SEE SHE. C-001. • FOR CH EM wATER AND SE. NOTES . SHE C-001. • FOR WATER DUALS SEE SIR. C-502 mtl C-503 6. T • SI.MS TO BE CONSTRUCTED TO THE cm OF CAPE CAMERAL 2. V PERFwMTE0 (PEAT) HOT, PPE 10 HAK ROC)( ENAOPE RR TRUCK ENVELOPE DOTAL' ON SHEET C-501. S REMOVE UNIESNABLE OVER MAME 10. BENNO SOTS RCNEILL Mw CLEAN SANDS WPM LESS TTwI 1060 MERINO A PEA3EABLi1Y RATE CREATOR THAN 151N/HM 4c.R: McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA PAVING AND DRAINAGE PLAN ALLEN ENGINEERING, INC. ('LVIi. E>QIRFENS �SL'RV EYORS RFl CKM BEACH. NORMA -6002 ---aE`�"E DATE 2-01-23 SCALE N.T.S. JOB N0. 220028 DRAW) RMB SHT. NO. C-102 Engineering ov 6 ui 6 CV PROT:CMS VASTER NEU ASSEMBLY V•/CON7C METER 00 GRATE _ GNATE b CATCH EA,N ry - e' CHED1 YAM 6'lEE 6'A1I' 100 85011DV _ 4 _ IMPERIAL BOULEVARD FIRE FLOW COMPUTATIONS: TYPE ID CONSTRUCTOR UNPUOTECT O; AUTO -SPRINKLER THROUGHOUT 6-STOR( BUILDING ROOK AREA 105,480 SF O - 3500 GRA (REF: FLORIDA FlRE PROIEOT1ON CODE 2017) (REF: NEPA 1, SECTION 10.45.2 k TABLE 113.45.12) EXPOSURE INCREASE NORIT1 0% SCUM ON EAST BEMON (4) Ot = (4) 0 CPR AUTO SMIRKER THRNGHOUT = (-75s) (RP: NEPA 1. SECTION 18.45.2.1) TOTAL ADJUSTED GPM REQUIRED = 575 O'M FOR 3 HOUR MOON (USE A MINIMUM OF 1D00 GPN) NUM. OF ARE HYDRANTS REOUREN 1 !NV FL=D6R • LinirnEFIEFFil $ ?:3 i1d�314 SEWER 10ANHOLE N E. INV. EL = /0 co o0A 000 000 0 SEWER MANHOLE RIA,I EL= 6.2 8'10'• / 6/27/23 FETE CITY OF CAPE CMNVERAL (6/01/23) RNB DIY NO. DATE REVISIONS BY CHKD FIRE PREVENTION NOTES: LANDSCAPING, OR ANY OTHER OBSTRUCTION SHALL NOT BE LOCATED WITHIN 38 (FINCHES AROUND CIRCUMFERENCE CF FIRE HYONMS 5E%CEPT AS OTHERWISE FIURED OR APPRO. RRE DEPARTMENT ARRANf.EO SOS HE0 THAT HOSE LNCAN BE ATIAC BULL BE LWATED AM m THE INLETS WITHOUT INTERFERENCE FROM IRHBY OBJECTS, INCLUDING BIILMNCS FFNCES, POST, 1NIDSCA, N, VO.ICLES, OR 0 ER FIRE oewrxEM CIXINECnoxs. (RISE 2 WA. FOR ARE ROHR. PURPOSES SHALL EE INDMJBED WITH A BLUE )NFFE T O TIE ME RACED IH6 ODN DSCENTER UNEYI OF E145n• SOUR IRAERC LANE NEWEST 1-INSJ.1. xmA114z-i.3) Es WA.. ARE RGHBNG PURPOSES SHALL BL: MAILABLE AT THE THE OUMBISTBLES ARE BROUGHT ON SITE (FFPC 1-18-4.3.1.1) NEW FRE WILMS EMU BE Po9IT01E0 ND NOTE BIM B FEET NOR LE. THAN 8 FEET OFF THE EDGE OF PAM10B. THE CENTER UNE OF THE PURER commON Nil SHALL EE POSITIONED .WEEK I13'-24' MOW MISTED OWE. AU. HYDRANTS SHNL READILY wnrour TIE TRANS...1ES. WOES. eETC. OM ACCESSIBLE 18.sa, NEPA 24-7S) xEm m PERMANENT ACCESS S1Wll BE PRON ° BY AN UNOBSTRUCTED. 20 RIOT MEE ALL-WEATHER DRPAND SRFACE CAPABLE OF SUPPORTING A 32-TON EMERGENCY CO2TRCTIO. (FFPC 1uFFPC 1-18.23.4.2) 18R.3.4.1.1, RFACE SHALL BE NANYNNM RND ALL PHASES aF PER THE FLORIDA FlRE PREVENTION TV3 EARLY DWELL. IN ��• 5TH BOOR 4.5 ; FEET MAYff CARE REDUCED TO PROVIDE ADDITIONAL MITER PM AREF)INING ALD/OR HARE A ARE SPRINKLER SYSTEM INSTALLED WITHIN THE 01MLMO(5). (SEE BBI 27, FFPC 1-18-4.5.1.3 MO IYHI£ 1-18.45.13) A ARE DEPARTMENT .ESS MID SHALL WEND TO MIT1N 50 R (1511) OF AT LEAST OE DTIEROR 000R MAT CAN BE OPENED FROM TIE OUTSIDE AL10 THAT PROVIDES AccEss m TIE IRWOR OF ME mom (FFPC 1-1823.21) B. ME DEPARIIER .ES ROADS SHALL HAVE UNDBRRUCIED VERTICAL CLEARANCEFrCLANCE OF NOT LE. THAN 13 6 N. (4.1.1M. (FFPC 1-1623.4.1.2) 9 FRE ALARM RE ARINSTALLED O CONNECT TO COY OF CPE CANAAL RTMBR LEGEND: EWING PO. OVERHEAD --u---u DIRT. SPNRAM SERVER c---c---c- MONO GAS UNE BMW FORCE WIN mom .LARED WATER ---�v---u -▪ -- MONO WATER FlRE xmwn1 Immo CIENIOUL VANE MNI3SS--- SS UMW S MWINNE i---. ETBSITNG STORN PIPE PROPOSED STORM 4' PERFORATED PVC CO FRCPOSED SMIMARY SERER SERVICE PROPOSED ME (PVC) RNPOSED PODBLE WATER (PVC) PROPOSED SANITARY OENOUT FRE wawa / acrE TENPoRMY BLOWOFF VNME, UIE STOP, IFLTWI (F00. PLUG REIFR, REDUCED PRESSURE REDUCER. VALVE, BM D.x VALSE MLVE E6(Pm. PROPERTY BOUNDARY NOTES: THE SANITARY SEWER SYSTEM IS TO GE CONSTRUCTED PER THE 'CRITERIA FOR WATER MO SANITARY SEWERAGE SYSTEMS WITHIN BREVARD GOWN. LATEST EDITION. FOR ABBREYLATIONS EE SIR C-O01. S3. FOR GENERAL WATER AND SEWER NOTES SEE SRL C-001. 3. FOR PAVING AND DRAINAGE DETAILS SEE SHT. C-501. and C 503 S FOR SEWER DETAILS SEE SHT. C-504. 4(34: DATE McKIBBON HOTEL GROUP, INC. 2-01-23 HILTON GARDEN INN scale CAPE CANAVEEAL, BEEVARD COUNTY, FLORIDA N.T.S. WATER AND SEWER PLAN JOB N0. ALLEN 220028 1 , ORA VJ L('NGINEERING, INC. CIVIL. ENGINEERS • SURVEYORS RNA FLORIDA CERTIFICATE CCODAAU H. Ox No. �3X6 SHT. N0. NNE LANE )763-7443- S721)7N3-6602 C-103 IP RCP TO 1500mom 1-I/P E6-11 M' mg61E w16.YF mRs[ (SEE SIxIRm0 PA'EYFSm1P4 RIME a T. MAT (SEE aRMm PMROrt SECTS 1 (SEE STA M vR.ENT 9v.'IRRna as SECTION PLAN NOTE: 1. OVER EXCAVATE ID' BESOMD .AND 5' BELOW Y RON OWNER ROANE UXDESIRA6LL SaLS. BAC%FlLL WM CLEAN SANDS HAN RAMC LESS T1. FNES MD A PERYOHIII OIUIr RATE CREAM THAN 15 IN/HR SECTION C-0 r 1TNL EXFILTRATION TRENCH SCAM N.T5. TOUNTING STRAP PLAN MANNER EaDRBNN / TI D CAST IRON A COVER PLAN -TOP S14 - TYPE "P" MANHOLE WIWEIR AND SKIMMER AMSS PLUG TNISNED GRACE ..... aN_mrrNRR6 B ,LL II�, 0.APE S. NOB or mom W. UP o,0.PPE PER NORM BLOT OME - NON -PAVEMENT EE M PAVEMENT CLEAN OUT DETAILS 0 IB- , STUN REPYLINE TER FU HFILTER APRONICETWTIn or saFTO CwVERur 10 3/0 SIOOE (NOX-CNfM2ONS) ROCK ENVELOPE DETAIL NOTF' MD FLORIDA ACCESMALRY CO. FOR BUILD. CONSTRUCT.. S. MITE TIMELINE PANT A. SLUE REELECT. PANT 6. BLIP RCFLECTVE PARKING BY DISABLED PERMIT ONLY wwwso )Ixc SRN ^ 0,4 "UNIVERSAL" ACCESSIBLE LAYOUT WM1 CURB CUT 91.• l f T FDOT SIGN FTP-21-06 DISABLED PARKING DETAILS MIS (�,);.:1 .�, ,E,B� r%Sq6 rxx minx LEM.. NUMBERS AWE Pa... NOTFS;I. TOP POIMON Cf 20-06 A, FIT 11 oe STEM AND BORDER. BLACK CIPIDUE IPOEHO MO BORDER FABRICATED CH CIE PANEL OR TAM Lamm BDR0H LCF SIU0 pI PMFNFM To 1 1Y FDOT SIGN FTP-20-06 CURB BEE Cf (SEE PLAN) PANBAFM �1 O 1 rE- TYPE S-III ASHVAIIC CONCRETE SURFACE COURSE 1300 .R511NI 00434)Y. gCR _ _ _ _Ar CI10 LVBR�CaOY m N BBiUINMYINU OP1 T. A15X7rr 7 °I"� STANDARD PAVEMENT SECTION MILE N.T5. SYMBOL A. MARE MINT PAM 1 Ural a1WYER6 NE SS SI 5 A 3P mans (lax PIEPUW STEELRIOT We 11035 x: Ls SS ° °m'6 EVI S IN. SSaISHEM ELETIO STP LOOK NM STOP SIGN R1-1 DETAIL 11-620 YPMvx6 PAVE %L a YNro YEI MOM. Tax r UBS aO �� 6 51MIRm SUB -BASE NOTE I. COLCR OF PORg4 PAW %L POUROUS PAVEMENT DETAIL FLARED SIDE STALE NE NOTE: WHEN USED ON INCX SICE OF ROADWAYS. THE CROSS POLL BE 6.. UNLESS OTHERMSE SHOWN . PLANS MODIFIED TYPE "F" CURB DETAIL tY m0E a 6' LONG VNRE 10j.__I 1 1 1 1i SPECIAL EMPHASIS CROSS WALK DETAIL CROSS WALK DETAIL STANDMo 0R. mN BROOM x/ R K g D E MUM 7i; li '4 4�ii E% ;HILT, ,r RN GNS , %% Ra TMN61�NmNm NNN mow. 999 FOOT LEMON STANDARD I. RN.N%BA6�PRLLxxE•LRRBRPrR�:,:::W. mumwcowooN Awns GN AT wows M PIS] PEX 'PICTURE RUM, (F S Bt moot 5. TIAIL BMX Of ENE Cr 90.613 MALL NOT FAIL AMY AT MCIE TM • 9 CREEK SLCM PM A BRION CISTNICE OF 5 .1. ARNIE MAME ID THE URIT CEP. al0 COM. RIE FOUR.. NSTpm1 AS SPECIFIED IN 1199. 2MA.T RILL VIER MUM CM AEU 09619 TIE ARM TO COMPACTED 6 DEEDED AS MK AREA LIMEY PEER ITE MONO AND 1 MOT BEYOND EICH SCE OF 111E MOM AMEN EMT -OF -WAY MOM p 6/27/23 PER CRY OF CAPE CMNERAL (6/01/23) NB DA' NO. DATE REVISIONS BY CHICO SIDEWALK DETAIL sown N.Ts. 40R: DATE McKIBBON HOTEL GROUP, INC. 2-01-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY, FLORIDA N.T.S. PAVING AND DRAINAGE DETAILS JOB N0. ALIEN 220028 1 , DRAWN 'ENGINEERING, INC. CIVIL. ENGINEERS • SURVEYORS RMB FLORIDA NAME. COMA BEACH. FLORIDAa. 33913 C- 01 .EL"PHaE`( n63-9.,-.e 321)6,5E102 C-5O1 dwg, C-532 6/27/2023 14:04 PH, RBelcik Engineering...1341E \ 2022 \ 220028.HiRon careen Inn \ Eng 1, I. ' . \ • - - -1 J. OLIMPSTER ENCLOSURE SECTIONS DUMPSTER ENCLOSURE SECTIONS \ ) ) FEL,÷1aF.:Fa I : I I ,Q71,2kZ,Q, I - E\SEE-Ea7z STORMWATER PIPE INSTALLATION !MORRILL REQUIREMENTS : EXHIBLT - 27 ZL. A 6/27/23 WR CITY Cf CAPE GUM. (6/01/23) RUB 026 REVISIONS BY Mal 0331137 7,3070WEE13 4c.R, McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVEFtAL, BREVARD COUNTY, FLORIDA PAVING AND DRAINAGE DETAILS ALLEN IENGINEERING, INC. DAM 2-01-23 SCALE JOB NO. 220028 CRAM RMB CIVIL ENGINEERS • SURVEYORS FLORIDA CERTIFICATE OF AOTHCRIZATION No. LB 244 SHT. NO. 106 COE LANE CCCOA BEACH. ROMA 62631 RENO. (321)763-74E3 - 160 311)76,5E102 C -50 2 , C-503, 6/27/2,023 12:2-1:07 PM, Helcik 0.9.eenr4,13,116%,2022 • ••••••••• -- Es. su ',EV I PIPS' II•dt STANIARD - US. FOUNDRY OR /ARROW° EQUAL 227-.. MANHOLE FRAME and COVER DETAIL A a/n/m . cm Cf C/PE OM.VERAL (6/01p.3) RUB 026 REVISIONS f TYP. JOINT DETAIL veal s worledoeimcemotessal: 4c.F, McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVEFtAL, BEEVARD COUNTY, FLORIDA SAN ITARY SEWER DETAILS ALLEN ENGINEERING, INC. CIVIL ENGINEERS • SURVEYORS FLORIDA CERTIFICATE OF AUDIMIZATON No. LB 244 100 MAE LANE. COMA BEACH. FLORIDA 32.831 tare!. M::.;:t442 EiLif Inclia2•74,1 DAM 2-01-23 SCALE JOB NO. 220028 DRAM RMB SHT. NO. C-503 DCDA TESTING OUTLET 4 i ) z Z 0 0 0 0 w 0 0 CO CO gY o Z a0 z°m Zoo z80. w°a o 'U (9 1 Z z Ljj Ou =mow cai 3 a os' ,tea wa z.z, E o «9 �nau H oo Eo - o -».tea e 3ua,e9 uotH-8,00 220 L!' ring Inspection Division shall be submitted to Utilities Development otter completion of the bore. g A 5 =ff., ........ IIIIIIIIIIIIIIIIIIIIIIIIIIII 6 a WIEM,115E.ETEWEEM°O1D1m1a..ENE(E0,muurn-BEOOMEMMEMOW.E0.11 L: \ Engineering DWG 2022 \ 220028-Hilton Garden Inn \ Eng Owgs (C-711,93) 220028 VRP.doig, C-703, 6/27/2023 12:25 21 PM, R.I. 2, DISINFECT. AND BACTERIOLOGCAL TES1ING 2 B 1 GENE._ .1,°-,r= Int 'EnV„PetrD= r:la',.:rronfrOrrrin=sre=v'm'Ons'holf"'Anan P,PTP,;:= ,,`PIPLP.PrZ ","MeP, P„r.,"1,1,TP,Pomr"-:,,%PP`Pnntr,T4°.' fPo" °Pm cwency—four hours Transmisslon mains may be oniorinated using the ''slug method'', If the slug method is used, a detailed written procedure shall be submitted for approval. The main shall be Zr—`2h.'"h'ro',1`'''s"be'f= ::rn7g°"eSer‘.°i'oethceon'n'eRotiO'n'serar'','dusttl'I'n,'hr!fia7et7.eflhr'ell trees7; rg'us'thebe'" disinfected in accordance with AIWA specification C651. Samples will be taken by an Enginee.ring 2if'acTrryt:rurl".—°1,1to",noEtYoRn 'arn PJ , • CCNTRACTORS WCRKING ON ISCSIING MAINS customers ,nterrupted causmq a precaubonary bad water not,ce (PBW,i) the wa.ter ma,n w,ii loo token oof of poridoo on Monday or Tuesday If for some reason the water main can. be 't°h'e°7Z7w7tre'r°7"aso'n'-,`e'r;17e'°u'r,Zr''',7i=a7 "se" BACTERIOLOGICAL TESTI. PROCEDURES BY PRIVATE UBCIUTORIES copy) must accompany the orig,nal forms of the bacteriolog,cal results , bacteriological test 2.8 WET TAP CONNECTONS TO Exisnnic SYSTEI,1 29.1 CENER, rah Beina Performed Taps 2'. and smaller Parties Allowed Perform the Tao ° TetrZtp°eriv2o'n' ffrir7inpesgr7tIm'a'nsd •Approyed tapping a. line stop contractor .'"'"ZdEtT'7p74= "n'r°"er o The Wp „ust be ,P=MX'",",-:Ads7p=lan saddle and valve Far onnenons from 4.-12. the contractor may install tapping saddles und, direct s,Pervision , the Engineering ,,visian r,'r`ay'irdee'olrrrg'h'I'—g('—a7°=P,"PMP',"„P n1"15`,111P,P,,,P7rtr°,`'''',P.T,P=P-P"Pon%.1;`' •Tne 1,st a! approved cor, actors may be found Oh pq 6B of the Crty of Cocoa g'r't `,',?ntotetht`oi,P9:nnq"leat' 2:e= tl':ste.7,i7r2ter 'c'o'ncrt'Prrels:,'"47..1°,Tii%e't2,V704.°o.7e7Ze'p'r'ess 'mh'es'ot= 71Zrem:L,re ct7ene`r,,°`ct:r "7"VroZ'nr'oc,Evi7=ao",'an, 2.92 TAPPING AND UNESTOP PROCEDURES • Absolutely NO taps or linestaps will be performed on Friday or any day preceding a holiday will be witnessed by the Inspector • The Contractor's tapping or linestop mden,nes mil ,n work,ng order w,th • nVIheeeTin'%Irbe'nhe:Itd':itnhnn '''co,r1rt°22=rtIVal.be°,nrpee°:ffr=lhe Mgr:Z r=r-rP.P.PorP,P%Pr,Pe"'1",em,P= • Toggle bolts w,11 be rewred far PCCP taps to assure the enbre coupon rema,ns ,ntact The . ex,,,,,stions must coriromri ,0 current ierenory ggfpfg ngf d Tap or linestoo to include: Material. installation. labor. dr.,. and testing 2.10 FINAL CLEAN—UP AND ACCEPTANCE 2.10.1 ENERAL 11 ff t d by p t t dp t d Accepta ce of completed work by the City will be contingent on the following work T"t Payment of fees eoPrt Fire line DCDA certification, as needed Final Inspection 2.11 FIRE SEFMICE 2.11.1 GENERAL with Florida Statute Chapter C. and Rule Chapter 61,-9-6 Where wet p,pe sprinkler service is used, an RP. or DC. will be ,nstalled in accordance with 2.11.2 CONFIGURMIONS double check detector assembly (BC.) IA, s,ze of wh,ch has been determ,ned a. maintaining its water system up to and ,nclud,ng the DC. p,p,ng leg and ins,a1=UTI-7e' D'Ch07, Fire lines shall be 5" minimum in diameter if ,s to be attached to ony hydrants. Appurtenances downstream of the DCDA shoii be owned pr,ateiy A Master Meter shall be installed at the public/private ROW boundary for all developments, Proposed water services commercial developments shall follow one of the three following configurations. For more details on the ,nstallot,ons of master meters. please refer to the approved drawings. Commercial establishments with combined domes. a. fire -flow service connection: A single pipe shall provide domestic and fire flow services to commercial close as possible to the public/private ROW boundary. City of Cacao will own master meter. Appurtenances downstream of the master meter shall be privately owned and maintained, Please refer to Figure 1, CONFIGURATION 1: COMMERCIAL ESTABLISHMENTS W. COMBINED DOMESTIC AND FIRE FLOW SERVICE CONNECTION: development A Master meter shall be installed on the pipe within public ROW. 11 such a placement is not feasible in the field. then place the master meter as 'XOlymo.e.:.ZatnnaTrZis,e•VwFUtars`e7-ef'err rr"t'r sh°11 PigUee CONFIGUROION CONNER.. ESTABUSHMENTS WITH FIRE UNE CONNECTION ONLY: Zd,U7he'n'repl.Z: I'1"-i'e'r%=1'rrIZ7 as' alsoureh Amp=rmce,s1,,,dso=7 Fo,gf ur,the, master meter shall be privately owned and PTEPL"—"P CONFIGURABON 3: COMMERCIAL ESTABLISHMENTS WGH SEPARATE DOMESTIC AND DRE FLOW SERYIDE OCNNEODON, Separate pipes providing domestic and fire flow services respectively, The domestic service line shall have a water meter within public row, If such a placement is possible, water meter shall be oc,aea as possible the public/private row close as possible to the public/private ROW boundary. City of Cocoa will own master meter. Appurtenances downstream of the master meter shall be privately owned a. maintained, F17,urr:vi.;wed a. approved at the discretion of the city el Flgure A 6/27/23 . cnr Cf 021111 CANWERAL (6/111/23) RMB 026 REVISIONS BY CHICO 2.12 CONNECTION OF BUILDINGS OVER FOUR ROORS 2.121 GENERAL requIrement, determ,ne peak domesfic flow regu,rements Th,s onalys,s ,s 10 be provided to the Engineering Division • :c;o7cti.:ra„'ewTh • Upon wr,Iten request the C,ty w,11 ern,. the. s,te eng,neer w,th the 7P.P e2nru,:""-", PLM:PPPMP": • Re., casts for damage to the water meter caused by flows exceeding 2.13 BACKFLOW PREVENTERS 2.13.1 GENERAL preventer assembly per the Standard Details ,n Backflaw preventer Preventer, and ...Append, A' of the City of Cocoa's latest technical provisions and 2.14 RECORD CRAWINGS 2.14.1 GENERM. %Pc= =Pnrs P„,7 •Is",,11 iteio'n'eenntelnYrehjsZe'.iarTne TPiast'ref Florida and will contain the following information: least two ties to permanent points (manholes. curbs, or storm water inlets). An acceptable slot,. a. offset system may be used for service • Land,. of moms from property easement lines or edge of pavement at drainage and sewer main crossings Benchmark to be shown on record they are installed within 10 of water mains • Wafer renal Malerial One d,stance Of moms from budd,nqs hr SI ruelnren • '0",,".„PcnPE be placed away from the Career of the ,eaPin9 in al,osite ,arners that all mains are within easements Oaddef POW, right —of —waY • Cert,f,cat,on by the EDP cer,fy,ng t. the potable water a. reclaimed and/or nght ot waY • The name City of Cocoa must appear on all record drawings surveY where ,s the specific page number and y is the total number of pages. Right—of—way, easements, ond lot lines will be accurately shown, After the surveyor or conformance with approyed plans and will function as intended, Lot, block numbers. and higher), Th,s dig,. file will be sent v,a downloadable Cloud link (Drop Box. One Drive, Veal or, Age adocm1 tote sa THE cny OF COCOA TECH., PROVISIONS NOVEM ER 2022 41163: CATE McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVEFtAL, BREVARD COUNTY, FLORIDA WATER TECHNICAL PROVISIONS ALLEN i 'ENGINEERING, INC. CIVIL ENGINEERS • SURVEYORS FLORIDA CERTIFICATE OF AUTHCRIZATON No. LB 200 108 ME LANE. CCODA BEACH. RONDA 32931 (391.3-7443 — FAx: 311.3-3902 2-01-23 SCALE JOB NO. 220028 DRAM RMB SHT. NO. C-703 GENERAL SRE INFORMATION aNIMATELY LOG ACRES. OF WHICH • MU_ BE MSMSED DmlxB mrEAED ON-sm Amnon. T. rW's SYStm WNICH DycwlvEs SMATER TO BE KULMRE(IbM) / INUTIi AL Rn6WR1£S°CMYTMTON sva=ETC=) =Ee RI PRODUCED ON APRIL 0. ROSS SCCONG, CONSTRUCTION ENTRANCE/EMS. THE OPORATOR NID/OR CONTRACTS. MAY mtlr n..17,01 r4 ECLATE RROTsED.96DATIOUS SURFACES SUCH w PAVEMENT. TYPE SILT FACE SLT MICE T"T'PPERITESVANMEN or. PILES PENES FOR SILT MICE: Rxom SILT FENCE APPI IGTONSm CROSS SECTOR mu Ton Ns Rum mem An am A20µ1µ011 KIT MMUS 91.1 BE MO. StRIN MICE wmma wm®AREA INI FT PRfTEfTIf1N DFTAII gwv. BAGS MOW NAcK or am Epa ROW Troll= m Rm TPIGL PROTECTION FOR INLET 'ESNREE va u m w Rlwg maa'mTlc raaa�'ae uA IE�Lmrw rw mw Lmm avx xlTrl¢ 20- ma GENERAL CONSTRUCTOR SEQUENCING PLAN 1. OBTAIN P. RR:RONAL AND OTHER AFPUCABLE PERMRS. EDMN 7ENTS Ca I/O HMS,. MOOED REPMRS WILL BE RECORDED WHIN 24 SEDIMENT4. INSTALL ED�NCY. O. INSTAL. T°PCRNx S CONSTRUCTION CEEM. 7. RCM. ORME SITESTOW. PSOL, CONSTRUCT NATERWAxs, NSTALL CULVERTS S A CUTIET RpRCTUI MST. 9MNIM CONON. NO WLT RXCNG AC NEEDED). BN tigtS OF DP0E:ED LAND SHALL BE MULC. AND SEEDS 8. FNISH THE SLOPES AROUND BUILDING DIRT MIS AS SOON AS ROUGH GRACING IS COMPLETE S. OOHS. OR MWARF. ROMSNAmT 10. COME GRAM". 1,1F. TOPSOIL carnou ARE, AND PmMwEMLY VEGETATICH ON THE DISTURBED AREAS Pne..�oaPl«� �mn PARTIAL INLET MOW In. a®xvI Frnm TATER 7.7 EVITC.1 IN. immm rAr ti TYPE 1 ENTRENCHMENT/STAKING TORS FOR FIRER ROLL BREHM% 31212_AMISa38 AND AROUND INI TI SWPPP COORDINATOR DUTIES COMPLYWITH AND ALL OTHER REwREUExS OF THE EwA rmP, SAWN, AHD BREAM REGULATORS CERTIFICATON FORK COPIES OF .15 cram.... MUST NTENIONDED 707EHEVER PERM TO NE START OF ANY NEW CONSTRUCTION, NM CORES SMALL BE MARITAINED AT THE JOB snE PERMIT FOR STORMWATER DISCHARGE FROM ARGE MO MALL CONSTRUCTOR Oil 6. R No oB Fsg: BE SUPPLE! TO THE CC/GRACTS:1 MR XS USE MUST us,...E 0. THIS INSPECTOR TORN OR AN µT µPR INCWMHG IS REP %Irma ,HFr DOCUw: WATER POLLUTE.. PREVEITICH PIJN P) AS NECESSeRt TO: CRIMES IN DNMI ESIGN mNSTRUClIT mOR OPERATORQUIRSENTS WHEN P11.411RRWWs THAT NAME ANRESS AFFECT ON THE - PREVENT AND/OR POF POLLUTANTS nao STME WATERS OTENTIAL FOR ENCE OF RWwrAae DUMMY RELEASES NAwmme RAMAN. OIL C ° T°R ONDE THE CHEER MM IES OF (2) COPTHEMOVE-DESCRIBED REPORTS PRWEN. TYPE PUN TYPE 2 ENTRENCHMfNT/STAMM DETUL w LIEmE wMsPM'W R�°«L MMw�p:'w LwlDo�nE FIBER ROLL BARRIER 517E_2M1 EROSION AND SEDIMENT CONTROL NOTES' 1. SEDIMENT BASINS AND MA, AF_ASURES MENDED TO TAP Sm METER DIMS,ENT SEDIMENT FURRIERS AND CTERNIT .0-DISTURBING ACTRETT NC SHALL BE MACE FUNCTIONAL BEFORE UPSLOPE 2 PERMANENT OR TEMPORARY SOIL STANULATION SHALL BE APPLIED ID DENUDED AREAS WHIN SEEN DAYS AFTER MM. CADE 5 REACHED CR AN( PORTON OF THE SRE TEMPORARY SOIL SIMPLE/OAR SIN, BE AFPUED WITHIN SEVEN DAYS TO DEN D AHEM THAT MAY 101" BE AT FINAL GRADE MT WILL REMAIN URDISTURBW• FORuLrNDER NO F 1EMCED HVL m CCft FLIED INUFCNTELTWs I9BP2'Im 4. µMEM WILL BE PREVENTED FROM ENTONNG ANY =RN DRAIN TIMM ORM OR SARNO_ ALL STORM SEWER MEETS TIM ARE MADE OPERABLE DURING CONSTRUCTOR SHALL DE PROTECTED 50 THAT SEDIMENT -LADEN WATER (MINOT ENTER THE CONVEYANCE SYSTEM WRHOUT FIRST BENG FILTERED OR OTHERWISE TENET TO REIM SEMEN, va• aTIOHW4 e°RnFWAT[YO m°C°DVErno Sao 1 .174.1r.11 OBOEAND RECANTS CHANNEL STRUCTURESB. WEEKLY INSPECTION AND ...mob, OF ALL SEDIMENT DONTROL CCHTINCTOR SHALL BE MAMMAL. MUST BE NEASJRIS SHALL FE IN WORKING CONDEMN AND/OR END TOES NOT ADVERSELY AITI:GT REMNC E OR"WOPF�FG"��A HwJ�w ",H9"T A• lITA))� CUED07 E Mm THE EDLLC1N6 MORE T. 600 LNENE FEET OF TRENCH MAY BE OPENED AT ONE TME. (W EFFW NRE. NEBmORa� STREAMS (0) 010 SHALL BE ACCOMPLISHED IN N'NXW W. WITH MESS ROCS BY LSE CONSTRUCTOR ENTRANCE AS OFINLE0 ON THESE PLOIS .FRF SEIM. IS TRANSPORTED ONTO A PUBLIC ROM SURFACE WfIll CURBS AND GUTTERS TIE ROAD S.H.N.L BE OARED THOROUCHLY AT THE END OF ACH DM. SENIENT SHALL EE RENO.) TRW TNE ROADS EN .0.E.0 OR SWEEP!. AND TRANSPORTED TO A SERA. CONTROL DISPOSAL AREA STREET WASHING SMALL ISE ALLOWED ONLY ...rut DN RL ROETM sHN. sEtNgru m THE ALONG MTH THE CONSTRUCT. SCHEDULE. II. OE OPERATOR SNAIL KEEP A COPY ON-.. OF NE ST. JOHN'S RPER WATER MANAGEMENT DISTRICT PERIM. THE ARM! CORPS OF EMSNEAS PERMR, AM THE NPOES ALL PERMITS. 12 TEMPORARY SEDIMENT ANN NEE TO BE DEIERMNED BY CONTRACTOR. 0 6/27/23 PER OIY OF GPE CANAVERAL (6/01/23) RNB UIY NO. DATE REVISIONS BY OIKD CONTRACTOR/SUR-CONTRACTOR CERTIFICATION 1 aanOM1 Grmryp.m9Iq aT Nw lA .k ua 1rvlmm uw. SUMP �OBBB all o.1°ANw°na ramatlan dN IaemmM an port of MY oartMortIon.. PROJECT 611E L1SCOPTON, RT9*1 Data Carffloallort CONTRACTOR/SUB-CONTRACTOR CERTIFICATION 1 a.Wy�tl.r Pala.M=.atl. IWnIw,I; n 1V �LA°1 :r.„�rom LA": m1. l wr. 21IIw n. Nam she PHONE / PROJECT SITE Dram mo.: 900.2 Dam of CairmEere CONTRACTOR/SUB-CONTRACTOR CERTIFICATION 1 may moarP M r that ! snowstorm me MilonadHoI� �r :rwrnw°�Don° µMT a as pad of Data Garumma ENGINEERS CERTIFICATION 1 oeVrnfy uar penally of Nwhm NM tlocum03 and all ryrerzinion VITewfraToreg as yaraie In MomwG�n®aWdMntl. Bone" Ilnauuly B1M1sre wam an persona who manage B: tl b nn. °m°awmaraamammnln ilea nlammauEC1aan r� RED Ma.Yage aM 1e w sofflo213 , penal. M Tm TM aid comp.. I am ..m,nfmtfor Rlrcdlra.Naalrq me CompanyTHRINI Nem Men uyneehg Im m0. Lane Ca Beach RµMI Com,' Mmt (.TRw TWO-T445 SignoWns Dote of Certlioallorc OPERATORS C£RIIRGTION 1 cw 1nr rcmb OJT M. uM uREresban or tlxa0wr andcar* dI a°aa gameienela to Ow y MEN. °a°alalwDq rang to 1w qxm. me Mt of xr 11. aWn n1p.. of PROJECT SITE DESCRIPTION NEnature mM of ...on. 4c.R: McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA STORMWATER POLLUTION PREVENTION PLAN ALLEN 'ENGINEERING, INC. CIVIL ETO.EERS •SUR��VyEYORS FLORIDA CERTIFICATE OF AUTHCRIATION No. LB .288 ISS DINE WEB512 �eA)EMOOR s ACH. HL.LORIDA s831 DATE 2-01-23 SCALE N.T.S. JOB N0. 220028 DRAW) RMB SHE. NO. C-704 dvy,5-705, 773/2023 7:56 11 .661, 61.161: 56Engilleering6,66 2522 225,026.6.on 6676166 5:76Eng TRUSK EOTNG SITE M SR A1A nu, Eumaks' snr FROM SR AM - -L4 D 0 Z 0 '6116k,o,d11.01961146.16.6161616. tfs) hosnd upon 12)o shoal of 500mph. FM IN AUNT Afnld. 106R 42f1 [IRE In)(15 MAR MK) EVC TURNING RADIUS DETAIL SCALE. N.T.S. 45t4 Moftwelif-Ationtaltokia*Loti4its IMPERIAL BOULEVARD (ff7:10u)DR(0,_.— I 2,— (6REEL1665E) 12.—K 100 'PIERCE AERIAL LADDER FIRE TRUCK (Canaveral Fire Rescue Truck 52) rerfll fr:41.aralmoronce Track Width Lock —to —lack time Max wheel Angle 62 ETO '1'0'8'33"ft 0 252 ft ff °nouns Overhand (65 9516) Atlditional Bumper noon (nu ana) FIRE TRUCK PROFILE SCALE N.T.S. A 4/27/2.3 FER CRY Cf FJPE SPAIWERAL I6/01/23) Re 676 REVISIONS Roads ennonnemonannuotomosa DATE McKIBBON HOTEL GROUP, INC. 2-01-23 SCALE HILTON GARDEN INN CAPE CANAVEFtAL, BREVARD COUNTY, FLORIDA TRUCK TURN PLAN ALLEN 'ENGINEERING, INC. JOB NO. 220028 ORAIIN RMB CIVIL ENGINEERS • SURVEYORS FLORIDA CERTIFICATE OF AUTHORIZATON No. LB 244 SHY. NO. 108 NM LANE. CCCOA BEACH. FLORIDA SUSI (321)763-74.1.3 — 27)763—SSOR C-705 OP 1YLIER PNME CREW CONNECTINI RFROE1E11R TO ENSUE Pm0SIRWE /LMTS RAE A PAIN 1D CAS SAFELY SIDEWALK CROSS HERE EV-C- � EVC EVC EVC OIMBMN.T w1CPaBm Bonux AS WEED TO PRONDE P0L41RVN PAIN IRMO PRP OF WORK PAUOE 1EIMRARY NEWNPLK/PEDERMIDI PAIN AS NEEDED STAIR ELECTRIC' CORRIDOR 10' 20. GRAPHIC SCA. p 6/27/23 PER 0113 OR C./PE 6MNVERAL (6/01/23) NB DJY NO. DATE REVISIONS BY C11N'0 NOTES: I. SEE SHEET 6C01 ROR OlBDL NOTES MO ARBRE1MPNIS. 2 SEE SHEET C-101 FOR BITE ML MIRING PUN 3. ALL S .% RAMPS, ARO CROSSA0* n WILL BE BUILT AND DISPE11CIEO TO MEET CURRENT AOA ECUREMERR. McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA PEDESTRIAN MOT PLAN ALLEN 1 ,ENGINEERING, INC. CIVIL ENGINEERS •SURVEYORS FLORIDA BANE ECCOBEACH R➢OB217 36111 RUN°3(3. ).Sa .i�3 duiC� mi33-33.w DATE 2-01-23 SCALE 1• = 10' JOB N0. 220028 DRAW) RMB SHY. NO. C-706 NOTE TO CONTRACTOR: CONTRACTOR SHALL VERIFY AITH THE NORD OR PROCUREMENT OF LANDSCAPE HINERIN. PERVIT SET DATE ORIGINAL 04-17-23 CURRENT 06.27-23 HARDSCAPE SCHEDULE I NO. ITE: WANT. ONCRIPTIO DC,: EEO ..o CRUSH. LMwD,A „ONL,e, N.ER nR "TEE aaa oRDES "'NEE 0 STLCIRETIC 17„„ F NDTAw,TCN 31 HR4OR)<RLLNRAPPROVED EOLKL, EFETAL O Dla' FINI �FOROEPTR,en rrDNDECRTHE 0 DCPNL „LE D D. SOW DULw s.;_-3 PATTERN SOLDER COURSE 0 INEOF 7, „ T HE NU NEE PICK, coLore 5,,,,n, SELF LATCHING CND SELF CLOS !NG GATES 0 PiANTR 01 2 CM a a 00E CREC BRSwE TALL CORNER PNR,R RENO COLORED 0 SHDVER ' e w u��C�R a. T T , a<< ,d 0.R ET'A6 wEPLNAre DL` NC F . C L N, -FF. 0 SCREEN FENCE °O F o DC Pw rn * ND ,R R 0 POLES e5 UNITCRAFT) EN EERIER FE ON. MCMGET RRACIND. COLOR: VON ONO, TEDVATT MAX F. EwcTERu ., .,a NEONCII co L ,T EPC.06E. Cc. NV," DEPTH (4 DPAw ,o LE DESRORAENTD waLS 4:=NVgL. TH'ETHL ' "TT wrvNECT EIEEL IMPERIAL BLVD. T T O aA. ° I �0T ® 12 Go NHOLE 0 v 7 ■ Iid II JII t..i t r . it®� r' Or' )r ®1 i 0 .O mu P COO 000 00 000 0 ALL INTERI ENLARGED POOL DECK PLAN c.0 O, L.TEFN2 111/15 BAP CONE ROOF PSNLIN SYNTHETIC TURF DETAIL CM.R'/41=14I.IErF4O1'N, OAS SINTOFNELVE. MOUNT TOP CUT. FIRE PIT EMERGENCY SHUT OFF POST DETAIL Susan Hall, ASLA LANDSCAPE ARCHDECTURE 244 MCLEOD STREET MERRDT ISLAND, FL 32953 OFFICE'. (321) 449-0790 CELL (305) 796-2574 www.hall-b.corR I !EDT HARDSCAPE PLAN L-1 3 AL AIL 8a LEV ALM, AAA AMA EV yye�w/E� �� FAA' �[#/. 4#� f/I/lyl'Mw B�� d-r1CwH &w�A1�ANi1_..aa s*�GSv 41r.L AA 1 71firL n ��►�' 4 .1Sil_1. _ ..M1lsIAtlEU„mini EClaJi_dJE1® •�.:faf.� i Mr m a i i� t 9! ®M a ®�AV IA 9 I '1 0 E we ;- ;' 0= .V PROPOSED HOTEL FFE825= fly �" °F m m 4.Ir ' ...®.. 1 m AL IMPERIAL BLVD. EXISTING VEGETATION REMOVAL NOTES / Vim•~ Hilton Garden Inn (Cape Canaveral) - Plantlis PROFEMIONAL MALL A...F., PATHFINDEP ON THE MIA. Pi., 13 PEG NOTE TO CONTRACTOR' HAD THE MOST CURRENT LANDSCAPE PLANS PRIOR TO CDPAIENCELIENT OF PERMIT SET DATE oHIH N> 04-17-23 06-27-23 RELIDIEN l C00,401i NAME A A� eB'.�AlikAlk '8 tiseer;;;A:7111.1,v17 .Ur a 1 r Alli g lap mum mWM ® a®117 NSW HILTON GARDEN INN - LANDSCAPE CALCULATIONS CAPE CANAVERAL, FLORIDA LARGE. MEDIUM TREES E NIBCELEOUS (ESCAPE LrENs ----. ----. ----. ----. ----. ----. ----1 tne ZONED: COMMERCIAL 600D -ECONOMIC OPPORTUNITY OVERLAY DISTRICT MNIGA (ION )SEC.'102-54): THE SITE IS PRIMARILY INVASIVE 0RA2ILIAN PEPPER AND NATIVE CABRACE PALMS. THERE ARE NO PRO TEC FED TREES ON SI TE. NO MI TIGARD), IS REQUIRED. LANDSCAPE )SEC.110.5G]): 5 TREE VALUE POINTS EVERY 35'EF NEST PROPERTY LINE (ADJACENT ASTRONAUT BLVD). 225' REQUIRED. 225'/ 35'= 6.4 FREE VALUE POINTS PROJECT PERIMETER LANDSCAPE • MA OVERLAY DISTRICT (SEC.110-687): (1) MEDIUM OR LARGE FREE PER 25' LF OF PROPERTY/ LENGTH -0R- (11 SMALL TREE OR PALM PER 15' LE OE PROPER DI LENGTH NORTH PROPERD, 520 LF 520' /25'=20.8 MEDIUM / LARGE TREES -OR 520' / 15' A 24.6 SMALL FREE/ PALM U FH 520 LE S20/ 29 PROPER Y: = 20.8 MEDIUM/LARGE TREES OR 520. / 15' A 24 6 SMALL TREE / PALM EAS T PROPERTY) 225 LE 22.5' / 25'=9 MEDIUM / LARGE TREES -OR- UT/ / 15'= 1.5 SMALL TREE / PALM BUILDING LANDSCAPE • AM OVERLAY DISTRICT)SEC. 110-688): SQUARE FOOT AREA fHA F IS SO%OF THE LINEAR LENGTH OF BUILDING BASE ORIENTED 0OWAROP.O.W. OR PARKING,\VI TN A MINIMUM 4' WID FH (1) TREE PER 200 SF OF REQUIRED AREA TOTAL LINEAR BUILDING LEND THY S / AREA REQUIRED: 692' N 4' = 2.68 SF (56% =1. SF) TREES REQUIRED: 1,384 / 200 - 6.9 FREES / PALMS INTERIOR PARKING LANDSCAPE (SEC. 110-567): (1) 5-POINT TREE PER EVERY 5 PARKING SPACES (1) 10-POINT TREE AT THE END OF EACH PARKING ROW 169 PARKING SPACES /5= (33.8) 5-POINT TREES RfQUIRED VALUETREE POINTS: LARGE RA MEDIUM SPECIES 10'1TN 215PD, 3"DBH-FLORIDA FANCY. (101 POIN T5 10'HT N 2'SPD, MD BH-FLORIDA... )71 POINTS SMALL SPECIES CHF X2'SPD, 2-3"DBH-FLORIDA FANCY. (51 POINTS 6'HF K2'SPD. 2-3"GBH-FLORIDA El. (41POIN FS CABBAGE PALM 6'HF OVERALL HEIGHF- FLORIDA FANCY) (SI POIN FS 6'HT OVERALL HEIGHT FLORIDA.. (41 POINTS NON -NA ENE PALM B'H F OVERALL HEIGH T- FLORIDA FANCY (DPOIN FS 3'HF OVERALL HEIGHT •FLORIDA8I'. (41 POIN FS ADDITIONAL NOTES) - ONSIST of aNDSDAPING CAPABLE OEACEIEVINCA 14INR4IRIB DEso INCHES IN HEIGHT. 9: PER OEC:1 --_ KL.T X.ETK B. a BTED IN THE FLORIDA EXE O PEST COUNCIL L PPO) INCEARTEPL2 (DECIDE I, CHID HHALL BE 40' BO' Susan Hall, ASLA LA NDSCAPE F r 244 MCLEOO STREET MERRfIT ISLAND, FL 32953 OFFICE'. (321) 449-0790 CELL µ30 96 2- Z4 ww nail b.Com z z a Z>� Q J LL lb LL F J Q W `n z> V 0 Z F U 0 co W U J_ LANDSCAPE PLAN R,,FE 06-27-23 CE M.M. L-2 3 z w z N A e. m m v D z z G) D m r 11tl130 ONI1NV1d IN1Vd lltll30 ONIADO 33N1 N301103dS SHRUB & GROUNDCOVER PLANTING DETAIL W 9 d a 4, 006 c W>� s c?ompro o y o HILTON GARDEN INN ASTRONAUT BLVD. CAPE CANAVERAL, FLORIDA :SNOI±VOIdIO3dS 3dVOSQNV1 Attachment 5 TRAFFIC IMPACT STUDY HILTON GARDEN INN CAPE CANAVERAL, FLORIDA Prepared for: Allen Engineering, Inc 106 Dixie Lane Cocoa Beach, Florida 32931 Prepared by: Traffic Planning and Design, Inc. 535 Versailles Drive Maitland, Florida 32751 407-628-9955 March 2023 TPD Ns 5785 PROFESSIONAL ENGINEERING CERTIFICATION I hereby certify that I am a Professional Engineer properly registered in the State of Florida practicing with Traffic Planning & Design, Inc., a corporation authorized to operate as an engineering business, EB-3702, by the State of Florida Department of Professional Regulation, Board of Professional Engineers, and that I have prepared or approved the evaluations, findings, opinions, conclusions, or technical advice attached hereto for: PROJECT: Hilton Garden Inn LOCATION: Cape Canaveral, Florida CLIENT: Allen Engineering, Inc I hereby acknowledge that the procedures and references used to develop the results contained in these computations are standard to the professional practice of Transportation Engineering as applied through professional judgment and experience. NAME: P.E. Ns: DATE: SIGNATURE: TABLE OF CONTENTS Page INTRODUCTION 1 EXISTING CONDITIONS ANALYSIS 4 Roadway Segment Analysis Intersection Analysis PROPOSED DEVELOPMENT AND TRIP GENERATION 7 Trip Generation FDOT Access Category Trip Distribution/Trip Assignment PROJECTED TRAFFIC CONDITIONS 10 Roadway Segment Analysis Intersection Analysis Site Access and Analysis STUDY CONCLUSIONS 14 APPENDICES 15 A Traffic Counts/FDOT Seasonal Factor B Existing Intersection Capacity Analysis Worksheets C ITE Trip Generation Sheets D Model Distribution Plots E Trends Analysis Worksheets F Projected Intersection Capacity Analysis Worksheets TABLE OF CONTENTS, continued LIST OF TABLES Page Table 1 Existing Daily Roadway Capacity Analysis 4 Table 2 Existing P.M. Peak Hour Intersection Capacity Analysis 5 Table 3 Trip Generation Summary 7 Table 4 Projected Daily Traffic Conditions Analysis 10 Table 5 Projected A.M/P.M. Intersection Capacity Analysis 11 LIST OF FIGURES Figure 1 Site Location 2 Figure 2 Site Plan and Access Configuration 3 Figure 3 Existing A.M./P.M. Peak Hour Traffic Volumes 6 Figure 4 Project Trip Distribution 9 Figure 5 Projected A.M. Peak Hour Traffic Volumes 12 Figure 6 Projected P.M. Peak Hour Traffic Volumes 13 INTRODUCTION This analysis was undertaken in order to assess the traffic impact of a proposed Hilton Garden Inn in Cape Canaveral, Florida. Located on the northeast corner of SR A1A and Imperial Boulevard, the development will consist of 155 rooms. Figure 1 depicts the site location and the area roadways. Access to the hotel will be provided via driveways from SR AIA and Imperial Boulevard. Figure 2 depicts the site plan and its access configuration. Data utilized in this study consisted of a site plan provided by Project Engineers, traffic volume data and Level of Service standards obtained from the Space Coast MPO. Additionally, roadway segment and intersection turning movement counts were collected by Traffic Planning and Design, Inc. staff. Hilton Garden Inn Project Ns 5785 Page 1 '11! „„1,1:1,01,1,1,1,1,1,111,1,111IFI „, :10111, ,„, „ viftrie„11 , 000 MOPIEN wunitt#11119#010°!° r 114, Hilton Garden Inn Project NC' 5785 Figure 1 gootereremort? Project Location Map NTS Hilton Garden Inn Project Ng 5785 Figure 2 Conceptual Site Plan/Access Configuration NTS EXISTING CONDITIONS ANALYSIS For developments generating 21 to 100 new peak hour trips, the City requires a Level of Service analysis at five City traffic count stations. One of the counts shall be at the northern extreme of SR AIA, one shall be at the southern extreme of SR AIA and the other three shall be stations nearest to the development but not located on SR AIA. Roadway Segment Analysis A capacity analysis was performed for the roadway segments representing the five count stations for the P.M. peak hour. The roadway segments were analyzed by comparing their existing traffic volumes with the adopted LOS/ capacity values for the P.M. peak hour traffic conditions. The existing P.M. peak hour traffic volumes were obtained from traffic counts made in the field. The existing capacity analysis is summarized in Table 1. Table 1 Existing Roadway Capacity Analysis Roadway Segment Count Location Lns Adopted P.M. Peak Hour Ratio LOS LOS Capacity* Direction Volume SR ALA N City Limits to Central Blvd 1 5L E 2,020 NB 1,343 0.66 D 2,020 SB 1,458 0.72 D Center St to McKinley Ave 2 5L E 2,020 NB 1,556 0.77 D 2,020 SB 1,576 0.78 D Central Boulevard SR AIA to Atlantic Ave 3 2LD E 972 EB 217 0.22 D 972 WB 169 0.17 D North Atlantic Avenue George King Blvd to Central Blvd 4 2L E 972 NB 230 0.24 D 972 SB 335 0.34 D Central Blvd to SR AIA 5 2L E 972 NB 255 0.26 D 972 SB 296 0.30 D * From FDOT Generalized LOS Tables, C4-Urban General (2023). As shown, the existing conditions analysis of P.M. peak hour traffic conditions reveals that the study roadway segments currently operate satisfactorily above their adopted Level of Service capacity. Hilton Garden Inn Project Ng 5785 Page 4 Intersection Analysis The hotel site is located in the northeast corner of SR A1A and Imperial Boulevard with access proposed from both roadways. This intersection was included in the traffic analysis along with the access connections. The existing A.M. and P.M. peak hour traffic counts made in March 2023 are depicted in Figure 3. The counts were made during a week when the FDOT season factor for Brevard County was less than 1.00. Therefore, the counts not seasonally adjusted. The traffic counts and FDOT Seasonal Factors are included in Appendix A. Utilizing the existing counts and intersection control geometry, a capacity analysis was conducted with HCS software as per the procedures of the Highway Capacity Manual. The results of the intersection capacity analysis are summarized in Table 2. Table 2 Existing P.M. Peak Hour Intersection Capacity Analysis Intersection Control Time EB WB NB SB Period Delay LOS Delay LOS Delay LOS Delay LOS SR A1A & Imperial Blvd Stop A.M. -- -- 13.1 B 0.0 A 0.4 A P.M. 20.8 C 16.9 C 0.1 A 0.2 A The study intersection driveway is currently operating at satisfactory Levels of Service. The HCS capacity analysis worksheets are included in Appendix B. Hilton Garden Inn Project Ns 5785 Page 5 CD CO CV LO Ai 1 L g _ � f_ 2 A0 0 I T Imperial Blvd Hilton Garden Inn Project N° 5785 Figure 3 Existing A.M./P. M. Peak HourTraffic Volumes PROPOSED DEVELOPMENT AND TRIP GENERATION The proposed development will consist of a hotel with 155 rooms to be completed by 2025. To determine the impact of the development in the area, an analysis of its trip generation characteristics was made. This included the determination of the number of trips generated by the site and their distribution onto the surrounding roadways. Trip Generation Trip generation rates were obtained from data contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11t" Edition. The trip generation calculation of daily, A.M. and P.M. peak hour volumes is summarized in Table 3. The trip generation charts are included in Appendix C. Table 3 Trip Generation Summary ITE Code Land Use Size Daily A.M. Peak Hour P.M. Peak Hour Rate* Trips Rate* Enter Exit Total Rate* Enter Exit Total 310 Hotel 155 Rooms 8.11 1,257 0.45 39 31 70 0.56 44 43 87 * ITE Equations used (R2>0.75) The proposed development is estimated to generate 1,257 daily trips, 70 A.M. and 87 P.M. peak hour trips to be added to the area roadways. FDOT Access Category Based upon the project's daily trip generation, the Access Connection Category is D for FDOT permitting. Hilton Garden Inn Project Ns 5785 Page 7 Trip Distribution/Trip Assignment To determine the distribution of the project trips in the area, the CFRPM (V7) was used. A slight modification was made to this model to add a TAZ representing the project and its SE data. Subsequently, the model was run with a Select Zone Analysis which produced a distribution of the project trips in the area. The model -generated distribution plots are included in Appendix D. The project trip distribution in the project vicinity is illustrated in Figure 4. Hilton Garden Inn Project Ns 5785 Page 8 )14„ 1r1V ht11111111,: „11,111,1'' .40„,Ol000lllooloo;olol000l000:„ A NG „ 00000 loSoljoiooEl000loo oho,"— 444,4nor, Long Point; lorMirolfq,* SAM ;1111111110 oonuolll 70' " o to„ll ',o1o,1,1,o,00,oiollolof„:„0io1s, 1i„.)i„oor4„oigeii, i/ sR,„ ,w„ vVi,2,o, 4 "i ,ot4; ran0111111111111111,,1„, iiiii00000000000000 '111111111111111,11111111111111:11121,1j:i,. IhipV, 0 1.'4)1 Id iliYi',', 1,0 41,010i nalubo 11'" . reZ ./, ioii, ,004400/460A1,140111,00», io.,„oio„,loorttol rCo-4 ,„ oolo , 000loga„,,, ,,,1„,,,o, o.„,, L000 o4r-l000, iolyinio.illo oft„,oriehodidooki,,,m000 'Apikii4t,Pleog ,'t '14'74,7 ; ,',„''';Wn, DISCOVERY "B„ o 00000000000„oi00000000000000000t000000lt0000000 000nl" Hilton Garden Inn Project No2 5785 Figure 4 .74ji01 " ,,Irople(IPNIVAlouipliffillf,r,reeSrihrtett4,tfrdrroardpcf,141(, 111001[1111[1111411,01,0:0:41111u,1,u,71, 1111 '14111h1111101'11,4,„,.1,„,It:, 11 ,' wN,111110a !gill I iRi41)11,11 ' „11:p1111„, c1,1,11111 p „oo,000tooloolooll,:ohoopool0000go Joy „ oor000" ,71„lo"lOilliow000 1 1CAPE CAI„,,,„1„oloi !,1,00loiloll,,I,1,,,00lo ogoopl000' olog000,""o,.0 , 111 a , 111P141111111,90"4,,,,11,41111111,,,s,' 11,flul; 11'111111111111'1V '1,,,sio,,,,,11(1,1,i1,11111,111,11,1111,11,1$,I,'1111' „,11,11 1 ,1,11:4010444e" Project Distribution Map ohol,,,,,u,1111111111111c NTS PROJECTED TRAFFIC CONDITIONS Projected traffic conditions were analyzed using projected traffic volumes for the roadway segments, study intersection and access driveways. To determine the projected traffic volumes for the project's buildout year, background traffic volumes were combined with project trips. Background traffic volumes were estimated with the use of an annual growth rate of 3%. The historical trends analysis of traffic counts on SR A1A with the extreme northern end and the extreme southern end revealed an annual growth of 2.75%. Therefore, this was rounded to a 3.00% annual growth rate and used in the analysis. The trends analysis charts are included in Appendix E. Roadway Segment Analysis Table 4 is an analysis of the projected traffic conditions for the roadway segment. This table lists the roadway segment along with its number of lanes, LOS/capacity, background traffic volumes plus project trips and resultant Level of Service. The table reveals that the roadway segments are projected to operate satisfactorily within their adopted LOS standards. Table 4 Projected Traffic Conditions Analysis Roadway Segment Count Station Lns Adopted P.M. Peak Hour Background Traffic * Project** Trips Total Volume V/C Ratio LOS LOS Capacity Direction Volume % Trips SR A1A N City Limits to Central Blvd 1 5L E 2,020 NB 1,424 62% 27 1,451 0.72 D 2,020 SB 1,545 62% 27 1,572 0.78 D Center St to McKinley Ave 2 5L E 2,020 NB 1,649 25% 11 1,660 0.82 D 2,020 SB 1,671 25% 11 1,682 0.83 D Central Boulevard SR AIA to Atlantic Ave 3 2LD E 972 EB 230 5% 2 232 0.24 D 972 WB 179 5% 2 181 0.19 D North Atlantic Avenue George King Blvd to Central Blvd 4 2L E 972 NB 345 3 1 346 0.36 D 972 SB 355 3 1 356 0.37 D Central Blvd to SR AIA 5 2L E 972 NB 270 0 0 270 0.28 D 972 SB 314 0 0 314 0.32 D * Existing multiplied by growth rate of 1.06 ** Highest Percentage on the Segment Hilton Garden Inn Project Ns 5785 Page 10 Intersection Analysis The projected traffic volumes at the study intersection and access driveways are depicted in Figures 5 and 6. The figures show the background A.M./P.M. peak hour traffic along with traffic generated by the project. The study intersection and driveways were analyzed utilizing Highway Capacity Software (HCS) in accordance with the Highway Capacity Manual (HCM). The results of this analysis as summarized in Table 5 indicate satisfactory traffic operating conditions at the study intersection and site driveways under projected conditions. The HCS capacity analysis worksheets are included in Appendix F. Table 5 Projected P.M. Intersection Capacity Analysis Intersection Control Time EB WB NB SB Period Delay LOS Delay LOS Delay LOS Delay LOS SR A1A & Imperial Blvd Stop A.M. -- -- 19.6 C 0.0 A 0.5 A P.M. 23.1 C 20.6 C 0.1 A 0.3 A SR A1A Access #1 Stop A.M. -- -- 25.2 D 0.0 A 0.1 A P.M. -- -- 35.2 E 0.0 A 0.2 A Imperial Blvd Access #2 Stop A.M. 1.4 A -- -- -- -- 8.4 A P.M. 1.8 A -- -- -- -- 8.6 A Site Access and Analysis The site is proposed to be served via full access driveways on SR A1A and Imperial Boulevard. On SR A1A, there is currently a two-way let turn lane which would serve the project trips. Hilton Garden Inn Project Ns 5785 Page 11 oo N LOCO 00 0000 11 CO l^ LC) + t` N o OD CO J1L 0-1 0-► 0 (14) (9) Site Access #1 IF 2+(5)=7 t- 0 0+(3)=3 Imperial Blvd liF (10) 45 -► Legend: 000 +(000) = 000 Total Traffic Project Trips Background Traffic Hilton Garden Inn Project N° 5785 Figure 5 Projected A.M. Peak Hour Traffic Volumes s (20) (12) Site Access #1 IF N CNI t J1[11 38+(7)=45 t- 0 2+(4)=6 Imperial Blvd + c) CO M (11) 36 -► Legend: 000 +(000) = 000 Total Traffic Project Trips Background Traffic Hilton Garden Inn Project N° 5785 Figure 6 Projected P.M. Peak Hour Traffic Volumes "s STUDY CONCLUSIONS This analysis was undertaken in order to assess the traffic impact of the proposed development of a Hilton Garden Inn Hotel in Cape Canaveral, Brevard County. Located in the northeast cornet od SR A1A and Imperial Boulevard, the development will consist of 155 hotel rooms. The findings of this analysis are as follows: • The proposed development will generate 1,257 daily trips, 70 A.M. peak hour trips and 87 P.M. peak hour trips. The project's daily trips represent Access connection Category D for FDOT permitting. • As per the city requirements, five city traffic count stations were analyzed for LOS determination. The roadway segments representing the five stations, two on SR A1A and three on North Atlantic Avenue and Center Boulevard, currently operate satisfactorily and will continue to do so with project trips added upon completion in 2025. • The site is proposed to be served via full access driveways on SR A1A and Imperial Boulevard. On SR A1A, there is currently a two-way left turn lane which would serve the project trips. Both driveways are projected to operate satisfactorily. Hilton Garden Inn Project N2 5785 Page 14 APPENDICES APPENDIX A Traffic Counts/FDOT Seasonal Factors Prepared by National Data & Surveying Services VOLUME Florida State Rd A1A NB N/O Hayes Ave Day Tuesday Date. 3/28/2023 City: Cape Canaveral Project #: FL23_130095_001 !I dlIffil mIIIIIIII '�Illil� NB nnnnnnnnnnnnnnnnnm„ iiuuuuuuuuuuuuuuu �I IIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIINN8s Illuoliiiiiiiii":"/"/"/"/"/"/"/"/"/"/"/"/"//iiiiiii'""""'NNNNNNNNNNNNNNNNN/NJNNNNNNNNNNN(NNNNNNNNNNNN(NNNNNNNNNNNNNNJNNNNNNNNNNN(NNNNNNNNNNNN(N;1;1;1;1;1;1;1;1;1;1;1;1;1;1;1;1;1;1„ 111111111111111 Iliill8,20 uu!III" 00:00 00:15 00:30 00:45 ,,, �� uuuuuuuuuuuumuuuuumuum�,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, „ , II I I uuuuuuuuuuuuuuiiiiiuuuuuuuu, �1IIIII WI((l((l(( IllllPqn19Ill1$uuuuuuuuuuuuuuuuuuuiuu,,,, ;;;; ;;; 9TAIP111111fffll 40 27 26 16 109 40 27 26 16 109 12:00 12:15 12:30 12:45 257 306 347 284 1194 257 306 347 284 1194 01:00 01:15 01:30 01:45 14 8 14 9 45 14 8 14 9 45 13:00 13:15 13:30 13:45 321 326 307 276 1230 321 326 307 276 1230 02:00 02:15 02:30 02:45 15 18 10 5 48 15 18 10 5 48 14:00 14:15 14:30 14:45 309 311 295 326 1241 309 311 295 326 1241 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 14 8 14 15 51 19 24 34 37 114 14 8 14 15 51 19 24 34 37 114 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 321 368 361 361 1411 349 375 363 346 1433 321 368 361 361 1411 349 375 363 346 1433 05:00 05:15 05:30 05:45 58 54 86 91 289 58 54 86 91 289 17:00 17:15 17:30 17:45 425 401 364 366 1556 425 401 364 366 1556 06:00 06:15 06:30 06:45 112 162 150 161 585 112 162 150 161 585 18:00 18:15 18:30 18:45 291 331 346 278 1246 291 331 346 278 1246 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 209 212 238 288 947 243 259 267 236 1005 209 212 238 288 947 243 259 267 236 1005 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 245 254 217 242 958 230 234 158 173 795 245 254 217 242 958 230 234 158 173 795 09:00 09:15 09:30 09:45 244 211 200 265 920 244 211 200 265 920 21:00 21:15 21:30 21:45 178 157 112 104 551 178 157 112 104 551 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 237 217 232 240 926 229 296 238 280 1043 237 217 232 240 926 229 296 238 280 1043 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 102 85 60 59 306 73 50 50 25 198 102 85 60 59 306 73 50 50 25 198 TOTALS 6082 6082 TOTALS 12119 12119 SPLIT % 100.0% 33.4% SPLIT % 100.0% 66.6% NI ASS IIIIIIII�� IIIIIIIII����ik Ml10IIIIIIIIIIII umiiill1uuuuuuulir; 111111111111111 I��'Illlllllii; AM Peak Hour 11:45 11:45 PM Peak Hour 17:00 17:00 AM Pk Volume 1190 1190 PM Pk Volume 1556 1556 Pk Hr Factor 0.857 0.857 Pk Hr Factor 0.915 0.915 7- 9 Volume 1952 0 0 0 1952 4- 6 Volume 2989 0 0 0 2989 7 - 9 Peak Hour 07:45 07:45 4 - 6 Peak Hour 17:00 17:00 7 - 9 Pk Volume 1057 0 0 0 1057 4 - 6 Pk Volume 1556 0 0 0 1556 Pk Hr Factor 0.918 0.000 0.000 0.000 0.918 Pk Hr Factor 0.915 0.000 0.000 0.000 0.915 Vehicles o \ \ \ \ \ 0 :0 0t0 0z0 0f0 o :0 05:0 0E0 o :0 o :0 09:0 10:0 1t0 1 :0 13:0 1 :0 1 :0 1E0 1 :0 18:0 19:0 2&0 2£0 2I0 2I0 Co 0 0 0 0 CO euoi;eN Iq paaedaid aas SuiAanans vg elea Prepared by National Data & Surveying Services VOLUME Florida State Rd A1A SB N/O Hayes Ave Day Tuesday Date. 3/28/2023 City: Cape Canaveral Project #: FL23_130095_002 mmImmmmm NB nnnnnnnnnnnnnnnnnm„ uuuuuwuuiuiii�l �i;; I II IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIu��NNNNNNNNNNNNNNNNNNNNNh l3118a4 iliolrrrrribrrrrrrrrrrrrrrrr,rr„.;„: ��i//////////1////////////////////tititiJtiN����������������������u�������tititititi��������u���������������������titiJtitiN��������������������u��������tititititi�������u�������tititititi� 111111111111111 1110,2 00:00 00:15 00:30 00:45 II I iiii; rr: 11IIIII WI((I((I(( IllllPgn1 III1$iB ES all119TAIP11111111 20 17 16 17 70 20 17 16 17 70 12:00 12:15 12:30 12:45 400 418 338 368 1524 400 418 338 368 1524 01:00 01:15 01:30 01:45 12 10 8 15 45 12 10 8 15 45 13:00 13:15 13:30 13:45 329 360 342 365 1396 329 360 342 365 1396 02:00 02:15 02:30 02:45 12 10 15 10 47 12 10 15 10 47 14:00 14:15 14:30 14:45 313 310 384 342 1349 313 310 384 342 1349 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 4 8 9 24 45 8 7 31 27 73 4 8 9 24 45 8 7 31 27 73 15:00 15:15 15:30 15:45 16:00 16:15 16:30 16:45 318 394 368 375 1455 383 387 397 409 1576 318 394 368 375 1455 383 387 397 409 1576 05:00 05:15 05:30 05:45 21 29 41 56 147 21 29 41 56 147 17:00 17:15 17:30 17:45 384 351 332 347 1414 384 351 332 347 1414 06:00 06:15 06:30 06:45 73 92 90 125 380 73 92 90 125 380 18:00 18:15 18:30 18:45 305 266 276 214 1061 305 266 276 214 1061 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 158 167 256 266 847 260 266 242 244 1012 158 167 256 266 847 260 266 242 244 1012 19:00 19:15 19:30 19:45 20:00 20:15 20:30 20:45 226 208 185 183 802 170 180 118 114 582 226 208 185 183 802 170 180 118 114 582 09:00 09:15 09:30 09:45 239 252 247 277 1015 239 252 247 277 1015 21:00 21:15 21:30 21:45 118 101 77 70 366 118 101 77 70 366 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 270 291 327 353 1241 337 356 390 345 1428 270 291 327 353 1241 337 356 390 345 1428 22:00 22:15 22:30 22:45 23:00 23:15 23:30 23:45 60 54 52 57 223 50 40 27 25 142 60 54 52 57 223 50 40 27 25 142 TOTALS 6350 6350 TOTALS 11890 11890 SPLIT % 100.0% 34.8% SPLIT % 100.0% 65.2% � � NB SB IIIIIIIII I m IIIIIIII IIIII I I mmmmIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ""'!!!!!!!!!""""""""""""""'!'18r2dGA Illuouuuuuu umIIIIIPuuuuuuuuumauiur !!!!!!!!!!P 111111111111111 l& 40IIIIIIIIIIII AM Peak Hour 11:30 11:30 PM Peak Hour 16:15 16:15 AM Pk Volume 1553 1553 PM Pk Volume 1577 1577 Pk Hr Factor 0.929 0.929 Pk Hr Factor 0.964 0.964 7 - 9 Volume 1859 1859 4 - 6 Volume 2990 2990 7 - 9 Peak Hour 07:30 07:30 4 - 6 Peak Hour 16:15 16:15 7- 9 Pk Volume 1048 1048 4- 6 Pk Volume 1577 1577 Pk Hr Factor 0.985 0.985 Pk Hr Factor 0.964 0.964 Vehicles 1— N A O1 0o O O O O O O O 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 N - - 0 0 0 0 - Co 0l Co O O CO euoi;eN Iq paaedaid aas SuiAanans vg elea National Data & Surveying Serviceslntersection Turning Movement Count Location: Astronaut Blvd/SR A1A & Imperial Blvd City: Cape Canaveral Control: 2-Way Stop(EB/WB) NS/EW Streets: Project ID: 23-130094-001 Date: 3/28/2023 Data - Total Astronaut Blvd/SR A1A Astronaut Blvd/SR A1A Imperial Blvd Imperial Blvd AM 0 NL NORTHBOUND 0 0 NT NR 0 0 NU SL SOUTHBOUND 0 0 ST SR 0 0 SU EL EASTBOUND 0 0 ET ER 0 0 EU WL WESTBOUND 0 0 WT WR 0 WU TOTAL 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 0 0 0 0 1 0 0 0 250 279 281 296 265 251 272 241 0 2 0 6 3 2 1 0 0 6 0 6 0 5 0 7 0 6 0 13 0 4 0 5 128 152 199 230 206 172 217 223 0 1 1 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5 2 0 0 2 0 0 0 385 0 445 0 489 0 539 0 481 0 440 0 494 0 470 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 1 2135 14 0 52 1527 3 0 1 0 0 0 0 0 10 0 3743 APPROACH ^/o's : 0.05% 99.30% 0.65% 0.00% 3.29% 96.52% 0.19% 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 07:45 AM - 08:45 AM TOTAL PEAK HR VOL : 1 1084 12 0 30 825 0 0 0 0 0 0 0 0 2 0 1954 PEAK HR FACTOR : 0.250 0.916 0.908 0.500 0.000 0.577 0.897 0.902 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0 906 PM 0 NL NORTHBOUND 0 0 NT NR 0 0 NU SL SOUTHBOUND 0 0 ST SR 0 0 SU EL EASTBOUND 0 0 ET ER 0 0 EU WL WESTBOUND 0 0 WT WR 0 WU TOTAL 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 0 0 4 0 1 0 1 1 337 2 331 2 333 3 267 0 344 2 361 5 270 3 303 0 0 2 0 2 0 5 1 5 0 6 0 8 0 2 0 3 339 353 360 368 350 351 335 336 2 2 0 0 1 0 4 4 1 1 0 0 1 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 3 1 1 0 1 4 0 2 0 1 0 1 0 1 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 9 9 8 9 12 7 6 5 0 696 0 702 0 718 0 653 0 717 0 732 0 623 0 659 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 7 2546 17 1 33 2792 13 2 3 0 13 0 8 0 65 0 5500 APPROACH %'s : 0.27% 99.03% 0.66% 0.04% 1.16%o 98.31% 0.46% 0.07% 18.75% 0.00% 81.25% 0.00% 10.96% 0.00% 89.04% 0.00% PEAK HR : 04:30 PM - 05:30 PM TOTAL PEAK HR VOL : 5 1305 10 1 24 1429 1 1 1 0 5 0 2 0 36 0 2820 PEAK HR FACTOR : 0.313 0.904 0.500 0.902 0.250 0.750 0.971 0.250 0.975 0.250 0.250 0.000 0.417 0.500 0.000 0.500 0.000 0.750 0.792 0.000 0.963 L erri Frstronaut CITY/STATE: Cape Canaveral, FL .+ 1455 1342 1 1.4 423 4 25 ♦ L. n'tPeak Hour Factor t 35 38 0 .00 0.96 ♦ 0 6 5 r 2 3e, h t r+ -► 6 1305 10 + 1436 1321 I'► f'I O nt 0 O Z 15-Min Count Period Be inninAt 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM Peak 15-Min Flowrates e♦ ides Heavy Trucks Pedestrians Bicycles Buses Stopped Buses Peak -Hour: 04:30 PM - 05:30 PM Peak 15-Minute: 05:15 PM - 05:30 PM MIXIMIMIMNWYIIIMMMINNMRM National Data & Surveying Services 4 1.5 2.3 00 1.5 0.0 4-` «% 4 I% 0.0 0.0 . ^"��„,t 8.3 7.9 0.0 - 4► D.0 Do "AL h 0.0 i 1.5 0 0 0 ♦e0 21 0 0 0 41 ♦ 4 t ` ♦ D rD e*� Astronaut Blvd/SR AIA Astronaut Blvd/SR Al A Northbound Southbound Left _.. Thru R U RLt U eft Thru R_......._...........__' R Rut....................... p,rv, o O 331 2 0 2 353 2 0 0 0 2 0 4 333 3 0 5 360 0 1 0 0 3 0 O 267 0 1 5 368 0 0 0 1 0 1 344 2 0 6 350 1 0 1 0 0 1 0 O 361 5 0 8 351 0 0 0 0 0 0 1 270 3 0 2 335 4 0 Cl0 1 0 1 303 0 0 3 336 4 0 1 0 4 0 Northbound Southbound Eastbound 1 h .. w.wR...t_....0 err. r�cu Left Thru R w�ma.HIu. ...ry.. �.....�Lefty Th Thru L 147 4 4 v,.ra. ia�nru. O 48 0 0 0 36 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 Imperial Blvd Eastbound Left Thru Runt U R` Imperial Blvd Westbound Thru Hourly Total Total 696 702 2790 718 2820 653 2725 717 2731 732 2014 623 1282 659 659 Total �� N/S Street: Astronaut Blvd/SR A1A National Data & Surveying Services Site Code: 23-130094-001 Date: 03/28/2023 Weather: Sunny City: Cape Canaveral County: Brevard Count Times: 07:00 - 09:00 16:00 - 18:00 Control: 2-Way Stop(EB/WB) Speed: 45 MPH National Data & Surveying ServicesIntersection Turning Movement Count Location: N Atlantic Ave & W Central Blvd City: Cape Canaveral Control: Signalized NS/ EW Streets: Project ID: 23-130094-002 Date: 3/28/2023 Data - Total N Atlantic Ave N Atlantic Ave W Central Blvd W Central Blvd PM 0 NL NORTHBOUND 0 0 NT NR 0 0 NU SL SOUTHBOUND 0 0 ST SR 0 0 SU EL EASTBOUND 0 0 ET ER 0 0 EU WL WESTBOUND 0 0 WT WR 0 WU TOTAL 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 2 9 10 11 10 13 5 9 48 3 38 7 54 5 57 2 42 2 42 7 50 5 51 3 0 7 0 4 0 16 0 11 0 14 0 6 0 16 0 11 50 54 66 75 40 43 48 51 11 15 23 14 17 10 15 9 1 13 0 21 0 10 0 13 0 20 0 19 0 13 0 18 26 19 19 22 26 30 28 17 23 10 14 12 11 21 18 12 0 4 0 5 0 3 0 7 0 2 0 2 0 4 0 3 22 18 9 14 19 19 14 15 17 18 14 19 14 21 14 18 0 227 0 218 0 243 0 257 0 217 0 233 0 230 1 218 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 69 382 34 0 85 427 114 1 127 187 121 0 30 130 135 1 1843 APPROACH ^/o's: 14.23% 78.76% 7.01% 0.00% 13.56% 68.10% 18.18% 0.16% 29.20% 42.99% 27.82% 0.00% 10.14% 43.92% 45.61% 0.34% PEAK HR : 04:30 PM - 05:30 PM TOTAL PEAK HR VOL : 44 195 16 0 47 224 64 0 62 97 58 0 14 61 68 0 950 PEAK HR FACTOR : 0.846 0.855 0.571 0.000 0.734 0.747 0.698 0.000 0.775 0.808 0.690 0.000 0.500 0.803 0.810 0.000 0 924 0.911 0.798 0.775 0.851 LOCATION: N Atlantic Ave & W Central Blvd PROJECT ID: 23-130094-002 CITY/STATE: Cape Canaveral, FL DATE: Tue, Mar 28, 2023 4 335 325 64 224 47 . ♦ Peak -Hour: 04:30 PM - 05:30 PM + Peak 15-Minute: 04:45 PM - 05:00 PM L. 1.8 2.5 4.7 1.3 0.0 At 169 62 peak Hour Factor 68 143 2.4 0.0 S t 2.9 1.4 < 0 0 0.0 217 58 Z r 14 160 - 0.0 0.0 Z r 0.0 0.0 7h + 4. ,per 296 255 ♦ ,.;'A I t 7+ + h ♦ ,7_, 1.0 2.7 2 2 ♦ 42-4 National Data & Surveying Services 0 8 13 + 4 4 + ♦ 2 0 4 t 1s 4 * ♦ 6 North 23-130094-002 1 '4 r 6 ♦ ♦ h 72 7 �._ �1 8 0 7 + 1--1«; i .o.L. + . ...L _.., 6z z r r6 s a If '14 -ri + ,7 15-Min Count Period Beginning At N Atlantic Ave Northbound N Atlantic Ave Southbound W Central Blvd Eastbound W Central Blvd Westbound Total Hourly Total Left Thru Rgt U R" Left Thru Rgt U R" Left Thru Rgt U R" Left Thru Rgt U R" 04:00 PM 04:15 PM 04.30 PM'. 04:45 PM 05,00 PM 05;15 PM 05:30 PM 05:45 PM Peak 15-Min Flowrates 2 48 3 0 9 38 7 0 10 '. 54 5 0 11 57 2 0 10 42 2 0 13 ', 42 7 0 5 50 5 0 9 51 3 0 Northbound 7 50 11 1 4 54 15 0 16 66 23 0 11 75 14 0 14 40 17 0 6 43 10 I 0 16 48 15 0 11 51 9 0 Southbound 13 26 23 0 21 19 10 0 ! 10 19 1 14 0 13 22 12 0 20 26 : 11 0 19 30 21 0 13 28 18 0 18 17 12 0 Eastbound 4 22 17 0 5 18 18 0 3 9 . 14 0 '. 7 14 19 0 2 19 r 14 0 i 2 19 '. 21 0 ' 4 14 14 0 3 15 18 1 Westbound 227 218 243 257 217 2 230 218 Total 945 935 950 937 898 681 448 218 Left Thru Rgt U R" Left Thru Rgt U R" Left Thru Rgt U R" Left Thru Rgt U R" All Vehicles Heavy Trucks Pedestrians Bicycles Buses Stopped Buses 52 228 28 0 4 12 0 0 16 4 12 0 0 64 300 92 0 0 12 4 0 12 20 24 0 0 80 120 84 0 0 0 0 0 20 0 4 4 0 28 76 84 0 0 0 4 0 4 0 4 32 0 1236 36 52 104 Nt National Data & Surveying Services Site Code: 23-130094-002 Date: 03/28/2023 Weather: Sunny City: Cape Canaveral County: Brevard Count Times: 16:00 - 18:00 Control: Signalized SIGNAL TIMING PHASES 1 2 3 SL/ST 00:15 - - N L/S L - 00:14 00:15 NT/ST 00:41 00:45 00:36 WL/WT 00:29 00:17 00:24 EL/ET 00:22 00:25 00:20 N/S Street: N Atlantic Ave Speed: 25 MPH North 23-130094-002 HdW SZ :paads 2021 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 7000 BREVARD COUNTYWIDE WEEK DATES SF MOCF: 0.95 PSCF 1 2 3 4 5 6 7 * 8 * 9 *10 *11 *12 *13 *14 *15 *16 *17 *18 *19 *20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 01/01/2021 01/03/2021 01/10/2021 01/17/2021 01/24/2021 01/31/2021 02/07/2021 02/14/2021 02/21/2021 02/28/2021 03/07/2021 03/14/2021 03/21/2021 03/28/2021 04/04/2021 04/11/2021 04/18/2021 04/25/2021 05/02/2021 05/09/2021 05/16/2021 05/23/2021 05/30/2021 06/06/2021 06/13/2021 06/20/2021 06/27/2021 07/04/2021 07/11/2021 07/18/2021 07/25/2021 08/01/2021 08/08/2021 08/15/2021 08/22/2021 08/29/2021 09/05/2021 09/12/2021 09/19/2021 09/26/2021 10/03/2021 10/10/2021 10/17/2021 10/24/2021 10/31/2021 11/07/2021 11/14/2021 11/21/2021 11/28/2021 12/05/2021 12/12/2021 12/19/2021 12/26/2021 * PEAK SEASON - 01/02/2021 - 01/09/2021 - 01/16/2021 - 01/23/2021 - 01/30/2021 - 02/06/2021 - 02/13/2021 - 02/20/2021 - 02/27/2021 - 03/06/2021 - 03/13/2021 - 03/20/2021 - 03/27/2021 - 04/03/2021 - 04/10/2021 - 04/17/2021 - 04/24/2021 - 05/01/2021 - 05/08/2021 - 05/15/2021 - 05/22/2021 - 05/29/2021 - 06/05/2021 - 06/12/2021 - 06/19/2021 - 06/26/2021 - 07/03/2021 - 07/10/2021 - 07/17/2021 - 07/24/2021 - 07/31/2021 - 08/07/2021 - 08/14/2021 - 08/21/2021 - 08/28/2021 - 09/04/2021 - 09/11/2021 - 09/18/2021 - 09/25/2021 - 10/02/2021 - 10/09/2021 - 10/16/2021 - 10/23/2021 - 10/30/2021 - 11/06/2021 - 11/13/2021 - 11/20/2021 - 11/27/2021 - 12/04/2021 - 12/11/2021 - 12/18/2021 - 12/25/2021 - 12/31/2021 1.02 1.02 1.03 1.02 1.00 0.99 0.98 0.97 0.95 0.94 0.93 0.91 0.92 0.94 0.95 0.96 0.96 0.97 0.98 0.98 0.99 1.00 1.00 1.01 1.01 1.02 1.03 1.04 1.04 1.05 1.06 1.06 1.07 1.07 1.07 1.06 1.05 1.04 1.04 1.03 1.03 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.02 1.03 1.07 1.07 1.08 1.07 1.05 1.04 1.03 1.02 1.00 0.99 0.98 0.96 0.97 0.99 1.00 1.01 1.01 1.02 1.03 1.03 1.04 1.05 1.05 1.06 1.06 1.07 1.08 1.09 1.09 1.11 1.12 1.12 1.13 1.13 1.13 1.12 1.11 1.09 1.09 1.08 1.08 1.07 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.07 1.07 1.07 1.08 08-MAR-2022 12:36:27 830UPD 5 7000 PKSEASON.TXT APPENDIX B Existing Intersection Capacity Analysis Worksheets 111111010i 1111,1111,11111111111111111111111111111111 111111111111111111111111111$11111111111111111111111111111111111,111 1„1"1" 'a, 1111 1V11111141"u'iohccol,11.1"1,041 111111111,11)111)1111)111)„,,,„„11,1111111,11 General Information Site Information Artallyut 'ES Intersection Agency/CC. 7P01, II nc,„ Azisdietion Dabs Performed Aa0ysis Year 71M1,2 Airiatyeed intersection Ofientation PirjctaSEC:liption .3/201202.3 I 2023.. 148rd-1-South .5725 EastiWest Street IritorthiSouth Street SIR Al A, Am pedal° Blvd Cape Canaveral Imperial Blvd SR A1A Pealk Hcs,Jr Factor 0.9'1 ---------------------- ---------------------------------- Anaiyais Time Period (firs) 0.25 --------------------------------------, Lanes Vehicle Volumes and Adjustments Approach Eastbound 114avement U. L 'T R. Priority Number of Lanes Configuration MOlume (vaittoibui Pentent Heavy Vehicles Ploportion ithle. Blocked Percent rads (%) --------------------- Right Turn Channafited -------------------------- Via:18am Type° Storage 11 0 0 II "I '4f t t, r Left Onlly Critical and Follow-up Headwar. 3.3seCticall Headway Isseci, 7..5 05.5 6.9 ,----------------------- CriticaV Hda cc 7.52 6.50 6.90 lase Fellow -Up Headway IFoVIllow-lip Headway iisec) 4„0 3.3 ALDD 3.30 Delay, Queue Length. and Level of Service Sr.VC11,1:11'il:0711"1 Westbound 8 L10 12 7 5 5 5 6.9 7.50 6.50 8 90 3 5 4213.3 „„„„„„ ------- 3.50 4.00 11rThbc nd L 7 1 I 2 '1 I 0 1...11.4i41 L. 4i414.0,11..1 410 II 2.20 Southbound L 7 IR O 2, Cr° 30 823 ..............................................11,...../... ....../... .......... .........../ ........./ ................/.1 f........./. IYIYIYIYIYIYIYIYIYIY.......K. ......../ ....... .......... ............ ....... lc rAj Rate, v Vielnihi, 0 0, 2 1 111 33 —,..., [ Capacity c Jl' i 0 0 448 .........., ........... 7312 ........... ..................... 570 iiiic IFied.o I GM 0.00 0.06 „--- 95% Queue Lengyth Q0,0,1 NEM : 0.0 00' 0_2 --------------------------- —,,,,,,,,,,,,,,,,—, Control IDellay iis/valhil I 13 1 2 2 Lave° ,of Service0°U05°, 13 A -------------------------- ---,v.—, ----- Approach 'Delay iislivehi, 0 0 0 4 .-----------vvviviviiiiiiiiiiiiiiiiiiiiiiiii4iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii„ dczawaivitaivitaa Avivivivivivaitaivita alfaiit alfaitaffaitalf Await alta.........r adczaa altalf Atiitalf altalf altaaltalfaitalfaitalfaitalfaitalf altalf altitarn aaitaltalf altalf Atiitalf alfaitifi....faitalfaitalfaitalfaitalfaiti.......r TR 0 Approach !LOS A, A Zopyright 2223 University ,of Florida. Ali Rigints Reserved. <STU 7W55. Version 2022 Generated: 5/3012023 4,29:139 PM .;P ,kr ImniaBimO R111,11 - '7.1tirl,-,..111,11101 1111111111'111111111111111111111111111111111111111111111111111111,11011111,11011111,11011111,1111111111111111111111111,1101111.011111.11011111.11' 0111111111111111111111111111111111111111101 , 0000 00 „„„......0100,00,00 111111111111111111..1.1.1.1.1.1.1. III 1111111 1 11111111111111111111 11111 „i0iiitlilliiii00111111031110000.0101„„„.1.111 11111 110 iiiliv AI A V eneral Information Anaoyst .ss A.gancy/CO. Date Pshformed .3/30/2023 Aniaysis Near 2023.. Time Analyzed Existing DM 1 North -South intersection lOrteritation Proyect DeaCription Lanes. 57.35 Site information Intersection SR Al A, & imperial Brid durisdiotioin Cape Canaveral Eastiddliest Street 4.1.101160040.10110.0.01.1.0.110411011001100.111.11......1011.110 North/South Street 371 OKA Vi901 Peak. Hour Factor Analysis Time Period rai Vehicle, Volumes and Adjustments, ......................................... MY Approach Eastbound Weisitticid rod [Northbound clbity 10 WMMMMMMMMPAY,WWMPUMWMPUMMI WMMMMMMMMMI WMMMMMMMI MMWMMMMMMINI WMMMMMMMI MMMUIMMMMMM WMMMMMMMMMIMAMMUIMMMM WILIMMMMMMMMI 1 1: 1 12 7 8 g 1, LI L '. 7' 1 2 MIT9MMN , R '1.000404.010060110..000.10040.0010000.0114.1.000../01,0100.0000.010.1.001../1 0101.01/000. .01.1011000... 00411.401110001 0 0 ,001101.000001.0 011011.011.0010101 0.0.110.014.0 • 100. 0,00.0.0.01.0 01150'.00 ' :1140.1.011,0ril 011010.0.100.' 0010.0.0.0. ' AIMMINAMM MMIAMMIAMA ------------------------------ 1miperial Blvd SR A1A 0.96 0.25 "777777 "7"7"7"7"7 ildlovement 'Number cif Lanes Configuration Volume Netidird 1 'Percent Heavy Nair/Idles id%) Proportion Tim,e. Birched , 000,0000000000 Dercent Grads Right Turn Channakzed i Median Type, 0 Storage Critical and Follow-up IHeadways Sete Critical Headway cc7..3 Criticad Headway rseidi E.ase Foamy-12p Headway feed) Follow -Up Headway //sec) 7 50 3 3 30 LTR„ 1 0 0 1 0 6.50 4/0 „--„- 4.00 Delay, Queue Length, and Level of Service LT 2 0 No L.reft Only 6.0 6.90 3.3 3.30 00.100.10010.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.00. 1,0100001001100101.11 111010.01.00.10 1111.0.0000.00 000,00,111 9Cr Vd, Rate id i'velriti 6 Capacity,. c Nehilh) .-,-------------------------- Ralt11,10, gig% Queue Length,. reehd Control Daley ids/Verdi Levei ,zif Semite i0U0S) 233 -...-.- 0.03 1 , 1, 5 X 1302 10 0101010.. 100041414141 • 0000100.1 010.01010101010 1 6..3 6.0 6.4 4..1 640 4.10 I" .3...5 40 3.3 2.5 2...2. 3.50 4.00 332 1 2.50 2.2,0 ff. 2 0.0 ,01011.0000001100. , 1111.0.0000.1.10 • 312 '0.3 20.2 13.6 15.3 0. C 11 6 330 0.02 011100110 1,01010.00,10 Soidtrobound L T 21 4U 1 5 6 .00.01010.0.0 '' 2. 0 7 TR 1.24 '142 0 6,40 4.10 2.5 22 2.50 2.20 .01100.011.01.1. .2.5 472 .m..m.m.. 0.06 i Approach Daley dalverfi 26.2 16..9 0 1 13 2 -----,-----,---- ---,--,--,---,---, ----,---,---,--,-- ,---------,---,- _0 Approach 1LOS C C A A Copyright 1620.23 Undshersrty of Rohde. Art Rights Reserved. HC5Tra TiNSC Version .2/22.2. Generated, 3/30/2023 4200312 OM c..q Lib. Z APPENDIX C ITE Trip Generation Sheets Hotel (310) Vehicle Trip Ends vs: Rooms On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 7 Avg. Num. of Rooms: 148 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Room Average Rate Range of Rates 7.99 5.31 - 9.53 Data Plot and Equation Standard Deviation 1.92 2,500 2,000 uj c. 1 ,000 1257 1 238 1,000 X Study Site xx x x x 1 55 50 100 150 X = Number of Rooms Fitted Curve Equation: T = 10.84(X) - 423.51 Fitted Curve x 200 250 300 Average Rate R2= 0.85 Trip Gen Manual, llth Edition • Institute of Transportation Engineers Hotel (310) Vehicle Trip Ends vs: On a: Setting/Location: Number of Studies: Avg. Num. of Rooms: Directional Distribution: Vehicle Trip Generation per Room Average Rate 0.46 Data Plot and Equation Rooms Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. General Urban/Suburban 28 182 56% entering, 44% exiting Range of Rates 0.20 - 0.84 Standard Deviation 0.14 100 x x 70. 1:) 0 X Study Site 100 X X X X X 1 55 200 300 400 X = Number of Rooms Fitted Curve Equation: T = 0.50(X) - 7.45 Fitted Curve Average Rate Rz= 0.84 500 Trip Gen Manual, 11th Edition • Institute of Transportation Engineers Hotel (31©) Vehicle Trip Ends vs: On a: Setting/Location: Number of Studies: Avg. Num. of Rooms: Directional Distribution: Vehicle Trip Generation per Room Average Rate 0.59 Data Plot and Equation Rooms Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. General Urban/Suburban 31 186 51% entering, 49% exiting Range of Rates 0.26 - 1.06 Standard Deviation 0.22 co w 1- 300 200 100 X Study Site Fitted Curve Equation: T = 0.74(X) - 27.89 x X X X 100 20 300 400 X = Number of Rooms Fitted Curve Average Rate R2= 0.78 500 Trip Gen Manual, 11th Edition • Institute of Transportation Engineers APPENDIX D Model Distribution Plots 159 15 24 4 23 4 24 4 4 F-k 1 TPD#5785 CFRPM v.7 h,„,h Ce S e t 0 ) 29 3 0 94 ,,,,,, ----- 4 2 1 2 CFRPM v.7 TPD#5785 C e 101 S e t (:) ) APPENDIX E Trends Analysis Worksheet Average Daily Traffic (Vehicles/Day) Traffic Trends - V3.0 SR A1A -- 0.262 Mi S of Dave Nisbet Dr IFIN# (1234 Location 1 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 0 =Observed Count Fitted Curve County: Station #: Highway: 2015 2020 2025 2030 2035 Year Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2021 to Design Year): Printed: 911 41.21% 3.32% 2.77% 29-Mar-23 Straight Line Growth Option Brevard (70) 0354 SR A1A Traffic (ADT/AADT) Year Count* Trend** 2015 24000 27600 2016 29000 28500 2017 33000 29400 2018 32000 30400 2019 32000 1 31300 2020 1 31000 1 32200 2021 I 31500 33100 2023 Opening Year Trend 2025 Mid -Year Trend *Axle -Adjusted 38600 !FIN# Location 50000 45000 40000 la 0 35000 a 30000 0 25000 L i— >, 20000 0 m 15000 (a Q 10000 5000 0 2015 Traffic Trends - V3.0 SR A1A -- 0.19 Mi N of Hendry Ave 2020 o Observed Count Fitted Curve 2025 Year 2030 **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2021 to Design Year): Printed• 946 64.43% 3.35% 2.74% -Mar-23 Straight Line Grotth Option County: Station #: Highway: 2035 Brevard (70) 0135 SR A1A Traffic (ADT/AADT) Count* Trend** 2015 29000 28400 2016 29000 29300 2017 30500 30300 2018 28500 31200 2019 } 34500 32200 2020 33500 33100 2021 33500 34100 2023 Opening Year Tren 2025 Mid -Year Trend 2025 NIA 37800 2027 Destqn Year Trend 2027 NJA 39700 TRANPLAN Forecasts/Trends *Axle -Adjusted APPENDIX F Projected Intersection Capacity Analysis Worksheets 11111111111 01p1:1:;ipp,:i,lippilql:1:;ipligi,lipp,:i,p,p11:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:11p1:,1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:1:;p1q1:11::- hitformation Analyst AgainyrCi. Date Performed Analysis Year Time .A.panyzed intersectionlOnientetion Project Description Site Information w :ES I me:Hie:don SR Ail A ,8„. ,niperiall Blvd 7P4)I, inc. ,hyrisdicticin Cape Carenrerei mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm, .3,30/2223 EastinWest Street. Imperial Blvd 2.025 Nrthu'ISoLith .5treat SR A1 A iNorth-Soutin 5'72,5 Peak Harr Factor Analysis Time Period rIhrii 0.25 ------------------------------------- Lanes Vehicle, Volumes and Adjustments, Approach Movement 714Drity INumber of Lanes I Configuration Volume firehlini Percent HEEVy ViiilkOfEE Proportion Time Blocked Percent Grade IRight Turn Channelip,ed Meciian Type II Storage Eastbound T ....... 10 1 1 '12 0 Oitical and Fdllow-up Headways 0 Base Criticall Headway Ilaeci 7.5 Critical Headwall ilseci 7.50 Base Foillovir-Up Headway road) Foilllow-Uip Headway ilsec) 3.5 3.5"2 LTR 0 01 0 11 '011,,"91:4 Yf 0411 l'Yd.,17111 w E'Ett..01,.1 rid IR 7 8 OF OF OF OF OF .4,..4,40.4,4,..4,4 0 1 Left Only ........................ 5.5 5.3 rearmantwornnmnrn rnnmnrnnmnrnnmnrn 6.50 5.00 40 3.3 4.0.0 3.30 Delay; Queue Length, and Level of Service NYWYKYKYKYKYKYWYWYKYWYKYWYKYWHYWYKYWYKYWYWYKYKYWYWYKYKYWYWYKYKYWYWYKYKYWYWYKYKYWHI fYKYKYKYWYWYKYWHI .64.44.44.444W. .../14444.4444. Fdl vd,' Rate, vvi 0 Capacity c fiirerriliU int Ratio 9.5% Queue Length Q Mann LI I I R 3 0 I3 7.5 I 5r5 I 6.g 7.50 6.50 5 ge, 35 4.0 3.50 4.00 131 o.o a 3.1 a 410 ,------ 0.02 0.1 Northbound 7 0 1 2 7 0 0 I 1164) 0 3 71 3.20 0 0 Control Deiary isnieni 33.2 I 1.3,2 10.0 ID 3, 3 I .......................................— ......— ........ Approach Delay listirelifi 1,g...5 0 0 0 5 i...6•46•46•46,,,arn.,...........V.r.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.faa a" WAV.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.V.faaa . W... a If Atif a a altalf a Waif a Waif Afarnaaaaaaaaaaaaaaaaaaaa ... a :fait a If alf a If alf a If alf a a alf a If alf alt.:Waif a If alf a If alf alf alf alf alf ,..... VaeaCita It If alf alf alf alf alf alf altif,....V.V.V.V.V.V.V.V.V.V.V.M0 • 4L HHHHHHHHHHH Sputhbound IL 1 R ....... 2, 0 ........ 30 'TR 01 4.2. 526 0.08 03 7 824 Approach ILOS A Copyright 2.023 University or Florida.. AI, Rights Reserved. HI251111 7W54) Version 2022 '717 A, . CtrnUarhar11 LEA vt,,,Au A Generated. 5.1.32,r2025 4.28:22 PM 00 00 fi OMOD,J,OMJ001,1„ 1110MOMV„i0,V„V, DflDfl Ivolo ' 1,i1011„,,„1„,j1V1„111111.„101,,j1V1„,,„,,„,,„,,„,,„,,J11J1.1,„,,„,,1111111111111111111111,111111,111.,,„„0 „OIL 1.0.11,11.0.11,11.0.11,11.0.11,11.0.11,111111.0.11,1111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,1111111111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11111,11,11,11,11,11,1 General information Site Information Artallyyt SS I intersection SR A1A & en penal Elvd Agency/C.o. WV r. jurisecticin Cade Canaveral Data Performed Analysis Year .3/301202.3 2.02.3 fine .Arraatyzed, Projected IPM lInterseedon thientatied 7:11Djact Ds:cutlet:ion North-Sr:10th 1------------------------------------- 373.5 East/West Street North/South Street I moerlall Elvd SR A1A Peak HCP,if Factor 0.96 ---------------------- Analysis Time Period itirsi 10.23 Lanes Vehicle Volumes and Adjustments Approach Eastbdund l5rnn U L 7 Priority 10 11 Numllber of Lanes Configuration Volume dideintht Percent HE Verilcies Proportion TEnte. Blocked Perc:ent rade l',%) mnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmnmn, IIRight Turn Channelliz.ed Medan Type II ,Storege. Critical and Follow-up Headways a L7R„ 0 0 12 0 Left Only Ease Chticall Heethdaysc 7.5 53 6.9 Crltilcel Headway Ilseei 7.52 6.50 5.9.0 Sas F -Up Headway decil. FoVIII,ow-gdp Headway 'deed) 4 0 3 3 4120 3.30 Delay, Queue Length. and Level of Service Flow Sate. Capacity... c lmen/119) Ratio gs% Queue Ln1)th QNeln) Centre, Delay (Islyeni ILevel Of Service Approach 'Delay ladisehi ApproachIDOS --------------------------. t est bau nd 7 LT I 6 0 7 8 R 45 0 7 5 5 E 6.9 6 4 7.50 6.50 7/26 6.410 3 5 4211, 3(.3( 3.50 4.00 3 32 .47 349, 013 0.5 Northbedund L 3 0 Southdeurrid IL 4 1 64 41 4.1 6.40 4.10 12 3.32 01 23.'1 .4 .3, 1E9 '162 0 3 C 1 C 2.3.1 2.0.5 0 1 34 436 0.08 14.0 0 3 C A A ----------------------. T 152, Copyright q.1 202.3 University .of Florida. Ali Fights IReserided. HCS114 TWSC: Verslron 2222 Generate& 3/.3012023 4:26:40 PM 7.P' .1;,,,u I:AA! nctum General Information I :ES AgieroyilCo. TP0,. lInc. Data Partormed Apaysis Year "E.1111,2 .4„rialyzed lIntersection Orientation PTO ject Description Lanes .312012013 2.042.3 Site Information Intersection I SIR Ai1A 6. Site Access *1 Jurisdiction CEIPe Canaverai EastMestStreeti hiorthiSout In Street Peak HCRJ r Factor Site .Access01 SR Al A I if /onith-South Analysis Time Period ihrsi I 0.25 ,-------------------------------------- 3733 Wilde Volumes, and Adjustments, IMioniennent I Priority ..............................M Number of Lanes Configuration 1.16.4141414141.14.41.14.41.141.141.141.141.141.14.41.141.141.141.141.141.14.6., lEhlrn cant Heavy Vehliclas Proportion Time Biocked Percent Grads Right Turn ChanneVized I,EcjIi.an Type II Storage Critical and Follow-up Headways Base Critical Headvisy zec 5 I Criticai Headway iseci 7.56 .35 Eastbound rrrrrrrrrrrrrrrrrrrrrrrrrr, 0 :wovseau4A4.44.4 141.4.44,(A4W 141.4.44,(A4W 1, 41% 4, L. IL ViJestOciJ rid Siase Foillow-Up Headway Foilllow-Up Headway {sec:l Delay, Queue Length, and Level of Service Ficrini Rate. liven/11i Capacity c Wehlh) gSfe Queue Length Cbi, Nen) Contrci Delay isiiveni ILevel &Service 00LI55i Left - Thru rrrrrrrrrrrrrrrrrrrrrrrrrrrr, Nort:hboii, rid L T w 0 1 I 2 O aaaaaaaaaaa, umAyaaaaaaaa 0 I 1136 .......... ..........- I 6.g 4..1 4.11 6...g6 4.16 I 4.16 I 3.3 3.53 3 33 2.23 2.23 , 4 25.2 Cu 372 35 14.7 B 533 0.04 A.ppric.ach Dellay lislivehi 2..5...2 0 0 0 1 Approach ILOS . Di A A Coorlight i'01 .2523 University of IFIloride. Al{ Rights. IRearrie. HCSVig TWSCI Version 202.2. Opheratedi0 3130./2023 IV5:036001 At/ 111111111111111111111111111111111111111 General Information Analyst SS Agehoy/Co. TP0.. Date Performed .3130/2023 • Ana°ysis YEW 2.02.3 Site Information Intersection SR A1A, ,5°. Site Access #1 Jurisdiction Cape Care/here Easti"West .Streat NorthiiSouth Street -F.1111,E Analyzed Projected Ph°1 Peak !4CP,Vr Factor • „„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„, intersectionlarientation IN.:hit-South Analysis Time Period V:ihrs) 0.2S ----------------------------- -------------------------------------- Project DeschIption Site .A.ccess #1 SR Al A Lanes HHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHHY, Vehicle Volumes and Adjustments A.c poach Eastbound IMPihement U L '7 R I Priority 10 11° 12 INumber of Lanes 0 CoruiratilD 1.4.414141414141414.(1.4.(Iillaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaillaillailla, Vollurne 1-ierc,ent Heavy Proportion Ti Eflocked Percent Grade. IRight Turn Channeided .krlardian Type° Storage Critical and Follow-up Headways laze Oriticell Headway zec 51 6.9 4..1 4..1 0 44.41411,..... /4.4 i...44r 1144.444.41411. " viaaaaaaaaa r rArdrr Cre,rvr, Irdrroir WEStbCrJnd rrrrrrrrrrrrrrrrrrrrrrrrrrrrr, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, rrrrrrrrrrrrrrrrrrrrrrrrrr, rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr, 7 „„„„„„„„„„„„„„„ „„„„„„ 7 8 0 1 20 3 INorthboiund IL 7 2 0 0 „„„„—, 3 3 0 Scuthtiound 1430 Left 4 Thriu Critice° Headway1eacil 7.56 4116 4.16 Sate Foillow-Up Headway i'aecii FoVIllow-up Headway i1sec:° Delay, Queue Length, and Level of Service i:dlow Rate. Wielh/h1 Cepeck„ c Neni119). 17.ratD 93% Queue LnTh Q Mail) Control° laelay I:sheet-0i ILreuell of Senhce °0°_105°, mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm, Approach Delay ristiiielifi Approach ILO'S 3 5 w Copyright g .202..3 University of Ellorlide. Ali° Rights Reserved. Haw 7W 50 Version 2022... 3.53 3.3 2.23 372 0.00 0 33.2 IE B 412 35 2 0 0 0 2 2. 0 E. A A „„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„ „„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„ „„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„„ Generated: 3130/2023 1111111'1111111111111111111111111111111111111111111110101.0110111111,111,11,1,1,:,1111111111111111111I111111.101[001,11,III.liliVIVIIrlIL„I111111111111111111111111LIIIIIIIII111111111111111111.111' 111 No III 1110 101010 1110 100 "" 110 1111111111111111111111111IIIIIii II II II III II III II II III I II III II II III 1111111 II I III I II III II II III I II III III 4 I 1 11111 enteral Information ,Anallyst Agency/CD. Date Pe:domed Analysis Year Time Ainadyzed intersectionlOrientation 1 Pinaject DascriptiiD111 Lanes Site Information SS I nit eirsect on. dnc. Jidti .3/30/21223 Street 2021.IlificorthliSouth ,Strast 2TIDj acted AM Peak Hour Factor East-iNett 573S Vehicle Volumes and Adjustments Ado p se h iSsistbo dnd *est b od n d Analysis Time Period IfiFira lillodivementL L 7 R 1 Priority1J 1 2 1 3 vfild 4 ifidumber of Lanes 0 0 10 Configuration LT Volume 1 Per cent Heavy "Vehicles iiried Proportion Time Biroired Percent GraCk Right Turn ChanneVized 1 Median Tyo,eil Storage Critical and Follow-up :Headwalls Saze Critical Headway da ed.!' 4.1 10 43 Critic ad He,adway Sese Headway ftecil Foil:add-Up Headway /leech 4.13 2.2 2.23 Let Cinig Delay; Queue Length; and Level of Service 1 lone Rate. vhi h Capacity,. c fivehiih) Ralt:'11,0 0.5% Queue Length,. ill, ivehd Control Delay de/valid Lava itilf Service ii,UOS) ,/(0.11, 16•1.11 11 1614 DiDdi 0.0 94...0.1 .11,11,11,11,11,11,11.,1 Imperial Blvd 6„ Site Access *2 Cape Canaverai Imperial Blvd Site Ai *2 0.92 0.25 0 • "o".4".4", 01•10..(6, - w 0 1 Southibound „„„„„„„„„„„„„,„ 11 12 3 1.011/11.114•114 CI • "A 1070 CDT 0.0 8.4 ,A, - „„,—, Approach Daisy lisnierdi 1,4 2 4 Aipproach LOS AA Copyright fiEli 202.3 Urdversity cif Florida. AD Sights Reserved. HCSMO TV/SC Version .2022 Generated/ 3/22/2023 111:01:21"; POvri 7:i'dhum Efinmiloarh=ri L eneral Information 1111111111'1111111111111111111111111111011111111111111111111111110111.0011111.00111111111111011111111111111111l11,11,111111111111,11' ,I,I111111111111111111111111111111111111111111111111111111111111111.11111,11 yid , "'"I'""I'll'1111111111111111111'11'11111111 iiilliiv ifl 611 Site information .1111111, 111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 100,111,1000110,10000000,10,10,10,10,10,10,10,1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111HHHHHHHHHHHHHHHHHHHH111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111., Capacity,. chi 93% Queue, Lenth Q Nehi ControiDE)A1yisdniehid, Leve1,01 Serace OLDS) Approach Delay isloderh Analyst SS Agiencydda. 71,-0,. Data Pehformed A,rda1ysis 'near Time ,g,,r,alyzed, inter'section Crientation roject Description Intersection imperial Blvd 8. 11te ACC! *2 .11urisd1ititicin Cape Canaveral m . 3/30/2023 East/West Street imperial Blvd 210120 North/Soulth Strest 1i Site Access .11ta Peak Hour Factor 0.92 1 East-West Analysis, Time Period iihrsi 0.25 5725 Vehicle Volumes and Adjustments En'4;i7“ WoiC Approach Eastbound 'West bou rid Northbound itid1oirement U L 7 Ft U L 7 IR. 1.11 L 7 R ......................................... .....„ ......„ ......„ '........ ....... .....„ ............. .......„ .....„. ....... .........................„..........„.....„..,,......„.... .........., .,...5..il.,..... .0..0.. ...I..., ....,,,,,.. ........id ......., ,...,......,, r,...... .1.71i1Dirfity 1U 1 2 3 41.1 5 15 7 tilumber cif Lanes • d2 Configuration LT Volume timein/h) 11 Peritert Haar" Venades 159) 3 Aroportion Time &locked erce7t 11%) Right Turn ChannaVitied Median Type 1 Storage Critical and Follow-up 'Headways EISE Critical Headway iseci0.1 Cdticad Headway isett 5e Fodor d-ip He,adway ised.1 Folitaiti-Up Headway isec) 4.13 2.2 .2.23. Delay; Queue Length, and Level of Service 51ord Rate. V 111 12 1339 Let ChVy • 1;1 mmmmmmmmmmm rrrrrrrrrrrrrrrrrrrrrrrr- U L T R ,........................ ....dud.. TO i '11 12 ..... '.. ',.......),/ ',....... 0 ': 0, I Alcoproach11.101S .A A ZooyrigIrtIg 20.2.3 Unfi'vershty of Flloor1da. AD Rights Rent HCS'iRes TioAd15C. Version .202.2. Generate& 3/10/2023 120d2.3 AN J0, Cor,i=o-tuH; aN;P! 12 Atta ent 6 COMMUNITY APPEARANCE BOARD City Hall Council Chambers 100 Polk Avenue, Cape Canaveral, Florida 32920 Wednesday January 25, 2023 6:00 p.m. MINUTES CALL TO ORDER: A meeting of the Community Appearance Board took place on August 3, 2022, at City Hall Council Chambers, 100 Polk Avenue, Cape Canaveral, Florida. Vice Chairman Nienstadt called the meeting to order at 6:03 pm. The Board Secretary called the roll. ROLL CALL: Members Present: Bob Nienstadt Elana Whitehead Jalinda Coudriet Angela Trulcok Pamela Paisley Others Present: David Dickey Kyle Harris Anthony Garganese Patti Roth OLD BUSINESS NEW BUSINESS A. Board Matters: Vice Chairman Board Member Board Member Board Member Board Member Director, Community & Economic Development Senior Planner City Attorney Board Secretary 1. Approval of Meeting Minutes: November 16, 2022 — Motion to accept the minutes, made by Board Member Coudriet and seconded by Board Member Whitehead. Vote on the motion carried unanimously. 2. Level I Review Application for a 155-unit Hotel and Increased Structure Height not to exceed 65 feet - 642 Imperial Boulevard (Parcel ID: 24-37-15-00-804) - Jason Acree, Applicant Kyle Harris gave a short staff report on the application as well as provided a brief slide presentation to the Board. The Application is consistent with the City Code and Staff recommended approval. City of Cape Canaveral, Florida Community Appearance Board Meeting Minutes • Page 2 of 3 Jason Acree, Sr. Development Project Director and Wes Townson, VP of Development were present representing McKibbon Places. Mr. Acree gave a short presentation and also provided slides for the project as well as material samples they plan to utilize. Both gentlemen answered questions asked by the Board. Discussion ensued regarding the addition of another hotel, the appearance and color of the hotel, landscaping, sidewalks. The Board made suggestions to Mr. Acree and Mr. Townson. A motion was made by Vice Chairman Nienstadt and seconded by Board Member Coudriet to approve the Level I Application and the request to build the proposed structure to a height not to exceed 65 feet. Discussion ensued and Dawn Mays, owner of Imperial Boulevard, was present. Ms. Mays gave a short family history of Imperial Blvd. and stated that her intention is to construct sidewalks. A motion was made by Board Member Whitehead and seconded by Board Member Paisley to amend the first motion, to approve the Level 1 Application and the request to build the proposed structure to a height not to exceed 65 feet with conditions. Those conditions include: • the provision of a 24-foot landscaped buffer area adjacent to the SR A1A right-of-way; • construction of a 5-foot wide sidewalk along the property's frontage with Imperial Blvd.; • the installation of benches/seating along the ease and south facing sides of the hotel (said seating shall be consistent with the overall design of the hotel structure); • the building shape/footprint shall reduce in width from east to west as indicated on the submitted concept site plan as included in the application; • exterior lighting of the building shall be consistent with City Code, additionally; lighting shall meet applicable City and State turtle protection requirements (no "up" lighting shall be allowed). Vote on the motion carried unanimously. A motion was made by Board Member Whitehead and seconded by Vice Chairman Nienstadt to adjourn. Vote on the motion carried unanimously. ADJOURNMENT: The meeting adjourned at 7:39 PM. Approved on this day of , 2022 City of Cape Canaveral, Florida Community Appearance Board Meeting Minutes • Page 3 of 3 Bob Nienstadt, Vice Chairman Patti Roth, Board Secretary SITE LIGHTING PLAN 3/64" = 1'-0" IN PROGRESS 208 VOLT BRANCH CIRCUITS UPTO 20 AMPS RUN DUTANCE IN FEET 412 RUN DISTANCE N FEET 410 46 46 WIRES BASED ON LOAD AND LENGTH OF RUN AS NDICATED IN SCHEDULE ABOVE. SITE LIGHTING GENERAL NOTES: ALL WIRING IS TO BE 41.2 AWG AND ft.,. GROUND MINIMUM TRHN ,911 DEG. IN 1 SCHEDULE all PVC P.IINII.ALIM SIZE, TRENCH 30" DEEP. CLEAN BACKFILL USING., MATERIALS CAN BE USED. PROVIDE PREMIUM BAC KFILL N,HERE SITE MATERIALS ARE NOT ACCEPTABLE FOR USE. ALL CDNOUIT ENTRIES TO THE BUILDING SHALL PITCH AWAY FROM BUILDING WALLS. SEAL PENETRATIONS WATERTIGHT WITH LINK -SEAL PIPE SEALS OR APPROVED EQUIVALENT. PROVIDE WARNING TAPE ABWE ALL ELECTRICAL CIRCUITS. WARNING TAPE FOR SITE LIGHTING CIRCUITS TO BE [..BEL0'.., GRADE, 3,10E RED WITH ELECTRICAL VvARNING. ',l1.!F,r PATCH EXISTING PA, ING AS REQUIRED FOR THE INSTALLATION OF NEN ViIRING NHERE PAVNG DESIGNATED FOR DESK -TO -DAWN OPERATION SHALL BE CONTROLLED BY AN ASTRONOMICAL SWITCH OR PHOTOSENSOR. ALL TIME SWITCHES SHALL RETAIN PROGRAMMING AND THE WE SETTING DURNG TNAT WILL REDUCE THE LUMINARIES PO,ER BY 33 PERCENT OR TURN OFF ONE THIRD TNE LUMINARIES WHEN NO ACTIVI, IS DETECTED. THE BASE COVER. PRECAST POLE BASES BE UTILIZED. ALL POLE BASES SHALL NAVE A HONEYCOMBING AND D MADE SMOOTH oiRErnoa. AFTER TUBE REMOVAL. COAT WITH nvo RJ COAT MARKINGS FILLED L"PERMANUFACTURER, POLE BASE DESIGN MUST BE VERIFIED WITH LOCAL GRADE CONDITIONS FOR DENSITY AND CONSISTENCY. GONTRACT,OR SHALL pROVIDE EXTERIOR UGNTINO MUST BE CONTROLLED B.), PHOTOCELL WITH A •:~BASE- Ar_rilecls1,glneers 0esipners 2901 Clint Moore Rd.4114 Boca Ratan, FL 33493 888.901.8008 www.base-8.com Ricardo J. MunizGulllet AIA 2030 8abersham TRCE Cumming, GA 30041 964.812.6660 rick@base-0.cam MEP Engineer Garry Vermaas PhD, PE 2183 S Berrys Chapel Road Franklin, TN 37069 garryv@base-4.com Seal 2023/06/23 5'.15'.34 PM MHG CAPE CANAVERAL HGI, LP o[vELoanT MANAGER: McKibbon Places Jeffrey Whelan Jeffrey.Whelan@mcklbbonplaces.com 678-361-0183 PROJECT INFORMATION lit Garden GAPE CANAVERAL, BREVARD COUNTY, EL-32920 VERSION 9.3 1:1ELTH ISSUE DATE DESCRIPTION CURRENT ISSUE PROGRESS SET CURRENT ISSUE DATE. 2023.06.23 DRAWN Nv. NRM CHECKED BY, GM/ PROJECT ft B4-169-2301 SHEET NAME SITE LIGHTING PLAN SHEET NUMBER! LT-200A SITE PHOTOMETRICS PLAN 3/64" = 1'-0" IN PROGRESS • • LETO OJCICCP POOL Fc FL •:~BASE- Ar-_rltecls rs 0esipn ers 2901 Clint Moore Rd. 4114 Boca Ratan, FL 33493 888.901.8008 wRw.base-8.com Ricardo J. MunizGulllet AIA 2030 Habersham TRCE Cumming, GA 30041 964.812.6660 rick@base-0.cam MEP Engineer Garry Vermaas PhD, PE 2183 S Berrys Chapel Road Franklin, TN 37069 garr9N@base-4.com 2023/06/23 5'.15'.36 PM MHG CAPE CANAVERAL HGI, LP o[vELoanT MANAGER: McKibben Places Jeffrey Whelan Jeffrey.Whelan@mckbbonplaces.com 678-361-0183 PROJECT INFORMATION lit Garden GAPE CANAVERAL, BREVARO COUNTY, ELa2920 VERSION 9.3 1:1ELTH ISSUE DATE DESCRIPTION CURRENT ISSUE PROGRESS SET CURRENT ISSUE DATE. 2023.06.23 DRAWN NY. NRM CHECKED SYL GWV PROJECT ft B4-169-2301 SHEET NAME SITE PHOTOMETRICS PLAN SHEET NUMBER! LT-200B TRANSFORMER , 8® J-SOX FOR SITE SNAG= SPLIT -PHASE VOLTAGE DROP SCHEDULE 208 VOLT BRANCH CIRCUITS UP TO 3.4 AMPS RUN DISTANCE IN FEET WIRE SIZE AWG 208 VOLT BRANCH CIRCUITS UP TO 4.5 AMPS RUN DISTANCE IN FEET WIRE SIZE AWG 208 VOLT BRANCH CIRCUITS UP TO 6.7 AMPS RUN DISTANCE IN FEET WIRE SIZE AWG 412 208VOLT BRANCH CIRCUITS UP TO 7.8 AMPS RUN DISTANCE IN FEET WIRE SIZE AWG 21331 208 VOLT BRANCH CIRCUITS UP TO 21 AMPS RUN DISTANCE IN FEET WIRE SIZE AWG 412 WIRE SIZES INDICATED IN PANEL SCHEDULES ARE MINIMUM WIRE SIZES. CONTRACTOR SHALL UPSIZEWIRES BASED ON LOAD AND LENGTH OF RUN AS INDICATED IN SCHEDULE ABOVE. ELECTRICAL R00191 MINIMUM WIRE & CONDUIT SIZES FOR CIRCUIT BREAKERS AND FUSES AMPS CONDUCTOR GROUND 412 9112 20 12 25 410 010 010 BIC 010 010 010 010 60 80 100 ROOF, rya STATION PROVIDE THE FOLLOWING QUANTITIES 1 POLE CIRCUIT-1 HOT, 1 NEUTRAL, 1 GROUND 2 POLE CIRCUIT-2 HOT, 1 GROUND 3 POLE CIRCUIT-3 HOT, 1 GROUND 1 POLE IG CIRCUIT-1 HOT. (NEUTRAL, 1 GROUND. 1 ISOLATED GROUND BEY. R0091 SITE POWER PLAN 3/64" = 1-0r' GENERAL NOTES 2. ALL CONDUIT ENTRIES TO THE BUILDING SHALL PITCH AWAY FROM BUILDING MALLS. SEAL PENETRATIONS VJATERPGNT 9911991 LINK -SEAL PIPE SEALS OR APPROVED EOUNALENT. PROVIDE WARNING TAPE ABOVE ALL ELECT-R.1,MT.... WARNING TAPE FOR SITE LGHTNG CIRCUITS TO BE B9 BELOW GRADE. 3—NIDE. RED WITH ELECTRICAL WARNING. THE TIME,L0(919.TiVE CLOCK TO BE INSTALLED IN -FRE 1,IN ELEC9FRICAL ROOM. E-200 KEY NOTES TEXT SPACE REQUIRED AS PER NEC ARTICLE 1..26. CONTRACTOR SHALL PREPARE AND SUBMIT FOUNDATION DETAIL TO CIVIL FOR CONSTRUCTION. 9-9-19TRAC.TOR SHALL PRCNIDED EXTRA SPARE 19,NOLJIT FOR FUTURE USE. DATELEPRONE/CONIMUNICATION LINE TO BE CONCEALED BELOW .....REFER TO LV RISER SHEET EMS F. COND.- APPROXIMATE SEE. TEMTPACTOR SHALL COORDINATE VMH SERVICE PROVIDER FOR EXACT SIZE AND WALT. ARTELECONTRACTOR ,Fi.CONTRACOR'SnALLCO ATEMITHLOCAL0.1FORFINALLOCATIONANDNOVIDECONN°NONACCORDINGLY. HiSML SUBMIT GENERATOR THE SCIOMMER CAN USE ORANGE CHARGER FOR EV STIMONS. CONTACT DONALD ACNEILIEm,.l. mnfLoranDanemermm PHONE 159eW62-195e1 FOR ORANGE C.HARGER SPED IFICATIBITS.SPPROVED EQUALS SPE ACCEPTABLE. CONTRAMOH SHALL PROVIDE JOITOKOIT BOX FOR SITE SIGNAGES. -ALSO PROVIDE DISCONNECT LOCATED MTH. SIGHT OF THE CONTROLLER MUST BE ESFSBLE OF BEI. LOCKED IN THE OPEN POSIEON. CONTRACTOR SG...ORDINATE AND PROVIDE ELECTRICAL FETURES TO BE STUB UP AND MOUNT ON UNISTRUT RACK. CONTRACTOR SHALL PROVIDE COMBINATION OF ASTRONOMIC," L 'MTH PHOTO SENSOR SWITCH FOR ISONUMENT SIGN. 4 BASE Ar_rltecls E gl n=ers 0esi peers 2901 CI'int Moore Rd. 4114 Baca Ratan, FL 33496 888.901.8008 w8/w.base-0.com Ricardo J. MuOO-ODU llei AIA 2030 Habersham TRCE Cumming, GA 30041 954.812.6650 rick@base-0.c0m MEP Engineer Garry Vermaas PhD, PE 2183 S Berrys Chapel Road Franklin, TN 37069 garryvgbase-4.com ,T1 2023/06/23 5'.22'.58 PM MHG CAPE CANAVERAL HGI, LP o[vELoanT MANAGER: McKibben Places Jeffrey Whelan Jeffrey.Whelan@mckibb0nplaces.com 678-361-0183 PROJECT INFORMATION lit Garden CAPE CANAVERAL, BREVARD COUNTY, FL-32920 VERSION 9.3 1:1ELTH ISSUE DATE DESCRIPTION CURRENT ISSUE PROGRESS SET CURRENT ISSUE DATE 2023.06.23 DRAWN Ev. NRM CHECKED BY, G11)V PROJECT ft B4-169-2301 SHEET NAME SITE POWER PLAN SHEET MADER. E-200 DRIVER COVER. GLOBE HOLDER. DIE-CAST ALUMINUM TWIST -LOCK RING WEATHERPROOF .1 TOOL -LESS ENTRY %Isy B5f EPTacLE LIP FITTER o LUMINAIRE FIXTURE DETAIL 0 POST MOUNTING DETAIL NTS NOTES 2'Z`ZZ,..IJ OUTLETS WITH GFCI ano GFG RECEPTaGLE IN EIENN (IrINM lEs) ANp ew Rai. u 3. LIGHTING IS PROVIDED AT THE PIT LEVEL AND THE CONTROLLER LANDING. THE LADDER. FC VALUE IN HOIST WAY. TOP OF THE SHAFT. 0 ELEVATOR LIGHT DETAIL NTS ociFi za '.VEEPTa 1" CONDUIT CU. GROUND ROD CARLYLE POLE FOUNDATION 11ax305ne4 rgl!'- IGZUNDING ',PEAL SFELnHTNG FUTURE ROUND TAPERED ALUMINUM POLE aEF/s N-LINE FUSE 4 BOLT CIRCLE PER CONDUITS EA.. VERTICAL I. rsTRUMNG TO REST ON UNDISTURBED EARTH OR WELL- COMPACTED BACKFILL TO PREVENT FUTURE 2. THE SLAB SO" X 0. CLEAR OPENING SHALL BE COVERED .11'N A 2.-6" X 4' RPM COVER, 12" STAINLESS STEEL BOLTS WITH STAINLESS STEEL CAPTIVE WASHER WILL BE SUPPLIED FOR LOVER BOLT DOWN. SI.B. RI, COVER RECESS SHALL BE CONCRETE (NONMETAL FRAMED). AND PROADED WITH ti 1/2" 5. vi.vrAmAT.InzawaL BE FURHISHED AND INSTALLED BY SUB -CONTRACTOR GROUND WIRE 6 MASTIC SEALANT IS REWIRED ATJOINTS RACKET MOUNTING REINFORCED NAND FINISHED GRADE POLE UNDER GROUND POLE BASE DETAIL ,NHERE RDUNDATION FLUSH WITH GRADE NOT TO CALE 0 ELECTRICAL POLE DETAIL NTS BOLLARD POST as" PIGTAIL ILICDIAE FILLED D'O'NeNrE'C TORS LI!LIL1II IOUNTING BASE 8r�ht1;@ INV+ . P m'11 �i4 d i16E i -M 46fAi 1�: ;l,�llvu lli L Nl�h. Y �111 �dia'dl 'Ni i"�i��ii��ii��ii��ii��i� 0 BOLLARD MOUNTING DETAIL NTS 4 BASE Ar_r l reds E., nee rs 0esipners 2901 Clint Moore Rd. 4114 Baca Ratan, FL 33496 888.901.8008 w8Rv.base<.com Ricardo J. MunizGulllei AIA 2030 8abersham TRCE Cumming, GA 30041 954.812.6650 rick@base-0.cam MEP Engineer Garry Vermaas PhD, PE 2183 S Berrys Chapel Road Franklin, TN 37069 garryr0base-4.com Seal 2023l06l27 6'.47 56 PM MHG CAPE CANAVERAL HGI, LP o[vELoanT MANAGER: McKibben Places Jeffrey Whelan Jeffrey.Whelan@mckibb0nplaces.com 678-361-0183 PROJECT INFORMATION 11t Garden CAPE CANAVERAL, BREVARD COUNTY, EL-32920 VERSION 9.3 1:1ELTH ISSUE DATE DESCRIPTION CURRENT ISSUE PROGRESS SET CURRENT ISSUE Dare. 2023.06.23 onnwnev NRM CHECKED B, PROJECT ft B4-169-2301 SHEET NAME LIGHTING DETAILS-2 SHEET NUMBER. LT-102 LUMINIS. TYPE: QUANTITY: CATALOG NUMBER: MA10 SERIES MAYA Pole/Wall mount PROJECT' MODEL LED LIGHT VOLTAGE SELECTION r�rra- r i W �diu, tail' 1 1 4M ilV 1 2 3 4 MA10-W MA MATERIALS Maya is made of corrosion resistant 356 aluminum alloy with a copper (CU) content of less than 0.1%. The MA10 features a high efficiency LED light engine, mounted on a thick base integral to the housing shell, designed with a heat sink pattern to optimize heat dissipation and luminaire efficacy. The power supply is enclosed in an isolated chamber allowing a quick access for electrical maintenance without disturbing the optical Tight chamber. ELECTRICAL POWER SUPPLY 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°E, output over voltage protection, output over current protection and output short circuit protection with auto -recovery. Optional 347/480V available on selected models. LED/Optics Type II, III, IV or V light distribution via high performance optical lenses. Offered in 2700K, 3000K, 3500K, 4000K. See the CCT options for details. Optional true amber LED for turtle sensitive areas. Wavelengths, 585nm to 597nm. LIFE 60,000hrs (L70Bso) based on LM-80 report for lumen maintenance. FINISH Five -stage preparation process includes preheating of cast aluminum parts for air extraction. Polyester ponder coating is applied through an electrostatic process. and oven cured for long term finish. MOUNTING Maximum weight: 27 Ibs (12.2 kg) Maya is designed for ease of access and installation. The luminaire slides over the mounting plate, minimizing installation effort. Designed for wall or pole mount to fit with a 4" (102mm) pole [5" (127mm) on request]. Alternate poles or wall attachments are available to meet multiple installation conditions. (Refer to page 4) FINISH OPTION OPTION 1- Luminaire shell housing constructed of corrosion resistant cast aluminum. Cast aluminum optical chamber with an integral fin pattern designed for heat dissipation and LED performance optimization 2- Optical system assembly vv/ternpered glass lens 3- One piece hinged cast aluminum access cover to electrical components. 4- Heavy gauge galvanized steel universal mounting plate. 5- Cast aluminum wall mounting plate (MA10-WMA only). OPTION MA10-PMA OPTION n ..,. i11d1111muo,� IG8IIIIIIIImrnn 1 '11 CERTIFICATION Certified and Approved as per CSA C22.2 No.: 250.0 standard and ANSI/UL 1598 standard, for wet location. Rated IP65. Photometric testing performed by an independent laboratory in accordance with IES LM-79-08 standards at 25°C/77°E. Lumen depreciation in accordance with IESNA LM80 standards. MA10-WMA Wall mount (EPA: 0.66) 6.6" (167.5mm) (63.5mm) (41.4mm) 33" (846mm) 17" (427mm) Wall mount details 1" (25.4mm) Power feed 2.4" (61mm) 0.3" (76mm) Mounting holes MA10-PMA Pole mount (EPA: 0.63) 2.7" Pole mount details 0.4" (10.2mm) 0.8" (20.3mm) Mounting holes 5 (127mm] Power feed 0.8" (20.3mm) 1.63" LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.corn 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 L....i.arrrirrnr ll :r.r 611 'inriulriarre Iri:„nl a ul „renpl lrsr notice.. LUMINIS.COM MA10 SERIES MAYA LUMINAIRE SELECTION O MODEL# ❑ MA10 © LED LIGHT SELECTION WHITE LED SELECTION (4000K/70CRI) TYPE SUFFIX DELIVERED LUMENS INPUT WATTS Type II ❑ L1L40-TYP2 ❑ L1L80-TYP2 ❑ L1L120-TYP2 ❑ L1L160-TYP2 4065 7821 12393 16432 36 80 118 169 Type III ❑ L1L40-TYP3 ❑ L1L80-TYP3 ❑ L1L120-TYP3 ❑ L1L160-TYP3 4262 8200 12993 17228 36 80 118 169 Type IV ❑ L1L40-TYP4 ❑ L1L80-TYP4 ❑ L1L120-TYP4 ❑ L1L160-TYP4 4193 8066 12767 16939 36 80 118 169 Type V ❑ L1L40-TYPS ❑ L1L80-TYPS ❑ L1L120-TYPS ❑ L1L160-TYP5 AMBER LED SELECTION - TURTLE FRIENDLY TYPE SUFFIX 4332 8334 13193 17494 DELIVERED LUMENS 36 80 118 169 INPUT WATTS Type II ❑ L1LK2A-TYP2 2122 47 Type III ❑ L1LK2A-TYP3 2225 47 Type IV ❑ L1LK2A-TYP4 2186 47 Type V ❑ L1LK2A-TYP5 2259 DS OPTION Dual switching Amber/4000K- 70CRI. Applicable with Amber Led selection DELIVERED LUMENS SUFFIX WHITE/AMBER 47 INPUT WATTS ❑ DSL1L60 ❑ DSL1L80 6596/1130 8747/1130 Lumens indicated are both LEDs at 100%, with Type 5 optics. (1' dimmer intensity CH1, 2"' dimmer intensity CH2). For alternate CCT Please consult factory. NOTE: Above wattage values are based on 120V, tested at 252C/77,F ambient temperature. Wattage may vary by approx. +/-10% for other voltagesor due to changes in ambient temperature. Lumen output will remain constant. LUMINIS® 83 109 ©VOLTAGE' °FINISH STANDARD COLORS ❑ 120V ❑ WHT Snow white ❑ 208V ❑ BKT Jet black ❑ 240V ❑ BZT Bronze ❑ 277V ❑ MST Matte silver GRT Titanium gray Optional ❑ DGT Gun metal ❑ 347V ❑ CHT Champagne ❑ 480V ❑ SGT Steel gray BGT English cream 0 OPTIONAL COLORS ❑ CS Custom color ❑ RAL RAL# color (Refer to color chart) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 riulur, ftur irnµrurnrrlrn,lnl rui,;rc,niiniiw,ai xuilllinurt iurirrr nolir,;e. LUMINIS.COM MA10 SERIES MAYA OPTION ELECTRICAL O FS O MS O PH O PHSC O PH7 O SP ACCESSORI ES O HS House side shield (LCF 0.8)3 MOUNTING O PMA O PDA O WMA O WDA CONTROL Fuse' Motion Sensor4 Photocell' NEMA C136.41 7-PIN receptable installed at top of pole with default shorting cap pre -inserted. Please consult factory to ensure electrical compliance. NEMA C136.41 7-PIN receptable installed at top of pole with photocell sensor pre -inserted 10kV Surge Protector Pole Mount Pole Mount w/Deco stainless rods Wall Mount Wall Mount w/Deco stainless rods O NLTAIR2 nLight AIR Control gen2, Pole mounted black sensor.°L`.a For IDA certification compliance, luminaire must be ordered with 3000K or warmer. OPTION DETAILS CCT/CRI Alternate CCT 2K LED (LCF: Lumen conversion factor). (Apply multiplier to listed values for lumens output reference). ❑ K27E O K3OE ❑ K35E O K4OE O K35 O K40 2700K / 70CRI (LCF: 0.91) 3000K / 70CRI (LCF: 0.94) 3500K / 70CRI (LCF: 0.983) 4000K / 70CRI 3500K / 8OCRI (LCF: 0.8) 4000K / 80CRI (LCF: 0.83) NOTE: Other CCT & higher CRI available, please consult factory. NOTES 1- If no voltage is specified. luminaires are factory prewired by default for 120V. For other voltages, please specify with catalog number, or consult factory. 2- Fuse and photocell options are integral to the luminaire. 3- HS not available on Type V. HS can be installed in the field. 4- Motion sensor option is not compatible with photocell options. 5- DS option not available with options MS, PH, PHSC, PH7 and 347V. 6- Not compatible with MS. PH. PHSC, PH7, PDA, WMA, WDA, Multiple luminaire mounts. 7- Compatible with Amber Led. 8- Only available with PAA5xx (05" poles). 9- White sensor available upon request. I`n(Yir1101b Sli::ilY'IISt.)R Sensor MS PIR Motion sensor w/360° coverage, adjustable time delay and max/min dim levels. HS HS House side shield. Field installable. Not available for type V. LUMINIS® °°II II II IG;Ii 1 li'Ils"II"'AG,II II'il & nil°°NfYll*"'IY"IIIhBK.a CAP (127mm) PHSC NEMA C136.41 7-PIN receptacle & shorting cap. Option not available if poles by others. Please consult factory to ensure electrical compliance. 9.75" (248mm) NLTAIR2 ii^n Control gen2, Pole mounted black sensor. 270° coverage. Installed at 180° from hand hole. Only available with PAA5xx (05" poles). 7.1211ll`4I1s11i10Ik IIill..11.. (127mm) PH7 NEMA C136.41 7-PIN receptacle & photocell sensor. Option not available if poles by others. LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@lurninis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 L....II io: n:IVH4 PTr <lainrureci for (resign 'irnp,rovrannen r sdi r'9sInr5. se:i 5eillli9ur1": prior notice. LUMINIS.COM MA10 SERIES MAYA STANDARD MOUNTINGS uPMA PO 11.1E I0'1011,,)114"1'. 5 (127mm) 32" (803 m m ) OPTIONAL MOUNTINGS WII'1A WALL.. IM(DUIP'vN'T 111111111111 aura 33" (846mm) lA II 3i11. IIII1 I)I(7N.)IIvN"II"' PDA: Pole mount with set of two natural finish stainless steel rods. WAIIJI..II^4(14.)II'4'i WDA: Wall mount with set of two natural finish stainless steel rods. These following 5 configurations are for reference only. They must be selected with the pole. Refer to the separate pole specification for details. MULTIPLE LUMINAIRE MOUNTINGS To specify these assemblies: Fixture quantity should be total number of fixture heads. and include the given code on the Luminis pole catalog number. P2MA P320MA P290MA P3MA P4MA Tfun mount Triple mount ' L" mount Triple mount Quad mount 180° offset 120° offset 90° offset 90° offset mounting Installation on Installation onInstallation on 5" pole Installation on 5" pole* Installation on 5. pole* 4' and 5" poles 4" and 5" poles NOTE * Please consult the factory for 4" pole (will require additional parts) MATCHING POLE SELECTION 0 4" 0 5" Tapered 0 4" Height Pole PAA410 PAA510 PSB10 10 Ft. (3 M) PAA412 PAA512 PSB12 12 Ft. (3,6 M) PAA414 PAA514 PSB14 14 Ft. (4,2 M) PAA416 PAA516 PTA16 PSB16 16 Ft. (4,8 M) PAA418 PAA518 PTA18 PSB18 18 Ft. (5,5 M) PAA420 PAA520 PTA20 PSB20 20 Ft. (6,0 M) PTA25 25 Ft. (7,6 M) For additional pole details, please refer to separate pole specification sheet. 0 4"= 102mm 05"= 127mm 1/8" wall thickness. Please consult factory for other thicknesses. LUMINIS® POLE MOUNTINGS PSB Pole series PAA PTA Pole series Pole series LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 1......t.muineires may be dot ter.ul for ,if ,i+yin 'irnlorcwornonor o ;,r:ron inii aa9 willlnnurt Iprror neali�l:r,. LUMINIS.COM MA10 SERIES MAYA TYPICAL PHOTOMETRY SUMMARY W a >- 1- W a >- 1- MA10- L1 L40-TY P2 Total Lumens: 4065 Lms Total Input Watts: 36W Efficacy: 113 Lms/W BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2481.15 (67.5H, 62.5V) MA10- L1 L40-TYP3 Total Lumens: 4262 Lms Total Input Watts: 36W Efficacy: 118 Lms/W BUG Rating: B1-U0-61 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2279.76 (57.5H, 65V) MA10- L1 L40-TYP4 Total Lumens: 4193 Lms Total Input Watts: 3653 Efficacy: 116 Lms/W BUG Rating: 82-UO-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1539.6 (135H, 62.5V) M A10- L1 L40-TYPS Total Lumens: 4332 Lms Total Input Watts: 36W Efficacy: 120 Lms/W BUG Rating: 82-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1616.58 (135H, 62.5V) LUMINIS® MA10-L1L80-TYP2 Total Lumens: 7821 Lms Total Input Watts: 80W Efficacy: 98 Lms/W BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 5080.45 (67.5H, 62.5V) M A10-L1 L80-TYP3 Total Lumens: 8200 Lms Total Input Watts: 80\\/ Efficacy: 102 Lms/W BUG Rating: B1-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4361.28 (57.5H, 65V) MA10-L1L80-TYP4 Total Lumens: 8066 Lms Total Input Watts: 80W Efficacy: 100 Lms/W BUG Rating: B1-U0-02 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4707 (35H. 60V) MA10-L1 L80-TY P5 Total Lumens: 8334 Lms Total Input Watts: 80W Efficacy: 104 Lms/W BUG Rating: B3-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 3117.69 (135H, 62.5V) MA10- L1 L120-TYP2 Total Lumens: 12393 Lms Total Input Watts: 118W Efficacy: 105 Lms/W BUG Rating: B2-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7916.05 (67.5H, 62.5V) MA10- L1 L120-TYP3 Total Lumens: 12993 Lms Total Input Watts: 118W Efficacy: 111 Lms/W BUG Rating: B2-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6541.92 (57.5H, 65V) MA10- L1 L120-TYP4 Total Lumens:12767 Lms Total Input Watts: 118W Efficacy: 108 Lms/W BUG Rating: B2-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7426.6 (35H, 60V) MA10- L1 L120-TY P5 Total Lumens: 13193 Lms Total Input Watts: 118W Efficacy: 112 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4863.54 (135H, 65V) M A10-L1 L160-TY P2 M A10-L1 LK2A-TYP2 Total Lumens: 16432 Lrns Total Lumens: 2122 Lms Total Input Watts: 169W Total Input Watts: 47\V Efficacy: 96 Lms/W Efficacy: 45 Lms/W BUG Rating: B2-U0-G2 BUG Rating: BO-UO-GO Cutoff Class: Full Cutoff Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 CCT/CRI: Amber Max Candela: 10515.35 (67.5H. 62.5V) Max Candela: 1063.35 (67.5H, 62.5V) M A10-L1 L160-TYP3 Total Lumens: 17228 Lms Total Input Watts: 169W Efficacy: 101 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9019.92 (57.5H, 65V) M A10-L1 L160-TYP4 Total Lumens: 16939 Lrns Total Input Watts: 169W Efficacy: 100 Lms/W BUG Rating: B2-U0-03 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9518.6 (35H, 60V) M A10-L1 L160-TYPS Total Lumens:17494 Lms Total Input Watts: 169W Efficacy: 104 Lms/W BUG Rating: 84-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6705.79 (135H, 65V) M A10-L1 LK2 A-TYP3 Total Lumens: 2225 Lms Total Input Watts: 47W Efficacy: 47 Lms/W BUG Rating: B1-UO-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 991.2 (57.5H, 65V) M A10-L1 LK2A-TYP4 Total Lumens: 2186 Lms Total Input Watts: 47\V Efficacy: 46 Lms/W BUG Rating: B0-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 1134.84 (35H, 60V) MA10-L1 L K2A-TYPS Total Lumens: 2259 Lms Total Input Watts: 47W Efficacy. 48 Lms/W BUG Rating: BO-UO-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 736.9 (135H, 65V) Please visit our web site www.luminis.com for complete I.E.S formatted download data. All published photometric data are executed and certified by an independent testing laboratory. 0 0 LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 :.ai iin,biu r> inr oftercol for ciesi fj1 'irnµn iftrtarl16,„nl clrf r,aniinLwa:l Gvillli0urt lannar nralir,; LUMINIS.COM LUMINIS® 6 MA20-90D TYPE: QUANTITY: CATALOG NUMBER: MA20 SERIES MAYA Post Top PROJECT. MODEL LED LIGHT VOLTAGE SELECTION 1 2 3 4 5 MATERIALS Maya is made of corrosion resistant 356 aluminum alloy with a copper (CU) content of less than 0.1%. The MA20 features a high efficiency LED light engine, mounted on a thick base integral to the housing shell, designed with a heat sink pattern to optimize heat dissipation and luminaire efficacy. The power supply is enclosed in a thermally isolated chamber allowing a quick access for electrical maintenance without disturbing the optical light chamber, and providing long lifetime. ELECTRICAL POWER SUPPLY 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 on selected models. LED/Optics Type II, III. IV or V light distribution via high performance optical lenses. Offered in 2700K, 3000K, 3500K, 4000K. See the CCT options for details. Optional true amber LED for turtle sensitive areas. Wavelengths 585nm to 597nm. LIFE 60,000hrs (L„BSU) based on LM-80 report for lumen maintenance. 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. FINISH OPTION OPTION 1- Cast aluminum LED heat sink. 2- Optical system assembly rr/tempered glass lens. 3- Set of two cast aluminum supporting struts. 4- Removable cast aluminum cover for easy access to electrical components and driver. 5- Cast aluminum LED driver housing. Fits 'Aith 4' (102mm) or 5" (127mm) pole. 6" (152mm) 0.D available on request. 6- Optional 90° strut position. (Option 90D) `Optional 0 30" aluminum shade. (Option S30) OPTION MA20 OPTION MA20-S30* MOUNTING Maximum weight: 35 lbs (16 kg) Maya is designed for ease of access and installation. Designed for wall or pole mount to fit with a 4" (102mm) or 5" (127mm) pole. 6" (152mm) available on request. Alternate poles or wall attachments are available to meet multiple installation conditions. (Refer to pages 4 and 5) CERTIFICATION Certified and Approved as per CSA C22.2 No.: 250.0 standard and ANSI/UL 1598 standard, for wet location. Rated IP65. Photometric testing performed by an independent laboratory in accordance with IES LM-79-08 standards at 25°C/77°F. Lumen depreciation in accordance with IESNA LM80 standards. MA20 Luminaire less shade EPA: 0.93 30- (762m m ) MA20-S30 Luminaire with shade EPA: 1.10 27" (693mm) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(5luminis.com 260 Labrosse, Pointe -Claire (OC) Canada H9R 5L5 aininraiu rrr n: av be d'alll,ronri 5:rr rlr= `,iuir7 n^rilpi rarra.rn Ynl nr cui r�dron lni.a \,olllrourt: prior nnlir;k'=. LUMINIS.COM MA20 SERIES MAYA - LED LUMINAIRE SELECTION 0 MODEL# 0 LED LIGHT SELECTION WHITE LED SELECTION (4000K/70CRI) ❑ MA20 TYPE Type II ©VOLTAGE' °FINISH SUFFIX DELIVERED LUMENS INPUT WATTS ❑ 120V ❑ L1L40-TYP2 3822 36 ❑ 208V ❑ L1L80-TYP2 7352 80 ❑ 27 ❑ 277V V ❑ L1 L12O-TYP2 11646 118 ❑ L1L160-TYP2 15443 169 Optional ❑ 347V Type III ❑ L1L40-TYP3 4007 36 ❑ 480V ❑ L1L80-TYP3 7709 80 ❑ L1 L12O-TYP3 12211 118 O L1 L160-TYP3 16191 169 Type IV ❑ L1L40-TYP4 3943 36 ❑ L1L80-TYP4 7586 80 ❑ L1 L12O-TYP4 12010 118 O L1 L160-TYP4 15925 169 Type V ❑ L1L40-TYPS 4071 36 ❑ L1L80-TYPS 7832 80 ❑ L1L12O-TYP5 12411 118 O L1 L160-TYP5 16456 169 AMBER LED SELECTION - TURTLE FRIENDLY TYPE SUFFIX DELIVERED LUMENS INPUT WATTS Type II ❑ L1LK2A-TYP2 1994 47 Type III ❑ L1LK2A-TYP3 2091 47 Type IV ❑ L1LK2A-TYP4 2057 47 Type V ❑ L1LK2A-TYP5 2125 47 DS OPTION' Dual switching Amber/4000K- 7OCRI. Applicable with Amber Led selection DELIVERED LUMENS SUFFIX WHITE/AMBER INPUT WATTS ❑ DSL1L60 ❑ DSL1L80 6205/1062 8228/1062 83 109 Lumens indicated are both LEDs at 100%, with Type 5 optics. (1" dimmer intensity CH1, 2. dimmer intensity CH2). For alternate CCT Please consult factory. NOTE: Above wattage values are based on 120V, tested at 251°C/ 77°F ambient temperature. Wattage may vary by approx. +/-10% for other voltages, or due to changes in ambient temperature. Lumen output will remain constant. LUMINIS® STANDARD COLORS 000000000 WHT Snow white BKT Jet black BZT Bronze MST Matte silver GRT Titanium gray DGT Gun metal CHT Champagne SGT Steel gray BGT English cream OPTIONAL COLORS ❑ CS Custom color ❑ RAL RAL# color (Refer to color chart) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(94uminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 L.:.nurin aiirra-, n l ry lurw atlll,ru,=i four rlr, :iyiri iinlprnvra.rn-;nl nr clha unilll oust: prior lir::r.. LUMINIS.COM MA20 SERIES MAYA - LED OPTION ELECTRICAL O FS O MS O PH O PHSC O PH7 O SP CCT/CRI Fusee Motion Sensor4. Color will be selected by default to best match fixture color. Photocell NEMA C136.41 7-PIN receptacle & shorting cap. Please consult factory to ensure electrical compliance. NEMA C136.41 7-PIN receptacle & photocell sensor 10kV Surge Protector Alternate CCT °K LED (LCF: Lumen conversion factor). (Apply multiplier to listed values for lumens output reference). O K27E O K30E O K35E O K40E O K35 O K40 2700K / 70CRI (LCF: 0.91) 3000K / 70CRI (LCF: 0.94) 3500K / 70CRI (LCF: 0.983) 4000K / 70CRI 3500K / 80CRI (LCF: 0.8) 4000K / 80CRI (LCF: 0.83) NOTE: Other CCT & higher CRI available, please consult factory. For IDA certification compliance, luminaire must be ordered with 3000K or warmer. MOUNTING O 90D O 180D O AC8 O ACW O EC8P O EC8PS O EC8W O EC8WS O TN3 O PR8 O ECM4T O EMCST ACCESSORIES O HS O S30 CONTROL Dual struts spaced 90° apart Dual struts spaced 180° apart Pole mount attachment with 45° support Wall mount attachment with 45° support Pole mount attachment with stacked arm Pole mount attachment with short stacked arm6 Wall mount attachment with stacked arm Wall mount attachment with short stacked arm 6 3" Tenon pole adaptor (for 3" pole by others)12 Pedestal mount adaptor. Brings total height of MA20 to 33.25". Post top mounting on 4" (102mm) pole (pole by others) Post top mounting on 5" (127mm) poles (pole by others) House side shield' (LCF 0.8) 30" Shade O NLTAIR2 nLight AIR Control gen2, Pole mounted black sensor. 6•910•11 NOTES 1- If no voltage is specified, luminaires are factory prewired by default for 120V. For other voltages, please specify with catalog number, or consult factory. 2- Fuse option is normally installed with poles when specified with Luminis luminaires. (Except for other types of mounting.) 3- HS not available on Type V. HS can be installed in the field on existing fixtures. 4- Motion sensor option is not compatible with photocell options. 5- For 1/8" wall thickness. For other wall thickness contact factory. 6- Not compatible with S30 option. 7- DS option not available with options MS, PH, PHSC, PH7, 347V, TN3 and PR8. 8- Not compatible with MS, PH, PHSC, PH7, Wall mounts, Double fixture mounts, TN3, PR8. 9- Compatible with Amber Led. 10- Only available with PAA5xx (05" poles). 11- White sensor available upon request. 12- TN3 is not available with L1L120 and L1L160 at any voltages. TN3 is not available with L1L80 at 347V and 480V. OPTION DETAILS PHSC NEMA C136.41 7-PIN receptable & shorting cap. Please consult factory to ensure electrical compliance. LUMINIS® PH7 NEMA C136.41 7-PIN receptacle & photocell sensor. MS PIR Motion sensor w/270° coverage, adjustable time delay and max/min dim levels. HS HS House side shield. Field installable. Not available for type V. LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: infolIuminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 arninraiu :fi,nutin 'irupurarn.in:„nl nr willliourt: prior LUMINIS.COM MA20 SERIES MAYA - LED POLE MOUNT 30 (762mm1 18" (451mm) AC8 1" X 3" (25mm X 76mm) extruded aluminum extended arm pole mounting adaptor designed to fit with 0 4 to 5" poles. 0 1/2" X 45° standard natural stainless steel rod support. (EPA: 0.7) EC8P Set of (2) 1" X 3' (25mm X 76mm) extruded aluminum side pole straight mounting. Pole mounting adaptor fits with 0 4 to 5" poles. (EPA: 0.97) 111 (279rnrn) EC8PS* Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum side pole straight mounting. Pole mounting adaptor fits with 0 4 to 5" poles. (EPA: 0.72). Not compatible with S30. 12" (304mm) Power feed (1016mm) These 3 options below are for reference only. They must be selected with the pole. Refer to the separate pole specification for details. To specify this assembly: Double the fixture quantity, and include 2AC8 on the Luminis pole catalog number. WIMP MEMO To specify this assembly Double the fixture quantity, and include 2EC8P on the Luminis pole catalog number. To specify this assembly: Double the fixture quantity, and include 2EC8PS on the Luminis pole catalog number. Not compatible with S30. ECM4T To be installed on 0 4" (102mm) pole. (Pole by others) MATCHING POLE SELECTION LUMINIS® ECM5T To be installed on 0 5" (127mm) pole. For 1/8' wall thickness. For other wall thickness contact factory. (Pole by others) 0 4" 0 5" Tapered 0 4" Height Pole PAA410 PAA510 PSB10 10 Ft. (3 M) PAA412 PAA512 PSB12 12 Ft. (3,6 M) PAA414 PAA514 PSB14 14 Ft. (4,2 M) PAA416 PAA516 PTA16 PSB16 16 Ft. (4,8 M) PAA418 PAA518 PTA18 PSB18 18 Ft. (5,5 M) PAA420 PAA520 PTA20 PSB20 20 Ft. (6,0 M) PTA25 25 Ft. (7,6 M) For additional pole details, please refer to separate pole specification sheet. 04"=102mm 05"=127mm 1/8" wall thickness. Please consult factory for other thicknesses. 01, NLTAIR2 177.r Control gen2, Pole mounted black sensor. 270° coverage. Installed at 180° from hand hole. Only available with PAA5xx (05" poles). PSB Pole series PAA Pole series PTA Pole series 25 0 25 i LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.corn 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 aininraiu :,. iiirrlinroa(ru rrwill a li „renVinii aa:9 withourt iui i+ar lice LUMINIS.COM MA20 SERIES MAYA - LED WALL MOUNT II 111111111111111111111111111111111 II 111111111111111111111111111111111 11111111111111111111111111111111111111111111 IIIIII IIIIIIIIIIIIII 111111111 11111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111 28' (711mm) 1 157 . IgWW5 34' (864mm) ACW 1" X 3" (25mm X 76mm) extruded aluminum extended arm wall mounting adaptor with cast aluminum covers and galvanized steel mounting plates. 0 1/2" X 45° standard natural stainless steel rod support. Mounting LUMINIS® 1111111111111111111111111111111111 111111111111111111111 1111111111111 11111111111111111111111111111111111111 11111111111111111111111111111111111111 1111111111111111111111111111111111 18" (457mm) i ..Power feed (1016mm) ECBW Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum wall mount arms with cast aluminum wall plate. Mounting 11" (279mm) 000000000000001 IIIIIIIIIIIIIIII 00 IIIIIIIIIIIIIIIIII IIII ®` (1O6rr0m) 0000000000000000000000 000000000000000000000 000000000111111111111111111111111. EC8WS Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum wall mount arms with cast aluminum wall plate. *Not compatible with S30 option Mounting 3,. (76mm) 6.125 (156mm) 4.625" -(118mm) Power feed LUMINIS I Toll free: 866.586.4647 Fax: 514.683.8872 Email: info5 Iuminls.com 260 Lacrosse, Pointe -Claire (QC) Canada H9R 5L5 i.64613 aiirr1r; nril,y lurw::.: , u,=,9 for �y�, iFir1 'irnl a rirrernnnl nr di ,r.r,>nViniir,¢Y Guillliont: prior nr:li,:k°. LUMINIS.COM MA20 SERIES M AYA TYPICAL PHOTOMETRY SUMMARY = MA20-L1L40-TYP2 0 1- - Tot& Lumens: 3822 Lms Total Input Watts: 36W Efficacy: 106 Lms/W BUG Rating: B1-UO-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2481.15 (67.5H, 62.5W = MA20-L1L40-TYP3 O. ›1- - Total Lumens: 4007 Lms Total Input Watts: 36W Efficacy: 111 Lrnst•A/ BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2279.76 (57.5H, 65V) MA20-L1L40-TYP4 O. ›1- - Total Lumens, 3943 Lms Total Input Watts: 3653 Efficacy: 110 Lms/W BUG Rating: B2-U0-131 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1539.6 (135H. 62.5V) MA20-L1L40-TYP5 0 1- - Total Lumens: 4071 Lms Total Input Watts: 36W Efficacy: 113 Lms/W BUG Rating: B2-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1616.58 (135H, 62.5V) LUMINIS® MA20-L1L80-TYP2 Total Lumens: 7352 Lms Total Input Watts: 80W Efficacy: 92 Lms/W BUG Rating: B1-U0-01 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 5080.45 (6Z5H 62.5V) MA20-L1L80-TYP3 Total Lumens: 7709 Lms Total Input Watts: 80 \ V Efficacy: 96 Lms/W BUG Rating: B1-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4361.28 (57.5H, 65V) MA20-L1L80-TYP4 Total Lumens: 7586 Lms Total Input Watts: 80W Efficacy: 95 Lms/W BUG Rating: B1-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4707 (35H 60V) MA20-L1L80-TYP5 Total Lumens: 7832 Lms Total Input Watts: 80W Efficacy: 98 Lms/W BUG Rating: B3-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 3117.69 (135H, 62.5V) MA20-L1L120-TYP2 Total Lumens:11646 Lms Total Input Watts:118W Efficacy: 99 Lms/W BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7916.05 (67.5H, 62.5V) MA20-L1L120-TYP3 Total Lumens: 12211 Lms Total Input Watts:118W Efficacy:103 Lms/W BUG Rating: B2-U0-62 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6541.92 (57.5H, 65V) MA20-L1L120-TYP4 Total Lumens: 12010 Lms Total Input Watts: 118\Ar Efficacy: 102 LmstAr BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7426.6 (35H, 60V) MA20-L1L120-TYP5 Total Lumens:12411 Lms Total Input Watts:118W Efficacy:105 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 40004/70 Max Candela: 4863.54 (135H. 65V) MA20-L1L160-TYP2 Total Lumens: 15443 Lms Total Input Watts:169W Efficacy: 91 Lms/W BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 10515.35 (67.5H 62.5)') MA20-L1L160-TYP3 Total Lumens: 16191 Lms Total Input Watts: 169W Efficacy: 96 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9019.92 (57.5H. 65V) MA20-L1L160-TYP4 ••••...(/(/:2"'";.'"‘, • Total Lumens: 15925 Lms Total Input Watts:169W Efficacy: 94 Lms/W BUG Rating: 82-U0-G3 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9518.6 (35H, 60V) MA20-L1L160-TYP5 Total Lumens: 2125 Lms Total Input Watts: 16315' Efficacy: 97 Lms/W BUG Rating: B4-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6705.79 (135H. 65V) MA20-L1LK2A-TYP2 Total Lumens: 1994 Lms Total Input Watts: 475V Efficacy: 42 Lms/W BUG Rating: BO-UO-GO Cutoff Class: Full Cutoff CCT/CRI: 1mher Max Candela: 1063.35 (67.5H, 62.5V) MA20-L1LK2A-TYP3 Total Lumens: 2091 Lrns Total Input Watts: 47 V Efficacy: 44 Lms/W BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 991.2 (57.5H, 65V) MA20-L1LK2A-TYP4 Total Lumens: 2057 Lms Total Input Watts: 475V Efficacy: 44 Lms/'N BUG Rating: B0-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 1134.84 (.5H, 60V) MA20-L1LK2A-TYP5 Total Lumens: 2125 Lms Total Input Watts: 4755 Efficacy 45 Lms/W BUG Rating: B0-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 736.9 1135H, 65V) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(qOurrinis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 dIllpoo•i Hriprnvc,..rnr..n1 nr vuil inv,11 prior nrali, LUMINIS.COM (3 LUMINIS® 6 MA20-90D TYPE: QUANTITY: CATALOG NUMBER: MA20 SERIES MAYA Post Top PROJECT. MODEL LED LIGHT VOLTAGE SELECTION 1 2 3 4 5 MATERIALS Maya is made of corrosion resistant 356 aluminum alloy with a copper (CU) content of less than 0.1%. The MA20 features a high efficiency LED light engine, mounted on a thick base integral to the housing shell, designed with a heat sink pattern to optimize heat dissipation and luminaire efficacy. The power supply is enclosed in a thermally isolated chamber allowing a quick access for electrical maintenance without disturbing the optical light chamber, and providing long lifetime. ELECTRICAL POWER SUPPLY 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 on selected models. LED/Optics Type II, III. IV or V light distribution via high performance optical lenses. Offered in 2700K, 3000K, 3500K, 4000K. See the CCT options for details. Optional true amber LED for turtle sensitive areas. Wavelengths 585nm to 597nm. LIFE 60,000hrs (L„BSU) based on LM-80 report for lumen maintenance. 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. FINISH OPTION OPTION 1- Cast aluminum LED heat sink. 2- Optical system assembly rr/tempered glass lens. 3- Set of two cast aluminum supporting struts. 4- Removable cast aluminum cover for easy access to electrical components and driver. 5- Cast aluminum LED driver housing. Fits 'Aith 4' (102mm) or 5" (127mm) pole. 6" (152mm) 0.D available on request. 6- Optional 90° strut position. (Option 90D) `Optional 0 30" aluminum shade. (Option S30) OPTION MA20 OPTION MA20-S30* MOUNTING Maximum weight: 35 lbs (16 kg) Maya is designed for ease of access and installation. Designed for wall or pole mount to fit with a 4" (102mm) or 5" (127mm) pole. 6" (152mm) available on request. Alternate poles or wall attachments are available to meet multiple installation conditions. (Refer to pages 4 and 5) CERTIFICATION Certified and Approved as per CSA C22.2 No.: 250.0 standard and ANSI/UL 1598 standard, for wet location. Rated IP65. Photometric testing performed by an independent laboratory in accordance with IES LM-79-08 standards at 25°C/77°F. Lumen depreciation in accordance with IESNA LM80 standards. MA20 Luminaire less shade EPA: 0.93 30- (762m m ) MA20-S30 Luminaire with shade EPA: 1.10 27" (693mm) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(5luminis.com 260 Labrosse, Pointe -Claire (OC) Canada H9R 5L5 aininraiu rrr n: av be d'alll,ronri 5:rr rlr= `,iuir7 n^rilpi rarra.rn Ynl nr cui r�dron lni.a \,olllrourt: prior nnlir;k'=. LUMINIS.COM MA20 SERIES MAYA - LED LUMINAIRE SELECTION 0 MODEL# 0 LED LIGHT SELECTION WHITE LED SELECTION (4000K/70CRI) ❑ MA20 TYPE Type II ©VOLTAGE' °FINISH SUFFIX DELIVERED LUMENS INPUT WATTS ❑ 120V ❑ L1L40-TYP2 3822 36 ❑ 208V ❑ L1L80-TYP2 7352 80 ❑ 27 ❑ 277V V ❑ L1 L12O-TYP2 11646 118 ❑ L1L160-TYP2 15443 169 Optional ❑ 347V Type III ❑ L1L40-TYP3 4007 36 ❑ 480V ❑ L1L80-TYP3 7709 80 ❑ L1 L12O-TYP3 12211 118 O L1 L160-TYP3 16191 169 Type IV ❑ L1L40-TYP4 3943 36 ❑ L1L80-TYP4 7586 80 ❑ L1 L12O-TYP4 12010 118 O L1 L160-TYP4 15925 169 Type V ❑ L1L40-TYPS 4071 36 ❑ L1L80-TYPS 7832 80 ❑ L1L12O-TYP5 12411 118 ❑ L1L160-TYPS 16456 169 AMBER LED SELECTION - TURTLE FRIENDLY TYPE SUFFIX DELIVERED LUMENS INPUT WATTS Type II ❑ L1LK2A-TYP2 1994 47 Type III ❑ L1LK2A-TYP3 2091 47 Type IV ❑ L1LK2A-TYP4 2057 47 Type V ❑ L1LK2A-TYP5 2125 47 DS OPTION' Dual switching Amber/4000K- 7OCRI. Applicable with Amber Led selection DELIVERED LUMENS SUFFIX WHITE/AMBER INPUT WATTS ❑ DSL1L60 ❑ DSL1L80 6205/1062 8228/1062 83 109 Lumens indicated are both LEDs at 100%, with Type 5 optics. (1" dimmer intensity CH1, 2. dimmer intensity CH2). For alternate CCT Please consult factory. NOTE: Above wattage values are based on 120V, tested at 25°C/ 77°F ambient temperature. Wattage may vary by approx. +/- 10% for other voltages, or due to changes in ambient temperature. Lumen output will remain constant. LUMINIS® STANDARD COLORS 000000000 WHT Snow white BKT Jet black BZT Bronze MST Matte silver GRT Titanium gray DGT Gun metal CHT Champagne SGT Steel gray BGT English cream OPTIONAL COLORS ❑ CS Custom color ❑ RAL RAL# color (Refer to color chart) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(«(luminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 nuiinaiirrtr;nlrvlurw+Illl,ru,=,!lerrlr,:iyiriiianluirnv,n.rn-;nl nr unilllourt:prior nwlir::r.. LUMINIS.COM MA20 SERIES MAYA - LED OPTION ELECTRICAL O FS O MS O PH O PHSC O PH7 O SP CCT/CRI Fusee Motion Sensor4. Color will be selected by default to best match fixture color. Photocell NEMA C136.41 7-PIN receptacle & shorting cap. Please consult factory to ensure electrical compliance. NEMA C136.41 7-PIN receptacle & photocell sensor 10kV Surge Protector Alternate CCT °K LED (LCF: Lumen conversion factor). (Apply multiplier to listed values for lumens output reference). O K27E O K30E O K35E O K40E O K35 O K40 2700K / 70CRI (LCF: 0.91) 3000K / 70CRI (LCF: 0.94) 3500K / 70CRI (LCF: 0.983) 4000K / 70CRI 3500K / 80CRI (LCF: 0.8) 4000K / 80CRI (LCF: 0.83) NOTE: Other CCT & higher CRI available, please consult factory. For IDA certification compliance, luminaire must be ordered with 3000K or warmer. MOUNTING O 90D O 180D O AC8 O ACW O EC8P O EC8PS O EC8W O EC8WS O TN3 O PR8 O ECM4T O EMCST ACCESSORIES O HS O S30 CONTROL Dual struts spaced 90° apart Dual struts spaced 180° apart Pole mount attachment with 45° support Wall mount attachment with 45° support Pole mount attachment with stacked arm Pole mount attachment with short stacked arm6 Wall mount attachment with stacked arm Wall mount attachment with short stacked arm 6 3" Tenon pole adaptor (for 3" pole by others)12 Pedestal mount adaptor. Brings total height of MA20 to 33.25". Post top mounting on 4" (102mm) pole (pole by others) Post top mounting on 5" (127mm) poles (pole by others) House side shields (LCF 0.8) 30" Shade O NLTAIR2 nLight AIR Control gen2, Pole mounted black sensor. 6•910•11 NOTES 1- If no voltage is specified, luminaires are factory prewired by default for 120V. For other voltages, please specify with catalog number, or consult factory. 2- Fuse option is normally installed with poles when specified with Luminis luminaires. (Except for other types of mounting.) 3- HS not available on Type V. HS can be installed in the field on existing fixtures. 4- Motion sensor option is not compatible with photocell options. 5- For 1/8" wall thickness. For other wall thickness contact factory. 6- Not compatible with S30 option. 7- DS option not available with options MS, PH, PHSC, PH7, 347V, TN3 and PR8. 8- Not compatible with MS, PH, PHSC, PH7, Wall mounts, Double fixture mounts, TN3, PR8. 9- Compatible with Amber Led. 10- Only available with PAA5xx (05" poles). 11- White sensor available upon request. 12- TN3 is not available with L1L120 and L1L160 at any voltages. TN3 is not available with L1L80 at 347V and 480V. OPTION DETAILS PHSC NEMA C136.41 7-PIN receptable & shorting cap. Please consult factory to ensure electrical compliance. LUMINIS® PH7 NEMA C136.41 7-PIN receptacle & photocell sensor. MS PIR Motion sensor w/270° coverage, adjustable time delay and max/min dim levels. HS HS House side shield. Field installable. Not available for type V. LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: infolIuminis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 arninraiu :fi,nutin 'irupurarn.in:„nl nr willliourt: prior LUMINIS.COM MA20 SERIES MAYA - LED POLE MOUNT 30 (762mm1 18" (451mm) AC8 1" X 3" (25mm X 76mm) extruded aluminum extended arm pole mounting adaptor designed to fit with 0 4 to 5" poles. 0 1/2" X 45° standard natural stainless steel rod support. (EPA: 0.7) EC8P Set of (2) 1" X 3' (25mm X 76mm) extruded aluminum side pole straight mounting. Pole mounting adaptor fits with 0 4 to 5" poles. (EPA: 0.97) 111 (279rnrn) EC8PS* Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum side pole straight mounting. Pole mounting adaptor fits with 0 4 to 5" poles. (EPA: 0.72). Not compatible with S30. 12" (304mm) Power feed (1016mm) These 3 options below are for reference only. They must be selected with the pole. Refer to the separate pole specification for details. To specify this assembly: Double the fixture quantity, and include 2AC8 on the Luminis pole catalog number. WIMP MEMO To specify this assembly Double the fixture quantity, and include 2EC8P on the Luminis pole catalog number. To specify this assembly: Double the fixture quantity, and include 2EC8PS on the Luminis pole catalog number. Not compatible with S30. ECM4T To be installed on 0 4" (102mm) pole. (Pole by others) MATCHING POLE SELECTION LUMINIS® ECM5T To be installed on 0 5" (127mm) pole. For 1/8' wall thickness. For other wall thickness contact factory. (Pole by others) 0 4" 0 5" Tapered 0 4" Height Pole PAA410 PAA510 PSB10 10 Ft. (3 M) PAA412 PAA512 PSB12 12 Ft. (3,6 M) PAA414 PAA514 PSB14 14 Ft. (4,2 M) PAA416 PAA516 PTA16 PSB16 16 Ft. (4,8 M) PAA418 PAA518 PTA18 PSB18 18 Ft. (5,5 M) PAA420 PAA520 PTA20 PSB20 20 Ft. (6,0 M) PTA25 25 Ft. (7,6 M) For additional pole details, please refer to separate pole specification sheet. 04"=102mm 05"=127mm 1/8" wall thickness. Please consult factory for other thicknesses. 01, NLTAIR2 177.r Control gen2, Pole mounted black sensor. 270° coverage. Installed at 180° from hand hole. Only available with PAA5xx (05" poles). PSB Pole series PAA Pole series PTA Pole series 25 0 25 i LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info@luminis.corn 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 aininraiu :,. iiirrlinroa(ru rrwill a li „renVinii aa:9 withourt iui i+ar lice LUMINIS.COM MA20 SERIES MAYA - LED WALL MOUNT II 111111111111111111111111111111111 II 111111111111111111111111111111111 11111111111111111111111111111111111111111111 IIIIII IIIIIIIIIIIIII 111111111 11111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111 28' (711mm) 1 157 . IgWW5 34' (864mm) ACW 1" X 3" (25mm X 76mm) extruded aluminum extended arm wall mounting adaptor with cast aluminum covers and galvanized steel mounting plates. 0 1/2" X 45° standard natural stainless steel rod support. Mounting LUMINIS® 1111111111111111111111111111111111 111111111111111111111 1111111111111 11111111111111111111111111111111111111 11111111111111111111111111111111111111 1111111111111111111111111111111111 18" (457mm) i ..Power feed (1016mm) ECBW Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum wall mount arms with cast aluminum wall plate. Mounting 11" (279mm) 000000000000001 IIIIIIIIIIIIIIII 00 IIIIIIIIIIIIIIIIII IIII ®` (1O6rr0m) 0000000000000000000000 000000000000000000000 000000000111111111111111111111111. EC8WS Set of (2) 1" X 3" (25mm X 76mm) extruded aluminum wall mount arms with cast aluminum wall plate. *Not compatible with S30 option Mounting 3,. (76mm) 6.125 (156mm) 4.625" -(118mm) Power feed LUMINIS I Toll free: 866.586.4647 Fax: 514.683.8872 Email: info5 Iuminls.com 260 Lacrosse, Pointe -Claire (QC) Canada H9R 5L5 i.64613 aiirr1r; nril,y lurw::.: , u,=,9 for �y�, iFir1 'irnl a rirrernnnl nr di ,r.r,>nViniir,¢Y Guillliont: prior nr:li,:k°. LUMINIS.COM MA20 SERIES M AYA TYPICAL PHOTOMETRY SUMMARY = MA20-L1L40-TYP2 0 1- - Tot& Lumens: 3822 Lms Total Input Watts: 36W Efficacy: 106 Lms/W BUG Rating: B1-UO-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2481.15 (67.5H, 62.5W = MA20-L1L40-TYP3 O. ›1- - Total Lumens: 4007 Lms Total Input Watts: 36W Efficacy: 111 Lrnst•A/ BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 2279.76 (57.5H, 65V) MA20-L1L40-TYP4 O. ›1- - Total Lumens, 3943 Lms Total Input Watts: 3653 Efficacy: 110 Lms/W BUG Rating: B2-U0-131 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1539.6 (135H. 62.5V) MA20-L1L40-TYP5 0 1- - Total Lumens: 4071 Lms Total Input Watts: 36W Efficacy: 113 Lms/W BUG Rating: B2-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 1616.58 (135H, 62.5V) LUMINIS® MA20-L1L80-TYP2 Total Lumens: 7352 Lms Total Input Watts: 80W Efficacy: 92 Lms/W BUG Rating: B1-U0-01 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 5080.45 (6Z5H 62.5V) MA20-L1L80-TYP3 Total Lumens: 7709 Lms Total Input Watts: 80 \ V Efficacy: 96 Lms/W BUG Rating: B1-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4361.28 (57.5H, 65V) MA20-L1L80-TYP4 Total Lumens: 7586 Lms Total Input Watts: 80W Efficacy: 95 Lms/W BUG Rating: B1-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 4707 (35H 60V) MA20-L1L80-TYP5 Total Lumens: 7832 Lms Total Input Watts: 80W Efficacy: 98 Lms/W BUG Rating: B3-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 3117.69 (135H, 62.5V) MA20-L1L120-TYP2 Total Lumens:11646 Lms Total Input Watts:118W Efficacy: 99 Lms/W BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7916.05 (67.5H, 62.5V) MA20-L1L120-TYP3 Total Lumens: 12211 Lms Total Input Watts:118W Efficacy:103 Lms/W BUG Rating: B2-U0-62 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6541.92 (57.5H, 65V) MA20-L1L120-TYP4 Total Lumens: 12010 Lms Total Input Watts: 118\Ar Efficacy: 102 LmstAr BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 7426.6 (35H, 60V) MA20-L1L120-TYP5 Total Lumens:12411 Lms Total Input Watts:118W Efficacy:105 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 40004/70 Max Candela: 4863.54 (135H. 65V) MA20-L1L160-TYP2 Total Lumens: 15443 Lms Total Input Watts:169W Efficacy: 91 Lms/W BUG Rating: 82-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 10515.35 (67.5H 62.5)') MA20-L1L160-TYP3 Total Lumens: 16191 Lms Total Input Watts: 169W Efficacy: 96 Lms/W BUG Rating: B3-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9019.92 (57.5H. 65V) MA20-L1L160-TYP4 ••••...(/(/:2"'";.'"‘, • Total Lumens: 15925 Lms Total Input Watts:169W Efficacy: 94 Lms/W BUG Rating: 82-U0-G3 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 9518.6 (35H, 60V) MA20-L1L160-TYP5 Total Lumens: 2125 Lms Total Input Watts: 16315' Efficacy: 97 Lms/W BUG Rating: B4-U0-G2 Cutoff Class: Full Cutoff CCT/CRI: 4000K/70 Max Candela: 6705.79 (135H. 65V) MA20-L1LK2A-TYP2 Total Lumens: 1994 Lms Total Input Watts: 475V Efficacy: 42 Lms/W BUG Rating: BO-UO-GO Cutoff Class: Full Cutoff CCT/CRI: 1mher Max Candela: 1063.35 (67.5H, 62.5V) MA20-L1LK2A-TYP3 Total Lumens: 2091 Lrns Total Input Watts: 47 V Efficacy: 44 Lms/W BUG Rating: B1-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 991.2 (57.5H, 65V) MA20-L1LK2A-TYP4 Total Lumens: 2057 Lms Total Input Watts: 475V Efficacy: 44 Lms/'N BUG Rating: B0-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 1134.84 (.5H, 60V) MA20-L1LK2A-TYP5 Total Lumens: 2125 Lms Total Input Watts: 4755 Efficacy 45 Lms/W BUG Rating: B0-U0-G1 Cutoff Class: Full Cutoff CCT/CRI: Amber Max Candela: 736.9 1135H, 65V) LUMINIS Toll free: 866.586.4647 Fax: 514.683.8872 Email: info(qOurrinis.com 260 Labrosse, Pointe -Claire (QC) Canada H9R 5L5 dIllpoo•i Hriprnvc,..rnr..n1 nr vuil inv,11 prior nrali, LUMINIS.COM (3 Drainage Report Hilton Garden Inn Cape Canaveral, Florida July 2023 Project Number 220028 Prepared for: McKibbon Hotel Group, Inc. 402 Washington St SE, Suite 200 Gainesville, GA 30501 Prepared by: Allen Engineering, Inc. 106 Dixie Lane Cocoa Beach, FL 32931 JLEN NGINEERING, INC. t ,♦N\GNPE. s. qi4 /,,1 • •No 45798 • *: * _ •* _ : STATE OF : Q: .� . . 44,. P. Michael S. Allen, P.E. FL # 45798 This item has been digitally signed and sealed by Michael S. Allen on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. TABLE OF CONTENTS I. INTRODUCTION 1 II. DESIGN REQUIREMENTS 1 III. SOILS INFORMATION 2 IV. EXISTING CONDITIONS ANALYSIS 2 V. PROPOSED CONDITIONS ANALYSIS 3 VI. SUMMARY 4 FIGURES 1) Location Map 2) USGS Map 3) SCS Soils Map 4) FEMA Map 5) Aerial Map 6) Existing Conditions Basin Map 7) Proposed Conditions Basin Map APPENDIX A Existing Conditions Modeling • ICPR Node Maximum Report • ICPR Nodal Diagram • ICPR Basin Summary • ICPR Input Report • Curve Number Calculation • Time of Concentration Calculation APPENDIX B Proposed Conditions Modeling • ICPR Node Maximum Report • ICPR Nodal Diagram • ICPR Basin Summary • ICPR Input Report • Curve Number Calculation APPENDIX C Water Quality & Recovery Analysis APPENDIX D Soils Report I. INTRODUCTION The proposed improvements for this project consist of constructing a 156-room 6- story hotel with associated paving and utilities. The site is located at the northeast corner of the Imperial Blvd and A1A intersection, in Cape Canaveral. See Figure 1 for a Location Map. The site currently houses some paved parking areas with no stormwater treatment. All runoff is currently routed to FDOT' s stormwater system along Al A. The proposed stormwater system will meet the requirements of the City of Cape Canaveral, St. John's River Water Management District (SJRWMD), and the Florida Department of Transportation (FDOT). The system will consist of type C inlets routed to an underground exfiltration system underneath the perimeter access drives. A manhole will be placed with a weir for the exfiltration trench to spill over into FDOT's system. The system is designed to provide the required treatment volume for all impervious area and peak flow attenuation below existing conditions. II. DESIGN REQUIREMENTS The site -specific design requirements used to satisfy the requirements of the City, SJRWMD, and FDOT are the following: 1. A treatment volume equal to 1.25" inches of runoff from the impervious area plus 0.5" inches of runoff from the permit drainage area, as well as an additional 50% treatment volume due to discharge to the Banana River, an OFW. 2. Proposed condition discharge rates equal to or below the existing condition allowable discharge for the 10-Year 24-Hour Storm, Mean Annual 24-Hour Storm, and for the 25-Year 24-Hour Storm. 3. Proposed condition discharge rates equal to or below existing condition allowable discharge for the Critical Storm Analysis of 36 FDOT design storms. 4. Recovery of the treatment volume within 72 hours following the design storm by infiltration into the soil. Page 1 III. SOILS INFORMATION A subsurface investigation was performed by Universal Engineering Sciences for the proposed site. A copy of the report has been included in Appendix D of this report. A summary of results can be seen below: Observed Ground Water Elevation (ft) 2.5 Estimated Season High Water Elevation (ft) 3.0 Permeability Rate (in/hr) 0.06 Given the low permeability rate, Universal Engineering Sciences recommended specifying highly permeable fine sands loft beyond and 5ft below the proposed exfiltration system. This is reflected in the design plans. Note that a factor of safety of 2 is used in the model for the permeability rate. IV. EXISTING CONDITIONS ANALYSIS The ICPR version 3.10 program was used for the existing conditions analysis. Hydrographs were generated and routed to the existing FDOT system to determine the limit at which treated stormwater from the developed site can discharge. The modeling analysis printouts and calculations are included in Appendix A. The results are summarized in the following tables: Existing Conditions for SJRWMD Storm Events Stone P (in) Peak Discharge (cfs) 25 Year - 24 Hr 9.5 8.96 10 Year - 24 Hr 7.5 6.62 Mean Annual 24 Hr 5 3.73 Existing Conditions Peak Discharge Rates (cfs) for FDOT Storm Events Storm Frequency Storm Duration 1-Hour 2-Hour 4-Hour 8-Hour 24-Hour 72-Hour 3-Year 2.42 2.50 2.34 2.62 0.94 0.77 5-Year 3.04 3.09 2.87 3.29 1.20 0.92 10-Year 3.83 3.86 3.54 4.21 1.57 1.14 25-Year 4.97 4.95 4.53 5.62 2.14 1.48 50-Year 5.86 5.83 5.33 6.78 2.64 1.75 100-Year 6.78 6.70 6.15 8.02 3.15 2.07 Page 2 V. PROPOSED CONDITIONS ANALYSIS The ICPR version 3.10 program was used for the proposed conditions analysis. Hydrographs for the various storm events were generated and routed by the program to the stormwater system. The rate of discharge and peak water elevations were calculated. The proposed conditions modeling is shown in Appendix B and the required and proposed treatment volumes are shown in Appendix C as well as the recovery analysis. A summary of results is listed in the following tables: Proposed Conditions for SJRWMD Storm Events Storm P (in) Peak Discharge (cfs) 25 Year - 24 Hr 9.5 7.12 10 Year - 24 Hr 7.5 3.39 Mean Annual 24 Hr 5 0.00 Proposed Conditions Peak Discharge Rates (cfs) for FDOT Storm Events Storm Frequency Storm Duration 1-Hour 2-Hour 4-Hour 8-Hour 24-Hour 72-Hour 3-Year 0.00 0.00 0.00 0.00 0.00 0.00 5-Year 0.00 0.00 0.00 0.00 0.00 0.00 10-Year 0.11 0.00 0.00 0.00 0.00 0.00 2.5-Year 2.09 0.85 0.00 0.72 0.00 0.00 50-Year 3.67 2.24 0.05 2.12 0.00 0.00 100-Year 5.28 3.62 0.94 3.54 0.00 0.00 Proposed Conditions Water Quality Results Impervious Area (acres) Required Treatment Volume (cf) Provided Treatment Volume (cf) 1.99 20,841 20,913 Note: Treatment Volume Recovery occurred within 7 hours. Page 3 VI. SUMMARY The following design requirements have been satisfied: • The retention area has the storage capacity to meet the treatment volume required for the impervious area and the system will recover the treatment volume within 72 hours. • The proposed conditions discharge rate and volume do not exceed existing conditions for SJRWMD storm events. • The post development discharge rates do not exceed the existing condition discharge rates to FDOT's system for the 36 FDOT Critical Storm Analysis. Therefore, this project meets the requirements of Chapter 62-330 F.A.C., Rule 14-86.003 F.A.C. and the City's stormwater requirements. Page 4 Figures ALLEN NGINEERING, INC. rh rt, "1 Atlantis Rd Banana 1"01' ••,e, BANANA River Park 1„0, lll RIVER Cent fro Laguna in Palatial B]vd Ye Manatee 1 (,,A,IA) 0, trni Sent Wary al LOCATION MAP SECTION 15, TOWNSHIP 24, RANGE N 37 IOR: McKIBBON HOTEL GROUP, INC. DATE 4-04-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY, FLORIDA N.T.S. LOCATION MAP JOB NO. 220028 • AEN DRAWN ENGINEERING, INC. RMB CIVIL ENGINEERS • SURVEYORS SFR. NO. FLORIDA RER11FICA1E OF AVIHORIZATON No. LB 21313 100 OIXE LVE COCOA BEACH. RONDA 32931 8,1443 FIG-1 .'"ZI707 N DATE REVISIONS 00 0000 "nC=e .VT11;an ;SE nalattrgiN° I, 1 1,010111111 III IIII I '616,,,,0,0660 .." . ,.. If ,s 1 1111 1 „ ‘' , ror ,—, KJ 1, I 1 w \ v 4"'" v t 1 ' Y ,,f'- yo 0 ° do 1111 11A, II . 1111 . 0 , Ir ' 'f, I) , ud ' 1 '1111 ' / 40, v.vvv f, v ‘ / 1 0^%, I '70" VI ( ( i 11 0 C /I yi nr 1'6 6,006 , ,. '',. 1 iifr '7"- 1 l' r led — „6, , hill 9 :111111 1 ok, 0 1 II I 7 401. 10, 11 ,Aaara a , fP , 6 00) fj,,,41., 1 ...',/ 1 , ) 1111 IN Id 1 t vv I/ ; 7 4,, )......„, J ,., , d I 'ji ' r - ovv . 1 PROJECT SITE 2.68 AC 541 r i d !9..inki uwiri f 1 USGS MAP SECTION 15, TOWNSHIP 24, RANGE 37 IOR: McKIBBON HOTEL GROUP, INC. DATE 4-04.-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY FLORIDA N.T.S. USGS MAP JOB NO. 220028 • ALJLEN DRAWN ENGINEERING, INC. RMB CIVIL ENGINEERS • SURVEYORS SFR. NO. FLCRIDA CER11FICATE OF AU1HORIZATON No. LB 268 109 ONE LNE COCOA BEACH. FLORIDA 32931 Tv,ifigrelE' FIG-2 7.71-Irr.9P'''L,"1-,'.N::0)' '.nr 7 ‘,N° DATE PENSIONS BY CHK D 0 "IB'B'CP,14.',' .,7. !.21,817.1443 aait'inalik.n.,,..n, L: \Engineering \DWG \2022 \220028-Hilton Garden Inn \Stormwater Exhibits \220028-FIG3-SOILS.dwg, 4/4/2023 4:30:21 PM 252 24' .5( N 282 23( 41( N HI Custom Soil Resource Report Soil Map (220028 HILTON GARDEN INN) 537400 537700 537600 522700 537800 537 7074)3) 11111110111.!!!!! 111111'1111111111111111111 11111111111111 oolooloo011oollO1111Ooo oomoo 538000 ;,01101101'1'h1441440441ill, ifV1011' Ortm nj,,,14140111,e11[1,tAplihNORMIT'dlidkralnlyilkilf 111111111111M! HH'i""!!!!!! 1111111111111111111111111111111111111111111' 000•unnunnuHun :„.1111g,;(,;(11,3111(3.1111111111.011110111111111101111 llooloo 000000 11 op 0000000000 0000000iooplol000 .86)750() 53751.10 537700 Map Srxte: 1:5,260 rf printed on A landscape (11" x 8.5) sheet.. Meter5 0 50 100 200 000 11111111111111111111111111111111111 537800 (32(7355) 5380(5) 538100 5311200 17357. 250 500 1000 1510 Map projection: Web Mercator Comer coordnates: WG084 Edge tws: (JTM Zone 17N W(1584 9 fxX33(0 53* X) 75 7(7 XX 282 245'N 202 23' 40' N SOILS LEGEND 69 = URBAN LAND VoZ000rOool°,,non2o;onool7. SOILS MAP NO. DATE PENSIONS BY CHKD • SECTION 15, TOWNSHIP 24, RANGE 37 10R: McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA SOILS MAP ALLEN ENGINEERING, INC. CIVIL ENGINEERS • SURVEYORS FLCRIDA CER11F1CA1E OF AVIHORIZATON No, LB 268 106 OIXE LYE COCOA BEACH. FLORIDA 32931 1ELEPH�93 (311)78.3-7443 — FAX: (321)7133-5002 8.123511E. vontoll•nensnot — EMAIL Inlo•ollmeng.not DATE 4-04-23 SCALE N.T.S. JOB NO. 220028 DRAWN RMB SHT. NO. FIG-3 L: \Engineering \DWG \2022 \220028-Hilton Garden Inn \Stormwater Exhibits \220028-FIG4-FEMA.dwg, 4/4/2023 4:30:49 PM • 1111111'1111111,1,111:II"' 01111111III 11111011111110 „„01111,1,1,111,611I1 ohonHrn111111111101111114, "" loorlooloomm000m 11 1111111111,111I 11,1 11111111111111111 1111111111111111111111111IIIIII I111,111111 IIIII0,1110000000000000010 IIIIIIII 11111",11:11 .101111111I1111111111111111111111 1,1011111 00000000000011111111111111111111111111 111111111111111 1111'1'1'1'1111 11111111 1011,111!11111111,11,1111, Hil 1111111111, 1111'111111111111111 0 11 111 1111 III IIIIIIII '"11111V1I'll'Il1111111111111111111111 """""""1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111'11111?ipimiliPr 11011111111111i,„ an e,ra 1:1111000101111 1114111110. 11„ 1,1;111111111 11111111111111 "i01101 olo"10111(11m11111111111111111 :'1:1111; 0111!!111 1111111111111111111111111111111111111111111111111111111 II 1111'1'1111111111E0 111 " 414tr99", !; 11111 Al, 111 111111111 $ 111,1111. ,,,,,,,HAIIHHHHHHHHH1011.111.11,mum,,A0011 11111111111111 • j111111111IIII 1111111111111111111111 1.munnunun 111111111111111 111111111111111 11111111111111111111111111 111111r,,o' 26.711irid; Aff/ IPTERAMWT#1 // o 111111111111!111111111111111111111111111 minim 1111"111111111111111"1111111111111111111111111111111A1Alil 1111111111111""V 7 ' vo01111111111,11111........uori1111171111:unux:4 t Authority 2061 9 / 9 '11111111114 ,1,1111110,0111III,11),11,1,11,11,1,1! 1:1111 0111111111110I„ 11111111 11111110 011 01111,1111101 1111111 10,111111111I1 yohlil 1111 11110 1111":„.„„„„ 111101 111111111 iv 1111.1 11111111111111111111111111111111 11111111111 11111 1111111111111111 1111111111 mo III 1111111111111111 111111111111111111111111111 11111111111111111 101'1 1111111111111111111111 ,.•0111111111111111111 1111111111111 loy011111 11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111110B000000000000100 1111101111011 W CENTRAL BLVD /* 11111, 1,,,,,I11111111111,1„INIIII"1111111:o ) 110111101111,ii,), INI111111111,1,0 1111111111111111 11111111111111111111 11111111111111111111111111111 1111111111111111 11111111111 11111111111111111111111111111111111 111111111111 1111111111111 .111.11.11111100volool111111111llooloolooloolooloillimuloolunouluoloololliodo 11111111111111111111111111111111 111 11111111111 110011111111111111111111111111111111111111111111111 11.0.•:IIIII111111111111111111 1111 idoili1111111111111111111111111111111111111111111111111111111111111111 111111111111 l',111„1111111111111I1111111111111111!!"'11117111 III,Y1IIII,11119,0111 111111111111111111111111111111111111111111111111 11,1110111itIN11"111 10 11110 11111111111111111111111111111111111111111 .111 1 1111'11,11,1,1A1/1 11001,1111,0111111) 11111111111'11' 14° 11111111111111 00 111111111111 1111111111111 11111\11111111111 111111111000000000000 011 11111 111111111111 11111111111 1'1'1'1'1'1'1'1 HI 11111111111111 11 11111111H' 111111011111111111111111IIIIIII/11111111111111111"1111111111111111 111(111(11 1111H 1111 1111111111 11 IVIVVIVV11111(11111111111 ,01011111\loolo, 0000000 11111111 14 II 11111000000 IN),Hu114( di„„ minimum, Him A I '',111110111000000000000000000,000 000000000000000000000000000000000000000000000000000000 10000000000000000000000,0000000000001000000000 100 11111111111 11111111111 „„„„„, „„„„„, 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 111111111111111 111111111111111111111 HT 11111111111111111111 1 1111111111111111111111 111 1111 o0oolopoo 1111 PROJECT SITE 2.68 AC // 11111111111999999 f Mr 1.11 101,1000or 111111111111111111 010000111111111111 oOkiir#1!u eilm010 11111111111111111111111111111111111111111 FEMA FIRM PANEL NO. 12009C0363 H ZONE X - EFFECTIVE DATE: JANUARY 01, 2021 FEMA MAP NO DATE PENSIONS BY CHKDo SECTION 15, TOWNSHIP 24, RANGE 37 HICAEL AAPE FL LIANA AS A 10R: McKIBBON HOTEL GROUP, INC. HILTON GARDEN INN CAPE CANAVERAL, BREVARD COUNTY, FLORIDA FEMA MAP ALLEN ENGINEERING, INC. CIVIL ENGINEERS • SURVEYORS FLCRIDA MITIGATE OF AVIHORIZATON No. LB 2115 14 0111E MG COCOA MIR RONDA 32531 IELEPHONE: (21)713-7443 - FAX: (321)7113-5002 MIME: omAINnnot - EMAIL Inlo•ollonong.not DATE 4-04-23 SCALE N.T.S. JOB NO. 220028 DRAWN RMB SHT. NO. FIG-4 Cr; Lu 0 Lc5 °72 r3 0 a, 3 2 oo, 0 0 0 a, 1 ( 4,#I I 1 / .0 ,41116 t ))11 4,71)f 4 7 0, ' ,A0 t 8, #po $,,, / 1 e /ere e \ ' P fill 14 ,If 1 y , p .ty A , o P/ //, % //',*k , / 4, f'VY ' / to ''` e „ k ) / , / 1 % 7 / / •p ) 4 , u „, y• c)) ,,e, , i /0 , 4 ,ff/' . 1 44 1°I /' df /7*, 4 , 4?-70 eoi e , / 7/ , 01146, /41(1 ( PROJECT SITE 2.68 AC i / t, / 41Ji 7 01 /// /I z , // 70,/ W7 4, 4/ 0 4 , 40 044 $ •182.-'—// /0* , /,Gscx (eft 4 t 4 0 , J , N0 ' 0 / 4 , 4yr 7 O / , / / 1 of74 01, / 4; i / /// f, Pf f (( AERIAL MAP SECTION 15, TOWNSHIP 24, RANGE 37 IORY McKIBBON HOTEL GROUP, INC. DATE 4-04-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY FLORIDA N.T.S. AERIAL MAP JOB NO. 220028 • ALIEN DRAWN ENGINEERING, INC. RMB CIVIL ENGINEERS • SURVEYORS SFR. NO. FLCRIDA CER11FICATE OF AU1HORIZATON No. LB 2613 109 ONE LVE COCOA BEACH. FLORIDA 32931 FIG-5 MigTZ'L,G,:anr7 ,,,N° DATE PENSIONS """L 'n '-: 4' ;Mr' TILT.41443 ikatiLiagr= ,, co 07, Oio i f , > / /f, di 7, r V / It/ / /AY 4 / rif ,tf / 4 , r/4 tr • 4 /1 ' / . 11 ,/ kylA PROJECT SITE 2.68 AC / h , f ' II* , ( ,/, w //1 "4 , e 171 Jfi un \N • PRE DEVELOPMENT SECTION BASIN 15, TOWNSHIP MAP 24, RANGE 37 IOR: McKIBBON HOTEL GROUP, INC. DATE 6-30-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY FLORIDA N.T.S. DRAINAGE MAP JOB NO. 220028 • ALLEN DRAWN ENGINEERING, INC. RMB CIVIL ENGINEERS • SURVEYORS SFR. NO. FLORIDA CERMCATE OF AVIHORIZATON No. LB NB 100 OIXE LVE COCOA BEACH. FURL/ 49332.2 3 FIG-6 M7,9,T;',`,`'n:',nr%` ,,No DATE PENSIONS 0 s ;€11VE TZ8gt" Oar incool...ng..t 1 i //,Y, 4 , ''' , A I , / / )• • 4 , ) 4 / 2 / i ' 41,.. /// fu ) rt , /,,, / f ,,,,, , f / ,- 4 / iz , , (0 i 0 %`ft , / 4 M AP ,Ntyp q„ , if/ / j / e ol 77 2' • CT NT, - / j 4, 1 / / , 11% l / "Ak , ,111,1.„„, 0/72ij y ,11, :/ io9/ ,/ /,) if r 4 „, , „,,, w , , VO /AA 1 f/ I ,r %/ / , / o$10 ) '' / / /if 1"k7 /Ali ez ,,i' • , , ,,, / / / ' •,,,/ 2X/7/ ////' / 0 *04 4, (4/ )' 4/ r, A ,I, ff"; r'' ,..„ /4/ , 7 gforl, - , , d , , o'' PROJECT ,( , \ , ‘ 9 2.68 AC - ii a / . 7 ttt NAN A , ", ,,„ • 1 '%, et 1N o' Ad re RI 0 1,, ,g, On ol 4 1 II , / /f •", 7, d I (i(N ' ' : " ' '04 N v 50 ' ;' )' \ /// ... / 1 V N '14'''t 0 i , • / a ', '4, ,1 V / • 0, 7 /A* olii (/ oN vi, p //, _•„,,,, le A•V4. •C s- / 4 /,/J'a , •cci e / /„,„ -, /,;// f%,„,,, 1 fl 6, ‘ / / / • / '/ //a' ' // , ,/,-/ , / / 4 4! / 14 1 r , / , 11 // ) i 0 I ,/ z< POST DEVELOPMENT SECTION BASIN 15, TOWNSHIP MAP 24, RANGE 37 10H: McKIBBON HOTEL GROUP, INC. DATE 6-30-23 HILTON GARDEN INN SCALE CAPE CANAVERAL, BREVARD COUNTY FLORIDA N.T.S. DRAINAGE MAP JOB NO. 220028 • ALJLEN DRAWN ENGINEERING, INC. RMB CIVIL ENGINEERS • SURVEYORS SIR. NO. FLORIDA CER11FICATE OF AVIHORIZAHON No. LB 268 109 OIXE LNE 0120A BEACH. FLORIDA 32931 1ELEPHOND FAX: FIG-7 INEERING INC 9‘)LETL ))4, ) NO DATE REVIsIONS BY CHK LI 0 IIICH., . EK PE FL ...MG'. 021)783-7443 — (32D7B3-5002 VA33511E. croo.dlononAnort — EMAIL Intollollonong.not Appendix A ALLEN NGINEERING, INC. Name HILTON GARDEN INN EXISTING CONDITIONS NODE MAXIMUM REPORT CAPE CANAVERAL, FL Max Warning Max Delta Max Surf Max Max Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs DOT ROW 003Y001H 1.900 999.000 0.0000 0 2.419 0.000 DOT ROW 003Y002H 1.900 999.000 0.0000 0 2.502 0.000 DOT ROW 003Y004H 1.900 999.000 0.0000 0 2.338 0.000 DOT ROW 003Y008H 1.900 999.000 0.0000 0 2.622 0.000 DOT ROW 003Y024H 1.900 999.000 0.0000 0 0.940 0.000 DOT ROW 003Y072H 1.900 999.000 0.0000 0 0.769 0.000 DOT ROW 005Y001H 1.900 999.000 0.0000 0 3.035 0.000 DOT ROW 005Y002H 1.900 999.000 0.0000 0 3.091 0.000 DOT ROW 005Y004H 1.900 999.000 0.0000 0 2.865 0.000 DOT ROW 005Y008H 1.900 999.000 0.0000 0 3.294 0.000 DOT ROW 005Y024H 1.900 999.000 0.0000 0 1.199 0.000 DOT ROW 005Y072H 1.900 999.000 0.0000 0 0.921 0.000 DOT ROW 010Y001H 1.900 999.000 0.0000 0 3.834 0.000 DOT ROW 010Y002H 1.900 999.000 0.0000 0 3.855 0.000 DOT ROW 010Y004H 1.900 999.000 0.0000 0 3.540 0.000 DOT ROW 010Y008H 1.900 999.000 0.0000 0 4.214 0.000 DOT ROW 010Y024H 1.900 999.000 0.0000 0 1.568 0.000 DOT ROW 010Y072H 1.900 999.000 0.0000 0 1.135 0.000 DOT ROW 025Y001H 1.900 999.000 0.0000 0 4.969 0.000 DOT ROW 025Y002H 1.900 999.000 0.0000 0 4.954 0.000 DOT ROW 025Y004H 1.900 999.000 0.0000 0 4.532 0.000 DOT ROW 025Y008H 1.900 999.000 0.0000 0 5.619 0.000 DOT ROW 025Y024H 1.900 999.000 0.0000 0 2.136 0.000 DOT ROW 025Y072H 1.900 999.000 0.0000 0 1.475 0.000 DOT ROW 050Y001H 1.900 999.000 0.0000 0 5.864 0.000 DOT ROW 050Y002H 1.900 999.000 0.0000 0 5.830 0.000 DOT ROW 050Y004H 1.900 999.000 0.0000 0 5.325 0.000 DOT ROW 050Y008H 1.900 999.000 0.0000 0 6.778 0.000 DOT ROW 050Y024H 1.900 999.000 0.0000 0 2.635 0.000 DOT ROW 050Y072H 1.900 999.000 0.0000 0 1.750 0.000 DOT ROW 100Y001H 1.900 999.000 0.0000 0 6.781 0.000 DOT ROW 100Y002H 1.900 999.000 0.0000 0 6.704 0.000 DOT ROW 100Y004H 1.900 999.000 0.0000 0 6.147 0.000 DOT ROW 100Y008H 1.900 999.000 0.0000 0 8.015 0.000 DOT ROW 100Y024H 1.900 999.000 0.0000 0 3.154 0.000 DOT ROW 100Y072H 1.900 999.000 0.0000 0 2.065 0.000 DOT ROW MEAN -ANNUAL 1.900 999.000 0.0000 0 3.730 0.000 DOT ROW SJR-010Y024H 1.900 999.000 0.0000 0 6.617 0.000 DOT ROW 5JR-025Y024H 1.900 999.000 0.0000 0 8.957 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 HILTON GARDEN INN EXISTING CONDITIONS NODAL DIAGRAM CAPE CANAVERAL, FL Nodes A Stage/Area ✓ Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. HILTON GARDEN INN EXISTING CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 003Y001H 003Y002H 003Y004H 003Y008H 003Y024H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-1 FDOT-2 FDOT-4 FDOT-8 FDOT-24 Rain Amount(in): 2.380 2.950 3.450 4.180 5.200 Duration(hrs): 1.00 2.00 4.00 8.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 1.17 1.42 2.83 4.33 12.25 Flow Max(cfs): 2.419 2.502 2.339 2.622 0.940 Runoff Volume(in): 0.807 1.212 1.587 2.190 3.067 Runoff Volume(ft3): 7845.959 11791.981 15439.453 21309.191 29834.792 Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 003Y072H 005Y001H 005Y002H 005Y004H 005Y008H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-72 FDOT-1 FDOT-2 FDOT-4 FDOT-8 Rain Amount(in): 6.540 2.680 3.320 3.920 4.850 Duration(hrs): 72.00 1.00 2.00 4.00 8.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.580 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 60.00 1.17 1.42 2.83 4.33 Flow Max(cfs): 0.769 3.035 3.091 2.865 3.295 Runoff Volume(in): 4.268 1.015 1.494 1.964 2.761 Runoff Volume(ft3): 41519.103 9874.769 14536.049 19108.429 26862.581 Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 005Y024H 005Y072H 010Y001H 010Y002H 010Y004H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 434.0 484.0 434.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-24 FDOT-72 FDOT-1 FDOT-2 FDOT-4 Rain Amount(in): 6.160 7.620 3.050 3.770 4.510 Duration(hrs): 24.00 72.00 1.00 2.00 4.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 12.25 60.00 1.17 1.33 2.83 Flow Max(cfs): 1.199 0.921 3.834 3.855 3.540 Runoff Volume(in): 3.924 5.265 1.287 1.852 2.456 Runoff Volume(ft3): 38177.061 51218.309 12521.281 1E021.025 23895.118 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 HILTON GARDEN INN EXISTING CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 010Y008H 010Y024H 010Y072H 025Y001H 025Y002H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-8 FDOT-24 FDOT-72 FDOT-1 FDOT-2 Rain Amount(in): 5.740 7.510 9.150 3.550 4.390 Duration(hrs): 8.00 24.00 72.00 1.00 2.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 4.25 12.25 60.00 1.17 1.33 Flow Max(cfs): 4.214 1.568 1.135 4.970 4.954 Runoff Volume(in): 3.546 5.165 6.704 1.675 2.367 Runoff Volume(ft3): 34497.006 50247.599 65223.839 16299.207 23028.102 Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 025Y004H 025Y008H 025Y024H 025Y072H 050Y001H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-4 FDOT-8 FDOT-24 FDOT-72 FDOT-1 Rain Amount(in): 5.350 7.070 9.580 11.600 3.930 Duration(hrs): 4.00 8.00 24.00 72.00 1.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 2.75 4.25 12.17 60.00 1.17 Flow Max(cfs): 4.532 5.619 2.136 1.475 5.865 Runoff Volume(in): 3.183 4.757 7.117 9.052 1.983 Runoff Volume(ft3): 30967.866 46278.923 69234.559 88057.322 19292.715 Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 050Y002H 050Y004H 050Y008H 050Y024H 050Y072H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-2 FDOT-4 FDOT-8 FDOT-24 FDOT-72 Rain Amount(in): 4.870 6.010 8.160 11.400 13.600 Duration(hrs): 2.00 4.00 8.00 24.00 72.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 1.33 2.75 4.25 12.17 60.00 Flow Max(cfs): 5.830 5.325 6.779 2.635 1.750 Runoff Volume(in): 2.779 3.771 5.773 8.863 10.991 Runoff Volume(ft3): 27031.238 36682.104 56159.550 86219.994 106925.608 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 HILTON GARDEN INN EXISTING CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: PRE PRE PRE PRE PRE Group: BASE BASE BASE BASE BASE Simulation: 100Y001H 100Y002H 100Y004H 100Y008H 100Y024H Node: DOT ROW DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 5.00 Rain File: FDOT-1 FDOT-2 FDOT-4 FDOT-8 FDOT-24 Rain Amount(in): 4.310 5.340 6.690 9.320 13.300 Duration(hrs): 1.00 2.00 4.00 8.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 80.000 DCIA(o): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 1.17 1.33 2.75 4.25 12.17 Flow Max(cfs): 6.781 6.704 6.147 8.015 3.154 Runoff Volume(in): 2.300 3.190 4.387 6.859 10.704 Runoff Volume(ft3): 22370.742 31035.193 42677.337 66826.780 104132.981 Name: PRE PRE PRE PRE Group: BASE BASE BASE BASE Simulation: 100Y072H MEAN -ANNUAL SJR-010Y024H SJR-025Y024H Node: DOT ROW DOT ROW DOT ROW DOT ROW Type: SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 Spec Time Inc(min): 7.45 7.45 7.45 7.45 Comp Time Inc(min): 5.00 5.00 5.00 5.00 Rain File: FDOT-72 Flmod Flmod Flmod Rain Amount(in): 15.900 5.000 7.500 9.500 Duration(hrs): 72.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite TC(min): 55.90 55.90 55.90 55.90 Time Shift(hrs): 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 Curve Num: 80.000 80.000 80.000 80.000 DCIA(°): 0.000 0.000 0.000 0.000 Time Max(hrs): 60.00 12.50 12.50 12.50 Flow Max(cfs): 2.065 3.7306.618 8.957 Runoff Volume(in): 13.238 2.892 5.156 7.041 Runoff Volume(ft3): 128782.450 28131.104 50157.082 68493.123 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL ___= Basins Name: PRE Group: BASE Unit Hydrograph: Uh484 Rainfall File: Flmod Rainfall Amount(in): 0.000 Area(ac): 2.680 Curve Number: 80.00 DCIA(%): 0.00 Node: DOT ROW Status: Onsite Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 55.90 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ___= Nodes Name: DOT ROW Group: BASE Type: Time/Stage Time(hrs) Stage(ft) 0.00 72.00 1.900 1.900 Base Flow(cfs): 0.000 Init Stage(ft): 1.900 Warn Stage(ft): 999.000 ___= Hydrology Simulations Name: 003Y001H Filename: K:\Project\220028 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 2.38 Time(hrs) Print Inc(min) 2.000 2.50 McKibbon Hotel\ICPR\PRE\003Y001H.R32 Name: 003Y002H Filename: K:\Project\220028 McKibbon Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 2.95 Time(hrs) Print Inc(min) 4.000 2.50 Hotel\ICPR\PRE\003Y002H.R32 Name: 003Y004H Filename: K:\Project\220028 Override Defaults: Storm Duration(hrs): Rainfall File: Rainfall Amount(in): Yes 4.00 FDOT-4 3.45 Time(hrs) Print Inc(min) 6.000 2.50 McKibbon Hotel\ICPR\PRE\003Y004H.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 003Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 4.18 Time(hrs) Print Inc(min) 12.000 2.50 Name: 003Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 5.20 Time(hrs) Print Inc(min) 30.000 5.00 Name: 003Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 6.54 Time(hrs) Print Inc(min) 77.000 5.00 Name: 005Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 2.68 Time(hrs) Print Inc(min) 2.000 2.50 Name: 005Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 3.32 Time(hrs) Print Inc(min) 4.000 2.50 Name: 005Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 3.92 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 6.000 2.50 Name: 005Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 4.85 Time(hrs) Print Inc(min) 12.000 2.50 Name: 005Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 6.16 Time(hrs) Print Inc(min) 30.000 5.00 Name: 005Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 7.62 Time(hrs) Print Inc(min) 77.000 5.00 Name: 010Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.05 Time(hrs) Print Inc(min) 2.000 2.50 Name: 010Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 3.77 Time(hrs) Print Inc(min) 4.000 2.50 Name: 010Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y004H.R32 Override Defaults: Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 4.51 Time(hrs) Print Inc(min) 6.000 2.50 Name: 010Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 5.74 Time(hrs) Print Inc(min) 12.000 2.50 Name: 010Y024H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 7.51 Time(hrs) Print Inc(min) 30.000 5.00 Name: 010Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 9.15 Time(hrs) Print Inc(min) 77.000 5.00 Name: 025Y001H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\025Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.55 Time(hrs) Print Inc(min) 2.000 2.50 Name: 025Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 4.39 Time(hrs) Print Inc(min) 4.000 2.50 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 025Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 5.35 Time(hrs) Print Inc(min) 6.000 2.50 Name: 025Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 7.07 Time(hrs) Print Inc(min) 12.000 2.50 Name: 025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 9.58 Time(hrs) Print Inc(min) 30.000 5.00 Name: 025Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 11.60 Time(hrs) Print Inc(min) 77.000 5.00 Name: 050Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.93 Time(hrs) Print Inc(min) 2.000 2.50 Name: 050Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 4.87 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL 4.000 2.50 Name: 050Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 6.01 Time(hrs) Print Inc(min) 6.000 2.50 Name: 050Y008H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\050Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 8.16 Time(hrs) Print Inc(min) 12.000 2.50 Name: 050Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 11.40 Time(hrs) Print Inc(min) 30.000 5.00 Name: 050Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 13.60 Time(hrs) Print Inc(min) 77.000 5.00 Name: 100Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 4.31 Time(hrs) Print Inc(min) 2.000 2.50 Name: 100Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Rainfall File: FDOT-2 Rainfall Amount(in): 5.34 Time(hrs) Print Inc(min) 4.000 2.50 Name: 100Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 6.69 Time(hrs) Print Inc(min) 6.000 2.50 Name: 100Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 9.32 Time(hrs) Print Inc(min) 12.000 2.50 Name: 100Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 13.30 Time(hrs) Print Inc(min) 30.000 5.00 Name: 100Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 15.90 Time(hrs) Print Inc(min) 77.000 5.00 Name: MEAN -ANNUAL Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\MEAN-ANNUAL.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 5.00 Time(hrs) Print Inc)min) 30.000 5.00 Name: SJR-010Y024H Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\SJR-010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) 30.000 5.00 Name: SJR-025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\SJR-025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) 30.000 5.00 ___= Routing Simulations Name: 003Y001H Hydrology Sim: 003Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y002H Hydrology Sim: 003Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 003Y004H Hydrology Sim: 003Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y008H Hydrology Sim: 003Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y024H Hydrology Sim: 003Y024H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\003Y024H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 003Y072H Hydrology Sim: 003Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\003Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y001H Hydrology Sim: 005Y001H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\005Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y002H Hydrology Sim: 005Y002H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\005Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y004H Hydrology Sim: 005Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y004H.132 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y008H Hydrology Sim: 005Y008H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\005Y008H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y024H Hydrology Sim: 005Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y072H Hydrology Sim: 005Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\005Y072H.132 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y001H Hydrology Sim: 010Y001H Filename: K:AProject\220028 McKibbon Hotel\ICPR\PRE\010Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 2.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y002H Hydrology Sim: 010Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y004H Hydrology Sim: 010Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y008H Hydrology Sim: 010Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y024H Hydrology Sim: 010Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y072H Hydrology Sim: 010Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\010Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y001H Hydrology Sim: 025Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y002H Hydrology Sim: 025Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y002H.132 Execute: Yes Alternative: No Restart: No Patch: Ho Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y004H Hydrology Sim: 025Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Name: 025Y008H Hydrology Sim: 025Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y024H Hydrology Sim: 025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y072H Hydrology Sim: 025Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\025Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 15 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Name: 050Y001H Hydrology Sim: 050Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 2.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y002H Hydrology Sim: 050Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y004H Hydrology Sim: 050Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 16 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Name: 050Y008H Hydrology Sim: 050Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y024H Hydrology Sim: 050Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y072H Hydrology Sim: 050Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\050Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 17 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL 84.000 15.000 Group Run BASE Yes Name: 100Y001H Hydrology Sim: 100Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100YOO1H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y002H Hydrology Sim: 100Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y004H Hydrology Sim: 100Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 18 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Group Run BASE Yes Name: 100Y008H Hydrology Sim: 100Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y024H Hydrology Sim: 100Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y072H Hydrology Sim: 100Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\100Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 19 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL BASE Yes Name: MEAN -ANNUAL Hydrology Sim: MEAN -ANNUAL Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\MEAN-ANNUAL.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: SJR-010Y024H Hydrology Sim: SJR-010Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\SJR-010Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: SJR-025Y024H Hydrology Sim: SJR-025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\PRE\SJR-025Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 20 of 21 HILTON GARDEN INN EXISTING CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 21 of 21 PROJECT NAME: PROJECT No.: CALCULATED BY: DATE: EXISTING CONDITIONS SCS RUNOFF CURVE NUMBERS HILTON GARDEN INN 220028 DJW 6/29/2023 BASIN ID: BASIN AREA (ac) = IMPERVIOUS AREA (ac) = PERVIOUS AREA (ac) = PRE 2.680 0.710 1.970 PERCENT IMPERVIOUS (%) = 26.5% PERCENT PERVIOUS (%) = 73.5% SOIL NAME SOIL TYPE COVER DESCRIPTION CN AREA (AC) CN x area IMPERVIOUS 98 0.710 69.58 CANAVERAL/URBAN LAND C GOOD CONDITION (>75%) 74 1.970 145.78 Totals = 2.680 215.36 WCN (weighted) = 80 PROJECT : HILTON GARDEN INN PROJECT No.: 220028 CALC BY: DJW DATE: 3/7/2023 BASIN: PRE Time of Concentration Sheet Flow --- LENGTH " N " VALUE SLOPE RAINFALL STORM FREQUENCY STORM DURATION OVERLAND VELOCITY TIME OF CONC. ( ft ) (ft / ft) ( in.) (year) (min) (hour) (ft / min.) ( min. ) 300 0.4 0.0099 5.0 2 -- 24 5.47 54.8 SUB -TOTAL Tc (min) = 54.8 Shallow Concentrated Flow --- LENGTH OVERLAND VELOCITY TIME OF CONC. 2 ( ft) (ft / s) ( min. ) 105 1.60 1.1 SUB -TOTAL Tc (min) = 1.1 TOTAL Tc (min) = 55.9 Appendix B ALLEN NGINEERING, INC. Name HILTON GARDEN INN PROPOSED CONDITIONS NODE MAXIMUM REPORT CAPE CANAVERAL, FL Max Warning Max Delta Max Surf Max Max Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs DOT ROW 003Y001H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 003Y002H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 003Y004H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 003Y008H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 003Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 003Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y001H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y002H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y004H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y008H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 005Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 010Y001H 1.900 999.000 0.0000 0 0.108 0.000 DOT ROW 010Y002H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 010Y004H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 010Y008H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 010Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 010Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 025Y001H 1.900 999.000 0.0000 0 2.091 0.000 DOT ROW 025Y002H 1.900 999.000 0.0000 0 0.854 0.000 DOT ROW 025Y004H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 025Y008H 1.900 999.000 0.0000 0 0.721 0.000 DOT ROW 025Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 025Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 050Y001H 1.900 999.000 0.0000 0 3.670 0.000 DOT ROW 050Y002H 1.900 999.000 0.0000 0 2.239 0.000 DOT ROW 050Y004H 1.900 999.000 0.0000 0 0.051 0.000 DOT ROW 050Y008H 1.900 999.000 0.0000 0 2.118 0.000 DOT ROW 050Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 050Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 100Y001H 1.900 999.000 0.0000 0 5.283 0.000 DOT ROW 100Y002H 1.900 999.000 0.0000 0 3.517 0.000 DOT ROW 100Y004H 1.900 999.000 0.0000 0 0.940 0.000 DOT ROW 100Y008H 1.900 999.000 0.0000 0 3.537 0.000 DOT ROW 100Y024H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW 100Y072H 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW MEAN -ANNUAL 1.900 999.000 0.0000 0 0.000 0.000 DOT ROW SJR-010Y024H 1.900 999.000 0.0000 0 3.385 0.000 DOT ROW 5JR-025Y024H 1.900 999.000 0.0000 0 7.118 0.000 INLETS 003Y001H 4.936 7.000 -0.0050 1873 10.038 8.661 INLETS 003Y002H 4.776 7.000 0.0050 1899 8.239 7.120 INLETS 003Y004H 4.449 7.000 0.0050 1830 4.231 3.903 INLETS 003Y008H 4.650 7.000 0.0050 1892 4.424 4.116 INLETS 003Y024H 4.015 7.000 0.0050 1239 1.312 1.276 INLETS 003Y072H 4.061 7.000 0.0050 1402 0.856 0.835 INLETS 005Y001H 5.199 7.000 -0.0050 1735 11.685 10.174 INLETS 005Y002H 5.010 7.000 0.0050 1848 9.498 8.259 INLETS 005Y004H 4.653 7.000 -0.0050 1892 4.925 4.525 INLETS 005Y008H 4.899 7.000 0.0050 1883 5.211 4.857 INLETS 005Y024H 4.177 7.000 0.0049 1608 1.580 1.518 INLETS 005Y072H 4.194 7.000 0.0050 1628 1.003 0.973 INLETS 010Y001H 5.536 7.000 0.0050 1077 13.777 12.362 INLETS 010Y002H 5.297 7.000 0.0050 1640 11.023 9.732 INLETS 010Y004H 4.902 7.000 -0.0050 1882 5.792 5.318 INLETS 010Y008H 5.229 7.000-0.0050 1710 6.250 5.868 INLETS 010Y024H 4.407 7.000-0.0050 1808 1.954 1.869 INLETS 010Y072H 4.380 7.000 0.0050 1792 1.210 1.170 INLETS 025Y001H 5.757 7.000-0.0050 1077 16.605 16.105 INLETS 025Y002H 5.642 7.000 0.0050 1077 13.115 12.618 INLETS 025Y004H 5.250 7.000 0.0050 1690 7.020 6.475 INLETS 025Y008H 5.627 7.000 0.0050 1077 7.792 7.670 INLETS 025Y024H 4.753 7.000 0.0050 1899 2.524 2.411 INLETS 025Y072H 4.681 7.000 0.0050 1896 1.540 1.488 INLETS 050Y001H 5.875 7.000 -0.0050 1077 18.752 18.352 INLETS 050Y002H 5.770 7.000 0.0050 1077 14.729 14.465 INLETS 050Y004H 5.522 7.000 0.0050 1077 7.979 7.419 INLETS 050Y008H 5.760 7.000 -0.0050 1077 9.050 8.964 INLETS 050Y024H 5.049 7.000 0.0050 1831 3.022 2.892 INLETS 050Y072H 4.929 7.000 -0.0050 1875 1.809 1.749 INLETS 100Y001H 5.978 7.000 0.0050 1077 20.894 20.537 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Name HILTON GARDEN INN PROPOSED CONDITIONS NODE MAXIMUM REPORT CAPE CANAVERAL, FL Max Warning Max Delta Max Surf Max Max Simulation Stage Stage Stage Area Inflow Outflow ft ft ft fY_2 cfs cfs INLETS 100Y002H 5.871 7.000 0.0050 1077 16.300 16.075 INLETS 100Y004H 5.651 7.000 0.0050 1077 8.964 8.628 INLETS 100Y008H 5.866 7.000 0.0050 1077 10.384 10.313 INLETS 100Y024H 5.354 7.000 0.0050 1564 3.540 3.407 INLETS 100Y072H 5.226 7.000 0.0050 1713 2.118 2.055 INLETS MEAN -ANNUAL 5.273 7.000 0.0050 1666 9.094 7.850 INLETS SJR-010Y024H 5.855 7.000 0.0050 1077 14.144 13.843 INLETS SJR-025Y024H 6.083 7.000-0.0050 1077 18.163 17.875 SHWT 003Y001H 3.000 999.000 0.0000 0 8.661 0.000 SHWT 003Y002H 3.000 999.000 0.0000 0 7.120 0.000 SHWT 003Y004H 3.000 999.000 0.0000 0 3.903 0.000 SHWT 003Y008H 3.000 999.000 0.0000 0 4.116 0.000 SHWT 003Y024H 3.000 999.000 0.0000 0 1.276 0.000 SHWT 003Y072H 3.000 999.000 0.0000 0 0.835 0.000 SHWT 005Y001H 3.000 999.000 0.0000 0 10.174 0.000 SHWT 005Y002H 3.000 999.000 0.0000 0 8.259 0.000 SHWT 005Y004H 3.000 999.000 0.0000 0 4.525 0.000 SHWT 005Y008H 3.000 999.000 0.0000 0 4.857 0.000 SHWT 005Y024H 3.000 999.000 0.0000 0 1.518 0.000 SHWT 005Y072H 3.000 999.000 0.0000 0 0.973 0.000 SHWT 010Y001H 3.000 999.000 0.0000 0 12.305 0.000 SHWT 010Y002H 3.000 999.000 0.0000 0 9.732 0.000 SHWT 010Y004H 3.000 999.000 0.0000 0 5.318 0.000 SHWT 010Y008H 3.000 999.000 0.0000 0 5.868 0.000 SHWT 010Y024H 3.000 999.000 0.0000 0 1.869 0.000 SHWT 010Y072H 3.000 999.000 0.0000 0 1.170 0.000 SHWT 025Y001H 3.000 999.000 0.0000 0 14.280 0.000 SHWT 025Y002H 3.000 999.000 0.0000 0 11.837 0.000 SHWT 025Y004H 3.000 999.000 0.0000 0 6.475 0.000 SHWT 025Y008H 3.000 999.000 0.0000 0 7.389 0.000 SHWT 025Y024H 3.000 999.000 0.0000 0 2.411 0.000 SHWT 025Y072H 3.000 999.000 0.0000 0 1.488 0.000 SHWT 050Y001H 3.000 999.000 0.0000 0 15.162 0.000 SHWT 050Y002H 3.000 999.000 0.0000 0 12.491 0.000 SHWT 050Y004H 3.000 999.000 0.0000 0 7.419 0.000 SHWT 050Y008H 3.000 999.000 0.0000 0 8.406 0.000 SHWT 050Y024H 3.000 999.000 0.0000 0 2.892 0.000 SHWT 050Y072H 3.000 999.000 0.0000 0 1.749 0.000 SHWT 100Y001H 3.000 999.000 0.0000 0 15.901 0.000 SHWT 100Y002H 3.000 999.000 0.0000 0 12.864 0.000 SHWT 100Y004H 3.000 999.000 0.0000 0 8.495 0.000 SHWT 100Y008H 3.000 999.000 0.0000 0 9.248 0.000 SHWT 100Y024H 3.000 999.000 0.0000 0 3.407 0.000 SHWT 100Y072H 3.000 999.000 0.0000 0 2.055 0.000 SHWT MEAN -ANNUAL 3.000 999.000 0.0000 0 7.850 0.000 SHWT SJR-010Y024H 3.000 999.000 0.0000 0 10.624 0.000 SHWT SJR-025Y024H 3.000 999.000 0.0000 0 10.989 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 HILTON GARDEN INN PROPOSED CONDITIONS NODAL DIAGRAM CAPE CANAVERAL, FL Nodes A Stage/Area ✓ Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. HILTON GARDEN INN PROPOSED CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 003Y001H 003Y002H 003Y004H 003Y008H 003Y024H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-1 FDOT-2 FDOT-4 FDOT-8 FDOT-24 Rain Amount(in): 2.380 2.950 3.450 4.180 5.200 Duration(hrs): 1.00 2.00 4.00 8.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 0.60 0.82 2.02 4.00 12.00 Flow Max(cfs): 10.076 8.294 4.238 4.425 1.312 Runoff Volume(in): 1.580 2.111 2.585 3.287 4.279 Runoff Volume(ft3): 15373.449 20537.712 25152.421 31979.292 41628.338 Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 003Y072H 005Y001H 005Y002H 005Y004H 005Y008H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-72 FDOT-1 FDOT-2 FDOT-4 FDOT-8 Rain Amount(in): 6.540 2.680 3.320 3.920 4.850 Duration(hrs): 72.00 1.00 2.00 4.00 8.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 59.98 0.60 0.82 2.02 4.00 Flow Max(cfs): 0.857 11.751 9.568 4.930 5.211 Runoff Volume(in): 5.594 1.858 2.462 3.036 3.938 Runoff Volume(ft3): 54416.102 18075.815 23946.751 29538.232 38306.584 Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 005Y024H 005Y072H 010Y001H 010Y002H 010Y004H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 434.0 484.0 434.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-24 FDOT-72 FDOT-1 FDOT-2 FDOT-4 Rain Amount(in): 6.160 7.620 3.050 3.770 4.510 Duration(hrs): 24.00 72.00 1.00 2.00 4.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 12.00 59.98 0.60 0.82 2.02 Flow Max(cfs): 1.580 1.003 13.820 11.111 5.794 Runoff Volume(in): 5.220 6.659 2.205 2.892 3.607 Runoff Volume(ft3): 50780.652 64776.868 21455.562 28134.343 35089.949 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 HILTON GARDEN INN PROPOSED CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 010Y008H 010Y024H 010Y072H 025Y001H 025Y002H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-8 FDOT-24 FDOT-72 FDOT-1 FDOT-2 Rain Amount(in): 5.740 7.510 9.150 3.550 4.390 Duration(hrs): 8.00 24.00 72.00 1.00 2.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 4.00 12.00 59.98 0.60 0.82 Flow Max(cfs): 6.250 1.954 1.210 16.614 13.228 Runoff Volume(in): 4.808 6.550 8.172 2.681 3.491 Runoff Volume(ft3): 46770.109 63720.168 79504.139 26082.317 33957.354 Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 025Y004H 025Y008H 025Y024H 025Y072H 050Y001H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-4 FDOT-8 FDOT-24 FDOT-72 FDOT-1 Rain Amount(in): 5.350 7.070 9.580 11.600 3.930 Duration(hrs): 4.00 8.00 24.00 72.00 1.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 2.00 4.00 12.00 59.98 0.58 Flow Max(cfs): 7.020 7.793 2.524 1.540 18.759 Runoff Volume(in): 4.426 6.116 8.599 10.604 3.046 Runoff Volume(ft3): 43054.836 59496.111 83650.729 103158.183 29632.047 Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 050Y002H 050Y004H 050Y008H 050Y024H 050Y072H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-2 FDOT-4 FDOT-8 FDOT-24 FDOT-72 Rain Amount(in): 4.870 6.010 8.160 11.400 13.600 Duration(hrs): 2.00 4.00 8.00 24.00 72.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(%): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 0.82 2.00 4.00 12.00 59.98 Flow Max(cfs): 14.860 7.980 9.051 3.022 1.809 Runoff Volume(in): 3.957 5.073 7.192 10.405 12.593 Runoff Volume(ft3): 38496.179 49347.424 69969.476 101225.214 122505.387 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 HILTON GARDEN INN PROPOSED CONDITIONS BASIN SUMMARY CAPE CANAVERAL, FL Name: POST POST POST POST POST Group: BASE BASE BASE BASE BASE Simulation: 100Y001H 100Y002H 100Y004H 100Y008H 100Y024H Node: INLETS INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 1.33 Rain File: FDOT-1 FDOT-2 FDOT-4 FDOT-8 FDOT-24 Rain Amount(in): 4.310 5.340 6.690 9.320 13.300 Duration(hrs): 1.00 2.00 4.00 8.00 24.00 Status: Onsite Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 92.000 DCIA(o): 0.000 0.000 0.000 0.000 0.000 Time Max(hrs): 0.58 0.82 2.00 4.00 12.00 Flow Max(cfs): 20.911 16.452 8.964 10.385 3.541 Runoff Volume(in): 3.413 4.416 5.741 8.341 12.294 Runoff Volume(ft3): 33203.358 42959.644 55853.054 81143.280 119602.054 Name: POST POST POST POST Group: BASE BASE BASE BASE Simulation: 100Y072H MEAN -ANNUAL SJR-010Y024H SJR-025Y024H Node: INLETS INLETS INLETS INLETS Type: SCS SCS SCS SCS Unit Hydrograph: Uh484 Uh484 Uh484 Uh484 Peaking Factor: 484.0 484.0 484.0 484.0 Spec Time Inc(min): 1.33 1.33 1.33 1.33 Comp Time Inc(min): 1.33 1.33 1.33 1.33 Rain File: FDOT-72 Flmod Flmod Flmod Rain Amount(in): 15.900 5.000 7.500 9.500 Duration(hrs): 72.00 24.00 24.00 24.00 Status: Onsite Onsite Onsite Onsite TC(min): 10.00 10.00 10.00 10.00 Time Shift(hrs): 0.00 0.00 0.00 0.00 Area(ac): 2.680 2.680 2.680 2.680 Vol of Unit Hyd(in): 1.001 1.001 1.001 1.001 Curve Num: 92.000 92.000 92.000 92.000 DCIA(°): 0.000 0.000 0.000 0.000 Time Max(hrs): 59.98 12.02 12.02 12.02 Flow Max(cfs): 2.118 9.126 14.183 18.188 Runoff Volume(in): 14.882 4.084 6.540 8.519 Runoff Volume(ft3): 144779.578 39729.010 63624.106 82879.105 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL ___= Basins Name: POST Group: BASE Unit Hydrograph: Uh484 Rainfall File: Flmod Rainfall Amount(in): 0.000 Area(ac): 2.680 Curve Number: 92.00 DCIA(%): 0.00 Node: INLETS Status: Type: SCS Unit Hydrograph CN Peaking Factor: 484.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Onsite ___= Nodes Name: DOT ROW Group: BASE Type: Time/Stage Time(hrs) Stage(ft) 0.00 72.00 1.900 1.900 Base Flow(cfs): 0.000 Init Stage(ft): 1.900 Warn Stage(ft): 999.000 Name: INLETS Group: BASE Type: Stage/Area Stage(ft) Area(ac) 3.500 7.000 0.0005 0.0005 Base Flow(cfs): 0.000 Init Stage(ft): 3.500 Warn Stage(ft): 7.000 Name: SHWT Group: BASE Type: Time/Stage Time(hrs) Stage(ft) 0.00 72.00 3.000 3.000 Base Flow(cfs): 0.000 Init Stage(ft): 3.000 Warn Stage(ft): 999.000 ___= Drop Structures Name: DS Group: BASE Geometry: Span(in): Rise(in) : Invert(ft): Manning's N: Top Clip (in) : Bot Clip(in): UPSTREAM Circular 18.00 18.00 3.140 0.012000 0.000 0.000 From Node: INLETS Length(ft): 28.00 To Node: DOT ROW Count: 1 DOWNSTREAM Circular 18.00 18.00 3.000 0.012000 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Friction Equation: Solution Algorithm: Flow: Entrance Loss Coef: Exit Loss Coef: Outlet Ctrl Spec: Inlet Ctrl Spec: Solution Ines: Automatic Most Restrictive Both 0.000 1.000 Use do or tw Use do 10 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall * * * Weir 1 of 1 for Drop Structure DS *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 60.00 Rise(in): 18.00 Bottom Clip(in): Top Clip(in) : Weir Disc Coef: Orifice Disc Coef: 0.000 0.000 3.200 0.600 Invert(ft): 5.500 Control Elev(ft): 5.500 TABLE Exfiltration Trenches Name: EXFIL Group: BASE Aquifer Base Elev(ft): Water Table Elev(ft): Ann Recharge Rate(in/year): Horiz Conductivity(ft/day): Vert Conductivity(ft/day): Effective Porosity(dec): Suction Head(in): From Node: INLETS To Node: SHWT Flow: Both Count: 7 -1.500 Trench Bot Elev(ft): 3.500 3.000 Trench Width(ft): 2.950 0.000 Trench Length(ft): 913.000 15.000 Trench Height(ft): 2.920 15.000 Gravel Porosity(dec): 0.400 0.250 Pipe Diameter(in): 18.000 4.170 Pipe Invert Elev(ft): 4.000 End Treatment: Exclude Cell Spacing(ft): 5.000 Num Cells: 50 ___= Hydrology Simulations Name: 003Y001H Filename: K:\Project\220028 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 2.38 Time(hrs) Print Inc(min) 2.000 2.50 McKibbon Hotel\ICPR\POST\003Y001H.R32 Name: 003Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 2.95 Time(hrs) Print Inc(min) 4.000 2.50 Name: 003Y004H Filename: K:\Project\220028 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 McKibbon Hotel\ICPR\POST\003Y004H.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Rainfall Amount(in): 3.45 Time(hrs) Print Inc(min) 6.000 2.50 Name: 003Y008H Filename: K:\Project\220028 McKibben Hotel\ICPR\POST\003Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FOOT-8 Rainfall Amount(in): 4.18 Time(hrs) Print Inc(min) 12.000 2.50 Name: 003Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 5.20 Time(hrs) Print Inc(min) 30.000 5.00 Name: 003Y072H Filename: K:\Project\220028 McKibben Hotel\ICPR\POST\003Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 6.54 Time(hrs) Print Inc(min) 77.000 5.00 Name: 005Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 2.68 Time(hrs) Print Inc(min) 2.000 2.50 Name: 005Y002H Filename: K:\Project\220028 McKibben Hotel\ICPR\POST\005Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FOOT-2 Rainfall Amount(in): 3.32 Time(hrs) Print Inc(min) 4.000 2.50 Name: 005Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y004H.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 3.92 Time(hrs) Print Inc(min) 6.000 2.50 Name: 005Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 4.85 Time(hrs) Print Inc(min) 12.000 2.50 Name: 005Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 6.16 Time(hrs) Print Inc(min) 30.000 5.00 Name: 005Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 7.62 Time(hrs) Print Inc(min) 77.000 5.00 Name: 010Y001H Filename: K:AProject\220028 McKibbon Hotel\ICPR\POST\010Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.05 Time(hrs) Print Inc(min) 2.000 2.50 Name: 010Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 3.77 Time(hrs) Print Inc(min) 4.000 2.50 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 010Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 4.51 Time(hrs) Print Inc(min) 5.000 2.50 Name: 010Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 5.74 Time(hrs) Print Inc(min) 12.000 2.50 Name: 010Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 7.51 Time(hrs) Print Inc(min) 30.000 5.00 Name: 010Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 9.15 Time(hrs) Print Inc(min) 77.000 5.00 Name: 025Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.55 Time(hrs) Print Inc(min) 2.000 2.50 Name: 025Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 4.39 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 4.000 2.50 Name: 025Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 5.35 Time(hrs) Print Inc(min) 5.000 2.50 Name: 025Y008H Filename: K:AProject\220028 McKibbon Hotel\ICPR\POST\025Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 7.07 Time(hrs) Print Inc(min) 12.000 2.50 Name: 025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 9.58 Time(hrs) Print Inc(min) 30.000 5.00 Name: 025Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 11.60 Time(hrs) Print Inc(min) 77.000 5.00 Name: 050Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 3.93 Time(hrs) Print Inc(min) 2.000 2.50 Name: 050Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y002H.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 4.87 Time(hrs) Print Inc(min) 4.000 2.50 Name: 050Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 6.01 Time(hrs) Print Inc(min) 6.000 2.50 Name: 050Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 8.16 Time(hrs) Print Inc(min) 12.000 2.50 Name: 050Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 11.40 Time(hrs) Print Inc(min) 30.000 5.00 Name: 050Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 13.60 Time(hrs) Print Inc(min) 77.000 5.00 Name: 100Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y001H.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: FDOT-1 Rainfall Amount(in): 4.31 Time(hrs) Print Inc(min) 2.000 2.50 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 100Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y002H.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: FDOT-2 Rainfall Amount(in): 5.34 Time(hrs) Print Inc(min) 4.000 2.50 Name: 100Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y004H.R32 Override Defaults: Yes Storm Duration(hrs): 4.00 Rainfall File: FDOT-4 Rainfall Amount(in): 6.69 Time(hrs) Print Inc(min) 6.000 2.50 Name: 100Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y008H.R32 Override Defaults: Yes Storm Duration(hrs): 8.00 Rainfall File: FDOT-8 Rainfall Amount(in): 9.32 Time(hrs) Print Inc(min) 12.000 2.50 Name: 100Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: FDOT-24 Rainfall Amount(in): 13.30 Time(hrs) Print Inc(min) 30.000 5.00 Name: 100Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y072H.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: FDOT-72 Rainfall Amount(in): 15.90 Time(hrs) Print Inc(min) 77.000 5.00 Name: MEAN -ANNUAL Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\MEAN-ANNUAL.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 30.000 5.00 Name: SJR-010Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\SJR-010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) 30.000 5.00 Name: SJR-025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\SJR-025Y024H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) 30.000 5.00 ___= Routing Simulations Name: 003Y001H Hydrology Sim: 003Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y002H Hydrology Sim: 003Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL 30.000 15.000 Group Run BASE Yes Name: 003Y004H Hydrology Sim: 003Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y008H Hydrology Sim: 003Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 003Y024H Hydrology Sim: 003Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Group Run BASE Yes Name: 003Y072H Hydrology Sim: 003Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\003Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y001H Hydrology Sim: 005Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005YOO1H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y002H Hydrology Sim: 005Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL BASE Yes Name: 005Y004H Hydrology Sim: 005Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y008H Hydrology Sim: 005Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 005Y024H Hydrology Sim: 005Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 005Y072H Hydrology Sim: 005Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\005Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y001H Hydrology Sim: 010Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\010Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 2.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y002H Hydrology Sim: 010Y002H Filename: K:AProject\220028 McKibbon Hotel\ICPR\POST\010Y002H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Name: 010Y004H Hydrology Sim: 010Y004H Filename: K:\Project\220028 MCKibbon Hotel\ICPR\POST\010Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 0.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y008H Hydrology Sim: 010Y008H Filename: K:AProject\220028 MCKibbon Hotel\ICPR\POST\010Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y024H Hydrology Sim: 010Y024H Filename: K:AProject\220028 MCKibbon Hotel\ICPR\POST\010Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 010Y072H Hydrology Sim: 010Y072H Filename: K:\Project\220028 MCKibbon Hotel\ICPR\POST\010Y072H.132 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y001H Hydrology Sim: 025Y001H Filename: K:AProject\220028 McKibbon Hotel\ICPR\POST\025Y001H.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y002H Hydrology Sim: 025Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y004H Hydrology Sim: 025Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y004H.132 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 15 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y008H Hydrology Sim: 025Y008H Filename: K:AProject\220028 McKibbon Hotel\ICPR\POST\025Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y024H Hydrology Sim: 025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 025Y072H Hydrology Sim: 025Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\025Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 16 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y001H Hydrology Sim: 050Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y001H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 2.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y002H Hydrology Sim: 050Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y004H Hydrology Sim: 050Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 17 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes End Time(hrs): 5.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y008H Hydrology Sim: 050Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y024H Hydrology Sim: 050Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y024H.132 Execute: Yes Alternative: No Restart: No Patch: Ho Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 050Y072H Hydrology Sim: 050Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\050Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 18 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Name: 100Y001H Hydrology Sim: 100Y001H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100YOO1H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 2.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y002H Hydrology Sim: 100Y002H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y002H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 3.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y004H Hydrology Sim: 100Y004H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y004H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 19 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Name: 100Y008H Hydrology Sim: 100Y008H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y008H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 12.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y024H Hydrology Sim: 100Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100Y072H Hydrology Sim: 100Y072H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\100Y072H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 84.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 20 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL Time(hrs) Print Inc(min) 84.000 15.000 Group Run BASE Yes Name: MEAN -ANNUAL Hydrology Sim: MEAN -ANNUAL Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\MEAN-ANNUAL.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: SJR-010Y024H Hydrology Sim: SJR-010Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\SJR-010Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) 30.000 15.000 Group Run BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: SJR-025Y024H Hydrology Sim: SJR-025Y024H Filename: K:\Project\220028 McKibbon Hotel\ICPR\POST\SJR-025Y024H.132 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) Delta Z Factor: 0.00500 End Time(hrs): 30.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 21 of 22 HILTON GARDEN INN PROPOSED CONDITIONS INPUT REPORT CAPE CANAVERAL, FL 30.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 22 of 22 PROJECT NAME: PROJECT No.: CALCULATED BY: DATE: PROPOSED CONDITIONS SCS RUNOFF CURVE NUMBERS HILTON GARDEN INN 220028 DJW 6/29/2023 BASIN ID: BASIN AREA (ac) = IMPERVIOUS AREA (ac) = PERVIOUS AREA (ac) = POST 2.680 1.990 0.690 PERCENT IMPERVIOUS (%) = 74.3% PERCENT PERVIOUS (%) = 25.7% SOIL NAME SOIL TYPE COVER DESCRIPTION CN AREA (AC) CN x area IMPERVIOUS 98 1.990 195.02 CANAVERAL/URBAN LAND C GOOD CONDITION (>75%) 74 0.690 51.06 Totals = 2.680 246.08 WCN (weighted) = 92 Appendix C ALLEN NGINEERING, INC. STORMWATER MANAGEMENT CALCULATIONS DRY RETENTION POND DESIGN - WATER QUALITY Allen Engineering, Inc. Project Name: HILTON GARDEN INN Project No.: 220028 Calculated by: D. Wainwright, P.E. Checked by: M. Allen, P.E. Date: 6/29/2023 Basin ID: POST SJRWMD Dry Retention Criteria: Treatment volume is the greater of the following: - 0.5 inch of runoff over the entire drainage area plus 0.5 inch of runoff for online systems or, - 1.25 inches over the impervious area, plus 0.5 inch of runoff for online systems; - 50% additional treatment for systems which discharge to Outstanding Florida Waters, Class I. II, or III. Recovery Time: - Total recovery of the required treatment volume within 72 hours. Dry Retention System Basin Data: Drainage Area, DA = 2.68 ac Impervious Area = 1.99 ac Percent Impervious = 74.3 Underground Exfiltration under paved areas EXFIL Paving Grade Elev elve = 6.50 ft Pavement thickness 0.50 ft Top of Trench elve = 6.00 ft top of pipe elve = 5.50 ft Pipe Dia (inches) 18 inches invert 4.00 ft distance from bottom of rock to invert 0.50 ft Bottom of Rock Elev elve = 3.50 ft distance from WT to rock 0.50 ft Water Table elve = 3.00 ft Trench Depth (ft) 30 2.5 ft cover 1.00 ft Number of Pipes (rows) 7 rows Manifold spacing (C/C) (inches) 35.42 inches edge distance (inches) 12 inches distance between pipes (inches) 17.42 inches Trench Width (ft) 21.21 ft Calculated Volumes Volume of Pipe(s)/LF 12.37 cf/LF Usable rock volume coefficient 0.40 Volume of Rock voids/LF 16.26 cf/LF Total Volume per LF of Underground Storage 28.63 cf/LF Treatment Volume Provided by Pipes Length of Underground storage area' Total Provided Storage Volume Provided Storage Volume at Weir Elevation of 5.50ft Calculated Areas 913.00 ft 26141 cf 20913 cf Equivalent underground storage area (adjusted for rock) 10456 sf Required Treatment Volume: 0.5 inch over Drainage Area = 1.25 in. over Impervious Area = Plus 0.50 in. over Drainage Area = Plus Additional 50% = Total Treatment Volume = 0.112 ac-ft 0.207 ac-ft 0.112 ac-ft 0.159 ac-ft or 0.478 ac-ft 20,841 CF Pond Recovery Time: The required treatment volume of 0.478 ac-ft recovers by infiltration within following a storm event. See attached recovery analysis performed using ICPR 3.10 software. 7 hours HILTON GARDEN INN PROPOSED CONDITIONS DRAWDOWN ANALYSIS CAPE CANAVERAL, FL Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af 100Y024H SHWT BASE 0.00 3.000 100Y024H SHWT BASE 0.26 3.000 100Y024H SHWT BASE 0.50 3.000 100Y024H SHWT BASE 0.77 3.000 100Y024H SHWT BASE 1.02 3.000 1 MVl94H CHG7T RASP 1 97 '; Mfl 999.000 999.000 999.000 999.000 999.000 QQQ (1(1l 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 (1 (1 4 4 0.000 0.000 0.000 0.000 0.000 Q QQQ 0.000 0.000 0.000 0.000 0.000 n M fl 0.000 0.000 0.000 0.000 0.000 n M (1 100Y024H SHWT BASE 1.52 3.000 999.000 0 0.129 0.000 0.002 0.000 100Y024H SHWT BASE 1.77 3.000 999.000 0 0.209 0.000 0.006 0.000 100Y024H SHWT BASE 2.02 3.000 999.000 0 0.279 0.000 0.011 0.000 100Y024H SHWT BASE 2.27 3.000 999.000 0 0.493 0.000 0.019 0.000 100Y024H SHWT BASE 2.52 3.000 999.000 0 0.589 0.000 0.030 0.000 100Y024H SHWT BASE 2.77 3.000 999.000 0 0.656 0.000 0.043 0.000 100Y024H SHWT BASE 3.02 3.000 999.000 0 0.709 0.000 0.057 0.000 100Y024H SHWT BASE 3.27 3.000 999.000 0 0.751 0.000 0.072 0.000 100Y024H SHWT BASE 3.52 3.000 999.000 0 0.786 0.000 0.088 0.000 100Y024H SHWT BASE 3.77 3.000 999.000 0 0.790 0.000 0.104 0.000 100Y024H SHWT BASE 4.02 3.000 999.000 0 0.813 0.000 0.120 0.000 100Y024H SHWT BASE 4.27 3.000 999.000 0 0.834 0.000 0.137 0.000 100Y024H SHWT BASE 4.52 3.000 999.000 0 0.851 0.000 0.155 0.000 100Y024H SHWT BASE 4.77 3.000 999.000 0 0.866 0.000 0.173 0.000 100Y024H SHWT BASE 5.02 3.000 999.000 0 0.881 0.000 0.191 0.000 100Y024H SHWT BASE 5.26 3.000 999.000 0 1.116 0.000 0.211 0.000 100Y024H SHWT BASE 5.51 3.000 999.000 0 1.192 0.000 0.235 0.000 100Y024H SHWT BASE 5.75 3.000 999.000 0 1.209 0.000 0.259 0.000 100Y024H SHWT BASE 6.00 3.000 999.000 0 1.222 0.000 0.284 0.000 100Y024H SHWT BASE 6.25 3.000 999.000 0 1.234 0.000 0.309 0.000 100Y024H SHWT BASE 6.50 3.000 999.000 0 1.244 0.000 0.335 0.000 100Y024H SHWT BASE 6.75 3.000 999.000 0 1.253 0.000 0.361 0.000 100Y024H SHWT BASE 7.00 3.000 999.000 0 1.261 0.000 0.387 0.000 100Y024H SHWT BASE 7.25 3.000 999.000 0 1.270 0.000 0.413 0.000 100Y024H SHWT BASE 7.50 3.000 999.000 0 1.277 0.000 0.439 0.000 100Y024H SHWT BASE 7.75 3.000 999.000 0 1.278 0.000 0.466 0.000 100Y024H SHWT BASE 8.00 3.000 100Y024H SHWT BASE 8.25 3.000 100Y024H SHWT BASE 8.50 3.000 100Y024H SHWT BASE 8.76 3.000 100Y024H SHWT BASE 9.02 3.000 100Y024H SHWT BASE 9.27 3.000 100Y024H SHWT BASE 9.52 3.000 100Y024H SHWT BASE 9.77 3.000 100Y024H SHWT BASE 10.02 3.000 100Y024H SHWT BASE 10.25 3.000 100Y024H SHWT BASE 10.51 3.000 100Y024H SHWT BASE 10.76 3.000 100Y024H SHWT BASE 11.01 3.000 100Y024H SHWT BASE 11.25 3.000 100Y024H SHWT BASE 11.50 3.000 100Y024H SHWT BASE 11.75 3.000 100Y024H SHWT BASE 12.00 3.000 100Y024H SHWT BASE 12.26 3.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 999.000 0 1.282 0 1.716 0 1.881 0 1.900 0 1.910 0 1.917 0 1.924 0 1.931 0 1.939 0 2.371 0 2.556 0 2.579 0 2.591 0 3.032 0 3.218 0 3.244 0 3.259 0 2.572 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.492 0.523 0.560 0.600 0.641 0.680 0.720 0.760 0.800 0.842 0.893 0.947 1.000 1.057 1.122 1.188 1.256 1.317 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Treatment volume recovered within 7hrs Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 Appendix D ALLEN NGINEERING, INC. 40 UNIVERSAL ENGINEERING SCIENCES SUBSURFACE EXPLORATION Hotel Development Imperial Boulevard and Astronaut Boulevard Cape Canaveral, Brevard County, Florida Universal Project No. 0330.2200175.0000 January 6, 2023 PREPARED FOR: Bowman Consulting Group, Ltd. 4450 West Eau Gallie Boulevard, Suite 144 Melbourne, Florida 32934 PREPARED BY: Universal Engineering Sciences, LLC. 820 Brevard Avenue Rockledge, Florida 32955 (321) 638-0808 Consultants in: Geotechnical Engineering • Environmental Sciences • Construction Materials Testing • Threshold Inspection Offices in: Orlando • Daytona Beach • Fort Myers • Gainesville • Jacksonville • Ocala • Palm Coast • Rockledge • Sarasota • Miami • Panama City • Pensacola • Fort Pierce • Tampa • West Palm Beach • Atlanta, GA • Tifton, GA UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration January 6, 2023 Bowman Consulting Group, Ltd. 4450 West Eau Gallie Boulevard, Suite 144 Melbourne, Florida 32934 Attention: Mr. Wiz Alphonse Reference: Subsurface Exploration Proposed Hotel Development Imperial Boulevard and Astronaut Boulevard Cape Canaveral, Brevard County, Florida Universal Project No. 0330.2200175.0000 Dear Mr. Alphonse: LOCATIONS: • Atlanta • Daytona Beach • Fort Myers • Fort Pierce • Gainesville • Jacksonville • Kissimmee • Leesburg • Miami • Ocala • Orlando (Headquarters) • Palm Coast • Panama City • Pensacola • Rockledge • Sarasota • Tampa • West Palm Beach Universal Engineering Sciences, LLC. (Universal) has completed a subsurface exploration at the above referenced site in Brevard County, Florida. Our exploration was authorized by Mr. Erik Juliano of Bowman Consulting Group, and was conducted as outlined in Universal's Proposal No. 0330.1122.00016. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. The following report presents the results of our field exploration with a geotechnical engineering interpretation of those results with respect to the project characteristics as provided to us. We have included general engineering recommendations concerning site preparation procedures and foundation and pavement design parameters. In addition, we have included general comments concerning the anticipated infiltration characteristics of the retention system subsoils. We appreciate the opportunity to have worked with you on this project and look forward to a continued association. Please do not hesitate to contact us if you should have any questions, or if we may further assist you as your plans proceed. Sincerely yours, UNIVERSAL ENGINEERING SCIENCES, LLC. Certificate of Authorization No. 549 Robert Smith, P.E. Geotechnical Department Manager Florida Professional Engineer No. 78130 1 — Client (by e-mail) UES DOCs No. 1996237 Brad Faucett, M.S. P.E. Regional Engineer Florida Professional Engineer No. 33123 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 3.0 PURPOSE 1 4.0 SITE DESCRIPTION & HISTORY 2 4.1 SOIL SURVEY 2 4.2 TOPOGRAPHY 2 5.0 SCOPE OF SERVICES 2 6.0 LIMITATIONS 3 7.0 FIELD METHODOLOGIES 4 7.1 STANDARD PENETRATION TEST BORINGS 4 8.0 LABORATORY METHODOLOGIES 4 8.1 PARTICLE SIZE ANALYSIS 4 8.2 PERMEABILITY TESTS 4 9.0 SOIL STRATIGRAPHY 5 10.0 GROUNDWATER CONDITIONS 5 10.1 EXISTING GROUNDWATER CONDITIONS 5 10.2 TYPICAL WET SEASON HIGH GROUNDWATER LEVELS 6 11.0 LABORATORY RESULTS 6 11.1 PARTICLE SIZE ANALYSIS 6 11.2 PERMEABILITY TESTS 7 12.0 PROPOSED HOTEL BUILDING 8 12.1 ANALYSIS 8 12.2 RECOMMENDATIONS - AUGER CAST PILING 8 12.3 RECOMMENDATIONS - DRIVEN PRE -STRESSED CONCRETE PILES 10 12.4 RECOMMENDATIONS - GROUND FLOOR SLABS 12 13.0 AUXILARY STRUCTURES 13 14.0 SEWER AND UTILITY LINES 13 14.1 GENERAL RECOMMENDATIONS 13 14.2 SITE PREPARATION PROCEDURES 13 15.0 PAVEMENTS 14 15.2 RECOMMENDATIONS 15 15.2.1 Asphaltic (Flexible) Pavements 15 i 17.0 EXFILTRATION TRENCHES & STORAGE CHAMBERS 16 18.0 DEWATERING 17 19.0 EXCAVATIONS 17 20.0 SPECIAL CONSIDERATIONS 18 21.0 CLOSURE 18 LIST OF TABLES Table I: BCSS Designated Soil Types 2 Table II: Generalized Soil Profile 5 Table III: Permeability Test Results 7 Table IV: Estimated Pile Capacities — Auger Cast Piles 9 Table V: Estimated Prestressed Concrete Pile Capacities 11 Table VI: Minimum Standard Duty Asphalt/Limerock Pavement 15 Table VII: Minimum Heavy Duty Asphalt/Limerock Pavement 15 FIGURES Brevard County Soil Survey Figure No. 1 USGS Topographic Survey Figure No. 2 Boring Location Plan Figure No. 3 APPENDICES Boring Logs Appendix A Key to Boring Logs Appendix A EXHIBITS GBA Document Exhibit 1 ii Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 1.0 INTRODUCTION Universal Engineering Sciences, LLC (Universal) has completed a subsurface exploration for the proposed Hotel Development in Cape Canaveral, Brevard County, Florida. Our exploration was authorized by Mr. Erik Juliano of Bowman Consulting Group, Ltd., and was conducted as outlined in Universal's Proposal No. 0330.1122.00016. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. 2.0 PROJECT DESCRIPTION It is our understanding from a review of conceptual site development plans submitted to us by the Client that the proposed project will include the construction of a five to six -story hotel building in Cape Canaveral, Florida. We understand that the proposed building will be constructed using a combination of reinforced concrete, steel framing, and post -tensioned floor slabs. Based on our experience with similar structures, we assume that maximum loading conditions will be on the order of 400 kips for individual columns, 25 kips per linear foot for load bearing (shear) walls, and 100 pounds per square foot for on -grade floor slabs. We assume that finished first floor levels of the proposed structure will be approximately 3 to 4 feet above existing grades. Paved parking lots and drives will surround the proposed building. Storm water runoff is tentatively designed to be retained on -site within a series of underground vaults/exfiltration trenches. If any of the above information is incorrect or changes prior to construction, please contact Universal immediately so that we may revise the recommendations contained in this report, as necessary. In order to verify that our recommendations are properly interpreted and implemented, Universal should be allowed to review the final design and specifications prior to the start of construction. 3.0 PURPOSE The purposes of this exploration were: • to explore and evaluate the subsurface conditions at the site with special attention to potential problems that may impact the proposed development, • to provide our estimates of the typical wet season high groundwater levels at the boring locations, • to provide geotechnical engineering recommendations for site preparation procedures and foundation and pavement design parameters. • to provide general comments concerning the anticipated infiltration characteristics of the underground vault/exfiltration trench subsoils. 1 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 4.0 SITE DESCRIPTION & HISTORY The subject site is located within Section 15, Township 24 South, Range 37 East in Brevard County, Florida. More specifically, the site is located on the northeast corner of Imperial Boulevard and Astronaut Boulevard, in Cape Canaveral, Florida. At the time of drilling, the majority of the site was relatively flat with a surface cover consisting mostly of asphalt paving and concrete slabs remaining from the previous construction. A wooded area exists on the northern portions of the property. The majority of the subject site was occupied by a small commercial development in the 1980's. The general area of the site was hydraulically filled and reclaimed from the bed of the Banana River in the 1960's and 1970's. Typically, the surficial sand and shell dredge (fill) materials overlie pockets/layers of plastic clays that represent the old bottom sediments of the Banana River channel. 4.1 SOIL SURVEY One primary soil type (pre -developmental) was noted within the area of the project according to the Brevard County Soil Survey (BCSS); dated 1974 (updated using USDA-NCSS SSURGO and STATSGO Soil Survey). A brief description of the soil is shown below in Table I. A copy of the relevant portion of the SCS map is included as Figure No. 1. TABLE I BCSS DESIGNATED SOIL TYPES Soil Type (Map Symbol) Brief Description Urban Land (Ur) 69 Areas that are 60 to more than 75 percent covered with streets, building, large parking lots, shopping centers, industrial parks, airports, and related facilities. 4.2 TOPOGRAPHY According to information obtained from the United States Geological Survey (USGS) Cape Canaveral, Florida 7.5-minute topographic quadrangle map dated 2021 ground surface elevations across the site is approximately +10 feet North American Vertical Datum (NAVD). A copy of the portion of the USGS map having coverage of the site and its vicinity is included as Figure No. 2. 5.0 SCOPE OF SERVICES The services conducted by Universal during our subsurface exploration program are as follows: • Drill four (4) Standard Penetration Test (SPT) borings within the general building footprint, to depths of 15 to 100 feet below the existing land surface (bls). • Drill two (2) SPT borings to a depth of 15 feet bls within the proposed parking lot/exfiltration trench areas. 2 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration • Secure samples of representative soils encountered in the soil borings for review, laboratory analysis and classification by a Geotechnical Engineer. • Measure the existing site groundwater levels and provide an estimate of the typical wet season high groundwater levels at the boring locations. • Conduct soil gradation tests on selected soil samples obtained in the field to assist in evaluating their engineering properties. • Assessed the existing soil conditions with respect to the proposed construction. • Prepared a report that documents the results of our subsurface exploration and analysis with geotechnical engineering recommendations. 6.0 LIMITATIONS This report has been prepared in order to aid the Client/engineer in the design of the proposed Hotel Development in Cape Canaveral, Florida. The scope is limited to the specific project and locations described herein. Our description of the project's design parameters represents our understanding of the significant aspects relevant to soil and foundation characteristics. In the event that any changes in the design or location of the structures as outlined in this report are planned, we should be informed so the changes can be reviewed and the conclusions of this report modified, if required, and approved in writing by Universal. The recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated on the Boring Location Plan and from other information as referenced. This report does not reflect any variations that may occur between the boring locations. The nature and extent of such variations may not become evident until the course of construction. If variations become evident, it will then be necessary for a re-evaluation of the recommendations of this report after performing on -site observations during the construction period and noting the characteristics of the variations. This report does not reflect the full vertical and horizontal extent of soft clay layers encountered at this project and, therefore, this report should not be used for estimating such items as cut and fill quantities. Our exploration was confined to the zone of soil likely to be stressed by the proposed construction. Borings for a typical geotechnical report are widely spaced and generally not sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, Universal does not recommend relying on our boring information to negate presence of anomalous materials or for estimation of material quantities unless our contracted services specifically include sufficient exploration for such purpose(s) and within the report we so state that the level of exploration provided should be sufficient to detect such anomalous conditions or estimate such quantities. Therefore, Universal will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended. All users of this report are cautioned that there was no requirement for Universal to attempt to locate any manmade buried objects or identify any other potentially hazardous conditions that 3 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration may exist at the site during the course of this exploration. Therefore, no attempt was made by Universal to locate or identify such concerns. Universal cannot be responsible for any buried manmade objects or environmental hazards which may be subsequently encountered during construction that are not discussed within the text of this report. We can provide this service if requested. For a further description of the scope and limitations of this report, please review the document attached as Exhibit 1, "Important Information about Your Geotechnical Engineering Report", prepared by GBA/The Geoprofessional Business Association. 7.0 FIELD METHODOLOGIES 7.1 STANDARD PENETRATION TEST BORINGS The six (6) SPT borings, designated B1 through B6 on the attached Figure No. 3, were performed in general accordance with the procedures of ASTM D 1586 (Standard Method for Penetration Test and Split -Barrel Sampling of Soils). The SPT drilling technique involves driving a standard split -barrel sampler into the soil by a 140 pound hammer, free falling 30 inches. The number of blows required to drive the sampler 1 foot, after an initial seating of 6 inches, is designated the penetration resistance, or N-value, an index to soil strength and consistency. The soil samples recovered from the split -barrel sampler were visually inspected and classified in general accordance with the guidelines of ASTM D 2487 (Standard Classification of Soils for Engineering Purposes [Unified Soil Classification System]). The SPT soil borings were performed using a CME 45 truck -mounted drilling rig using either rotary mud techniques or continuous flight augers to termination depth. The boring locations were determined in the field using a hand held GPS receiver. No survey control was provided on -site, and our boring locations should be considered only as accurate as implied by the methods used. The approximate boring locations are shown on the attached Figure No. 3. 8.0 LABORATORY METHODOLOGIES 8.1 PARTICLE SIZE ANALYSIS We completed #200 sieve particle size analyses on five (5) representative soil samples. These samples were tested according to the procedures listed in ASTM D 1140 (Standard Test Method for Amount of Material in Soils Finer than the No. 200 Sieve). The percentages of materials passing the #200 sieve are shown on the attached boring logs. 8.2 PERMEABILITY TESTS Constant head permeability tests were performed on the remolded samples from the SPT borings by measuring the water flow through the sample for time versus flow volume. This data was used to calculate the coefficient of permeability (K) of the soils. Results of these tests are found in the laboratory results section of this report. 4 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 9.0 SOIL STRATIGRAPHY The results of our field exploration and laboratory analysis, together with pertinent information obtained from the SPT borings, such as soil profiles, penetration resistance and stabilized groundwater levels are shown on the boring logs included in Appendix A. The Key to Boring Logs, Soil Classification Chart is also included in Appendix A. The soil profiles were prepared from field logs after the recovered soil samples were examined by a Geotechnical Engineer. The stratification lines shown on the boring logs represent the approximate boundaries between soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be more transitional than depicted. A generalized profile of the soils encountered at our boring locations is presented in the following Table II. For more detailed soil profiles, please refer to the attached boring logs. TABLE II GENERALIZED SOIL PROFILE Depth Encountered (feet, bls) Approximate Thickness (feet) Soil Description Surface 2 to 4 Fill soils consisting of fine sand with varying quantities of silt, broken shell, and clay lumps [SP], [SP-SM]; loose to medium dense. It should be noted that a layer of organic silty sand (muck) was noted at boring location B2 overlying the fill soils. 2 to 4 5 to 9 Clayey fine sand [SC], very loose/soft to medium dense. 9 to 12 3+ to 28 Interlayered strata consisting of fine sands [SP], fine sands with silt [SP-SM], and clayey fine sands [SC] with varying quantities of broken shell; very loose to medium dense. 32 to 37 15 to 20 Sandy clays [CH]; very soft to firm. 52 to 57 8+ to 43+ Clayey fine sand [SC] and fine sand with silt [SP-SM] with varying quantities of broken shell and occasional cemented rock, very loose to medium dense. NOTE: [ ] denotes Unified Soil Classification system designation. + indicates strata encountered at boring termination, total thickness undetermined. 10.0 GROUNDWATER CONDITIONS 10.1 EXISTING GROUNDWATER CONDITIONS We measured the water levels at the SPT borehole locations between December 21 to December 27, 2022. The groundwater levels are shown on the attached boring logs. The groundwater level depths ranged from 2.0 feet bls at boring location B3 to 6.6 feet bls at boring location B6. Fluctuations in groundwater levels should be anticipated throughout the year, primarily due to seasonal variations in rainfall, surface runoff, and other factors that may vary from the time the borings were conducted. 5 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 10.2 TYPICAL WET SEASON HIGH GROUNDWATER LEVELS The typical wet season high groundwater level is defined as the highest groundwater level sustained for a period of 2 to 4 weeks during the "wet" season of the year, for existing site conditions, in a year with average normal rainfall amounts. Based on historical data, the rainy season in Brevard County, Florida is between June and October of the year. In order to estimate the wet season water level at the boring locations, many factors are examined, including the following: a. Measured groundwater level b. Drainage characteristics of existing soil types c. Season of the year (wet/dry season) d. Current & historical rainfall data (recent and year-to-date) e. Natural relief points (such as lakes, rivers, swamp areas, etc.) f. Man-made drainage systems (ditches, canals, etc.) g. Distances to relief points and man-made drainage systems h. On -site types of vegetation i. Area topography (ground surface elevations) Water level measurements were made at the SPT borehole locations between December 21 to December 27, 2022. According to data from the Southeast Regional Climate Center and the National Weather Service, the total rainfall for the previous month of November for central Brevard County was 6.0 inches, approximately 3% inches above the normal levels for November. Year-to-date rainfall for 2022 through December 27th was approximately 52.1 inches, roughly 1.6 inches above the normal level for this time period. Based on this information and factors listed above, we estimate that the typical wet season high groundwater levels at the boring locations will be approximately 1/2 foot above the existing measured levels. Please note, however, that peak stage elevations immediately following various intense storm events, may be somewhat higher than the estimated typical wet season levels. Due to the variable silt/clay content within the near surface soils at this site, we strongly suspect that there may be occasional isolated pockets of "perched" groundwater throughout the project area, particularly during periods of prolonged wet weather. These temporary perched water table levels may be higher than the estimated wet season high groundwater levels indicated above. 11.0 LABORATORY RESULTS 11.1 PARTICLE SIZE ANALYSIS The soil samples submitted for particle size analysis were classified as clayey fine sands [SC] and sandy clays [CH]. The percentage of soil sizes passing the #200 sieve size are shown on the boring logs at the approximate depth sampled. 6 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 11.2 PERMEABILITY TESTS Soil permeability is a measure of the soil's ability to allow water to flow though it under saturated conditions. Permeability is a function of the grain size and sorting of the entire soil mass. According to the National Soil Survey Handbook, 1993 Edition, published by the U.S. Department of Agriculture, permeability rates can be expressed in the following classes: Permeability Class Permeability K (in/hr) Extremely Slow 0.0 — 0.01 Very Slow 0.01 — 0.06 Slow 0.06 — 0.2 Moderately Slow 0.2 — 0.6 Moderate 0.6 — 2.0 Moderately Rapid 2.0 — 6.0 Rapid 6.0 — 20.0 Very Rapid > 20.0 Most "clean" fine sands [SP] typically exhibit moderately rapid to very rapid permeabilities. Fine sands with silt or clay [SP-SM or SP-SC] can usually be considered to have slow to moderately slow permeabilities; while silty sand [SM], clayey sands [SC], silts [ML] and clays [CL] are typically within the extremely slow to slow class. The results obtained from our laboratory remolded permeability tests, where K is the coefficient of permeability, are displayed in the following Table III: TABLE III PERMEABILITY TEST RESULTS Boring Location Soil Type Sample Depth (feet) Permeability Rate K (in/hr) Permeability Class B5 Fine sand with silt & broken shell [SP-SM] Remolded at 2 to 3 0.02 Very Slow B6 Fine sand with silt & broken shell [SP-SM] Remolded at 2 to 3 0.1 Slow It should be noted that the coefficient of permeability is not an infiltration rate. The actual infiltration rate is influenced by the coefficient of permeability as well as several factors, including the elevation of the pond bottom, water level in the pond, the elevation of the wet season water table, and the confining layer. 7 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 12.0 PROPOSED HOTEL BUILDING 12.1 ANALYSIS If the proposed structure was to be supported on a conventional shallow foundation system, then considerable settlements, on the order of 6 to 8 inches, would probably occur due to the compression of the near surface loose sands and soft clay layers and the compression of the underlying soft, clay [CH] strata existing predominately between the approximate depths of 32 to 57 feet bls. We believe that the most expedient way to minimize these settlements is to by-pass the soft clay strata with the use of pilling embedded at a depth of approximately 70 feet bls into the underlying medium dense sand, shell and cemented rock strata. To help prevent distress due to different rates/amounts of settlement and other factors, we strongly recommend that the proposed hotel structures be structurally separated from adjacent auxiliary structures (e.g. walkways, equipment pads, decks, driveways, etc) by a series of isolation joints. Based on the assumed compressional column & wall loadings, we anticipate that pile capacities on the order of approximately 60 to 70 tons in compression will be desired for an efficient piling foundation system. In order to provide these working pile capacities, we recommend either using a system of 14 or 16 inch diameter auger cast piles (used within nearby hotel buildings), or a system of 12 inch square pre -stressed concrete piles (commonly used within the Port Canaveral area to the north of the site). In the interests of clarity, both piling systems are discussed separately below. The following recommendations are made based upon our understanding of the proposed construction, our experience with similar projects and our familiarity of the subsurface conditions at the project site. If the structural loadings, building location, or grading plans change from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes. Assuming that the foundations are designed and piling is installed according to our recommendations, we estimate that maximum total vertical settlements of the proposed building will be less than 1 inch and maximum differential settlements will be less than '/z inch. Almost all of the expected settlements will take place as soon as the full dead weights of the building are in place. 12.2 RECOMMENDATIONS - AUGER CAST PILING Auger cast -in -place piles are constructed by drilling into the soil with a crane operated hollow core auger which is pulled up in short lifts while cement grout is pumped under pressure through the auger. Our recommendations on auger cast pile design and installation are contained in the following sections of this report. In order to provide the necessary load carrying capacity, we recommend that the pile tips be placed at an elevation of -60 feet NAVD (approximately 70 feet below existing grades). Assuming installation techniques as listed below, we estimate the allowable compressive & 8 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration tensional capacities for 14 & 16 inch diameter auger cast piles versus depth as listed in the following Table IV. TABLE IV ESTIMATED PILE CAPACITIES AUGER CAST PILES PILE DIAMETER (INCHES) TIP EMBEDMENT ELEVATION/DEPTH ESTIMATED ALLOWABLE COMPRESSIONAL CAPACITY (TONS)* ESTIMATED ALLOWABLE TENSIONAL CAPACITY (TONS)* 14 -65 FEET NAVD (APPROXIMATELY 70 FEET BELOW EXISTING GRADES) 66 26 16 -65 FEET NAVD (APPROXIMATELY 70 FEET BELOW EXISTING GRADES) 70 29 * Based on the recommended procedures listed in "Standard Guidelines for the Design and Installation of Pile Foundations" by ASCE, the above listed allowable capacities are based on a factor of safety (FS) of 2.2 for compression and a factor of safety (FS) of approximately 3.0 for tension. The pile capacities listed above have been estimated assuming a top of pile elevation of approximately +7 feet NAVD, slightly below the existing ground surface. Auger cast piles have lower capacities in groups. Spacing them at least 3 pile diameters apart, center to center, can significantly minimize the group effect. A reduction for group effect will depend upon the number of piles in a group and their respective positions. For preliminary design purposes, a 100 percent efficiency of the single pile allowable load has been assumed; however, if pile spacings less than 3 pile diameters are used, then a lower efficiency factor will become necessary. Specific requirements for auger cast piles are detailed in the Florida Building Code under §1810. These requirements cover group strength, installation methods, and reinforcement cover. The lateral capacity of a piling system is highly dependent upon the compressive loadings and the configuration of the piles within the cap system. Once the final configuration of the foundation system has been chosen, a lateral analysis using ALLPILE7 software package can be performed. However, at this point we believe that the pile lateral loadings for 14 inch diameter auger cast piles of at least 5 tons per pile can be maintained with minimal lateral deflection (i.e. less than 1 inch). When using a pile foundation, we recommend that at least one non -production pile be tested in accordance with the procedures of ASTM D 1143 to confirm the design pile depth and capacity. The geotechnical engineer and structural engineer should review the results of the load tests prior to final order of specific piles or lengths. The review is to assess whether installation techniques must be modified, pile lengths changed, etc. 9 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration The test piles should be installed with the same men, methods, and equipment that the production piles will be placed. The crane must be powerful enough to pull the full length auger out of the ground without any auger rotation. Also, great care should be exercised to assure that embedded reinforcing steel has the proper concrete cover in the piles. The structural engineer should determine the size and length of reinforcing steel needed in the auger cast piles. Often, a single No. 7 or No. 8 bar full length through the center of the pile is used. Placing a full length bar throughout the depth of the pile is very valuable to the on -site inspector in determination of the integrity of the pile and detection of any "necking" which may occur. If necking or any other problems with the pile are detected, the pile can usually be re- augered while the grout is still wet and replaced with an acceptable pile. Auger cast piles are highly dependent on quality of workmanship. For this reason, we strongly recommend all pile installations be monitored by a Universal's representative. This is necessary in order to determine if piles are being installed properly by the contractor, provide an accurate record of the installation, and provide an opportunity to correct anomalous or unforeseen conditions during the pile placement work. The grout used to form the piles should be sampled and tested for strength on a regular basis. The piling contractor should be made aware that occasional hard drilling conditions may occur within the occasional cemented rock and shell layers encountered at this site. 12.3 RECOMMENDATIONS — DRIVEN PRE -STRESSED CONCRETE PILES In order to achieve the desired compressional & tensional pile capacities, we believe another expedient way is to support the proposed structures upon 12 inch square pre -stressed concrete piles which bypass the loose/soft surficial strata and derive support from the underlying medium dense sand & shell layers. To help prevent distress due to different rates/amounts of settlement and other factors, we strongly recommend that the proposed building be structurally separated from any adjacent auxiliary structures (e.g. equipment pads, decks, driveways, etc) by a series of isolation joints. Piles have lower capacities in groups. Spacing them at least 3 piles diameters apart, center to center, can significantly minimize the group effect. A reduction for group effect will depend upon the number of piles in a group and their respective positions. For preliminary design purposes, a 100 percent efficiency of the single pile allowable load has been assumed; however, if pile spacings less than 3 pile diameters are used, then a lower efficiency factor will become necessary. In addition, installing piles at a spacing of less than 3 pile diameters could cause significant increases in driving stresses and is not recommended for this project. Assuming that the pile installation techniques recommended in this report are followed, we estimate that individual pre -stressed concrete piles will exhibit the approximate capacities as listed in the following Table V: 10 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Cape Canaveral, Brevard County, Florida Universal Project No. 0330.2200175.0000 Subsurface Exploration TABLE V ESTIMATED PRESTRESSED 12" x 12" CONCRETE PILE CAPACITIES Pile Tip Elevation * (Minimum Pile Length) Allowable Compressional Capacity (tons) Allowable Tensional Capacity (tons) -65 feet NAVD (Approximate depth below existing grade, 70 feet) 60 26 The pile capacities listed above have been estimated using the procedures developed by Meyerhof (1976) and assuming a top of pile elevation of approximately +7 feet NAVD. Based on the recommended procedures listed in "Standard Guidelines for the Design and Installation of Pile Foundations" by ASCE, the above listed allowable capacities are based on a factor of safety (FS) of 2.0 for compression. Tensional Capacity is based upon a factor of safety (FS) of approximately 3.0. Specific requirements for driven piles are detailed in the Florida Building Code under Sections 1808 and 1809. These requirements cover group strength, installation methods, reinforcement cover, etc. Please note that the loose/soft clayey strata within this area of Cape Canaveral can result in soft driving conditions where the pile will tend to "plunge" during driving and/or deviate from the driven location & plumb. Without proper control methods the 12 inch square pre -stressed piling can be easily damaged during driving operations. In order to compensate for these effects, we recommend that the pile rig have "fixed" leads with the capability of fine adjusting for plumb & location. In addition, the pile hammer (preferably a hydraulic hammer system) should have the capability of controlling the delivered energy from stroke to stroke, over a wide range of driving resistance (i.e. through both very soft clay and dense sand & shell layers). We recommend that at least one pile be tested (prior to production pile operations) by instrumentation with a Pile Driving Analyzer (PDA) in accordance with FDOT Specification 455, during driving (including re -strikes at least 10 days later) operations to help confirm the design pile depth and capacity. The test piles should be installed with the same men, methods, and equipment that the production piles will be placed. The geotechnical engineer and structural engineer should review the results of the PDA testing prior to the final order of specific piles or lengths. The review is to assess whether installation techniques must be modified, pile lengths changed, etc. Please note that significant pile "set-up" or "freeze" typically occurs within the Cape Canaveral area with a large increase in pile capacity (perhaps greater than the capacities listed in Table V) a few days/weeks after driving. In order to efficiently use this effect, we strongly suggest that the test pile program be completed prior to the completion of the foundation designs of the proposed structures. Driven piles are highly dependent on quality of workmanship and other factors. For these reasons, we strongly recommend that all pile installations be monitored by a Universal representative. This is necessary in order to determine if piles are being installed properly by the contractor, provide an accurate record of the installation, and provide an opportunity to correct anomalous or unforeseen conditions during the pile placement work. 11 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration A wave equation analysis using the data from contractor's hammer type, hammer cushion material, stroke setting, pile cushioning material, etc. should be performed to help predict pile stresses versus driving resistance, prior to the start of test pile/production pile installations. The piling contractor should be aware that difficult driving conditions may occasionally occur at some locations and depths due to sporadic pockets of dense sand & shell and/or cemented rock layers. The lateral capacity of a piling system is highly dependent upon the compressive loadings and the configuration of the piles within the cap system. Once the final configuration of the foundation system has been chosen, a lateral analysis using ALLPILE7 software package can be performed. However, at this point we believe that the pile lateral loadings for 12 inch square pre -stressed concrete piles of at least 4 tons per pile can be maintained with minimal lateral deflection (i.e. less than 1 inch). 12.4 RECOMMENDATIONS — GROUND FLOOR SLABS Due to gradual settlements which will probably occur over the next several years within the soft clayey sand [SC] strata (old river sediments) between the approximate depths of 5 to 10 feet bls, the ground floor slabs of the proposed hotel building should also be pile supported (unless the following alternative of pre -loading is used). Such items as utility line connections into the proposed building should be sufficiently flexible to allow for differential movements between the building and the adjacent soil mass. One potential alternative for supporting the ground floor slabs would be to first pre -consolidate the near surface soft clay layers with a surcharge weight of extra fill. If the floor slabs are to be supported on grade (i.e. floating slabs), then the following site preparation procedures should be followed: 1. Strip out & remove surface vegetation, root mats, organic topsoils, rubble, debris, etc. from within the proposed building footprints, including a margin of at least 10 feet beyond foundation lines. 2. Compact the prepared surface until an in place density of at least 95 percent of the Modified Proctor test maximum dry density (ASTM D 1557, Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft3 (2,700 kN-m/m3))) is achieved to at least 12 inches below the stripped surface. 3. Install piles as previously recommended (either auger cast or driven sections) and construct pile caps and grade beams. Please note that, depending on foundation depth, dewatering may be required to maintain dry conditions within pile cap and grade beam excavations. 4. Fill to bottom of first floor slab grade with select fill consisting of sandy soils with less than 10% fines content [SP, SP-SM, or SP-SC], placed in maximum 10 inch loose lifts, with each lift compacted to at least 95 percent of Modified Proctor maximum dry density (ASTM D 1557). Depending on rainfall amounts and other factors, moisture control may be necessary to aid compactive efforts for approved fill soils. 12 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 5. Place an additional 4 feet of fill within all of the floor slab areas. This fill can be loosely placed and should be left in place for at least one month. Thereafter, it can be removed, any loosened pockets of the underlying structural fill re-densified, and the first floor slabs constructed. If vibratory compaction equipment is used to compact existing soils and the new fill materials, we recommend using vibratory rollers or plates weighing less than 1 ton within 20 feet of existing structures (including newly constructed foundations, such as piles and pile caps), less than 2 tons between 20 to 40 feet and up to 6 tons beyond 40 feet. THE USE OF HEAVIER VIBRATORY EQUIPMENT MAY CAUSE DAMAGE TO NEWLY CONSTRUCTED PILE CAPS OR EXISTING NEARBY STRUCTURES. Please note that if desired, the surcharging operations can be performed after the placement/densification of the existing soils and new fill materials, but before the installation of piling & construction of pile caps. Assuming that the surcharge operations are performed according to the procedures listed in this report, we estimate subsequent settlements of the project first floor slabs will be less than 1/2 inch. 13.0 AUXILARY STRUCTURES To minimize the settlements within the proposed auxiliary structures (e.g. walkways, equipment pads, decks, etc.) at this project, we recommend a site preparation procedure consisting of the densification of the existing surficial soils to at least 95% of the Modified Proctor Test (ASTM D- 1557) to a depth of at least two (2) feet below existing grades. During the excavation of any foundations or other buried structures, any soft clayey pockets encountered within two feet of the bottom of the structure should be over excavated and replaced with clean fine sands [SP] compacted to at least 95% of the modified proctor test (ASTM D-1557). 14.0 SEWER AND UTILITY LINES 14.1 GENERAL RECOMMENDATIONS We assume that proposed sewer and other utility lines within/adjacent to the proposed building footprints may have invert elevations roughly 2 to 4 feet below existing grades. Based on the results of the soil borings and our general knowledge of the area, we believe there will be be occasional soft clayey or deleterious pockets at this invert level. If encountered, such soft/deleterious layers should be over excavated and replaced with compacted clean fine sands ISP] (< 5 percent soil fines passing the No. 200 sieve ASTM D 1140) to more adequately support the proposed pipelines and help preclude any future settlements. 14.2 SITE PREPARATION PROCEDURES The following is our recommended procedures to prepare the site soils for construction of the proposed utility lines. 1. Install a dewatering system capable of maintaining a groundwater level at least 2 feet below bottom of pipe level. 13 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 2. Excavate and install the proposed utility lines. Any deleterious or soft clayey soils encountered at pipe bedding level should be examined by representatives of Universal for possible removal and replacement with clean fine sands [SP] as previously discussed. All replacement soils should be compacted to at least 98 percent of the Modified Proctor test maximum dry density (ASTM D1557) with small vibratory plates or rollers. 3. Backfill to grade with clean fine sand fill placed in 12 inch loose lifts with each lift compacted, with vibratory rollers or plates weighing less than 4 tons, to at least 98 percent of the Modified Proctor test maximum dry density (ASTM D 1557). Backfill above and around thrust blocks should consist of clean fine sands [SP/A-3] compacted at least 98 percent of Modified Proctor test maximum dry density (ASTM D1557). For a design criteria, we recommend using an allowable passive earth pressure coefficient of Kp=3.0. 15.0 PAVEMENTS We recommend using flexible asphaltic pavements on this project, rather than a rigid concrete section. Flexible pavements combine the strength and durability of several layer components to produce an appropriate and cost-effective combination of locally available construction materials. In addition, asphaltic pavements are much more tolerant of differential settlements, which may occur over the years due to the sporadic loose/compressible clayey pockets within the near surface soil mass at this project, rather than a rigid concrete pavement section. Densification of the loose, surficial sands will be required in all parking and drive areas, in order to both help ensure an adequate subgrade capacity and to limit subsequent settlements due to traffic vibrations. Within the parking/drive areas we recommend that the surficial soils be proof rolled with a heavy piece of equipment, such as a fully loaded tandem axle dump truck, under the observation of Universal personnel. Any areas which exhibit instability under rolling should be examined by Universal for possible removal and replacement with compacted clean fine sands [SP]. All roadway subgrade soils should be compacted to at least 95 percent of the Modified Proctor test maximum dry density (ASTM D 1557, Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ton-Ibf/ft3 (2,700 kN-m/m3))) to a depth of at least 2 feet below bottom of base course levels, or the full depth of new fill, whichever is greater. All root mats, organic topsoils, vegetation, muck, debris, root mats, and other deleterious materials, should be completely removed from the proposed pavement areas, including a 5 feet margin beyond the edges of the proposed pavements. Depending on weather conditions and other factors, the addition or removal (dewatering) of water may be necessary to aid compactive efforts. All pavement area fill should consist of fine sands with less than 10% passing the #200 sieve size [SP, SP-SM, and SP-SC] placed in 12 inch lifts with each lift compacted to at least 95 percent of the Modified Proctor test maximum dry density (ASTM D 1557). If vibratory equipment must be used to compact the fill, subgrade and base courses, then we recommend using vibratory rollers weighing less than 1 ton within 20 feet of existing structures, 14 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration less than 2 tons within distances of 20 to 40 feet, less than 6 tons between 40 to 100 feet, and up to 10 tons beyond 100 feet. The use of heavier equipment may damage adjacent structures. 15.2 RECOMMENDATIONS 15.2.1 Asphaltic (Flexible) Pavements Standard duty pavement areas are defined as having car and pickup truck loading conditions. Heavy duty areas are defined as having delivery, storage, and garbage truck loading conditions along with service drives. Assuming a) the subgrade soils are compacted to 95 percent of Modified Proctor test maximum dry density (ASTM D 1557) with a design LBR value of 40 (after stabilization), b) a 20 year design life, c) terminal serviceability index (Pt) of 2, d) reliability of 90 percent, and e) total equivalent 18 kip single axle loads (E,8SAL) of 50,000, we recommend the minimum design shown in the following Table VI, for a standard duty asphalt pavement. TABLE VI MINIMUM STANDARD DUTY ASPHALT/LIMEROCK PAVEMENT Pavement Layer Thickness Minimum Requirements Asphalt Wearing Surface FDOT SP-12.5 or SP-9.5 1.5 Inch Minimum Mix to be approved by Universal. °The mix should be compacted to at least 90% of the maximum theoretical density. Limerock, Cemented Coquina, or Recycled Concrete Base 6 Inch Minimum 98% Modified Proctor test maximum dry density, Limerock Bearing Ratio (LBR) of at least 100. Stabilized Subbase Course 8 Inch Minimum 98% Modified Proctor test maximum dry density, stabilized to a Limerock Bearing Ratio (LBR) of at least 40. Assuming the above factors for standard duty pavements apply to heavy duty pavements where heavy trucks such as fire trucks, delivery & refuse collection vehicles would traverse (i.e. loadings of up to 150,000 E18SALs), we recommend using the design in the following Table VII for minimum heavy duty pavement areas. TABLE VII MINIMUM HEAVY DUTY ASPHALT/LIMEROCK PAVEMENT Pavement Layer Thickness Minimum Requirements Asphalt Wearing Surface FDOT SP-12.5 or SP-9.5 2 Inch Minimum Mix to be approved by Universal. The mix should be compacted to at least 90% of the maximum theoretical density. Limerock, Cemented Coquina, or Recycled Concrete Base 8 Inch Minimum 98% Modified Proctor test maximum dry density, Limerock Bearing Ratio (LBR) of at least 100. Stabilized Subbase Course 12 Inch Minimum 98% Modified Proctor test maximum dry density, stabilized to a Limerock Bearing Ratio (LBR) of at least 40. 15 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration Please note that the asphaltic wearing surface for both heavy and light duty areas should have a "fine" gradation classification with a mix that is limited to a maximum of 20% reclaimed asphalt pavement (RAP). We recommend designing asphaltic pavements with at least 18 inches of clearance between the bottom of the pavement base course and the estimated typical wet season groundwater level. A thorough testing and inspection program should be incorporated during the pavement construction. Stabilized subgrade can be imported materials or a blend of on -site and imported materials. If a blend is proposed, we recommend that the contractor perform a mix design to find the optimum mix proportions. Compaction testing of the stabilized subgrade, and the subsequent limerock base course material should be performed to full depth at a minimum of at least ten test locations. After placement and field compaction, the wearing surface should be cored to evaluate material thickness and to perform laboratory densities of the asphaltic surfacing. In parking lots, for extended life expectancy of the surface course, we recommend applying a coal tar emulsion sealer at least six months after placement of the surface course. The seal coat will help patch cracks and voids, and protect the surface from damaging ultraviolet light and automobile liquid spillage. Please note that applying the seal coat prior to six months after placement may hinder the "curing" of the surface course, leading to its early deterioration. We recommend that all materials used in pavement construction comply with the latest edition of the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction. Universal should be allowed to review and comment on the final asphalt pavement design. 17.0 EXFILTRATION TRENCHES & STORAGE CHAMBERS We understand that major portions of the stormwater runoff from the new impervious surfaces at this project will be collected within either a series of on -site exfiltration trenches and/or underground stormwater collection chambers. The hydraulic capacity of stormwater retention structures is principally a function of the ability of the surface soil to receive and percolate the storm water runoff. Upon reaching the groundwater table or a restrictive layer, the stormwater runoff begins to mound. The amount and rate of rise in the recharge mound depends on several factors, including the thickness and permeability of the receiving stratum, the chamber/trench bottom level, the elevation of the groundwater table, and the geometry of the loaded area. The majority of the near surface soils at the site appear to consist mostly of slowly permeable fine sands with varying amounts of silt, broken shell, and clay lumps [SP-SM] (old hydraulic fill). However, directly below these surficial fill materials at a depth of about 4 to 7 feet bls are relatively impermeable clayey sands [SC] which probably comprised the original bottom sediments of the Banana River. These latter clayey strata represent an aquiclude, or lower confining layer, in retention system design. We estimate that the site surficial fill sands would exhibit a fillable porosity of approximately N = 25%. For a "dry" retention system to be used at this project, we recommend that the site be 16 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration contoured to allow a trench/chamber bottom level of at least 1 foot above the estimated seasonal high groundwater levels. We recommend the designer use a commercial software program such as "Ponds" or "Modret" in order to evaluate these ponds. In order to further enhance the performance potential of the "dry" retention systems at this site, the underlying relatively impermeable fine sand with silt [SP-SM] and clayey fine sand [SC] can be undercut to a depth of at least five (5) feet below pond bottom levels (and horizontally at least 10 feet beyond the pond bottom perimeter) and replaced with highly permeable fine sands (i.e. k >_ 10 inches/hour at a density of approximately 92% of the modified Proctor test). As an alternative, a series of underdrains to a positive outfall could also be considered. After the configuration of the proposed exfiltration trenches or underground stormwater chambers is further defined, Universal should be allowed to review the proposed plans, so that recommendations for any necessary additional borings and/or laboratory testing can be formulated. 18.0 DEWATERING Based on the water level conditions encountered, control of the groundwater will probably be required to achieve the necessary excavation, construction, backfilling and compaction requirements presented in the preceding sections. Regardless of the method(s) used, we suggest drawing down the water level at least 2 to 3 feet below the bottom of the excavations to preclude "pumping" and/or compaction -related problems with the foundation and/or subgrade soils. The actual method(s) of dewatering should be determined by the contractor. Dewatering should be accomplished with the knowledge that the permeability of soils decreases with increasing silt [M] and/or clay [C] content. Therefore, a silty fine sand [SM] is less permeable than a fine sand [SP]. The fine sand, fine sand with silt and silty fine sand [SP, SP- SM and SM] soil types can usually be dewatered by well pointing. It should be noted that the typical wet season high groundwater levels previously listed may be temporarily exceeded during any given year in the future. Should impediments to surface water drainage exist on the site, or should rainfall intensity and duration, or total rainfall quantities exceed the normally anticipated rainfall quantities, groundwater levels may exceed our seasonal high estimates. We recommend positive drainage be established and maintained on the site during construction. We further recommend permanent measures be constructed to maintain positive drainage from the site throughout the life of the project. We recommend that the contract documents provide for determining the depth to the groundwater table just prior to construction, and for any required remedial dewatering. 19.0 EXCAVATIONS Excavations should be sloped as necessary to prevent slope failure and to allow backfilling. As a minimum, temporary excavations below 4-foot depth should be sloped in accordance with OSHA regulations (29 CFR Par 1926) dated October 31, 1989. Where lateral confinement will not permit slopes to be laid back, the excavation should be shored in accordance with OSHA requirements. During excavation, excavated material should not be stockpiled at the top of the slope within a horizontal distance equal to the excavation depth. Provisions for maintaining workman safety within excavations is the sole responsibility of the contractor. 17 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com Proposed Hotel — Imperial Boulevard Universal Project No. 0330.2200175.0000 Cape Canaveral, Brevard County, Florida Subsurface Exploration 20.0 SPECIAL CONSIDERATIONS Vibrations produced during vibratory compaction operations at the site may be significantly noticeable within 100 feet and may cause settlement distress of adjacent structures if not properly regulated. Therefore, provisions should be made to monitor these vibrations by Universal so that any necessary modifications in the compaction operations can be made in the field before potential damages occur. In addition, the conditions of the existing adjacent structures should be ascertained and documented prior to vibratory operations. Slight cosmetic damage (e.g. hairline cracks in stucco, plaster, or masonry) may occur in conjunction with compaction operations. 21.0 CLOSURE The soil and groundwater conditions encountered during our subsurface exploration of the property and the results of the laboratory analysis identified no geotechnical issues that will significantly impact the proposed project, as we currently understand it, using conventional construction practices. Standard methods of pile installation, surficial stripping, excavation, proof rolling, compaction and backfilling should adequately prepare the site. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on -going process throughout construction. Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address site problems or construction changes, which may arise during construction, in a timely and cost-effective manner. We recommend the owner retain the Universal Rockledge office to provide inspection & testing services during the site preparation procedures for confirmation of the adequacy of the earthwork operations. Field tests and observations include monitoring of pile installations, verification of pavement subgrades by monitoring proof -rolling operations, and performing quality assurance tests of the placement of compacted structural fill. * 18 820 Brevard Avenue, Rockledge, Florida 32955 (321) 638-0808 Fax (321) 638-0978 www.UniversalEngineering.com FIGURES 1111,11,11,11111111111111111111 IIIIIIIIIIIIIII 1l s.rim1 Ewu ,i„T ii ��w��!�mihi� Illlmlll 1,1,1,1 1 c , llllll111hl;mll„ %Iliiiroiiooirmo/, USDA Soil Survey of Brevard County, Florida (1974 Aerial Photo from Google Earth Pro. 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"14141444,1� 4,4441W44� �1 1104 "1��1�411��111�,�wR� ��l . XE� �r�1""4"*,inn d"�'U�„w�Mdrbf,l„'k�"' wS„n�d✓I UNIVERSAL ENGINEERING ‘ P u SCIENCES PROPOSED HOTEL DEVELOPMENT IMPERIAL BOULEVARD CAPE CANAVERAL, BREVARD COUNTY, FLORIDA BORING LOCATION PLAN DRAWN BY: RS DATE'DECEMBER 30, 2022 CHECKED BY: BF DATE: DECEMBER 30, 2022 SCALE: 1" = 100' PROJECT NO: 0330.2200175.0000 PAGE NO: FIGURE 3 APPENDIX A 20 25 30 35 40 45 50 55 60 65 UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B1 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/22/22 WATER TABLE (ft): 2.3 DATE FINISHED: 12/22/22 DATE OF READING: 12/22/2022 DRILLED BY: OG, JH EST. W.S.W.T. (ft): TYPE OF SAMPLING: S A DEPTH M (FT.) E BLOWS PER 6" INCREMENT N (BLOWS/ FT.) W.T. S Y M B 0 L DESCRIPTION -200 (%) MC (%) ATTERBERG LIMITS LL PI K (FT./ DAY) ORG. CONT. (%) 5-5-5 3-3-5 10 5 2-2-3 P-1-1 10_ P-P-P 1-2-4 15 76-7 i 5-4-4 --8-8-11- 12-10-14 P-P-P P-PP P-P-1 P-P-2 5-4-2 P-P-1 70 4-2-2 75 2-2-2 80 2-1-1 1-4-6 85 90 95 100 105 — 3-6-4 4-6-8 4 4-4 5 2 P 6 13 8 fine SAND with silt, broken shell and gravel, gray, [SP-SM] clayey fine SAND, grey, [SC] fine SAND with broken shell, grey, [SP] 19 24 2 P P 1 6 4 4 2 10 10 14. 8 clayey fine SAND, grey, [SC] sandy CLAY, grey, [CH] 97.6 88.2 clayey fine SAND with broken shell and occasional cemented rock layers, grey, [SC] fine SAND with silt, broken shell and occasional cemented rock layers, gray, [SP-SM} BORING TERMINATED AT 100' P - DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER 110 — u UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B2 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/19/22 WATER TABLE (ft): DATE FINISHED: 12/19/22 DATE OF READING: DRILLED BY: PM, PG EST. W.S.W.T. (ft): TYPE OF SAMPLING: S A DEPTH M (FT.) E BLOWS PER 6" INCREMENT N (BLOWS/ FT.) W.T. S Y M B 0 L DESCRI PTION -200 (%) MC (%) ATTERBERG LI MITS LL PI K (FT./ DAY) ORG. CONT. (%) 5-5-5 3-5-2 10 7 P-1-P _ 1-P-1 10 � 1P1 1-P-3 15 � 6-6-5 20 � 6-6-9 25 � 9-15-18 30 �- 9-9-10 35 � _ 2-1-1 40 P-P-1 4 P-P1 4 P-P-1 4 -I 2-1-1 45 50 55 60 65 70 75 — 80 — 85 — 90 95 100 105 — P-P-P 1 1 1 3 11 15 organic SILTY SAND with root mats, dark brown, (muck) [OH] fine SAND with silt and broken shell, gray, [SP-SM] (fill) clayey fine. SAND, grey, [SC] fine SAND with broken shell, grey, [SP] 29.0 34.3 33 19 2_ 1 1 P 2 clayey fine SAND, grey, [SC] sandy CLAY, grey, [CH] clayey fine SAND with broken shell, grey, [SC] BORING TERMINATED AT 60' P - DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER 110 — u UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B3 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/21/22 WATER TABLE (ft): 2.0 DATE FINISHED: 12/21/22 DATE OF READING: 12/21/2022 DRILLED BY: OG, JH EST. W.S.W.T. (ft): TYPE OF SAMPLING: S A DEPTH M (FT.) E BLOWS PER 6" INCREMENT N (BLOWS/ FT.) W.T. S Y M B 0 L DESCRIPTION -200 (%) MC (%) ATTERBERG LIMITS LL PI K (FT./ DAY) ORG. CONT. (%) 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 4-5-6 3-3-2 11 5 fine SAND with silt and broken shell, gray, [SP-SM] (fill) P-1-2 P-P-2 P-P-P P-2-4 6-7-8 7-6-10 6-10-11 12-10-13 2-2-1 90 95 100 105 — P-1-1 P-P-P P-P-2 P-P-P 4-4-3 P-P-2 5-7-7 3-3-3 P-1-1 2-2-5 5-3-5 3 2 P 6 15 16 21 23 clayey fine SAND, grey, [SC] 20.1 30.9 fine SAND with silt and broken shell, gray, [SP-SM] fine SAND with broken shell, grey, [SP] 3 2 P P 7 sandy CLAY, grey, [CH] 96.7 83.6 clayey fine SAND, grey, [SC] 2 14 6 2 7 fine SAND with silt, broken shell and occasional cemented rock layers, gray, [SP-SM] clayey fine SAND, grey, [SC] clayey fine SAND with broken shell and occasional cemented rock layers, grey, [SC] BORING TERMINATED AT 90' P - DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER 110 — u UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B4 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/27/22 WATER TABLE (ft): 2.5 DATE FINISHED: 12/27/22 DATE OF READING: 12/27/2022 DRILLED BY: OG, JH EST. W.S.W.T. (ft): TYPE OF SAMPLING: DEPTH (FT.) S A M BLOWS P L INCREMENT E N (BLOWS/ FT.) W.T. S M B 0 L DESCRIPTION -200 (%) MC (%) ArLIMIBTSRG K (FT./ DAY) ORG. CONT.(%T. LL PI 0 4-6-4 3-1-3 3-1-2 P-P-P P-P-P P-2-4 5-5-7 10 4 3 P P 6 12 fine SAND with broken shell, grey, [SP] (fill) 39.2 43.9 clayey fine SAND, grey, [SC] 5— 10 _. clayey fine SAND with broken shell, grey, [SC] fine SAND with broken shell, grey, [SP] 15 - 20— BORING TERMINATED AT 15' P - DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER u UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B5 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/27/22 WATER TABLE (ft): 2.4 DATE FINISHED: 12/27/22 DATE OF READING: 12/27/2022 DRILLED BY: OG, JH EST. W.S.W.T. (ft): TYPE OF SAMPLING: DEPTH (FT.) S A M BLOWS P L INCREMENT E N (BLOWS/ FT.) W.T. S M B 0 L DESCRIPTION -200 (%) MC (%) ArLIMIBTSRG K (FT./ DAY) ORG. CONT.(%T. LL PI 0 fine SAND with silt, broken shell and clay lumps, gray, [SP-SM] (fill) 4 4-4 8 2-3-3 6 5— 1-1-P 1 7 clayey fine SAND, grey, [SC] - P-P-2 2 2-P-P P P-2-2 4 10 fine SAND with broken shell, grey, [SP] 6-7-8 15 •ii 15 BORING TERMINATED AT 15' P - DENOTES PENETRATION WITH ONLY - WEIGHT OF DRIVE HAMMER 20— u UNIVERSAL ENGINEERING SCIENCES BORING LOG PROJECT NO.: 0330.2200175.0000 REPORT NO.: APPENDIX: A PROJECT: IMPERIAL BOULEVARD HOTEL IMPERIAL BOULEVARD AND ASTONAUT BOULEVARD CAPE CANAVERAL, FLORIDA CLI ENT: LOCATION: SEE BORING LOCATION PLAN REMARKS: BORING DESIGNATION: B6 SECTION: TOWNSHIP: SHEET: 1 of 1 RANGE: G.S. ELEVATION (ft): DATE STARTED: 12/27/22 WATER TABLE (ft): 6.6 DATE FINISHED: 12/27/22 DATE OF READING: 12/27/2022 DRILLED BY: OG, JH EST. W.S.W.T. (ft): TYPE OF SAMPLING: DEPTH (FT.) S A M BLOWS P L INCREMENT E N (BLOWS/ FT.) W.T. S M B 0 L DESCRIPTION -200 (%) MC (%) ArLIMIBTSRG K (FT./ DAY) ORG. CONT.(%T. LL PI 0 fine SAND with silt, broken shell and clay lumps, gray, [SP-SM] (fill) 11-14-9 23 7-7-6 13 4-1-1 2 clayeyC]fine SAND, trace of broken shell, grey, 5— - 1-4-2 6 1-1-1 2 P-1-1 2 10 fine SAND with broken shell, grey, [SP] 7-8-8 16 •ii 15 BORING TERMINATED AT 15' P - DENOTES PENETRATION WITH ONLY - WEIGHT OF DRIVE HAMMER 20— % PASSING NO.200 SIEVE 0 — 5 — 12 — 50 — 70 — 85 — 100 — f '. KEY TO BORING LOGS SOIL CLASSIFICATION CHART* Sand or Gravel [SP,SW,GP,GW] Sand or Gravel with Silt or Clay [SP-SM,SP-SC] Silty or Clayey Sand or Gravel [SM,SC,GM,GC] Sandy or Gravelly Silt or Clay [ML,CL-ML,CL,MH,CH,OL,OH] Silt or Clay with Sand or Gravel [ML,CL-ML,CL,MH,CH,OL,OH] Silt or Clay [ML,CL-ML,CL,MH,CH,OL,OH] COARSE GRAINED SOILS WELL -GRADED SANDS [SW] POORLY -GRADED SANDS [SP] POORLY -GRADED SANDS WITH SILT [SP-SM] POORLY -GRADED SANDS WITH CLAY [SP-SC] SILTY SANDS [SM] CLAYEY SANDS [SC] 1.. bit �lJ U )a pC gr2 • oc 0 0 v�y 3°C D PLASTICITY INDEX 60 50 40 30 20 10 0 0 v UNIVERSAL ENGINEERING SCIENCES, INC. C H/OH CL/OL NH/OH CL-ML ML/OL 10 20 30 40 50 60 70 80 90 LIQUID LIMIT GROUP NAME AND SYMBOL WELL -GRADED GRAVELS [GW] POORLY -GRADED GRAVELS [GP] POORLY -GRADED GRAVELS WITH SILT [GP -GM] POORLY -GRADED GRAVELS WITH CLAY [GP -GC] SILTY GRAVELS [GM] CLAYEY GRAVELS [GC] FINE GRAINED SOILS INORGANIC SILTS SLIGHT PLASTICITY [ML] INORGANIC SILTY CLAY LOW PLASTICITY [CL-ML] INORGANIC CLAYS LOW TO MEDIUM PLASTICITY [CL] INORGANIC SILTS HIGH PLASTICITY [MH] INORGANIC CLAYS HIGH PLASTICITY [CH] PLASTICITY CHART 100 HIGHLY ORGANIC SOILS A A ORGANIC SILTS/CLAYS LOW PLASTICITY [OL]** ORGANIC SILTS/CLAYS MEDIUM TO HIGH PLASTICITY [OH]** PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS [PT]** RELATIVE DENSITY (SAND AND GRAVEL) VERY LOOSE - 0 to 4 Blows/ft. LOOSE - 5 to 10 Blows/ft. MEDIUM DENSE - 11 to 30 Blows/ft. DENSE - 31 to 50 Blows/ft. VERY DENSE - more than 50 Blows/ft. IN ACCORDANCE WITH ASTM D 2487 - UNIFIED SOIL SILTY CLAYEY SANDS CONSISTENCY [SC-SM] * CLASSIFICATION SYSTEM. (SILT AND CLAY) ** LOCALLY MAY BE KNOWN AS MUCK. NOTES: 8* - DENOTES DYNAMIC CONE PENETROMETER (DCP) VALUE R - DENOTES REFUSAL TO PENETRATION P - DENOTES PENETRATION WITH ONLY WEIGHT OF DRIVE HAMMER N/E - DENOTES GROUNDWATER TABLE NOT ENCOUNTERED VERY SOFT - 0 to 2 Blows/ft. SOFT - 3 to 4 Blows/ft. FIRM - 5 to 8 Blows/ft. STIFF - 9 to 16 Blows/ft. VERY STIFF - 17 to 30 Blows/ft. HARD - more than 30 Blows/ft. NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS APPENDIX A.1 EXHIBIT 1 Important Intormatiou about This Geotechnical-Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you — assumedly a client representative — interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer. Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk -confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil - works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical- engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one - not even you - should apply this report for any purpose or project except the one originally contemplated. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full. You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project -specific factors when designing the study behind this report and developing the confirmation -dependent recommendations the report conveys. A few typical factors include: • the client's goals, objectives, budget, schedule, and risk -management preferences; • the general nature of the structure involved, its size, configuration, and performance criteria; • the structure's location and orientation on the site; and • other planned or existing site improvements, such as retaining walls, access roads, parking lots, and underground utilities. Typical changes that could erode the reliability of this report include those that affect: • the site's size or shape; • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light -industrial plant to a refrigerated warehouse; the elevation, configuration, location, orientation, or weight of the proposed structure; the composition of the design team; or project ownership. As a general rule, always inform your geotechnical engineer of project changes - even minor ones - and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. This Report May Not Be Reliable Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project; • for a different site (that may or may not include all or a portion of the original site); or before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, that it could be unwise to rely on a geotechnical-engineering report whose reliability may have been affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If your geotechnical engineer has not indicated an apply -by" date on the report, ask what it should be, and, in general, if you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying it. A minor amount of additional testing or analysis - if any is required at all - could prevent major problems. Most of the "Findings" Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site's subsurface through various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing were performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgment to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ - maybe significantly - from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team from project start to project finish, so the individual can provide informed guidance quickly, whenever needed. This Report's Recommendations Are Confirmation -Dependent The recommendations included in this report — including any options or alternatives — are confirmation -dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgment and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions revealed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation - dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals' misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a full-time member of the design team, to: • confer with other design -team members, • help develop specifications, • review pertinent elements of other design professionals' plans and specifications, and • be on hand quickly whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction observation. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated -subsurface -conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you've included the material for informational purposes only. To avoid misunderstanding, you may also want to note that "informational purposes" means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report, but they may rely on the factual data relative to the specific times, locations, and depths/elevations referenced. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled "limitations," many of these provisions indicate where geotechnical engineers' responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study — e.g., a "phase -one" or "phase -two" environmental site assessment — differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk -management guidance. As a general rule, do not rely on an environmental report prepared for a different client, site, or project, or that is more than six months old. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, none of the engineer's services were designed, conducted, or intended to prevent uncontrolled migration of moisture — including water vapor — from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material -performance deficiencies. Accordingly, proper implementation of the geotechnical engineer's recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building -envelope or mold specialists on the design team. Geotechnical engineers are not building - envelope or mold specialists. GEOPROFESSIONAL IBUSIIINIESS ASSOCIATION Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent Attachment 9 From: Hunter, Tucker To: Kvle Harris Cc: Enright, Tyler; Ossa. Chris; Colby, Alyssa Subject: RE: Hilton Garden Inn Site Plan Date: Monday, August 21, 2023 4:24:20 PM Attachments: image001.onq arning-This email originated outside the City of Cape Canaveral mail system. Please review the senders address. Report any suspicious mail by using the Phishalert button in Outlook. If that is not possible forward the suspicious mail to phishalert@a cityofcaoecanaveral.orq Kyle, The site plan comments were reviewed and it appears all of the engineering comments were addressed. Please let me know if there is something you need from us since I am working on getting access for BS&A. Thanks, Tucker Hunter, P.E. Kimley-Horn I 73411 Office Park Piace, Suite 102, Meiibourne, f ll.... 32940 Direct: 407 982 3064 I Mobile: 407 704 0153 Connect with us: ;Iwritl;ral; I j....i,r l.<...erll,n I E:::ac e ook I I,n„ ;l aca.r.o r!, I Ki,rnlev-Horn.com Celebrating 16 years as one of FORTUNE's 100 Best Companies to Work For From: Kyle Harris <k.harris@cityofcapecanaveral.org> Sent: Friday, August 18, 2023 11:44 AM To: Hunter, Tucker <Tucker.Hunter@kimley-horn.com> Subject: RE: Hilton Garden Inn Site Plan You don't often get email from 1c.harris�Jcitvofcapecanaverali.or . Learn why this is important Hey Tucker, As we discussed in person this morning, this is still in the site plan review phase, so we just need you guys to take a look at the comments made by Engineering and make sure they've been addressed on the plans. Thank you! IKylle H Irlrils Senior Planner City. -o -Cape Canaveral Office: (321) 868-1220 x139 Cell: (321) 626-2315 100 Polk Avenue — P.O. Box 326 it 17 i "( LI: o 4 o % a o r o r, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PLANNING AND ZONING BOARD September 13, 2023 REGULAR MEETING • ITEM # Subject: Discuss allowing an exception to the current height requirements for certain uses. Background: Due in part to Cape Canaveral's unique position as a tourist destination that allows for prime viewing of Port Canaveral, and activities associated with rocket launches, the City has received several inquiries recently regarding whether rooftop space can be dedicated to active uses, such as restaurants or viewing decks. While these inquiries have primarily come from hotels, the question has also been raised for residential uses. Staff is currently conducting research and will be seeking input from the Planning and Zoning Board about potentially adding an exception to the height requirement of Code (and changes elsewhere as necessary) that would allow for these uses. The International Building Code (IBC) has recently been updated to allow for occupied roof spaces. However, Sec. 110-471 of City Code currently only allows for exceptions to height for "spires, belfries, cupolas, antennas, water tanks, solar panels, ventilators, chimneys, elevator equipment, air conditioning or other necessary equipment room usually required to be placed above the roof level and not intended for human occupancy." Staff has interpreted this in a way that precludes occupied rooftops; even if a bar/restaurant/viewing area remain unenclosed, ADA requires elevator access and therefore an enclosed elevator lobby. Prepared by: Kyle Harris Attachment: Community and Economic Development Staff recommend the Board take the following action: Discuss allowing an exception to the current height requirements for certain uses. Approved by Director: David Dickey Date: