Approve site plan modification and conditional use permit for Coral Oaks tennis facility

DATE: September 10, 2025 TO: Yocelyn Galiano, ICMA-CM Village Manager FROM: Stephen R. Olmsted, AICP Planning Director RE: Coral Oaks Tennis Club – Modification of an Approved Site Plan; Conditional Use Permit to Allow Installation of Sports Court Lighting _________________________________________________________________________________ PETITION REQUEST Coral Oaks Tennis and Wellness, LLC (Owner) and Matthew Speath (Applicant) are requesting (A) Modification of an approved Site Plan to include the removal of one (1) tennis court and the addition of two (2) new Pickleball courts and two (2) new Padel Courts, and ten (10) additional parking spaces; and (B) Approval of a conditional use permit to allow installation of outdoor lights adjacent to the new Pickleball courts, Padel courts, and other courts pursuant to the requirements of the Village’s Land Development Regulations, Division 5.25, Tennis Court/Basketball Court/Outdoor Recreational Area Lighting, and in compliance with the criteria for a conditional use permit as provided in Division 3.3, Conditional Use Approval. SITE LOCATION The subject property is located at 10530 Southwest 57 Avenue, Pinecrest, Florida 33156 within the PR, Parks and Recreational Facilities zoning district. The tennis club is located on the west side of Southwest 57 Avenue, south of SW 104 Street, immediately south of Pinecrest Presbyterian Church, and south of Pinecrest Elementary School. Single-family residences exist to the west, northwest, and south of Coral Oaks Tennis Club within the EU-1, Residential Estate zoning district. OWNER/APPLICANT Coral Oaks Tennis and Wellness, LLC (Owner) and Matthew Speath (Applicant) BACKGROUND/EXISTING CONDITIONS Coral Oaks Tennis club was approved and established in 1968. The property is zoned PR, Parks and Recreational Facilities, and is 4.98 acres in area. In 2020, the clubhouse and facilities were extensively remodeled, and additional landscaping was added to the grounds. PUBLIC COMMENT The Building and Planning Department has received correspondence from three (3) neighboring residents including two written e-mail messages and one telephone inquiry. Written correspondence received to date is attached. Inquiries relate primarily to the issues of existing and anticipated noise and light emanating from the tennis club. PINECREST LAND DEVELOPMENT REGULATIONS Coral Oaks tennis club is an approved, conditionally permitted use within the PR, Parks and Recreational Facilities Zoning District. Proposed modification of the existing site plan to remove one tennis court, to replace it with 2 pickleball courts and 2 padel courts, and to and outdoor court lighting is a conditionally permitted use at the established tennis club and will be subject to consideration by the Village Council in a public hearing on September 16, 2025. Modification of the approved site plan also requires conformance with specified criteria including land use compatibility, and compliance with the Village’s Comprehensive Development Master Plan. SUBJECT PROPERTY Criteria customarily considered by the Village Council in evaluation of an application for a conditional use permit are provided in the Village’s Land Development Regulations within Division 3.3, Conditional Use Approval. Conditional use criteria of Division 3.3 include the following: LAND USE COMPATIBILITY - The conditional use, including its proposed scale and intensity, traffic generating characteristics, and off-site impacts shall be compatible and harmonious with adjacent land uses and shall not adversely impact land use activities in the immediate vicinity. The established tennis club is located in proximity to Pinecrest Presbyterian Church to the north; Pinecrest Elementary School farther to the north, on the north side of SW 104 Street; and single- family residences to the northwest, west and south of the subject property. Comments received from residents living in proximity to the tennis club express concerns about existing and potential noise and light at the tennis club. One resident has stated a concern that existing noise and light may exceed maximum permitted limits, and another resident is concerned that noise of the padel game activity may be readily discernable. The property is heavily landscaped with a variety of mature canopy trees and palm trees, and various shrubs and hedges including clusia hedges, and areca palm hedge, oak trees, palm trees, and other mature trees and shrubs. In addition to the exiting landscaping, the tennis club proposes adding additional landscaping to the north and south landscape buffers to include 21 trees and 266 shrubs along the southern boundary, and 6 trees and 110 shrubs along the northern boundary. The tennis club originally proposed to construct an 8-foot wooden fence along the southern boundary where adjacent to single family residences. However, in response to comments from nearby residents, Coral Oaks is now offering to install “Acoustiblok” sound attenuating material on the existing 5-foot chain link fence along the southern boundary, and on the western side of the tennis court fences that are located in proximity to the western boundary. It is expected that the “Acoustiblok” sound panels will mitigate the noise to permissible levels of the Land Development Regulations, i.e. no more than (65 decibels between the hours of 7:00 a.m. and 11:00 p.m.) The Land Development Regulations require all existing and new proposed lights to be shielded and aimed downward to prevent glare. Prior to issuance of a certificate of use for the new courts and lights, the Building and Planning Department will confirm that all lights at the club are shielded and aimed downward, and the club will be required to provide certification from an engineer that the intensity of lighting at the property line does not exceed 0.5 foot-candles. Any existing lighting that is not shielded or aimed downward will be required to be adjusted to meet requirements of the Village’s Land Development Regulations. SUFFICIENT SIZE, SITE SPECIFICATIONS AND INFRASTRUCTURE TO ACCOMMODATE THE PROPOSED USE - The size and shape of the site, the proposed access and internal circulation, and the urban design must be adequate to accommodate the proposed scale and intensity of conditional use requested. The site shall be of sufficient size to provide adequate screening, buffers, landscaping, open space, off-street parking, efficient internal traffic circulation, infrastructure and similar site plan improvements needed to mitigate against potential adverse impacts of the proposed use. The existing tennis club is 4.95 acres in area and has sufficient size, site specifications and infrastructure to accommodate the proposed use. With the proposed reconfiguration and remodeling of the existing parking lot, the number of parking spaces will be increased from 50 spaces to 60 spaces. Proposed stormwater drainage improvements are consistent with Village requirements. COMPLIANCE WITH THE COMPREHENSIVE DEVELOPMENT MASTER PLAN (CDMP) AND LAND DEVELOPMENT CODE - The conditional use and site plan shall comply with environmental, zoning and other applicable regulations of the Land Development Code, and shall be consistent with the CDMP. The additional courts and lighting will be consistent with the Village’s Comprehensive Development Master Plan and Land Development Regulations governing conditional uses and outdoor lighting, if installed and maintained in accordance with the submitted application and recommended conditions of approval. The proposed use and improvements are consistent with Policy 1-1.2.2 of the Village’s Comprehensive Development Master Plan with regard to buffering that is designed to promote an orderly land use transition. PROPER USE OF MITIGATIVE TECHNIQUES - The conditional use and site plan shall incorporate mitigative techniques needed to prevent adverse impacts to adjacent land uses. In addition, the design scheme shall appropriately address off-site impacts to ensure that land use activities in the immediate vicinity, including community infrastructure, are not burdened with adverse impacts detrimental to the general public health, safety and welfare. Concerns expressed by three (3) neighboring residents residing to the west and north-west of the club relate to the noise and light that the existing and proposed facility will generate. The photometric plan submitted by the applicant shows existing and proposed lighting will not exceed 0.5 foot-candles at the property line, consistent with Village requirements. New proposed lights are shown to be shielded from glare and aimed downward. Following installation of the new lighting, if approved, an engineer will be required to certify compliance with the Village’s lighting requirements. Any existing lighting that is not shielded or aimed downward will be required to be adjusted to meet requirements of the Village’s Land Development Regulations. Following a meeting with neighboring residents, Coral Oaks now proposes to install “Acoustiblok” sound attenuating material on the southern fence adjacent to single-family residences, and on the western side of western tennis court fences. It is expected that the extensive existing landscaping, additional new landscaping, and application of sound attenuating panels as proposed by the tennis club will be effective in mitigating additional noise caused by the new pickleball and padel courts. HAZARDOUS WASTE - No conditional use which generates hazardous waste or uses hazardous materials shall be located in the Village unless the specific location is consistent with the CDMP, Land Development Code, and does not adversely impact well fields, aquifer recharge areas, or other conservation resources, as may be applicable now or in the future. The proposed use shall not generate hazardous waste or require use of hazardous materials in its operation unless the Village Council approves conditions requiring mitigative techniques designed to prevent any adverse impact to the general health, safety and welfare. Approval of a conditional use permit to allow outdoor lighting will not generate hazardous waste or use hazardous materials. In addition to the general standards that are applicable to all conditional uses as provided in Division 3.3 of the Pinecrest Land Development Regulations, Division 5.25 of the Land Development Regulations includes specific standards for approval of outdoor court lighting as follows: (a) A photometric plan shall be submitted which specifies the illumination levels, expressed in initial foot-candles, along all affected property lines. A photometric plan has been submitted which shows illumination of 0.5 foot-candles or less at the property line. Following installation of the new lighting, if approved, an engineer will be required to certify compliance with the Village’s lighting requirements. (b) The lighting shall be designed so that any overspill of lighting onto adjoining properties or street rights-of-way shall not exceed 0.5 foot- candles vertically or horizontally and shall not cause any reflected illumination onto adjacent properties, structures or rights-of-way. Lighting intensity at the property line is indicated to be 0.5 foot-candles and proposed lights are shielded and aimed downward to prevent glare and illumination onto adjacent properties. Any existing lighting that is not shielded or aimed downward will be required to be adjusted to meet requirements of the Village’s Land Development Regulations. (c) Lighting standards and fixtures shall not exceed 18 feet in overall height and shall be located within the confines of the tennis court(s)/basketball court(s) outdoor recreational areas. Lights in stadiums and sports fields within the PR, Parks and Recreational Facilities and PS, Public Service zoning districts may be installed at a height determined by the village council to be sufficient for the intended application, if consistent with all requirements and standards for approval of a conditionally permitted use, and if approved, subject to conditions of approval imposed by the village council, consistent with the maximum permitted height of outdoor sports court lighting. Proposed lighting standards are indicated at a maximum of 18 feet in height except for the 8 lights adjacent to the 2 new padel courts that are proposed to be 20 feet in height. Staff recommends that the lights adjacent to the padel courts be installed at a maximum height of 18 feet and not 20 feet as proposed. (d) Tennis court/basketball court lighting shall not be used between the hours of 10:00 p.m. and 8:00 a.m. The applicants acknowledge and agree to comply with the Village’s hours for use of outdoor tennis court lighting with no use between 10:00 p.m. and 8:00 a.m. (e) Prior to the issuance of a certificate of use, the permittee must submit a letter of compliance from a registered engineer or architect stating that the installation has been inspected under operating conditions and found to be within the requirements set forth above. If approved by the Village Council, a letter of compliance will be required to be submitted that demonstrates compliance with the approved plans, conditions of approval, and all applicable requirements of the Land Development Regulations including certification that lighting levels do not exceed 0.5 foot-candles at the property line. (f) The lighting shall not be injurious to the area involved or otherwise detrimental to the public welfare. The lighting will not be injurious to the public, if shielded and installed in compliance with the Village’s Land Development Regulations. Site Development Plan Building and Planning Department staff have coordinated an evaluation of the proposed site plan with other applicable Village Departments based on the criteria of Division 3.4 of the Village’s Land Development Regulations (Site Plan Approval). This evaluation is intended to provide an assessment of the impacts of the proposed development. The listed criteria are used as the basis for staff’s report and recommendation to the Village Council. (a) In what respects the plan is or is not consistent with the Comprehensive Development Master Plan and the purpose and intent of the zoning district in which it is located. COMPREHENSIVE DEVELOPMENT MASTER PLAN Future Land Use Element The proposed modifications to the approved site development plan are consistent with the PR, Parks and Recreational Facilities Future Land Use classification of the Village’s Comprehensive Plan. (b) In what respects the plan is or is not in conformance with all applicable regulations of the zoning district in which it is located. PR, PARKS AND RECREATIONAL FACILITEIS ZONING DISTRICT The “Intent” of the PR, Parks and Recreational Facilities zoning district is to accommodate existing public and semi-public uses. Private recreational facilities are conditionally permitted uses within the district. The existing tennis club and proposed additional courts and lighting are designed and planned to be developed in compliance with minimum building setback requirements, maximum impervious area requirements, minimum green space requirements, and parking requirements as specified within the Land Development Regulations. The applicant is asking for 20 foot-high padel court lights where the maximum permitted height is 18 feet. Staff recommends that the maximum height of all new lights be limited to 18 feet. Division 5.22 d. of the Land Development Regulations limits lighting levels to 0.5 foot candles at the property line. The photometric drawing submitted by the applicant, dated May 21, 2025, shows proposed illumination levels adjacent to the parking lot and site plan modifications to be less than 0.5 foot-candles, in compliance with lighting limits. All new exterior lighting is proposed to be shielded and aimed downward to prevent glare. Miami-Dade County required the tennis club to provide 48 parking spaces when the use was originally approved in 1968. This appears to be 37 parking spaces fewer than if the tennis club were established today under the requirements of the Village’s current Land Development Regulations. There are currently 50 parking spaces provided in the existing parking lot. The removal of one tennis court and addition of 4 new pickleball and padel courts requires an additional 12 parking spaces. Providing for the number of required parking spaces when the tennis club was established in 1968 (48) and allowing for the number of parking spaces required under today’s code for the new pickleball and padel courts (12), a total of 60 parking spaces is required. Coral Oaks proposes to add an additional 10 parking spaces with the proposed repaving, thereby providing a total of 60 parking spaces. Additionally, Coral Oaks proposes to install a bike rack within the parking lot adjacent to the new pickleball courts. The Land Development Regulations allow a parking space credit of 2 spaces in exchange for the proposed bike rack. The Land Development Regulations require a “buffer between dissimilar uses” to include a 6- foot-high wall or chain link fence and landscaping. The existing chain link fence adjacent to the neighboring residential district is 5 feet high as originally permitted prior to the incorporation of the Village of Pinecrest. The applicant proposes to supplement the landscaping along the southern boundary with “Acoustiblok” sound attenuating panels and additional landscaping. The proposed landscaping and sound attenuating material will significantly improve the existing buffer. The applicant also proposes to add sound attenuating panels to the western side of the western tennis court enclosures, thereby further buffering the existing courts from the residential property to the west. (c) In what respects the plan is or is not in conformance with the Village subdivision regulations and all other applicable village requirements including the design and construction of streets, utility facilities and other essential services. Concurrency Management/Level of Service Standards The applicant has submitted a traffic study prepared by Speath Engineering that analyzes the traffic impacts of the additional courts. Based on standards of the Institute of Transportation Engineers for tennis courts, the traffic study indicates that the additional courts would otherwise generate 83 new vehicle trips with a maximum of 11 new trips during the. peak hour. This additional level of traffic is minimal and will not cause the level of service on SW 57 Avenue to drop below its existing level of service (D) or the adopted level of service (E). Additionally, the new proposed courts will also not cause level of service SW 104 Street or SW 111 Street (Killian Drive) to deteriorate below the adopted or existing levels of service D. Choice Engineering, the Village’s transportation engineering consultants, have reviewed the submitted traffic impact statement and their review comments are attached. Although the results of the submitted traffic impact statement indicate that the Village’s transportation concurrency requirements are being met and that no additional improvements are required, Choice Engineering has requested additional information as follows: 1. Signal timing data utilized by the applicant’s consultants is from 2021. The submitted traffic impact statement needs to be updated to include the most recent signal timing data available. 2. The peak hour traffic volumes utilized by the applicant are an average of volumes taken from 2 different peak hours on 2 different days. Choice engineering recommends that the peak hour value be measured during one specific peak hour and not averaged. 3. The applicant has concluded, based on the Institute of Transportation Engineers’ traffic generation estimates, that a right turn lane into the property is not required. However, Choice Engineering has asked the applicant to update the analysis to include the total number of trips to be generated, not limited to the number of net new trips to be generated by the new proposed courts. Review and approval of the proposed plans by the Miami-Dade County Fire Rescue Department, DERM, Public Works Department, Health Department and other applicable outside reviewing agencies will be required prior to issuance of building permits. (d) In what respects the plan is or is not consistent with good design standards in respect to all external relationships including but not limited to: 1. Relationship to adjoining properties. The subject property is located immediately west of SW 57 Avenue, south of SW 104 Street and north of SW 111 Street. Single-family residences are located adjacent to the existing tennis club to the south, west, and northwest of the established tennis club. The existing tennis club will continue to be compatible with neighboring land uses if landscaped and buffered as indicated in submitted plans, and if developed and operated consistent with the requirements of the Land Development Regulations, and recommended conditions of approval. 2. Internal circulation, both vehicular and pedestrian. Vehicular ingress and egress to the property will continue to be provided through the existing driveway entrance located adjacent to SW 57 Avenue. A pedestrian sidewalk exists adjacent to the east side of the tennis club along SW 57 Avenue. Additionally, a new bike rack is proposed to be located adjacent to the proposed pickleball courts. 3. Disposition of open space, use of screening or buffering and preservation of existing natural features including trees. The Village’s Land Development Regulations require minimum green space in the amount of 35% of the property area plus 10 square feet of green space for each parking space provided. A total of 76,067.7 square feet of green space is required. A total of 79,101 square feet of green space is proposed to be provided. The submitted plan includes existing and proposed landscaping within the parking lot and within landscaped buffers around the perimeter of the property, including palm trees, a clusia hedge, live oak and gumbo limbo trees, and other native trees and shrubs. Submitted plans include the planting of an additional 51 canopy trees within and adjacent to the parking lot and along the eastern property line; and 27 oak trees along the northern and southern property lines. 4. Building arrangements both between buildings in the proposed development and those adjoining the site. No new buildings are proposed to be constructed. The proposed new courts are set back from adjoining property lines in compliance with the setback requirements of the PR, Parks and Recreational Facilities zoning district. (e) In what respects the plan is or is not in conformance with the village policy in respect to sufficiency of ownership, guarantee for completion of all required improvements and the guarantee for continued maintenance. Affidavits submitted with the application indicate that the subject property is owned by Coral Oaks Tennis & Wellness, LLC. Matthew Speath has been authorized to act on the club’s behalf. RECOMMENDATION Conditional Use Permit/Amended Site Plan The Building and Planning Department recommends approval of the modified site plan and proposed tennis court lighting subject to the following conditions: 1. Maintenance and improvement of the landscape buffer along the north, east, west, and south property lines adjacent to the tennis court as required by the Village’s Land Development Regulations, and as indicated in the submitted plans. 2. Installation of “Acoustiblok” sound attenuating panels or its product equivalent along the interior of the southern property fence and on the western sides of the western tennis court fence enclosures. 3. Outdoor court lighting shall not be used between the hours of 10:00 p.m. and 8:00 a.m. 4. Submittal of a letter of compliance from a registered engineer or architect stating that the existing lights and the new proposed lights have been inspected under operating conditions and found to be consistent with the approved plans, conditions of approval, and all applicable requirements of the Village’s Land Development Regulations. All existing and proposed lights shall be aimed downward and shielded from glare, and the maximum permitted lighting levels at all property lines shall not exceed 0.5 foot-candles. 5. All new outdoor court lighting shall be limited to a maximum of 18 feet in height. 6. Revision of the submitted traffic impact statement to address comments provided by the Village’s transportation engineering consultants, Choice Engineering, and amendment of the submitted plans or proposed improvements if necessary to maintain compliance with concurrency standards and traffic management requirements of the Village of Pinecrest. 7. Approval of required building and electrical permits and inspections by the Building and Planning Department. 8. Review and approval of the submitted plans and Traffic Impact Statement the Miami-Dade County Fire Rescue Department, DERM, Public Works Department, Health Department and other applicable outside reviewing agencies prior to issuance of building permits. PUBLIC HEARING NOTICE PUBLIC HEARING NOTICE On Tuesday, September 16, 2025, to begin being heard not later than 7:00 p.m., the Village Council will conduct the following Public Hearing to be held at the Pinecrest Municipal Center, Council Chamber, 12645 Pinecrest Parkway, Pinecrest, Florida: OWNERS/APPLICANT(S): Matthew Speath (Applicant) and Coral Oaks Tennis & Wellness LLC (Owner) ITEM: (A) Modification of an approved Site Plan and (B) Approval of a conditional use permit to allow installation of outdoor lights pursuant to the requirements of the Village’s Land Development Regulations LOCATION: The property is located at 10530 SW 57 Avenue, within the PR, Parks and Recreational Facilities Zoning District. REQUEST: (A) Modification of an approved Site Plan to include the removal of one (1) tennis court and the addition of two (2) new Pickleball Courts and two (2) new Padel Courts, and 10 additional parking spaces; and (B) Approval of a conditional use permit to allow installation of outdoor sports court lights adjacent to the new Pickleball courts, Padel courts, and other courts pursuant to the requirements of the Village’s Land Development Regulations, Division 5.25, Tennis Court/Basketball Court/Outdoor Recreational Area Lighting, and in compliance with the criteria for a conditional use permit as provided in Division 3.3, Conditional Use Approval. All interested parties are urged to participate. Live streaming video of the meeting will be available at www.pinecrest-fl.gov/live. If you do not wish to attend the in-person meeting, public comments may be submitted in writing prior to the hearing via e-mail to planning@pinecrest-fl.gov or on ZOOM during the meeting by sending a request to clerk@pinecrest-fl.gov prior to 12:00 Noon on Tuesday, September 16, 2025. For additional information, you may contact the Building and Planning Department by calling (305) 234-2121, via e-mail at planning@pinecrest-fl.gov, or writing to the department at 12645 Pinecrest Parkway, Pinecrest, Florida 33156, where a copy of the application is on file. In accordance with the Americans with Disabilities Act of 1990, all persons with disabilities and who need special accommodations to participate in this meeting because of that disability should contact the Village Clerk at (305) 234-2121 no later than seven (7) business days prior to such proceeding. Should any person decide to appeal any decision of the Village Council with respect to any matter considered at such meeting or hearing, that person will need a record of the proceedings, and for such purpose, 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 (F.S. 286.0105). SUBJECT PROPERTY Project #F24-04 Traffic Impact Statement Prepared For: Coral Oaks Tennis Club 10530 SW 57th Avenue Miami, FL Prepared By: Matthew S. Speath, P.E. 44 West Flagler St, Suite 1850 Miami, FL 33130 (305) 834-4213 Issued: September 3rd, 2025 09/03/2025 THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEWS. SPEATH, P.E. 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 September 3rd, 2025 INTRODUCTION The following analysis has been prepared in accordance with the Village of Pinecrest’s traffic study methodology for a proposed redevelopment of the tennis courts at the property located at 10530 SW 57th Avenue. The subject property currently consists of a tennis club with 12 tennis courts. The developer proposes to replace one of the tennis courts with four new courts (for a new total of 15 courts). The site has a total land area of 215,622 SF. An aerial view showing the site location and its surroundings is shown in Figure 1. This analysis reviews the traffic generated by the proposed development. Figure 1: Site location. 2 TRIP GENERATION The anticipated traffic for this proposed site was generated by using the Institute of Transportation Engineers Trip Generation 11th Edition. We have used Land Use Code 491 “Racquet/Tennis Club” for traffic generation analysis. The ITE does not provide trip generation data for the AM peak hour of adjacent street traffic, nor does it provide the distribution of entering and exiting trips for the PM peak hour. The AM peak hour trip generation was therefore assumed to be the same as the PM peak hour rate and the trip distribution of entering and exiting vehicles for both periods was assumed to be the same as those given for Land Use Code 492 “Health/Fitness Club,” which is listed as a related land use in the ITE. The following tables summarize the anticipated increase in number of AM and PM peak hour trips and total daily trip generation of the four proposed new tennis courts. Table 1: Trip Rates Land Use Weekday A.M. Peak Hour of adjacent street traffic Weekday P.M. Peak Hour of adjacent street traffic Total Daily Racquet/Tennis Club (491) Trips = 3.82 per court 51% entering, 49% exiting Trips = 3.82 per court 57% entering, 43% exiting Trips = 27.71 per court Table 2: Trip Generation A distribution of site traffic to the surrounding roadway system was formulated based on the Miami-Dade 2015 and 2045 Directional Trip Distribution Report for Traffic Analysis Zone (TAZ) 1165. 2026 has been included in the analysis below to depict the interpolated distribution for the projects projected buildout year. The anticipated trip distribution is based on the table below. Weekday A.M. Peak Hour Weekday P.M. Peak Hour Total Daily (2 way) In Out Total In Out Total Existing: Racquet/Tennis Club (491) 12 Courts 23 23 46 26 20 46 333 Proposed: Racquet/Tennis Club (491) 15 Courts 29 28 57 33 24 57 416 Net New Trips: 6 5 11 7 4 11 83 3 Table 3: Directional Trip Distribution Directional Trip Distribution Report Year Cardinal Directions NNE ENE ESE SSE SSW WSW WNW NNW 2015 28.3 1.8 0 1.3 10.4 13.6 19.3 25.4 2045 35.7 2.1 0 0.5 9.2 13.1 16.3 23.1 2026 28.5 1.8 0 1.3 10.3 13.6 19.2 25.3  83% leave the subject property and travel Northbound on SW 57th Avenue o 65% approach the intersection of SW 104th St and SW 57th and continue Northbound o 18% approach the intersection of SW 104th St and travel Westbound along SW 104th St.  17% leave the subject property and travel Southbound on SW 57th Avenue o 10% approach the intersection of Killian Dr and SW 57th Ave and continue Southbound o 7% approach the intersection of Killian Dr and continue Westbound along Killian Dr Vehicular access between the subject property and the roadway system via SW 57th Avenue is shown in Figure 2. Turning movements into the subject property are shown in green and turning movements existing the subject property are shown in red. Trip distribution percentages are depicted in yellow text boxes. Anticipated net new AM trips along this distribution are displayed in blue boxes and net new PM trips along this distribution are displayed in orange boxes. 4 Figure 2: Distribution of A.M./P.M. peak-hour trips generated from the subject property. 5 TURNING LANE ANALYSIS A right and left turn lane analysis was conducted in correspondence to FDOT multimodal Access Management Guidebook and NCHRP Report 457. There is one existing entrance for the subject property: the intersection of 57th Ave and the existing Driveway. Traffic Count turning movements (for collection refer to HCM reports in the appendix) were analyzed for a two-day period along the intersections of 57th Ave and 104th St as well as 57th Ave and 112th St. Peak Hour Volume counts were taken for both days of the study. Based on the data for Peak Hour Volumes, the greater value of a through, left or right turn approach was utilized to base our analysis over the maximum number of possible Peak Hour Volume trips that occurred on the roadway. The recommended guidelines for the installation of exclusive right-turn lanes are outlined in FDOT’s Multimodal Access Management Guidebook, 2023 which are based on the turn-lane warrant methodology contained in the NCHRP Report 457. SW 57th Ave is a two-lane undivided roadway with a posted speed limit of 40 miles per hour. The results of the Right-Turn Analysis are displayed on the table and figure below. The results indicate an exclusive southbound right-turn lane is not warranted at the project driveway as the results do not surpass the recommended guidelines and threshold of adding a right-turn lane. Table 4: Right Turn Lane Analysis Right-Turn Analysis Intersection Approach Right-turns per hour Peak Hour Volume (veh/hr) Analysis Results A.M. Peak Hour SW 57th Ave and Project Driveway Southbound 5 321 Not Satisfied P.M. Peak Hour SW 57th Ave and Project Driveway Southbound 6 597 Not Satisfied 6 Figure 3: A.M. and P.M. Right-Turn Lane Analysis Chart Per NHCRP Report 457 The left turn analysis advancing and opposing vehicle values were determined based off the Turning Movement Count Data collected over a two-day period. The higher of the two values for advancing/opposing vehicle values were utilized to show the proposed data under the most intense conditions. The results indicate that an exclusive left-turn lane is not warranted on the project driveway during the A.M. and P.M. peak hour. The left-turn lane percentage utilized the larger number of projected left hand turns on the northbound approach leading up to the intersection of 104th St. Based on the projected trip distribution of our project, there is only one anticipated trip traveling in the north bound direction that would be anticipated to turn into our subject property. Based on the data and expected future conditions of trips generated from our subject property, it would be deemed infeasible to warrant a turn lane for one additional entering the subject property. 7 Table 5: Left Turn Lane Analysis Right-Turn Analysis Intersection Approach % Left Turns Advancing Veh/Hr Opposing Veh/Hr Analysis Results A.M. Peak Hour SW 57th Ave and Project Driveway Northbound 22% 396 321 Not Satisfied P.M. Peak Hour SW 57th Ave and Project Driveway Northbound 22% 313 597 Not Satisfied 8 INTERSECTION ANALYSIS The two closest adjacent signalized intersections from the subject property analyzed were SW 57th Ave & SW 104th St as well as SW 57th Ave and SW 112th St. Turning movement counts were collected over a two-day period. Day one was collected on 08/21/25 and day two was collected on 08/27/2025. Count times occurred from 7:00-9:00 A.M. & 16:00-18:00 P.M. Weather was observed as a sunny day, intersection sketch summaries are provided in the appendix of this report. Existing Conditions: A.M. & P.M. Existing conditions under the A.M. for the intersection of SW 57th Ave & SW 104th St were analyzed using synchro and produced a report under the HCM 2000. The HCM 2000 report was utilized as later editions of the report do not support speed limits under 25mph and our intersection during the A.M. peak hour is within a school zone speed limit of 15 mph. The HCM 2000 Level of Service reported the intersection as a grade of B. The full HCM 2000 report can be found in the appendix. Existing conditions under the P.M. were analyzed using synchro and produced a report under the HCM 7th edition. The HCM 7th edition was utilized as our speed limit in the P.M. is 40 mph. The HCM 7th report produced a level of service grade of a B for the intersection. Full report findings can be found in the appendix. Existing conditions under the A.M. and P.M. for the intersection of SW 57th Ave & SW 112th St were analyzed using synchro and produced a report under the HCM 7th edition. We utilized the latest edition of the report for this intersection. The intersection generated an HCM 7th Level of service as a grade of C under the A.M. conditions. The P.M. conditions produced a level of service grade of B. The entire HCM 7th report can be found in the appendix section. Proposed Conditions: A.M. & P.M. Our proposed conditions of our analysis included our existing conditions in addition to the anticipated proposed traffic by our development. The projected A.M. peak hour traffic is a total of 11 trips. The projected P.M. peak hour traffic is a total of 11 trips as well. The proposed conditions analysis produced that the proposed condition is anticipated to continue to operate under the current existing LOS of the roadway. Full A.M. & P.M. HCM reports can be found in the appendix section of the report. Intersection A.M. Existing P.M. Existing A.M. Proposed P.M. Proposed 57th Ave & 104th B B B B 57th Ave & 112th C B C B 9 ROADWAY LINK LEVEL OF SERVICE ANALYSIS A level of service (LOS) analysis was conducted to compare the LOS with the proposed project to the existing LOS and the adopted LOS as provided in the Village of Pinecrest Land Development Regulations. The Miami-Dade County concurrency database from January 2024 was utilized to obtain the existing LOS and determine the LOS with the project. The existing LOS and the LOS with the proposed project are shown in Tables 6 & 7 below, respectively. The analysis shows that SW 57th Avenue is anticipated to operate at LOS D under both the existing and proposed conditions which is within the adopted LOS of the roadway of LOS E. The analysis shows that Killian Dr is anticipated to operate at LOS D under both the existing and proposed conditions which is within the adopted LOS of the roadway of LOS D. The analysis shows that SW 104 ST is anticipated to operated at LOS D under both the existing and proposed conditions which is within the adopted LOS of the roadway of LOS E. Table 6: Peak-Hour Existing LOS Count Station Roadway Segment No. of Lanes Adopted LOS LOS Capacity Peak-Hour Volume Existing LOS MDC-9636 SW 57 AVE SW 88 ST to SW 116 St 2 E 1,269 1,036 D MDC-9740 Killian Dr (SW 112 ST) E/O US1 to SW 57th Ave 2 D 1,330 708 D MDC-9712 SW 104 ST E/O SW 77 Ave BET SW 67 Ave-US-1 2 E 1,269 757 D Table 7: Peak-Hour LOS with Proposed Project Count Station Roadway Segment Adopted LOS LOS Capacity Existing Peak-Hour Volume DOS Trips Project Trips Total Volume LOS with Project Meets Adopted LOS MDC- 9636 SW 57 AVE SW 88 ST to SW 116 St E 1,269 1,036 1 10 1,047 D YES MDC- 9740 Killian Dr (SW 112 ST) E/O US1 to SW 57th Ave D 1,330 708 7 1 716 D YES MDC- 9712 SW 104 ST E/O SW 77 Ave BET SW 67 Ave-US-1 E 1,269 757 0 1 758 D YES 10 TRAFFIC IMPACT TO EXISTING ROADWAY Utilizing FDOT traffic counts for SW 57th Avenue (Segment from SW 111th St/Killian Dr to SW 88th St/Kendall Dr) the subject segment has an AADT of 13,100 as of 2023. Figure 4: FDOT Historical AADT for SW 57th Avenue 100% of traffic generated from the subject property is anticipated to impact SW 57th Avenue, the additional total daily trips as generated are 83 net new trips. 83 trips / 13,100 AADT = 0.7% traffic impact. Further distribution of the total daily trips, 17% of traffic generated from the subject property is anticipated to impact SW 104 St. Utilizing FDOT traffic counts for SW 104 St (Segment from SW 67th Ave/Ludlam Rd to SW 57th Ave/Red Rd) the subject segment has an AADT of 6,100 as of 2024. Figure 5: FDOT Historical AADT for SW 104th St The additional daily trips are 14 net new trips (17% of 83). 14 trips / 6,100 AADT = 0.23% traffic impact. 11 Further distribution of the total daily trips, 17% of traffic generated from the subject property is anticipated to impact Killian Dr. Utilizing FDOT traffic counts for Killian Dr/SW 111th St (Segment from SW 67 Ave/Ludlam Rd to SW 57 Ave/Red Rd) the subject segment has an AADT of 3,800 as of 2024. Figure 6: FDOT Historical AADT for Killian Dr The additional daily trips are 6 net new trips (7% of 83). 6 trips / 3,800 AADT = 0.16% traffic impact. CONCLUSION Traffic as depicted in this report will generate 83 new daily trips with a maximum of 11 new trips occurring during the peak hour. These trips will affect SW 57th Street, which provides the only access point to the site and provides access to all other areas within the county. The roadway link level of service analysis shows that the roadway is anticipated to remain at LOS D with the proposed project which meets the adopted LOS standard for SW 57th Street of LOS E. The trips will also affect SW 104th St and Killian Dr. The roadway link level of service analysis shows that these roadways are anticipated to remain at LOS D with the proposed project which meets the adopted LOS standard for these roadways. The intersection analysis depicted that the proposed conditions of anticipated traffic from our subject property will continue to operate in the existing conditions level of service for the roadway. Traffic generated from the proposed development will have a minimal impact to the adjacent roadway system, with traffic generated from the tennis club having an approximate 1% increase in the historical traffic on this segment of SW 57th Street, SW 104th St, and Killian Dr. As the presented traffic counts represent a limited traffic impact, further traffic mitigation measures are unnecessary. 12 Total A.M. and P.M. Peak Hour Project Trip Impact to Adjacent Roadways Roadway A.M. P.M. SW 57th Ave 11 11 SW 104th St 2 3 SW 112th St 1 1 13 Figure 7: A.M. Trips Entering the Subject Property Figure 8: A.M. Trips Exiting the Subject Property 14 Figure 9: P.M. Trips Entering the Subject Property Figure 10: P.M. Trips Exiting the Subject Property 15 APPENDIX Racquet/Tennis Club (491) Vehicle Trip Ends vs: Tennis Courts On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 2 Avg. Num. of Tennis Courts: 9 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Tennis Court Average Rate Range of Rates Standard Deviation 27.71 25.75 - 32.40 *** Data Plot and Equation Caution ± Small Sample Size 0 10 20 0 100 200 300 400 Average Rate Study Site Fitted Curve Equation: Not Given R²= *** X = Number of Tennis Courts T = Trips Ends 263 General Urban/Suburban and Rural (Land Uses 400d799) Racquet/Tennis Club (491) Vehicle Trip Ends vs: Tennis Courts On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 2 Avg. Num. of Tennis Courts: 9 Directional Distribution: Not Available Vehicle Trip Generation per Tennis Court Average Rate Range of Rates Standard Deviation 3.82 3.33 - 5.00 *** Data Plot and Equation Caution ± Small Sample Size 0 10 20 0 10 20 30 40 50 Average Rate Study Site Fitted Curve Equation: Not Given R²= *** X = Number of Tennis Courts T = Trips Ends 264 Trip Generation Manual 11th Edition a Volume 4 HCM Signalized Intersection Capacity Analysis 4: SW 57th Ave & SW 104th St 09/03/2025 AM Peak Hour Traffic 7:00 am 08/27/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 84 85 94 299 227 179 Future Volume (vph) 84 85 94 299 227 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.7 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.93 1.00 1.00 0.94 Flt Protected 0.98 0.95 1.00 1.00 Satd. Flow (prot) 1702 1719 1863 1752 Flt Permitted 0.98 0.38 1.00 1.00 Satd. Flow (perm) 1702 692 1863 1752 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 91 92 102 325 247 195 RTOR Reduction (vph) 39 0 0 0 22 0 Lane Group Flow (vph) 144 0 102 325 420 0 Heavy Vehicles (%) 1% 2% 5% 2% 2% 2% Turn Type Prot pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 6 Actuated Green, G (s) 13.1 55.2 55.2 42.8 Effective Green, g (s) 13.1 55.2 55.2 42.8 Actuated g/C Ratio 0.16 0.69 0.69 0.53 Clearance Time (s) 6.0 5.7 6.0 6.0 Vehicle Extension (s) 4.0 4.0 1.0 1.0 Lane Grp Cap (vph) 277 561 1280 933 v/s Ratio Prot c0.08 0.02 c0.17 c0.24 v/s Ratio Perm 0.11 v/c Ratio 0.52 0.18 0.25 0.45 Uniform Delay, d1 30.7 5.2 4.8 11.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 0.5 1.6 Delay (s) 32.9 5.4 5.2 13.1 Level of Service C A A B Approach Delay (s/veh) 32.9 5.3 13.1 Approach LOS C A B Intersection Summary HCM 2000 Control Delay (s/veh) 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 80.3 Sum of lost time (s) 17.7 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 7th Signalized Intersection Summary 5: SW 57th Ave & Killian Dr. 09/03/2025 AM Peak Hour Traffic 7:00 am 08/27/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 128 0 132 14 35 9 85 260 0 0 160 134 Future Volume (veh/h) 128 0 132 14 35 9 85 260 0 0 160 134 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1900 1841 1900 1900 1900 1885 1870 0 0 1856 1870 Adj Flow Rate, veh/h 139 0 143 15 38 10 92 283 0 0 174 146 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 4 0 0 0 1 2 0 0 3 2 Cap, veh/h 168 0 312 37 80 15 679 1303 0 0 563 472 Arrive On Green 0.20 0.00 0.20 0.20 0.20 0.20 0.04 0.70 0.00 0.00 0.60 0.60 Sat Flow, veh/h 541 0 1560 0 399 75 1795 1870 0 0 932 782 Grp Volume(v), veh/h 139 0 143 63 0 0 92 283 0 0 0 320 Grp Sat Flow(s),veh/h/ln 541 0 1560 474 0 0 1795 1870 0 0 0 1715 Q Serve(g_s), s 0.0 0.0 9.7 0.0 0.0 0.0 2.2 6.5 0.0 0.0 0.0 10.9 Cycle Q Clear(g_c), s 24.0 0.0 9.7 24.0 0.0 0.0 2.2 6.5 0.0 0.0 0.0 10.9 Prop In Lane 1.00 1.00 0.24 0.16 1.00 0.00 0.00 0.46 Lane Grp Cap(c), veh/h 168 0 312 132 0 0 679 1303 0 0 0 1035 V/C Ratio(X) 0.83 0.00 0.46 0.48 0.00 0.00 0.14 0.22 0.00 0.00 0.00 0.31 Avail Cap(c_a), veh/h 168 0 312 132 0 0 682 1303 0 0 0 1035 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.89 Uniform Delay (d), s/veh 50.7 0.0 42.3 41.1 0.0 0.0 8.1 6.5 0.0 0.0 0.0 11.6 Incr Delay (d2), s/veh 26.9 0.0 0.8 2.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 3.8 1.6 0.0 0.0 0.8 2.4 0.0 0.0 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 77.6 0.0 43.1 43.1 0.0 0.0 8.1 6.9 0.0 0.0 0.0 12.3 LnGrp LOS E D D A A B Approach Vol, veh/h 282 63 375 320 Approach Delay, s/veh 60.1 43.1 7.2 12.3 Approach LOS E D A B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.2 78.8 30.0 90.0 30.0 Change Period (Y+Rc), s 6.4 6.4 6.0 6.4 6.0 Max Green Setting (Gmax), s 5.0 72.2 24.0 83.6 24.0 Max Q Clear Time (g_c+I1), s 4.2 12.9 26.0 8.5 26.0 Green Ext Time (p_c), s 0.0 0.6 0.0 0.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 25.3 HCM 7th LOS C HCM 7th Signalized Intersection Summary 5: SW 57th Ave & Killian Dr. 09/03/2025 PM Peak Hour Traffic 4:10 pm 09/02/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 58 0 41 2 4 2 87 212 0 0 262 273 Future Volume (veh/h) 58 0 41 2 4 2 87 212 0 0 262 273 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1900 1900 1900 1900 1900 1856 1796 0 0 1841 1826 Adj Flow Rate, veh/h 63 0 45 2 4 2 95 230 0 0 285 297 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 0 0 0 0 0 3 7 0 0 4 5 Cap, veh/h 134 0 138 38 60 22 618 1483 0 0 615 641 Arrive On Green 0.09 0.00 0.09 0.09 0.09 0.09 0.03 0.83 0.00 0.00 0.75 0.75 Sat Flow, veh/h 961 0 1610 70 701 257 1767 1796 0 0 826 860 Grp Volume(v), veh/h 63 0 45 8 0 0 95 230 0 0 0 582 Grp Sat Flow(s),veh/h/ln 961 0 1610 1028 0 0 1767 1796 0 0 0 1686 Q Serve(g_s), s 0.0 0.0 3.7 0.0 0.0 0.0 1.6 3.6 0.0 0.0 0.0 18.8 Cycle Q Clear(g_c), s 10.0 0.0 3.7 10.0 0.0 0.0 1.6 3.6 0.0 0.0 0.0 18.8 Prop In Lane 1.00 1.00 0.25 0.25 1.00 0.00 0.00 0.51 Lane Grp Cap(c), veh/h 134 0 138 120 0 0 618 1483 0 0 0 1256 V/C Ratio(X) 0.47 0.00 0.33 0.07 0.00 0.00 0.15 0.16 0.00 0.00 0.00 0.46 Avail Cap(c_a), veh/h 256 0 276 263 0 0 627 1483 0 0 0 1256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.70 Uniform Delay (d), s/veh 63.1 0.0 60.2 58.8 0.0 0.0 4.9 2.4 0.0 0.0 0.0 7.0 Incr Delay (d2), s/veh 1.9 0.0 1.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 1.5 0.3 0.0 0.0 0.5 1.0 0.0 0.0 0.0 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 65.0 0.0 61.2 59.0 0.0 0.0 4.9 2.7 0.0 0.0 0.0 7.8 LnGrp LOS E E E A A A Approach Vol, veh/h 108 8 325 582 Approach Delay, s/veh 63.4 59.0 3.3 7.8 Approach LOS E E A A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.3 110.7 18.1 121.9 18.1 Change Period (Y+Rc), s 6.4 6.4 6.0 6.4 6.0 Max Green Setting (Gmax), s 5.6 91.6 24.0 103.6 24.0 Max Q Clear Time (g_c+I1), s 3.6 20.8 12.0 5.6 12.0 Green Ext Time (p_c), s 0.0 1.3 0.0 0.4 0.2 Intersection Summary HCM 7th Control Delay, s/veh 12.7 HCM 7th LOS B HCM 7th Signalized Intersection Summary 4: SW 57th Ave & SW 104th St 09/03/2025 PM Peak Hour Traffic 4:10 pm 09/02/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 47 30 63 221 498 162 Future Volume (veh/h) 47 30 63 221 498 162 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1885 1856 1826 1781 1856 Adj Flow Rate, veh/h 51 33 68 240 541 176 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 1 3 5 8 3 Cap, veh/h 85 55 426 1346 770 251 Arrive On Green 0.08 0.08 0.05 0.74 0.60 0.60 Sat Flow, veh/h 1028 665 1767 1826 1287 419 Grp Volume(v), veh/h 85 0 68 240 0 717 Grp Sat Flow(s),veh/h/ln 1714 0 1767 1826 0 1706 Q Serve(g_s), s 3.2 0.0 0.9 2.7 0.0 19.5 Cycle Q Clear(g_c), s 3.2 0.0 0.9 2.7 0.0 19.5 Prop In Lane 0.60 0.39 1.00 0.25 Lane Grp Cap(c), veh/h 142 0 426 1346 0 1021 V/C Ratio(X) 0.60 0.00 0.16 0.18 0.00 0.70 Avail Cap(c_a), veh/h 590 0 842 1346 0 1021 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.6 0.0 7.3 2.7 0.0 9.3 Incr Delay (d2), s/veh 5.6 0.0 0.2 0.3 0.0 4.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.2 0.5 0.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.1 0.0 7.6 2.9 0.0 13.3 LnGrp LOS D A A B Approach Vol, veh/h 85 308 717 Approach Delay, s/veh 35.1 4.0 13.3 Approach LOS D A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.3 46.0 55.3 11.6 Change Period (Y+Rc), s 5.7 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.3 40.0 40.0 23.0 Max Q Clear Time (g_c+I1), s 2.9 21.5 4.7 5.2 Green Ext Time (p_c), s 0.2 1.5 0.4 0.3 Intersection Summary HCM 7th Control Delay, s/veh 12.4 HCM 7th LOS B Site Code: 25-140320-001 Date: 08/21/2025 Weather: Sunny City: Pinecrest County: Miami-Dade Count Times: 07:00 - 09:00 16:00 - 18:00 Control: Signalized E/W Street: SW 104th St Speed: 35 MPH N/S Street: SW 57th Ave Speed: 35 MPH Site Code: 25-140320-002 Date: 08/21/2025 Weather: Sunny City: Pinecrest County: Miami-Dade Count Times: 07:00 - 09:00 16:00 - 18:00 Control: Signalized E/W Street: SW 111th St/Killian Dr/SW 112th St/Christ the King Lutheran Church Dwy Speed: 35 MPH N/S Street: SW 57th Ave Speed: 35 MPH Site Code: 25-140320-001 Date: 08/27/2025 Weather: Sunny City: Pinecrest County: Miami-Dade Count Times: 07:00 - 09:00 16:00 - 18:00 Control: Signalized E/W Street: SW 104th St Speed: 35 MPH N/S Street: SW 57th Ave Speed: 35 MPH Site Code: 25-140320-002 Date: 08/27/2025 Weather: Sunny City: Pinecrest County: Miami-Dade Count Times: 07:00 - 09:00 16:00 - 18:00 Control: Signalized E/W Street: SW 111th St/Killian Dr/SW 112th St/Christ the King Lutheran Church Dwy Speed: 35 MPH N/S Street: SW 57th Ave Speed: 35 MPH HCM 7th Signalized Intersection Summary 5: SW 57th Ave & Killian Dr. 09/03/2025 AM Peak Hour + Project 7:00 am 08/27/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 128 0 132 14 35 9 85 261 0 0 160 135 Future Volume (veh/h) 128 0 132 14 35 9 85 261 0 0 160 135 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1900 1841 1900 1900 1900 1885 1870 0 0 1856 1870 Adj Flow Rate, veh/h 139 0 143 15 38 10 92 284 0 0 174 147 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 7 0 4 0 0 0 1 2 0 0 3 2 Cap, veh/h 168 0 312 37 80 15 678 1303 0 0 561 474 Arrive On Green 0.20 0.00 0.20 0.20 0.20 0.20 0.04 0.70 0.00 0.00 0.60 0.60 Sat Flow, veh/h 541 0 1560 0 399 75 1795 1870 0 0 929 785 Grp Volume(v), veh/h 139 0 143 63 0 0 92 284 0 0 0 321 Grp Sat Flow(s),veh/h/ln 541 0 1560 474 0 0 1795 1870 0 0 0 1714 Q Serve(g_s), s 0.0 0.0 9.7 0.0 0.0 0.0 2.2 6.5 0.0 0.0 0.0 11.0 Cycle Q Clear(g_c), s 24.0 0.0 9.7 24.0 0.0 0.0 2.2 6.5 0.0 0.0 0.0 11.0 Prop In Lane 1.00 1.00 0.24 0.16 1.00 0.00 0.00 0.46 Lane Grp Cap(c), veh/h 168 0 312 132 0 0 678 1303 0 0 0 1035 V/C Ratio(X) 0.83 0.00 0.46 0.48 0.00 0.00 0.14 0.22 0.00 0.00 0.00 0.31 Avail Cap(c_a), veh/h 168 0 312 132 0 0 681 1303 0 0 0 1035 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.89 Uniform Delay (d), s/veh 50.7 0.0 42.3 41.1 0.0 0.0 8.1 6.5 0.0 0.0 0.0 11.6 Incr Delay (d2), s/veh 26.9 0.0 0.8 2.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 3.8 1.6 0.0 0.0 0.8 2.4 0.0 0.0 0.0 4.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 77.6 0.0 43.1 43.1 0.0 0.0 8.1 6.9 0.0 0.0 0.0 12.3 LnGrp LOS E D D A A B Approach Vol, veh/h 282 63 376 321 Approach Delay, s/veh 60.1 43.1 7.2 12.3 Approach LOS E D A B Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.2 78.8 30.0 90.0 30.0 Change Period (Y+Rc), s 6.4 6.4 6.0 6.4 6.0 Max Green Setting (Gmax), s 5.0 72.2 24.0 83.6 24.0 Max Q Clear Time (g_c+I1), s 4.2 13.0 26.0 8.5 26.0 Green Ext Time (p_c), s 0.0 0.6 0.0 0.5 0.0 Intersection Summary HCM 7th Control Delay, s/veh 25.2 HCM 7th LOS C HCM 7th Signalized Intersection Summary 4: SW 57th Ave & SW 104th St 09/03/2025 PM Peak Hour + Project 4:10 pm 09/02/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 47 32 64 223 502 162 Future Volume (veh/h) 47 32 64 223 502 162 Initial Q (Qb), veh 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1885 1870 1826 1870 1870 1870 Adj Flow Rate, veh/h 51 35 70 242 546 176 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 1 2 5 2 2 2 Cap, veh/h 84 58 435 1378 810 261 Arrive On Green 0.08 0.08 0.05 0.74 0.60 0.60 Sat Flow, veh/h 1003 688 1739 1870 1355 437 Grp Volume(v), veh/h 87 0 70 242 0 722 Grp Sat Flow(s),veh/h/ln 1711 0 1739 1870 0 1792 Q Serve(g_s), s 3.3 0.0 0.9 2.6 0.0 18.2 Cycle Q Clear(g_c), s 3.3 0.0 0.9 2.6 0.0 18.2 Prop In Lane 0.59 0.40 1.00 0.24 Lane Grp Cap(c), veh/h 143 0 435 1378 0 1070 V/C Ratio(X) 0.61 0.00 0.16 0.18 0.00 0.67 Avail Cap(c_a), veh/h 588 0 841 1378 0 1070 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.6 0.0 6.9 2.7 0.0 9.1 Incr Delay (d2), s/veh 5.8 0.0 0.2 0.3 0.0 3.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.2 0.5 0.0 6.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 35.4 0.0 7.2 2.9 0.0 12.5 LnGrp LOS D A A B Approach Vol, veh/h 87 312 722 Approach Delay, s/veh 35.4 3.9 12.5 Approach LOS D A B Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 9.3 46.0 55.3 11.6 Change Period (Y+Rc), s 5.7 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.3 40.0 40.0 23.0 Max Q Clear Time (g_c+I1), s 2.9 20.2 4.6 5.3 Green Ext Time (p_c), s 0.2 1.6 0.4 0.3 Intersection Summary HCM 7th Control Delay, s/veh 11.9 HCM 7th LOS B HCM 7th Signalized Intersection Summary 5: SW 57th Ave & Killian Dr. 09/03/2025 PM Peak Hour + Project 4:10 pm 09/02/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 59 0 41 2 4 2 87 212 0 0 263 273 Future Volume (veh/h) 59 0 41 2 4 2 87 212 0 0 263 273 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1900 1900 1900 1900 1900 1856 1856 0 0 1870 1870 Adj Flow Rate, veh/h 64 0 45 2 4 2 95 230 0 0 286 297 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 3 0 0 0 0 0 3 3 0 0 2 2 Cap, veh/h 135 0 144 38 61 22 616 1526 0 0 623 647 Arrive On Green 0.09 0.00 0.09 0.09 0.09 0.09 0.03 0.82 0.00 0.00 0.74 0.74 Sat Flow, veh/h 937 0 1610 68 682 250 1767 1856 0 0 840 873 Grp Volume(v), veh/h 64 0 45 8 0 0 95 230 0 0 0 583 Grp Sat Flow(s),veh/h/ln 937 0 1610 1000 0 0 1767 1856 0 0 0 1713 Q Serve(g_s), s 0.0 0.0 3.7 0.0 0.0 0.0 1.7 3.5 0.0 0.0 0.0 18.6 Cycle Q Clear(g_c), s 10.5 0.0 3.7 10.5 0.0 0.0 1.7 3.5 0.0 0.0 0.0 18.6 Prop In Lane 1.00 1.00 0.25 0.25 1.00 0.00 0.00 0.51 Lane Grp Cap(c), veh/h 135 0 144 121 0 0 616 1526 0 0 0 1271 V/C Ratio(X) 0.47 0.00 0.31 0.07 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.46 Avail Cap(c_a), veh/h 253 0 276 259 0 0 625 1526 0 0 0 1271 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.72 Uniform Delay (d), s/veh 62.9 0.0 59.7 58.4 0.0 0.0 4.9 2.5 0.0 0.0 0.0 7.1 Incr Delay (d2), s/veh 1.9 0.0 0.9 0.2 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 1.5 0.3 0.0 0.0 0.5 1.0 0.0 0.0 0.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 64.8 0.0 60.7 58.6 0.0 0.0 5.0 2.7 0.0 0.0 0.0 7.9 LnGrp LOS E E E A A A Approach Vol, veh/h 109 8 325 583 Approach Delay, s/veh 63.1 58.6 3.4 7.9 Approach LOS E E A A Timer - Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 11.3 110.2 18.5 121.5 18.5 Change Period (Y+Rc), s 6.4 6.4 6.0 6.4 6.0 Max Green Setting (Gmax), s 5.6 91.6 24.0 103.6 24.0 Max Q Clear Time (g_c+I1), s 3.7 20.6 12.5 5.5 12.5 Green Ext Time (p_c), s 0.0 1.3 0.0 0.4 0.2 Intersection Summary HCM 7th Control Delay, s/veh 12.8 HCM 7th LOS B HCM Signalized Intersection Capacity Analysis 4: SW 57th Ave & SW 104th St 09/03/2025 AM Peak Hour + Project 7:00 am 08/27/2025 Baseline Synchro 12 Report Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 84 86 95 302 231 179 Future Volume (vph) 84 86 95 302 231 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 5.7 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.93 1.00 1.00 0.94 Flt Protected 0.98 0.95 1.00 1.00 Satd. Flow (prot) 1702 1719 1863 1753 Flt Permitted 0.98 0.38 1.00 1.00 Satd. Flow (perm) 1702 686 1863 1753 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 91 93 103 328 251 195 RTOR Reduction (vph) 40 0 0 0 22 0 Lane Group Flow (vph) 144 0 103 328 424 0 Heavy Vehicles (%) 1% 2% 5% 2% 2% 2% Turn Type Prot pm+pt NA NA Protected Phases 8 1 6 2 Permitted Phases 6 Actuated Green, G (s) 13.1 55.2 55.2 42.8 Effective Green, g (s) 13.1 55.2 55.2 42.8 Actuated g/C Ratio 0.16 0.69 0.69 0.53 Clearance Time (s) 6.0 5.7 6.0 6.0 Vehicle Extension (s) 4.0 4.0 1.0 1.0 Lane Grp Cap (vph) 277 557 1280 934 v/s Ratio Prot c0.08 0.02 c0.18 c0.24 v/s Ratio Perm 0.11 v/c Ratio 0.52 0.18 0.26 0.45 Uniform Delay, d1 30.7 5.2 4.8 11.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.2 0.2 0.5 1.6 Delay (s) 32.9 5.4 5.2 13.1 Level of Service C A A B Approach Delay (s/veh) 32.9 5.3 13.1 Approach LOS C A B Intersection Summary HCM 2000 Control Delay (s/veh) 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 80.3 Sum of lost time (s) 17.7 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 12855 SW 132nd Street, Suite 200 Miami, Florida 33186 Phone (786) 250-5526 MEMORANDUM To: Steven Olmsted, AICP, LEED-GA Building and Planning Department of Village of Pinecrest From: Eugenio Lopez, MSCE, PE, PTOE / Jessica Garcia, MSCE, PE, PTOE, RSP1 Choice Engineering Consultants, Inc Date: September 8, 2025 Subject: Review of Traffic Impact Statement for Coral Oaks Tennis Club (Rev 9/3/25) This document provides comments for the Traffic Impact Statement, prepared by others, for the proposed improvements at the Coral Oaks Tennis Club located at 10530 SW 57 Avenue, Village of Pinecrest, Florida. 1. PDF Page 4: Clarify how the distribution values were determined by identifying which cardinal directions were summed together. Based on our review, the total northbound trip distribution is 74.8%, which is in line with the original study submitted. 2. PDF Page 5: Clearly depict the turning movements in the image as opposed to in the text box so it is clear what the anticipated movement is. Also, the routes "in" should be exhibited at the adjacent intersections as well, not just at the driveway. PDF pages 13 and 14 more clearly depict what needs to be exhibited at this point of the report. Move those figures to this section and consider consolidating the information into one figure. 3. PDF Page 6: Confirm the speed limit referenced for SW 57 Avenue. Our team identified a 35 MPH posted speed limit sign using Google Earth. 4. PDF Page 6: The Right Turn Lane Analysis should be conducted using the total southbound right-turn volume (existing plus proposed additional trips). 5. PDF Page 8: The Left Turn Lane Analysis should be conducted using the total northbound left-turn volume (existing plus proposed additional trips). Additionally, provide the relevant figures or supporting guidance, as was done with the Right Turn Lane Analysis. Furthermore, clarify in the report what the 22% listed represents. 6. PDF Page 9: Please include the TMCs in the dedicated appendix of the report to facilitate proper documentation of the traffic volumes. Additionally, please discuss which traffic volumes were used in the Synchro operational analysis, as the peak-hour volumes in the Microsoft Excel files do not appear to match the inputs in the Synchro files. It appears that the traffic volumes used may be based on averages across different peak hours from 12855 SW 132nd Street, Suite 200 Miami, Florida 33186 Phone (786) 250-5526 multiple days of data collection. Typically, a system-wide peak hour should be identified based on the weekday exhibiting the highest traffic volumes across the system. This selected peak hour should be clearly stated in the report, and the corresponding volumes should be used in the analysis. Furthermore, consideration should be given to applying Seasonal Factors to ensure the traffic volumes are adjusted to reflect typical or normalized traffic conditions. 7. PDF Page 10: The number of project trips listed in Table 7 need to be revised to coincide with the information presented in PDF page 12. 8. PDF Page 11: Figure 4 needs to be revised as the 2024 AADT data is available. Similarly, the calculation in paragraph 2 should be revised accordingly. 9. PDF Page 25: Please include the latest existing conditions signal timing sheets and signal operating plans as part of the report appendices. Note that the signal timing sheets provided via email correspondence are from 2021; hence, please coordinate with the Miami-Dade County Area Engineer to obtain the latest 2025 signal timings as timings may have changed. Similarly, please output from the Synchro model the existing/future output sheets containing the lane configurations with storages, 95 percentile queues, and signal timings. These files should be included in the report appendices as well. Please identify any turn lanes that exceed storage capacity as a result of the project and recommend appropriate mitigation measures, if necessary. 10. PDF Page 26: The eastbound through movement is not allowed; hence, the labeled movement should be an eastbound left-turn only. 11. Overall Document: Revise text as noted in the marked-up PDF, as attached to this document. Ensure the text coincides with the values exhibited in the tables and figures. SOUTHWEST 57th AVENUE (RED ROAD) LC CO. CO. CO. CO. CO. SOUTHWEST 57th AVENUE (RED ROAD) SOUTHWEST 57th AVENUE (RED ROAD) LC CO. CO. CO. CO. CO. SOUTHWEST 57th AVENUE (RED ROAD) LOCATION MAP NTS PROJECT LOCATION NORTH THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 PERMIT SET FOR CORAL OAKS TENNIS CLUB 10530 SW 57TH AVE MIAMI-DADE COUNTY, FLORIDA OWNER CORAL OAKS TENNIS & WELLNESS LLC 10530 SW 57TH AVE PINECREST, FL 33156 CONTACT: SCOTT MOORE scott@cotw.net ARCHITECT EAV ARCHITECT 6955 NW 52ND ST. UNIT 3 MIAMI, FL 33166 (786) 277-4512 CONTACT: EDUARDO A. VAZQUEZ eavarchitect@gmail.com CIVIL ENGINEER SPEATH ENGINEERING FL, LLC 44 W FLAGLER ST, SUITE 1850 MIAMI FL, 33130 (305) 834-4213 CONTACT: MATTHEW S. SPEATH, PE mspeath@speathengineering.com VERTICAL DATUM ELEVATIONS SHOWN HEREIN ARE BASED ON THE NGVD 29 AND SAID ELEVATIONS ARE BASED ON BENCHMARKS RESEARCHED BY THE SURVEYOR 3 WORKING DAYS FOR THE LOCATION OF UNDERGROUND FACILITIES BEFORE YOU DIG CALL SUNSHINE STATE ONE CALL OF FLORIDA 1-800-432-477 FOR THE LOCATION OF UNDERGROUND FACILITIES THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. PREPARED BY: SPEATH ENGINEERING 44 W FLAGLER ST. MIAMI, FL 33130 CIVIL SHEET KEY C-01 - COVER SHEET C-02 - DEMOLITION PLAN C-03 - OVERALL SITE PLAN C-04 - SITE PLAN (1 OF 4) C-05 - SITE PLAN (2 OF 4) C-06 - SITE PLAN (3 OF 4) C-07 - SITE PLAN (4 OF 4) C-08 - STORMWATER POLLUTION PREVENTION PLAN C-09 - DETAIL SHEET (1 OF 2) C-10 - DETAIL SHEET (2 OF 2) C-11 - PHOTOMETRIC PLAN N00°24'59"W (M) 336.24' (M) N88°04'05"E (M) 642.07' (M) S00°24'59"E (M) 335.91' (M) S88°05'51"W (M) 642.06' (M) FD #3 FD #4 ICV. ICV. ICV. ICV. W.U.P. W.U.P. ONE STORY BUILDING SOUTHWEST 57th AVENUE (RED ROAD) LC FF. 9.27 35.00' N89°58'10"W S00°06'10"E 336.27' ONE STORY CLUB HOUSE BUILDING FF. ELEV. 9.80 CONC. STEPS CORAL TILE FF. 11.13 6.41 5.50 4.80 CO. CO. CO. CO. CO. N89°58'10"W 657.11' (LEGAL) S00°07'17"E 335.86' (LEGAL) S89°56'18"E 657.06' (LEGAL) N00°06'10"W 336.25' (LEGAL) 9.10 9.30 8.80 9.40 11.14 8.30 8.90 4.82 4.94 8.50 7.07 D 9.84 7.00 6.80 7.10 6.20 5.40 6.10 8.30 6.80 8.60 6.90 7.80 6.12 5.80 6.30 6.20 7.20 7.90 4.73 5.5 5.81 6.13 6.28 6.22 6.3 5.56 5.58 4.82 4.88 6.16 6.22 6.02 5.79 5.69 5.95 6.22 6.15 5.4 4.85 4.73 3.5 4.4 5.9 6.7 7.1 6.8 6.1 5.4 5.5 5.2 5.8 6.1 6.9 7.5 8.1 7.8 7.2 6.5 6.1 6.2 6.5 5.1 5.5 5.4 5.9 5.8 5.8 5.5 6.59 6.59 6.58 6.67 5.7 5.25 5.22 6.0 6.8 6.7 6.4 6.6 6.7 6.5 6.6 6.7 6.8 6.7 6.8 6.6 6.7 6.4 6.7 6.8 6.76 7.02 7.39 6.41 5.54 4.70 4.57 4.79 4.70 4.92 5.32 5.65 5.45 5.65 5.82 6.05 6.31 6.29 5.92 6.01 6.07 6.06 6.09 6.58 6.53 7.87 7.72 7.94 5.33 5.19 4.39 5.05 5.09 4.84 4.86 4.84 4.96 4.88 4.80 4.89 4.52 4.76 4.79 5.04 4.93 4.95 5.18 5.44 4.6 4.45 3.7 4.57 4.98 5.6 5.99 6.33 5.82 5.68 5.73 5.98 6.27 5.92 5.7 4.32 4.34 3.66 4.60 4.51 3.17 4.54 4.63 5.5 6.18 6.22 5.95 5.81 5.67 5.98 6.03 6.06 5.59 4.88 4.88 3.5 4.82 4.7 3.7 5.02 5.09 5.8 6.20 6.24 6.14 5.51 5.97 6.52 6.31 6.36 6.4 4.75 5.04 4.6 6.59 6.59 6.33 6.41 6.55 6.41 6.41 6.36 6.42 6.46 6.77 7.01 6.36 6.50 6.23 6.0 5.21 5.91 5.00 4.93 5.3 6.34 6.51 6.34 7.97 8.25 9.03 8.64 6.37 6.56 6.42 6.10 4.38 4.48 5.8 4.47 7.06 7.28 6.86 6.58 6.31 5.12 4.39 4.50 4.59 4.60 4.68 5.11 5.17 5.47 5.31 5.34 5.43 5.35 5.30 5.56 6.24 6.52 6.91 5.46 5.45 5.46 5.10 5.37 5.76 5.60 5.71 5.53 5.39 5.98 5.77 5.5 4.5 6.6 6.5 6.2 6.2 6.0 5.9 5.8 6.1 5.65 5.80 5.79 5.51 5.52 5.70 5.78 6.25 6.78 6.07 5.61 5.41 5.08 5.10 5.27 5.28 5.33 5.40 5.34 5.37 5.70 4.86 6.00 6.84 6.67 6.12 5.62 5.53 5.53 5.52 5.39 5.25 5.39 5.61 5.56 5.70 5.70 5.73 7.8 7.2 6.73 5.30 6.00 6.10 6.37 5.96 5.72 6.40 7.52 8.18 5.46 5.38 5.53 5.62 5.17 6.01 5.27 5.46 5.40 5.05 5.22 5.05 5.06 5.04 5.48 5.93 5.99 5.83 5.72 5.57 5.54 5.99 6.09 5.0 5.70 5.10 6.0 5.3 5.3 5.61 5.53 5.8 5.0 5.0 5.5 6.2 5.7 5.2 5.7 5.6 5.7 6.0 6.7 5.9 6.1 5.7 5.4 5.19 4.9 5.1 5.5 4.9 4.7 5.1 4.5 4.9 5.1 5.12 5.2 5.2 5.1 5.1 5.5 4.7 7.2 7.3 7.9 6.6 7.5 7.0 7.9 8.4 8.41 8.7 8.1 8.1 7.14 7.21 7.7 7.65 7.76 7.60 7.53 8.88 7.97 8.0 8.2 8.7 8.6 8.83 9.5 9.1 9.0 8.9 8.0 7.1 7.5 6.6 6.3 6.3 8.7 7.0 9.6 9.4 8.98 8.76 8.94 8.9 7.7 6.67 8.7 5.2 6.5 6.4 5.9 6.3 5.9 5.4 5.0 4.9 6.70 8.60 6.75 6.30 9.80 5.70 SOUTHWEST 57th AVENUE (RED ROAD) 8.4 8.3 8.3 8.4 8.5 8.3 8.0 8.1 8.1 8.6 8.5 9.0 8.9 8.9 10.2 10.2 10.7 10.5 11.3 11.2 10.5 10.2 10.1 10.3 10.6 10.2 10.0 10.2 9.6 9.9 9.7 8.9 8.9 9.3 9.1 9.6 9.2 8.8 9.3 9.0 8.7 9.1 9.0 8.7 8.6 9.1 9.0 8.9 9.2 9.0 8.7 7.8 7.9 7.4 6.3 6.5 8.8 9.6 9.6 7.3 7.3 7.4 7.46 7.12 6.1 5.72 6.12 6.85 6.6 6.5 6.8 6.2 6.4 6.5 6.50 7.7 7.49 7.7 7.1 6.8 7.6 7.6 8.0 7.9 7.9 8.1 7.9 7.9 7.9 7.8 7.8 7.9 7.8 8.0 8.0 8.0 8.0 8.0 7.8 7.7 8.1 8.8 8.4 8.4 8.4 8.8 9.5 9.9 9.7 9.2 9.9 9.9 9.0 9.5 9.5 9.4 9.0 9.0 9.7 8.8 8.3 9.3 8.7 8.7 8.6 8.3 8.1 8.1 8.2 8.2 8.2 8.4 8.3 9.4 8.2 8.0 8.0 8.0 8.4 8.0 8.0 7.9 7.5 7.76 7.77 7.88 7.85 8.23 8.02 8.03 9.31 8.50 8.45 8.29 8.21 8.27 7.90 7.83 8.36 8.10 8.26 8.50 8.4 7.77 7.43 7.56 7.41 7.20 6.9 7.3 7.92 8.60 8.83 7.52 7.70 7.61 7.56 7.62 7.78 8.5 8.70 8.40 7.94 7.82 7.73 7.50 7.2 7.8 8.0 7.9 8.0 7.6 7.4 7.4 7.5 7.8 7.2 8.4 8.6 8.9 8.4 8.3 8.9 8.9 8.3 8.3 8.9 8.5 8.4 8.0 9.1 7.6 7.1 6.4 6.5 8.1 6.5 6.8 6.9 7.2 7.3 7.0 6.7 6.66 6.42 7.12 6.99 6.97 6.9 6.8 6.7 7.2 6.4 7.0 7.8 7.5 8.8 7.7 8.0 7.6 7.4 8.6 7.8 8.1 EXISTING TENNIS COURT #4 TO BE REMOVED EXISTING TENNIS COURT #3 TO BE SHIFTED AND RAISED 9.03' 32.97' 39.71' 23.38' 13.84' 20.04' 18.82' 17.58' 8.98' 9.00' 10.00' EXISTING TENNIS COURT #12 EXISTING BRICK WALKWAY TO BE REMOVED EXISTING OVERHEAD WIRE TO REMAIN EXISTING WOOD UTILITY POLE EXISTING ELECTRIC METER TO REMOVED EXISTING SIGN EXISTING WIRE FENCE TO BE REMOVED EXISTING WIRE FENCE TO BE REMOVED EXISTING ROOF OVERHANG CONC. TO BE REMOVED EXISTING OVERHEAD WIRE TO REMAIN EXISTING ELECTRIC BOX EXISTING WOOD UTILITY POLE EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING OVERHEAD WIRE TO REMAIN EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE EXISTING CATCH BASIN EXISTING CATCH BASIN TO REMAIN EXISTING GRAVEL PARKING TO BE REMOVED EXISTING GATE TO BE RELOCATED EXISTING SIGN TO BE REMOVED EXISTING 13 REGULAR PARKING SPACES TO BE RECONFIGURATED EXISTING WALKWAY TO BE REMOVED EXISTING ROOF OVERHANG CONC. TO BE REMOVED EXISTING WATER METER EXISTING HANDICAP PARKING SPACE TO BE RECONFIGURED EXISTING LANDSCAPE ISLAND TO BE REMOVED EXISTING LIGHT POLE EXISTING ELECTRICAL BOX TO BE RELOCATED EXISTING 4 REGULAR PARKING SPACES TO REMAIN EXISTING DRIVEWAY TO BE DEMOLISHED AND RECONFIGURED EXISTING SPEED BUMP TO BE REMOVED EXISTING SPEED BUMP TO BE REMOVED EXISTING PARKING LOT TO BE RECONFIGURED EXISTING PARKING LOT TO BE RECONFIGURED EXISTING STORM SEWER MANHOLE TO BE REMOVED EXISTING CATCH BASIN TO REMOVED EXISTING CATCH BASIN TO REMOVED EXISTING LANDSCAPE ISLAND TO BE REMOVED EXISTING 11 REGULAR PARKING SPACES TO BE REMOVED EXISTING 11 REGULAR PARKING SPACES TO BE REMOVED EXISTING HANDICAP PARKING SPACE TO BE RECONFIGURED EXISTING LANDSCAPE ISLAND TO BE REMOVED EXISTING LIGHT POLES TO BE REMOVED EXISTING LIGHT POLES TO BE REMOVED EXISTING LIGHT POLES TO BE REMOVED EXISTING WALKWAY TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING LIGHT POLE TO BE REMOVED EXISTING TENNIS COURT #2 TO BE RAISED EXISTING TILE AREA TO BE REMOVED EXISTING SUN SHADE TO BE REMOVED EXISTING LIGHT POLE TO REMAIN EXISTING LIGHT POLE TO REMAIN EXISTING LIGHT POLE TO REMAIN EXISTING LIGHT POLE TO REMAIN EXISTING ASPHLAT (PRIVATE) EXISTING 4 REGULAR PARKING SPACES TO BE RECONFIGURED EXISTING 5 REGULAR PARKING SPACES TO BE RECONFIGURED EXISTING TENNIS COURT #1 TO BE RAISED EXISTING TENNIS COURT EXISTING TENNIS COURT #11 EXISTING TENNIS COURT #10 EXISTING TENNIS COURT #9 EXISTING TENNIS COURT #8 EXISTING TENNIS COURT #7 EXISTING TENNIS COURT #6 EXISTING LIGHT POLE TO REMAIN EXISTING LIGHT POLE TO REMAIN 1" = 30 FEET ( IN FEET ) NORTH DEMOLITION NOTES 1. ALL ITEMS TO BE PROTECTED SHALL BE PROTECTED THROUGH ALL THE PHASES OF CONSTRUCTION UNTIL FINAL ACCEPTANCE BY MIAMI DADE COUNTY IS RECEIVED. 2. IN THE EVENT THE CONTRACTOR DISCOVERS ANY HAZARDOUS MATERIAL,THE REMOVAL OF WHICH IS NOT ADDRESSED IN PROJECT PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL IMMEDIATELY CEASE ALL WORK AND NOTIFY THE OWNER AND ENGINEER OF THE DISCOVERY OF SUCH MATERIALS. 3. PRIOR TO STARTING ANY DEMOLITION, CONTRACTOR IS RESPONSIBLE FOR/TO: A. OBTAINING ALL REQUIRED PERMITS AND MAINTAINING THE SAME ON SITE FOR REVIEW BY THE ENGINEER AND OTHER PUBLIC AGENCIES HAVING JURISDICTION. B. NOTIFYING, AT A MINIMUM, THE MUNICIPAL ENGINEER, DESIGN ENGINEER, AND LOCAL DEPARTMENT OF PUBLIC WORKS, 72 HOURS PRIOR TO START OF WORK. C. INSTALLING THE REQUIRED SOL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO SITE DISTURBANCE. D. IN ACCORDANCE WITH STATE LAW, THE CONTRACTOR SHALL BE REQUIRED TO CALL SUNSHINE 8II FOR UTILITY MARK OUT IN ADVANCE OF ANY EXCAVATION. E. LOCATING AND PROTECTING ALL UTILITIES AND SERVICES INCLUDING BUT NOT LIMITED TO GAS, WATER AND ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC. WITHIN AND ADJACENT TO THE LIMITS OF PROJECT ACTIVITIES. THE CONTRACTOR SHALL USE AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES. F. PROTECTING AND MAINTAINING IN OPERATION ALL ACTIVE UTILITIES AND SYSTEMS THAT ARE NOT BEING REMOVED DURING ALL DEMOLITION ACTIVITIES. G. ARRANGING FOR AND COORDINATING WITH THE APPLICABLE UTILITY SERVICE PROVIDER(S) FOR THE TEMPORARY OR PERMANENT TERMINATION OF SERVICE REQUIRED BY THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE THE UTILITY ENGINEER AND OWNER WRITTEN NOTIFICATION THAT THE EXISTING UTILITIES AND SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH JURISDICTIONAL AND UTILITY COMPANY REQUIREMENTS. H. COORDINATION WITH UTILITY COMPANIES REGARDING WORKING ''OFF-PEAK" HOURS OR ON WEEKENDS AS MAY BE REQUIRED TO MINIMIZE THE IMPACT ON THE AFFECTED PARTIES. 4. CONTRACTORS SHALL COORDINATE WITH All UTILITY COMPANIES CONCERNING THE ABANDONMENT, RELOCATION AND/OR DEMOLITION OF UTILITIES PRIOR TO CONSTRUCTION. NO WORK IS TO BE PERFORMED ON LIVE LINES UNLESS APPROVED IN WRITING BY THE UTILITY IN ALL CASES. A REPRESENTATIVE FROM THE UTILITY SHALL BE PRESENT FOR INITIAL ABANDONMENT AND/OR LIVE CUTS. CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR UTILITIES AND SHALL PROTECT THEM AT ALL TIMES. 5. RELOCATION SHALL INCLUDE ALL LABOR, EQUIPMENT, MATERIALS, HAULING, PERMITTING, FEES, AND COORDINATION WITH PUBLIC AND/OR PRIVATE UTILITY REQUIRED TO REMOVE, RELOCATE, AND INSTALL NEW ITEMS AS INDICATED ON THE PLANS. 6. THE CONTRACTOR IS FULLY AND COMPLETELY RESPONSIBLE FOR LOCATION, VERIFICATION, PROTECTION, STORAGE, MAINTENANCE, DEMOLITION, REMOVAL, RELOCATION OR ALTERATION OF ALL EXISTING SITE UTILITIES, SITE IMPROVEMENTS, STRUCTURES, OR CONSTRUCTION ELEMENTS AS REQUIRED TO COMPLETE THE WORK THAT ARE SHOWN ON THE PLANS AND OR THAT ARE OBSERVABLE IN THE FIELD, WHETHER CONSPICUOUSLY VISIBLE OR NOT. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME THOROUGHLY FAMILIAR WITH ALL EXISTING IMPROVEMENTS, UTILITIES, AND SITE CONDITIONS PRIOR TO BIDDING AND CONSTRUCTION. 7. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR ANY EXISTING UNDERGROUND OR OVERHEAD UTILITIES. 8. CONTRACTOR SHALL COMPLY WITH ALL LOCAL STATE, AND FEDERAL REQUIREMENTS WITH ALL DEMOLITION ACTIVITIES. IF ADDITIONAL REQUIREMENTS ARE REQUIRED FOR HAZARDOUS WASTE REMOVAL INCLUDING BUT NOT LIMITED TO ASBESTOS, SEPTIC FIELDS, LEAD, PCB, TCP, OR OTHER WASTE OR CONTAINMENT, IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH MANDATES PRIOR TO COMMENCEMENT OF CONSTRUCTION. 9. CONTRACTOR IS RESPONSIBLE FOR PROCUREMENT OF All NECESSARY PERMITS. 10. DEMOLITION SHALL INCLUDE ALL LABOR, EQUIPMENT, MATERIALS, HAULING, PERMITTING, FEES, AND COORDINATION WITH PUBLIC AND/OR PRIVATE UTILITY REQUIRED TO REMOVE AND PROPERLY DISPOSE OF ANY ITEM NECESSARY TO PERFORM THE REQUIRED DEMOLITION AS INDICATED ON THE PLANS. 11. ABANDONMENT SHALL INCLUDE ALL LABOR, EQUIPMENT, MATERIALS, PERMITTING, FEES, AND COORDINATION WITH PUBLIC AND/OR PRIVATE UTILITY REQUIRED TO ADEQUATELY ABANDON ITEMS AS INDICATED ON THE PLANS. 12. THE CONTRACTOR SHALL COORDINATE ALL THE TREES AND LANDSCAPE REMOVAL WITH LANDSCAPE PLANS, ANY DISCREPANCY BETWEEN THIS DEMOLITION PLAN AND THE LANDSCAPE PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER IMMEDIATELY. 13. THIS DEMOLITION PLAN IS FOR GRAPHICAL REFERENCE ONLY. ITEMS NOT DEPICTED ON THESE PLANS MAY BE REQUIRED TO BE PROTECTED, REMOVED, OR RELOCATED. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING THE LOCATIONS OF All EXISTING STRUCTURES, UTILITIES, AND APPURTENANCES WITHIN THE LIMITS OF CONSTRUCTION. DEMOLITION INCLUDES BUT IS NOT LIMITED TO THE ITEMS SHOWN ON THIS PLAN. 14. SAW CUT DIMENSIONS SHOWN ARE APPROXIMATE. CONTRACTOR SHALL FIELD STAKE AND CONSULT ENGINEER TO VERIFY PRIOR TO CONSTRUCTION. 15. THE DEMOLITION PLAN IS INTENDED TO PROVIDE GENERAL INFORMATION REGARDING ITEMS TO BE DEMOLISHED AND/OR REMOVED. THE CONTRACTOR SHALL ALSO REVIEW THE OTHER SITE PLAN DRAWINGS AND INCLUDE IN DEMOLITION ACTIVITIES ALL INCIDENT Al WORK NECESSARY FOR THE CONSTRUCTION OF THE NEW SITE IMPROVEMENTS. 16. ALL DEMOLITION ACTIVITIES ARE TO SE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF THESE PLANS AND SPECIFICATIONS AND ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, ANY QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PLANS OR SPECIFICATIONS, CONCERNS REGARDING THE APPLICABLE SAFETY STANDARD, OR THE SAFETY OF THE CONTRACTOR OR THIRD PARTIES IN PERFORMING THE WORK OF THIS PROJECT SHALL BE RAISED WITH ENGINEER.IN WRITING AND RESPONDED TO BY ENGINEER, IN WRITING, PRIOR TO THE INITIATION OF ANY SITE ACTIVITY. 17. THE CONTRACTOR SHALL PROVIDE ALL "MEANS AND METHODS" NECESSARY TO PREVENT MOVEMENT, SETTLEMENT, OR COLLAPSE OF EXISTING STRUCTURES, AND ANY OTHER IMPROVEMENTS THAT ARE REMAINING ON OR OFF SITE. THE CONTRACTOR IS RESPONSIBLE FOR ALL REPAIRS OF DAMAGE TO ALL ITEMS THAT ARE TO REMAIN. ALL REPAIRS SHALL USE NEW MATERIAL, THE REPAIRS SHALL RESTORE THE ITEM TO THE PRE-DEMOLITION CONDITION. SUCH REPAIRS SHALL BE PERFORMED AT THE CONTRACTOR'S SOLE EXPENSE. 18. THE CONTRACTOR SHALL NOT PERFORM ANY EARTH MOVEMENT ACTIVITIES, DEMOLITION OR REMOVAL OF FOUNDATION WALLS, FOOTINGS, OR OTHER MATERIALS WITHIN THE LIMITS OF DISTURBANCE UNLESS IT IS IN STRICT ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS, AND/OR UNDER THE WRITTEN DIRECTION OF THE OWNER'S STRUCTURAL OR GEOTECHNICAL ENGINEER. 19. CONTRACTOR SHALL BACKFILL ALL EXCAVATION RESULTING FROM, OR INCIDENTAL TO, DEMOLITION ACTIVITIES. BACKFILL SHALL BE ACCOMPLISHED WITH APPROVED BACKFILL MATERIALS. AND SHALL BE SUFFICIENTLY COMPACTED TO SUPPORT NEW IMPROVEMENTS AND IN COMPLIANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT. BACKFILLING SHALL OCCUR IMMEDIATELY AFTER DEMOLITION ACTIVITIES, AND SHALL BE DONE SO AS TO PREVENT WATER ENTERING THE EXCAVATION. FINISHED SURFACES SHALL BE GRADED TO PROMOTE POSITIVE DRAINAGE. 20. EXPLOSIVES SHALL NOT BE USED WITHOUT PRIOR WRITTEN CONSENT OF BOTH THE OWNER AND ALL APPLICABLE GOVERNMENT AUTHORITIES. ALL THE REQUIRED PERMITS AND EXPLOSIVE CONTROL MEASURES THAT ARE REQUIRED BY THE FEDERAL, STATE AND LOCAL GOVERNMENTS SHALL BE IN PLACE PRIOR TO STARTING AN EXPLOSIVE PROGRAM. THE CONTRACTOR IS ALSO RESPONSIBLE FOR ALL INSPECTION AND SEISMIC VIBRATION TESTING THAT IS REQUIRED TO MONITOR THE EFFECTS ON ALL LOCAL STRUCTURES. 21. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND GENERALLY ACCEPTED SAFE PRACTlCES IN CONFORMANCE WITH THE CURRENT FHWA "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD), AS WELL AS FEDERAL, STATE AND LOCAL REGULATIONS WHEN DEMOLITION RELATED ACTIVITIES IMPACT ROADWAYS OR ROADWAY RIGHT-OF-WAY. 22. CONTRACTOR SHALL CONDUCT DEMOLITION ACTIVITIES IN SUCH A MANNER TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, SIDEWALKS, WALKWAYS, AND OTHER ADJACENT FACILITIES. STREET CLOSURE PERMITS MUST BE RECEIVED FROM THE APPROPRIATE GOVERNMENTAL AUTHORITY PRIOR TO THE COMMENCEMENT OF ANY ROAD OPENING OR DEMOLITION ACTIVITIES IN OR ADJACENT TO THE RIGHT-OF-WAY. 23. DEMOLITION ACTIVITIES AND EQUIPMENT SHALL NOT USE AREAS OUTSIDE THE DEFINED PROJECT LIMIT LINE, WITHOUT WRITTEN PERMISSION OF THE OWNER AND ALL GOVERNMENTAL AGENCIES HAVING JURISDICTION. 24. THE CONTRACTOR SHALL USE DUST CONTROL MEASURES TO LIMIT AIRBORNE DUST AND DIRT RISING AND SCATTERING IN THE AIR IN ACCORDANCE WITH FEDERAL,STATE, AND/OR LOCAL STANDARDS. AFTER THE DEMOLITION IS COMPLETE, ADJACENT STRUCTURES AND IMPROVEMENTS SHALL BE CLEANED OF ALL DUST AND DEBRIS CAUSED BY THE DEMOLITION OPERATIONS. 25. THE CONTRACTOR IS RESPONSIBLE FOR RETURNING ALL ADJACENT AREAS TO THEIR "PRE-DEMOLITION" CONDITION. 26. CONTRACTOR IS RESPONSIBLE TO SAFEGUARD SITE AS NECESSARY TO PERFORM THE DEMOLITION IN SUCH A MANNER AS TO PREVENT THE ENTRY OF UNAUTHORIZED PERSONS AT ANY TIME. 27. CONTRACTOR IS RESPONSIBLE FOR SITE JOB SAFETY, WHICH SHALL INCLUDE BUT NOT LIMITED TO THE INSTALLATION AND MAINTENANCE OF BARRIERS, FENCING AND OTHER APPROPRIATE SAFETY ITEMS NECESSARY TO PROTECT THE PUBLIC FROM AREAS OF CONSTRUCTION AND CONSTRUCTION ACTIVITY. 28. DEBRIS SHALL NOT BE BURIED ON THE SUBJECT SITE. ALL DEMOLITION WASTES AND DEBRIS (SOLID WASTE) SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL MUNICIPAL, COUNTY, STATE, AND FEDERAL LAWS AND APPLICABLE CODES. THE CONTRACTOR SHALL MAINTAIN RECORDS TO DEMONSTRATE PROPER DISPOSAL ACTIVITIES, TO BE PROVIDED TO THE OWNER UPON REQUEST. 29. CONTRACTOR SHALL NOT IMPACT ANY WETLANDS OR SUBMERGED LANDS THROUGH CONSTRUCTION ACTIVITIES OR ANY OTHER MEANS OF DISTURBANCE . 30. THE FIRM OR ENGINEER OF RECORD IS NOT RESPONSIBLE FOR JOB SITE SAFETY OR SUPERVISION. CONTRACTOR IS TO PROCEED WITH THE DEMOLITION IN A SYSTEMATIC AND SAFE MANNER, FOLLOWING ALL THE OSHA REQUIREMENTS TO ENSURE PUBLIC AND CONTRACTOR SAFETY. 31. THIS DEMOLITION PLAN IS INTENDED TO IDENTIFY THOSE EXISTING ITEMS/CONDITIONS WHICH ARE TO BE REMOVED. IT IS NOT INTENDED TO PROVIDE DIRECTION AS TO THE MEANS AND METHODS TO BE USED TO ACCOMPLISH THAT WORK. ALL MEANS AND METHODS UTILIZED ARE TO BE IN STRICT ACCORDANCE WITH ALL STATE, FEDERAL, LOCAL, AND JURISDICTIONAL REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL OSHA AND OTHER SAFETY PRECAUTIONS NECESSARY TO PROVIDE A SAFE WORK SITE 32. SUBSURFACE UTILITIES THE UNDERGROUND UTILITIES SHOWN HEREON HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS, THE SURVEYOR MAKES NO GUARANTEES THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE OF ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDON. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN HEREON ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. 33. ENVIRONMENTAL NOTES THE PLANS PREPARED DO NOT DEPICT ENVIRONMENTAL CONDITIONS OR A CERTIFICATION/WARRANTY REGARDING THE PRESENCE OR ABSENCE OF ENVIRONMENTALLY IMPACTED SITE CONDITIONS. THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 N00°24'59"W (M) 336.24' (M) N88°04'05"E (M) 642.07' (M) S00°24'59"E (M) 335.91' (M) S88°05'51"W (M) 642.06' (M) FD #3 FD #4 ICV. ICV. ICV. ICV. W.U.P. W.U.P. SOUTHWEST 57th AVENUE (RED ROAD) LC 35.00' N89°58'10"W S00°06'10"E 336.27' CONC. STEPS CORAL TILE CO. CO. CO. CO. CO. N89°58'10"W 657.11' (LEGAL) S00°07'17"E 335.86' (LEGAL) S89°56'18"E 657.06' (LEGAL) N00°06'10"W 336.25' (LEGAL) SOUTHWEST 57th AVENUE (RED ROAD) 8.1 PROPOSED RECONFIGURED CONCRETE TURFBLOCK PAVERED PARKING LOT PROPOSED CONCRETE TURFBLOCK PAVERED DRIVEWAY C5 C7 C6 EXISTING TENNIS COURT #1 TO BE RAISED EXISTING TENNIS COURT #2 TO BE RAISED EXISTING TENNIS COURT EXISTING TENNIS COURT #12 EXISTING TENNIS COURT #11 EXISTING TENNIS COURT #9 EXISTING TENNIS COURT #8 EXISTING TENNIS COURT #7 EXISTING TENNIS COURT #6 EXISTING ONE STORY CLUB HOUSE BUILDING F.F. ELEV. = 9.80 EXISTING ONE STORY BUILDING F.F. 9.27 F.F. 11.13 EX. BRICK WALK, TYP. EX. BRICK WALK, TYP. EXISTING ASPHALT APPROXIMATE FLOOD ZONE LINE APPROXIMATE FLOOD ZONE LINE ZONE AH ZONE X ZONE AH ZONE X ZONE AH ZONE X EXISTING CONC. WITH TURF GRASS ON TOP EXISTING DRAIN FIELD, PERMIT #AP1525039 EXISTING DRAIN FIELD, PERMIT #AP1525039 EXISTING SEPTIC TANK AND PUMP EXISTING SEPTIC POWER AND PUMP PROPOSED DRY DETENTION PROPOSED BERM EX. BRICK WALK, TYP. EX. BRICK WALK, TYP. C4 PROPOSED PICKLEBALL COURT PROPOSED PADEL COURT EXISTING TENNIS COURT #3 TO BE SHIFTED AND RAISED EXISTING TENNIS COURT #10 7 5 2 7 5 5 4 5 5 5 5 5 PROPOSED PADEL COURT PROPOSED PICKLEBALL COURT EXISTING ASPHALT 10.0' DRIVEWAY SETBACK 10.0' DRIVEWAY SETBACK 30.0' COURT SETBACK 30.0' COURT SETBACK 30.0' COURT SETBACK 30.0' COURT SETBACK 24.00' 9.00' 18.00' 24.00' 20.00' 24.00' 24.00' 24.00' 24.00' 24.00' 24.00' 9.00' 18.00' 18.00' 9.00' 18.00' 9.00' 5.00' 12.00' 18.00' 2.00' PROPOSED GRAVEL CART PATH PROPOSED SUN SHADE 18.00' 9.00' 18.00' 9.00' PROPOSED 8' TALL WOOD BUFFER FENCE A A 1" = 30 FEET ( IN FEET ) NORTH SITE DATA: ZONING: PR OCCUPANCY: 3415 ENCLOSED RECEATIONAL ARENA : ENTERTAINMENT FLOOD ZONE: AH (ELEV. 7) AND X SITE INFORMATION : SITE INFORMATION BASED ON THE SURVEY PREPARED BY: PROFESSIONAL SURVEYING & SURVEYING LANNES & GARCIA, INC. 4967 SW 75TH AVENUE MIAMI, FLORIDA 33155. SURVEY NO. 2098 ENTITLED: "ALTA/NSPS LAND TITLE SURVEY", DATED 09/19/2022 FOLIO #: 20-5012-000-0050 SCOPE OF WORK: THE SCOPE OF WORK ENTAILS CONSTRUCTION OF TWO PADEL COURTS AND TWO PICKLEBALL COURTS TO REPLACE ONE TENNIS COURT, THE RAISING OF THREE EXISTING TENNIS COURTS, IMPROVEMENT OF THE PARKING LOT, AND STORMWATER IMPROVEMENTS FOR THE OVERALL SITE. FEMA FLOOD ZONE AH AND X BASE FLOOD ELEVATION 7' NGVD CROWN OF ROAD ELEVATION 6.64' - 6.75' FIRM MAP NUMBER 12086C0466L EFF. 9/11/2009 FLOOD INFORMATION TABLE LEGAL DESCRIPTION: COMMENCE AT THE N.E. CORNER OF SECTION 12, TOWNSHIP 55 SOUTH, RANGE 40 EAST DADE COUNTY, FLORIDA; THENCE SOUTH 0 DEGREES 06 MINUTES 10 SECONDS EAST ALONG THE EAST LINE OF THE N.E. 1/4 OF SAID SECTION 12 A DISTANCE OF 336.27 FEET TO A POINT ON THE NORTH LINE OF THE SOUTH 1/2 OF THE NORTH 1/2 OF THE NORTH 1/2 OF THE N.E. 1/4 OF SAID SECTION 12; THENCE NORTH 89 DEGREES 58 MINUTES 10 SECONDS WEST ALONG THE NORTH LINE OF THE SOUTH 1/2 OF THE NORTH 1/2 OF THE NORTH 1/2 OF THE N.E. 1/4 OF SAID SECTION 12 A DISTANCE OF 35 FEET TO THE POINT OF BEGINNING OF THE TRACT OF LAND HEREIN DESCRIBED; THENCE CONTINUE NORTH 89 DEGREES 58 MINUTES 10 SECONDS WEST ALONG THE NORTH LINE OF THE SOUTH 1/2 OF THE NORTH 1/2 OF THE NORTH 1/2 OF THE N.E. 1/4 OF SAID SECTION 12 A DISTANCE OF 657.11 FEET TO A POINT; THENCE SOUTH 0 DEGREES 07 MINUTES 17 SECONDS EAST A DISTANCE OF 335.86 TO A POINT ON THE SOUTH LINE OF THE NORTH 1/2 OF THE NORTH 1/2 OF THE N.E 1/4 OF SAID SECTION 12; THENCE SOUTH 89 DEGREES 56 MINUTES 18 SECONDS EAST ALONG THE SOUTH LINE OF THE NORTH 1/2 OF THE NORTH 1/2 OF THE N.E. 1/4 OF SAID SECTION 12 A DISTANCE OF 657.06 FEET TO A POINT WHICH IS 35 FEET WEST OF, MEASURED AT RIGHT ANGLES TO THE EAST LINE OF THE N.E. 1/4 OF SAID SECTION 12; THENCE NORTH 0 DEGREES 06 MINUTES 10 SECONDS WEST ALONG A LINE PARALLEL TO AND 35 FEET WEST 0F, MEASURED AT RIGHT ANGLES TO THE EAST LINE OF THE N.E. 1/4 OF SAID SECTION 12 FOR A DISTANCE OF 336.25 FEET TO THE POINT OF BEGINNING; LESS THE EAST 15 FEET THEREOF HERETOFORE TAKEN BY DADE COUNTY IN EMINENT DOMAIN PROCEEDING. GENERAL NOTES: 1. ALL CONSTRUCTION MATERIALS AND SPECIFICATIONS SHALL CONFORM WITH ALL CURRENT STANDARDS OF THE CITY OF PINECREST AND MIAMI-DADE COUNTY. 2. THE PROPOSED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING 8'' LOOSE MEASURED THICKNESS IN UNCONFINED LIFTS OR 6'' IN CONFINED AREAS, EACH LIFT IS TO BE COMPACTED AS FOLLOWS: A. SLAB ON GRADE: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D557 B. FOOTING BEARING: MINIMUM OF 98% MAXIMUM DENSITY BY ASTM D557 2. ENCLOSED AREAS BELOW THE FFE OR, THE LOWEST FLOOR ELEVATION WHICHEVER IS HIGHER SHALL BE USED SOLELY FOR PARKING, BUILDING ACCESS OR STORAGE. (PER ASCE 24-14 4.6.2). 3. ADEQUATE DRAINAGE SHALL BE PROVIDED, AND SURFACE RUN-OFF WATER SHALL BE DIVERTED TO A STORM CONVEYANCE OR OTHER APPROVED POINT OF COLLECTION IN ACCORDANCE WITH FLORIDA BUILDING CODE AND CITY OF PINECREST CODE ORDINANCES. 4. ALL DISTURBED AREAS WITHIN LANDSCAPE/ SIDEWALK/ CURB AND GUTTER/ ROAD PAVEMENT SHALL BE RESTORED TO ITS ORIGINAL OR BETTER CONDITIONS. 5. ALL CONCRETE UTILIZED FOR SITE-RELATED FLATWORK CONSTRUCTION SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI COMPRESSIVE STRENGTH AT 28 DAYS TYPE OF PARKING SPACE EXISTING PROPOSED ACCESIBLE 2 3 STANDARD 48 57 TOTAL 50 60 PARKING SPACE INFORMATION TABLE THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 STORMWATER CALCULATIONS: TOTAL LOT AREA: 215,622 SF IMPERVIOUS AREA: BUILDINGS: 7,400 SF COURTS: 84,100 SF SITE: 45,021 SF TOTAL IMPERV: 136,521 SF PERVIOUS AREA: 79,101 SF (GREEN SPACE) REQUIRED DRAINAGE: RETAIN 2.5" X % IMPERVIOUS: 215,622 SF X 2.5" X 63.31% = 28,442 CF RETAIN 1" OVER TOTAL SITE: 215,622 X 1" = 17,969 CF 5-YEAR, 1-HOUR STORM = 3.3" RUNOFF COEFFICIENT = 0.85 3.3" X 0.85 X 215,622 SF = 50,402 CF SAFETY FACTOR OF 2 = 100,804 CF GROUNDWATER AS MEASURED IN GEOTECH REPORT, 3.0' BELOW GROUND SURFACE. RESULTANT GROUNDWATER ELEVATION APPOX. 2.0' NGVD. EXFILTRATION TRENCHES A-H: H2 = 3.2' W = 5.0' K = 3.3 X 10-4 (CFS/SF2) Du = 1.7' Ds = 11.8' L = 522' VOLUME STORED IN TRENCH: PIPE = 1.5' DIA = 1.767 CF/FT X 522' = 922 CF 1.7' X 5.0' X 522' - 922 CF = 3,515 CF 3,515 X 40% = 1,406 CF (40% VOID IN STONE) TOTAL VOLUME = 1,406 + 922 = 2,328 CF EXFILTRATION: = 3600 K L {H2W + 2H2Du - Du2 + 2H2Ds} = 3600 (3.3 X 10-4) (522) {(3.2)(5.0) + 2(3.2)(1.7) - 1.7 + 2(3.2)(11.8)} = 61,710 CF TOTAL IN TRENCHES A-H = 61,710 CF + 2,328 CF = 64,038 CF EXFILTRATION TRENCH I - J: H2 = 4.5' W = 5.0' K = 3.3 X 10-4 (CFS/SF2) DU = 1.7' DS = 10.5' L = 200' VOLUME STORED IN TRENCH: PIPE = 1.5' DIA = 1.767 CF/FT X 200' = 353 CF 1.7' X 5.0' X 185' - 353 CF = 1,347 CF 1,347 X 40% = 539 CF (40% VOID IN STONE) TOTAL VOLUME = 539 + 353 = 892 CF EXFILTRATION: = 3600 K L {H2W + 2H2DU - DU2 + 2H2DS} = 3600 (3.3 X 10-4) (200) {(4.5)(5.0) + 2(4.5)(1.7) - 1.72 + 2(4.5)(10.5)} = 30,748 CF TOTAL IN TRENCH I - J = 892 CF + 30,748 CF = 31,640 CF EXFILTRATION TRENCH K: H2 = 3.6' W = 3.5' K = 3.3 X 10-4 (CFS/SF2) DU = 1.7' DS = 11.4' L = 46' VOLUME STORED IN TRENCH: PIPE = 1.5' DIA = 1.767 CF/FT X 46' = 81 CF 1.7' X 3.5' X 46' - 81 CF = 192 CF 192 X 40% = 77 CF (40% VOID IN STONE) TOTAL VOLUME = 77 + 81 = 158 CF EXFILTRATION: = 3600 K L {H2W + 2H2DU - DU2 + 2H2DS} = 3600 (3.3 X 10-4) (46) {(3.6)(3.5) + 2(3.6)(1.7) - 1.72 + 2(3.6)(11.4)} = 5,685 CF TOTAL IN TERNCH J = 5,685 CF + 158 CF = 5,843 CF TOTAL PROVIDED IN TRENCHES A - K = 101,521 CF LOT SIZE 215, 622 SF EXISTING IMPERVIOUS/PERVIOUS AREA 133,050 SF / 82,572 SF PROPOSED IMPERVIOUS/PERVIOUS AREA 136,521 SF / 79,101 SF COURT SETBACK REQUIRED: 30' PROVIDED: 30' MIN. PARKING LOT/DRIVEWAY SETBACK REQUIRED: 10' PROVIDED: 10' ZONING INFORMATION TABLE SOUTHWEST 57th AVENUE (RED ROAD) LC 6.75 7.07 TSB EXISTING TILE TSB ANCHOR FOUND NAIL PARKWAY ASPHALT (PUBLIC) OUL ORIGINAL LOT LINE POB. CO. CO. CO. CO. STC. STC. STC. N00°24'59"W (M) 4.73 6.58 6.67 5.7 5.25 5.22 6.8 6.7 6.4 6.5 6.7 7.39 6.41 5.54 4.70 4.57 4.79 4.70 4.92 5.32 5.65 5.45 5.65 5.82 6.05 5.33 5.19 4.39 5.05 5.09 4.84 4.86 4.84 4.96 4.88 4.80 4.89 5.18 5.44 4.7 3.7 5.02 5.09 5.8 6.20 6.24 6.14 6.31 6.36 6.4 4.75 5.04 4.6 6.59 6.59 6.33 6.36 6.50 6.23 6.0 5.21 5.91 5.00 4.93 5.3 6.34 6.51 6.34 6.37 6.56 6.42 6.10 4.38 4.48 5.8 4.47 6.86 6.58 6.31 5.12 4.39 4.50 4.59 4.60 4.68 5.11 5.17 5.47 5.31 5.34 5.43 5.35 5.30 5.56 6.24 6.52 5.45 5.46 5.10 5.37 5.39 5.98 5.77 5.5 4.5 6.6 6.5 6.2 6.2 6.0 5.9 5.8 6.1 5.25 5.39 5.46 5.38 5.53 5.62 5.17 6.01 5.27 5.99 5.83 5.72 5.57 5.54 5.99 6.09 5.0 5.70 5.10 6.0 5.3 5.3 5.61 8.1 7.14 7.21 7.7 7.65 7.76 7.60 7.53 8.88 7.97 8.0 8.2 8.7 8.6 8.83 9.5 6.67 7.90 6.30 6.20 6.12 7.20 24.00' PROPOSED TRENCH K: 46' LONG EXFILTRATION TRENCH, 3.5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) EXISTING CONCRETE LIGHT POLE EXISTING CATCH BASIN EXISTING CATCH BASIN 24.0' 18.0' (TYP) 6.2 6.2 6.2 6.2 5.4 6.0 6.0 5.5 6.0 6.1 6.0 PROPOSED ENTRANCE WALL FEATURE 6.2 6.1 5.8 6.2 PROP. 24" WHITE STRIPED STOP BAR PROP. STOP SIGN R1-1 5.4 5.9 PROPOSED PERIMETER BERM TO PREVENT STORMWATER DISCHARGE TO THE RIGHT OF WAY PROPOSED SIDEWALK EXISTING SIDEWALK PROPOSED DETECTABLE WARNING STRIP 9.00' (TYP) M.E. M.E. 5.4 5.5 RESERVED LOCATION FOR FUTURE DEEP WELL INSTALLATION 6.4 6.4 5.4 6.0 PROPOSED GATE 4.4 4.4 5.4 6.0 PROPOSED 5' INSIDE DIAMETER PRECAST CONCRETE MANHOLE WITH 30" CIRCULAR DRAIN INLET LID RIM = 5.2' INV (E) = 2.0' INV (W) = 2.0' BOTTOM EL. = (-)1.50' 64 LF 18" HDPE STORMWATER PIPE PROP. REINFORCED CONCRETE MANHOLE WITH SOLID COVER RIM = 6.15' INV. N = 2.0' INV. E = 2.0' INV. SW = 3.0' INV. W = 3.0' BOTTOM ELEV. = (-)1.50' 4.4 4.4 TRANSITION BERM 6.0' TO 5.5 PROP. FDOT TYPE D TRAFFIC-RATED CATCH BASIN RIM. EL = 5.2' INV. (E) EL = 2.0' INV. (W) EL = 2.0' BOTTOM EL. = (-)1.50' M.E. M.E. 4.8 4.8 4.7 4.7 4.9 5.0 M.E. 6.0 6.0 PROPOSED TRENCH A: 58' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED TRENCH B: 53' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROP. CONCRETE TURFBLOCK PAVERED DRIVE AND PARKING SURFACE EXISTING SIDEWALK M.E. M.E. M.E. M.E. PROPOSED DETECTABLE WARNING STRIP PROPOSED SIDEWALK 6.2 INV = 2.0' 6.0 6.0 10.00' PROPOSED (7) PARKING SPACES PROPOSED ENTRANCE WALL FEATURE PROPOSED PADEL COURT MAXIMUM HEIGHT FROM PLAYING SURFACE TO BE 14' PROPOSED TRENCH C: 63' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROP. REINFORCED CONCRETE MANHOLE WITH SOLID COVER RIM = 6.2' INV. S = 2.0' INV. W (18") = 2.0' INV. W (6") = 3.0' BOTTOM ELEV. = 0.0' PROPOSED COURT EXTERIOR PLAYING SURFACE/WALKWAY PROPOSED COURT EXTERIOR PLAYING SURFACE/WALKWAY PROP. 109 LF 18" HDPE STORMWATER PIPE PROPOSED PATIO AREA BETWEEN COURTS PROPOSED COURT LIGHTING, SEE PHOTOMETRIC PLANS FOR DETAILS, TYP. PROPOSED COURT LIGHTING, SEE PHOTOMETRIC PLANS FOR DETAILS, TYP. PROPOSED COURT LIGHTING, SEE PHOTOMETRIC PLANS FOR DETAILS, TYP. PROPOSED PAVERED WALKWAY, TYP. PROPOSED TYPE D CURB 5.00' 6.00' 33.12' 8.40' PROPOSED (5) PARKING SPACES 30.00' EXISTING TENNIS COURT #3 TO BE SHIFTED AND RAISED TO 6.0' NGVD EXISTING TENNIS COURT #1 TO BE RAISED EXISTING TENNIS COURT #2 TO BE RAISED EX. WOODEN U.P. TO REMAIN EXISTING WOODEN U.P. 6.0 6.1 6.2 5.2 5.5 6.0 5.7 5.9 6.0 5.9 6.0 6.2 6.2 6.0 6.2 6.0 6.2 6.0 6.0 6.2 6.1 5.6 6.1 5.6 6.1 5.6 6.1 5.4 5.9 5.6 6.1 5.4 5.9 5.5 6.0 5.6 6.1 5.6 6.1 6.4 5.4 5.6 5.4 6.3 6.0 5.6 5.8 PROP. 24 LF 6" ZURN (Z886) TRENCH DRAIN, SEE DETAIL SHEET C8 PROP. 38 LF 6" HDPE STORMWATER PIPE CONVEYANCE FROM LINEAR TRENCH DRAIN TO EXFILTRATION SYSTEM, SLOPE @ 1% MIN. TOWARD MANHOLE (12" MIN. COVER) 5.0' 6.2 6.0 6.2 PROPOSED PAVERED WALKWAY, TYP. PROPOSED PAVERED WALKWAY, TYP. PROPOSED TYPE D CURB PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 4.9' INV EL (W) = 2.0' BOTTOM EL= (-)1.50' PROPOSED PAVERED WALKWAY, RAMP 5% MAX. 16.00' 58.00' 118.00' 32.79' 30.00' 65.63' 60.00' 7.82' 10.00' 30.00' 32.79' 60.00' 65.63' 6.00' 6.00' PROPOSED PADEL COURT MAXIMUM HEIGHT FROM PLAYING SURFACE TO BE 14' PROPOSED PICKLEBALL COURT MAX. HEIGHT FROM PLAYING SURFACE TO BE 14' PROPOSED PICKLEBALL COURT MAX. HEIGHT FROM PLAYING SURFACE TO BE 14' 4.0 4.0 4.0 4.0 PROPOSED RIP RAP, BOTTOM OF STONE AT 4.0' 18.00' 9.00' 6.4 6.3 6.2 6.2 6.5 6.4 6.2 6.2 6.3 PROPOSED GRAVEL CART PATH (TO INTEGRATE APPROXIMATELY WITH EXISTING TOPOGRAPHY) PROP. 39 LF 6" HDPE STORMWATER PIPE CONVEYANCE FROM LINEAR TRENCH DRAIN TO EXFILTRATION SYSTEM, SLOPE @ 1% MIN. TOWARD MANHOLE (12" MIN. COVER) PROP. 22 LF 6" ZURN (Z886) TRENCH DRAIN, SEE DETAIL SHEET C8 5.7 6.2 5.9 5.9 5.9 6.1 6.1 6.0 5.9 PROP. 24 LF 6" ZURN (Z886) TRENCH DRAIN, SEE DETAIL SHEET C8 PROP. 24" DIA CATCH BASIN RIM = 5.9 INV (N/S) = 4.2' INV (E) = 3.4' BOTTOM = 1.4' PROPOSED BIKE RACK LOCATION THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 1" = 10 FEET ( IN FEET ) NORTH REFER TO SHEET C6 FOR CONTINUATION REFER TO SHEET C5 FOR CONTINUATION 6.70 6.30 5.35 EXISTING TILE OUL EXISTING TILE EXISTING WOOD PERGOLA OVERHANG CONC. EXISTING ROOF OVERHANG CONC. 4' CBS WALL EXISTING CONC. STEPS CO. CO. CO. CO. CO. CO. STC. STC. STC. STC. EXISTING SEPTIC POWER & PUMP EXISTING TREE PLANTER EXISTING TILE DECK EXISTING CORAL TILE ASPHALT EXISTING DUMPSTER EXISTING ONE STORY CLUB HOUSE BUILDING FF. ELEV. 9.80 EXISTING CORAL TILE 6.5 6.6 6.7 6.8 6.7 6.8 6.6 6.7 6.4 6.7 6.8 5.82 6.05 6.31 6.29 5.92 6.01 6.07 6.06 6.09 6.58 6.53 7.87 7.72 7.94 5.31 5.34 5.43 5.35 5.30 5.56 6.24 6.52 6.91 5.46 5.45 5.46 5.10 5.37 5.76 5.60 5.71 5.53 5.39 5.98 5.77 5.9 5.8 6.1 5.65 5.80 5.79 5.51 5.52 5.70 5.78 6.25 6.78 6.07 5.61 5.41 5.08 5.10 5.27 5.28 5.33 5.40 5.34 5.37 5.70 4.86 6.00 6.84 6.67 6.12 5.62 5.53 5.53 5.52 5.39 5.25 5.39 5.61 5.56 5.70 5.70 5.73 7.8 7.2 6.73 5.30 6.00 6.10 6.37 5.96 5.72 6.40 7.52 8.18 5.46 5.38 5.53 5.62 5.17 6.01 5.27 5.99 5.83 5.72 5.57 5.54 5.99 8.1 7.14 7.21 7.7 7.65 7.76 7.60 7.53 8.88 7.97 8.0 8.2 8.7 8.6 8.83 9.5 8.98 8.76 8.94 8.9 7.7 8.7 7.90 6.30 6.20 6.12 7.20 EXISTING WOOD PERGOLA OVERHANG CONC. 7.61 7.8 7.46 7.12 6.85 6.6 7.77 7.43 6.9 7.3 7.92 8.60 7.2 7.8 8.0 7.9 24.0' 9.0' (TYP) 24.0' 8.0' PROPOSED TRENCH E:110' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED TRENCH F: 110' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE, (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED PARKING AISLE PROPOSED PARKING AISLE PROPOSED PARKING AISLE EXISTING (4) PARKING SPACES EXISTING LIGHT POLE PROPOSED ADA RAMP 1:12 MAX SLOPE PROPOSED PARKING AISLE 9.0' (TYP) 9.0' (TYP) 18.0' (TYP) 5.7 5.8 6.2 5.6 6.8 6.5 5.6 6.4 6.5 6.4 6.7 5.8 6.2 M.E. M.E. PROP. FDOT TYPE D TRAFFIC-RATED CATCH BASIN RIM EL = 5.2' INV EL (E) = 2.0' INV EL (S) = 2.0' INV EL (NW) = 2.0' BOTTOM EL= -1.50' PROP. FDOT TYPE D TRAFFIC-RATED CATCH BASIN RIM EL = 5.4' INV EL (N) = 2.0' INV EL (E) = 2.0' BOTTOM EL= -1.50' PROPOSED PAVERED WALKWAY M.E. M.E. 8.0' 5.0' 8.0' 6.1 6.6 6.1 6.6 5.7 6.2 5.4 5.9 5.7 6.2 5.4 5.9 18.0' (TYP) 18.0' 18.0' (TYP) 24.0' 18.0' (TYP) 9.0' (TYP) PROP. TYPE D CURB PROP. TYPE D CURB PROP. TYPE D CURB PROP. TYPE D CURB PROP. TYPE D CURB 6.4 PROP. TYPE D CURB 7.0 6.8 PROPOSED PERIMETER BERM TO PREVENT STORMWATER DISCHARGE TO ON/OFF SITE EXISTING RAISED WOOD DECK PLANTER EXISTING ASPHALT TO REMAIN PROPOSED HANDICAP PARKING SPACE WITH 6" THICK CONCRETE, MAINTAIN 2% MAX. CROSS SLOPE, TYP. (SEE DETAILS SHEET C8) PROP. FDOT TYPE D TRAFFIC-RATED CATCH BASIN RIM EL = 5.2' INV EL (NE) = 2.0' INV EL (S) = 2.0' INV EL (W) = 2.0' BOTTOM EL = -1.50' 5.9 6.4 5.8 6.3 6.3 6.8 6.3 6.8 5.9 6.4 5.9 6.4 5.5 6.0 6.0 6.5 5.6 6.1 5.5 6.0 5.9 6.4 5.5 6.0 5.8 6.3 PROPOSED ADA SIGN PROP. 109 LF 18" HDPE STORMWATER PIPE 24.00' 18.0' (TYP) 5.9 6.2 6.2 6.2 6.1 5.6 6.1 5.6 6.1 5.6 6.1 5.4 5.9 5.6 6.1 5.4 5.4 6.3 6.2 PROPOSED PAVERED WALKWAY, TYP. PROPOSED TYPE D CURB PROPOSED PAVERED WALKWAY, RAMP 5% MAX. PROPOSED PICKLEBALL COURT PROPOSED PICKLEBALL COURT PROPOSED TRENCH C: 63' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) 6.45 6.25 7.0 6.6 END OF PROPOSED PARKING LOT IMPROVEMENTS, TRANSITION TO EXISTING ASPHALT AS NECESSARY PROPOSED TRENCH D: 46' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED TRENCH G: 46' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) 5.00' 12.00' 5.9 5.5 6.0 5.00' 12.00' 18.00' 2.00' EXISTING ADA RAMP WITH HANDRAILS TO REMAIN 6.2 6.0 5.7 5.7 6.0 5.8 6.0 6.5 5.9 5.8 5.5 EXISTING PAVERED WALKWAY 10.00' 10.00' PROP. CONCRETE TURFBLOCK PAVERED DRIVE AND PARKING SURFACE 5 5 5 5 5 5 5 5 7 2 RELOCATION OF EXISTING LIGHT POLE 3.00' PROPOSED 5' WIDE STRIPED ACCESSIBLE WALKWAY, MAINTAIN 2% MAX. CROSS SLOPE, TYP. (SEE DETAILS SHEET C8) 18.00' 9.00' 16.00' 5.5 6.0 6.1 6.6 6.3 6.8 5.9 6.9 5.8 6.3 5.8 6.3 6.9 7.6 6.6 PROPOSED DETECTABLE WARNING EXISTING TENNIS COURT #12 EXISTING TENNIS COURT #6 EXISTING FENCE EXISTING FENCE FEMA FLOOD ZONE LINE ZONE AH ZONE X EXISTING FENCE ZONE AH ZONE X PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 6.50' INV EL (E) = 2.0' INV EL (SW) = 2.0' BOTTOM EL= -1.50' PROPOSED TRENCH H: 36' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED TRENCH I: 185' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED PAVERED WALKWAY, MAINTAIN 20:1 MAX. SLOPE AND 2% MAX. CROSS SLOPE REPAIR ASPHALT AS NECESSARY AFTER TRENCH INSTALLATION 5.7 PROPOSED ADA RAMP 1:12 MAX SLOPE 6.1 6.2 6.9 6.4 6.2 6.5 6.4 6.2 6.2 6.3 PROPOSED GRAVEL CART PATH (TO INTEGRATE APPROXIMATELY WITH EXISTING TOPOGRAPHY) 5.7 6.2 PROP. FDOT TYPE D TRAFFIC-RATED CATCH BASIN RIM EL = 5.2' INV EL (N) = 2.0' INV EL (E) = 2.0' INV EL (W) = 2.0' BOTTOM EL = -1.50' 20.00' PROPOSED KEEP RIGHT SIGN THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 1" = 10 FEET ( IN FEET ) NORTH REFER TO SHEET C7 FOR CONTINUATION REFER TO SHEET C4 FOR CONTINUATION REFER TO SHEET C7 FOR CONTINUATION 6.41 5.50 4.80 CO. CO. CO. 8.60 F.I.R. 5 8" NO ID. ALP. ALP. ALP. ALP. ALP. ALP. ALP. ALP. FD #1 TSB TSB CB #5 W.U.P. ANCHOR ICV. SIGN FPL MANHOLE EXISTING ROOF OVERHANG CONC. BELLSOUTH LOT - 1, BLOCK - 6 CRITERION ESTATES PLAT BOOK 146 PAGE 30 OWNER: RICHARD D MCMICHAEL LOT - 2, BLOCK - 6 CRITERION ESTATES PLAT BOOK 146 PAGE 30 OWNER: MACAR REALTY L L C PARKWAY 5' CONC. SIDEWALK (PUBLIC) OUL STC. CO. CO. CO. CO. CO. CO. N00°06'10"W 336.25' (LEGAL) 5.5 6.13 6.28 6.22 6.3 5.56 5.58 4.82 4.88 6.16 6.22 6.02 5.95 6.22 6.15 5.4 4.85 4.73 3.5 4.4 5.9 6.7 7.1 6.8 6.1 5.4 5.5 5.2 5.8 6.1 6.9 7.5 8.1 7.8 7.2 6.5 5.1 5.5 5.4 5.9 5.8 5.8 5.5 4.80 4.89 4.52 4.76 4.79 5.04 4.93 4.95 5.18 5.44 4.6 4.45 3.7 4.57 4.98 5.6 5.99 6.33 5.82 5.98 6.27 5.92 5.7 4.32 4.34 3.66 4.60 4.51 3.17 4.54 4.63 5.5 6.18 6.22 5.95 5.98 6.03 6.06 5.59 4.88 4.88 3.5 4.82 4.7 3.7 5.02 5.09 5.8 6.24 6.14 6.33 6.41 6.55 6.41 6.41 6.36 6.42 6.46 5.17 6.01 5.27 5.46 5.40 5.05 5.22 5.05 5.06 5.04 5.48 5.93 5.99 5.99 6.09 5.0 5.61 5.53 5.8 5.0 5.0 5.5 6.2 5.7 5.2 5.7 5.6 5.7 6.0 6.7 5.7 5.4 5.19 4.9 5.1 5.5 4.9 4.7 5.1 4.5 4.9 5.1 5.12 5.2 5.2 5.1 5.1 5.5 4.7 7.2 7.3 7.9 6.6 7.5 7.0 7.9 8.4 8.41 8.7 8.1 8.1 7.14 7.21 7.7 8.6 8.83 9.5 9.1 9.0 8.9 7.1 7.5 6.6 5.2 6.5 6.4 5.9 6.3 5.9 5.4 5.0 4.9 6.12 7.80 8.60 5.80 8.30 6.80 6.20 SOUTHWEST 57th AVENUE (RED ROAD) 6.2 6.0 5.5 6.2 6.1 PROPOSED PERIMETER BERM TO PREVENT STORMWATER DISCHARGE TO ON/OFF SITE 6.0 6.0 6.0 PROPOSED PERIMETER BERM TO PREVENT STORMWATER DISCHARGE TO THE RIGHT OF WAY EXISTING LIGHT POLE (RE-SET, IF REQUIRED DUE TO GRADE CHANGE) 4.4 4.4 4.4 4.4 5.5 5.5 6.0 TRANSITION BERM 6.0' TO 5.5' 4.4 4.4 PROPOSED RE-SET LIGHT POLE PROPOSED PAVERED WALKWAY PROPOSED PAVERED WALKWAY EXISTING SEPTIC DRAIN FIELD EXISTING DRAIN FIELD, PERMIT #AP1525039 6.0 6.1 6.2 6.0 6.0 6.2 6.3 6.2 6.0 5.6 5.8 6.2 6.0 6.2 PROPOSED DRY DETENTION PROPOSED DRY DETENTION PROPOSED DRY DETENTION PROPOSED TRENCH K: 46' LONG EXFILTRATION TRENCH, 3.5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROP. REINFORCED CONCRETE MANHOLE WITH SOLID COVER RIM = 6.15' INV. N = 2.0' INV. E = 2.0' INV. SW = 3.0' INV. W = 3.0' BOTTOM ELEV. = (-)1.50' PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 4.4' INV EL (W) = 2.0' BOTTOM EL= (-)1.50' PROPOSED WALKWAY EXISTING DRAIN FIELD, PERMIT #AP1525039 PROPOSED PICKLEBALL COURT PROPOSED PADEL COURT 5.7 4.4 4.0 4.0 4.0 4.0 PROPOSED RIP RAP, BOTTOM OF STONE AT 4.0' EXISTING TENNIS COURT #1 TO BE RAISED EXISTING TENNIS COURT #2 TO BE RAISED 4.4 4.4 4.4 6.2 6.1 6.0 6.4 6.3 6.2 6.4 6.3 6.2 6.2 6.2 6.2 6.2 6.2 6.0 5.8 PROPOSED RE-SET LIGHT POLE PROPOSED RE-SET LIGHT POLE PROPOSED RE-SET LIGHT POLE EXISTING LIGHT POLE EXISTING LIGHT POLE EXISTING LIGHT POLE EXISTING LIGHT POLE EXISTING CONCRETE SITTING AREA TO BE RAISED PROPOSED SUN SHADE 6.4 6.4 6.2 6.3 6.3 6.3 6.2 6.1 6.1 6.1 6.0 5.9 PROP. 3 LF 6" HDPE STORMWATER PIPE CONVEYANCE FROM LINEAR TRENCH DRAIN TO EXFILTRATION SYSTEM, SLOPE @ 1% MIN. TOWARD MANHOLE (12" MIN. COVER) PROP. 43 LF 6" ZURN (Z886) TRENCH DRAIN, SEE DETAIL SHEET C8 5.00' 8.40' 118.00' 58.00' 118.00' 58.00' 4.00' 8.00' 8.00' 30.00' 30.03' 30.05' 30.08' 30.00' 33.12' PROPOSED 8.0' TALL WOOD BUFFER FENCE, REFER TO LANDSCAPE PLANS FOR DETAILS EXISTING LIGHT POLE (RE-SET, IF REQUIRED DUE TO GRADE CHANGE) EXISTING LIGHT POLE (RE-SET, IF REQUIRED DUE TO GRADE CHANGE) EXISTING LIGHT POLE (RE-SET, IF REQUIRED DUE TO GRADE CHANGE) 6.0 MAINTAIN 15' SEPARATION BETWEEN DRAIN FIELD AND TOP OF DRY DETENTION 1" = 10 FEET ( IN FEET ) NORTH THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 REFER TO SHEET C4 FOR CONTINUATION REFER TO SHEET C7 FOR CONTINUATION FD #3 FD #4 ICV. ICV. ICV. W.U.P. CO. CO. CO. CO. CO. 8.90 8.50 8.1 9.84 7.00 7.10 6.20 5.40 6.10 8.30 6.80 8.60 6.90 7.80 6.12 5.80 6.30 6.20 7.20 7.90 7.5 8.1 7.8 7.2 6.5 6.1 6.2 6.5 6.5 6.7 6.7 6.8 6.6 6.7 6.4 6.7 6.8 7.87 7.72 7.94 6.0 5.9 5.8 6.1 6.12 7.8 7.2 5.7 6.0 6.7 5.9 6.1 5.7 5.4 5.2 5.1 5.1 5.5 4.7 7.2 7.3 7.9 6.6 7.5 7.0 7.9 8.4 8.7 8.1 8.1 7.7 8.0 8.2 8.7 8.6 9.5 9.1 9.0 8.9 8.0 7.1 7.5 6.6 6.3 6.3 8.7 7.0 9.6 9.4 8.9 7.7 8.7 5.2 6.5 6.4 5.9 6.3 6.70 8.60 6.30 9.80 5.70 8.4 8.3 8.3 8.4 8.5 8.3 8.0 8.1 8.1 8.6 8.5 9.0 8.9 8.9 10.2 10.2 10.7 10.5 11.3 11.2 10.5 10.2 10.1 10.3 10.6 10.2 10.0 10.2 9.6 9.9 9.7 8.9 8.9 9.3 9.1 9.6 9.2 8.8 9.3 9.0 8.7 9.1 9.0 8.7 8.6 9.1 9.0 8.9 9.2 9.0 8.7 7.8 7.9 7.4 6.3 6.5 8.8 9.6 9.6 7.3 7.3 7.4 7.46 7.12 6.1 5.72 6.12 6.85 6.6 6.5 6.8 6.2 6.4 6.5 6.50 7.7 7.49 7.7 7.1 6.8 7.6 7.6 8.0 7.9 7.9 8.1 7.9 7.9 7.9 7.8 7.8 7.9 7.8 8.0 8.0 8.0 8.0 8.0 7.8 7.7 8.1 8.8 8.4 8.4 8.4 8.8 9.5 9.9 9.7 9.2 9.9 9.9 9.0 9.5 9.5 9.4 9.0 9.0 9.7 8.8 8.3 9.3 8.7 8.7 8.6 8.3 8.1 8.1 8.2 8.2 8.2 8.4 8.3 9.4 8.2 8.0 8.0 8.0 8.4 8.0 8.0 7.9 7.5 7.76 7.77 7.88 7.85 8.23 8.02 8.03 9.31 8.50 8.45 8.29 8.21 8.27 7.90 7.83 8.36 8.10 8.26 8.50 8.4 7.77 7.43 7.56 7.41 7.20 6.9 7.3 7.92 8.60 8.83 7.52 7.70 7.61 7.56 7.62 7.78 8.5 8.70 8.40 7.94 7.82 7.73 7.50 7.2 7.8 8.0 7.9 8.0 7.6 7.4 7.4 7.5 7.8 7.2 8.4 8.6 8.9 8.4 8.3 8.9 8.9 8.3 8.3 8.9 8.5 8.4 8.0 9.1 7.6 7.1 6.4 6.5 8.1 6.5 6.8 6.9 7.2 7.3 7.0 6.7 6.66 6.42 7.12 6.99 6.97 6.9 6.8 6.7 7.2 6.4 7.0 7.8 7.5 8.8 7.7 8.0 7.6 7.4 8.6 7.8 EXISTING TENNIS COURT #10 EXISTING TENNIS COURT EXISTING TENNIS COURT #12 EXISTING TENNIS COURT #11 EXISTING TENNIS COURT #9 EXISTING TENNIS COURT #8 EXISTING TENNIS COURT #7 EXISTING TENNIS COURT #6 EXISTING ONE STORY CLUB HOUSE BUILDING F.F. ELEV. = 9.80 EXISTING ONE STORY BUILDING F.F. 9.27 F.F. 11.13 EXISTING ASPHALT EXISTING ASPHALT APPROXIMATE FLOOD ZONE LINE ZONE AH ZONE X ZONE AH ZONE X EXISTING CONC. WITH TURF GRASS ON TOP EXISTING DRAIN FIELD, PERMIT #AP1525039 EXISTING DRAIN FIELD, PERMIT #AP1525039 PROPOSED 126 LF 18" HDPE STORMWATER PIPE CONC. ROOF OVERHANG WOODEN SHED W.U.P. A/C WOOD DECK WOOD STEPS F.I.P. 1/2" NO ID F.I.R. 5/8" NO ID 5' CHAIN LINK FENCE 5' CHAIN LINK FENCE LOT - 7 COLLINS ACRES PLAT BOOK 53 PAGE 85 OWNER: ZENALB LLC LOT-4, BLOCK-6 CRITERION ESTATES PLAT BOOK 146 PAGE 30 OWNER: SIMON DAHAN LOT-3, BLOCK-6 CRITERION ESTATES PLAT BOOK 146 PAGE 30 OWNER: RICHARD BERENSON CO. STC. A/C CONC. STEPS CONC. STEPS BRICK WALK 4' BRICK WALK CONC. PROPOSED 36' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) EXISTING (4) PARKING SPACES PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 6.50' INV EL (E) = 2.0' INV EL (SW) = 2.0' BOTTOM EL= -1.50' PROPOSED TRENCH I: 185' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) EXISTING ASPHALT TO REMAIN PROPOSED PAVERED WALKWAY EXISTING FENCE EXISTING FENCE 18.00' (TYP) 9.00' (TYP) 5 EXISTING TILE DECK PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 7.40' INV EL (E) = 2.0' INV EL (S) = 2.0' INV EL (W) = 2.0' BOTTOM EL= -1.50' PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 7.60' INV EL (N) = 2.0' INV EL (S) = 2.0' BOTTOM EL= 0.0' PROP. FDOT TYPE C TRAFFIC-RATED CATCH BASIN RIM EL = 8.00' INV EL (N) = 2.0' BOTTOM EL= 0.0' APPROXIMATE FLOOD ZONE LINE ZONE AH ZONE X PROPOSED 126 LF 18" HDPE STORMWATER PIPE EXISTING FENCE EXISTING FENCE EXISTING FENCE EXISTING PAVERED WALKWAY EXISTING PAVERED WALKWAY EXISTING COURT LIGHTING, TYP. REPAIR ASPHALT AS NECESSARY AFTER TRENCH INSTALLATION REPAIR WALKWAY AS NECESSARY AFTER TRENCH INSTALLATION REPAIR WALKWAY AS NECESSARY AFTER TRENCH INSTALLATION PROPOSED TRENCH J: 15' LONG EXFILTRATION TRENCH, 5' WIDE, 15' DEEP, 18" DIA. PERFORATED CORRUGATED PIPE. (SEE SHEET C7 FOR TRENCH DETAIL) PROPOSED 8.0' TALL WOOD BUFFER FENCE, REFER TO LANDSCAPE PLANS FOR DETAILS THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 1" = 20 FEET ( IN FEET ) NORTH REFER TO SHEET C5 FOR CONTINUATION REFER TO SHEET C5 FOR CONTINUATION REFER TO SHEET C6 FOR CONTINUATION LC PROPOSED PROJECT PERIMETER SILT FENCE PROPOSED PROJECT PERIMETER SILT FENCE PROPOSED PROJECT PERIMETER SILT FENCE PROTECT EXISTING CATCH BASINS, TYP. PROPOSED PROJECT PERIMETER SILT FENCE SOUTHWEST 57TH AVENUE (RED ROAD) PROPOSED PROJECT PERIMETER SILT FENCE PROVIDE PROTECTION FOR EXISTING TREES TO REMAIN AS NECESSARY, TYP. PROVIDE PROTECTION FOR PROPOSED CATCH BASINS AS CONSTRUCTED AS NECESSARY, TYP. PROVIDE PROTECTION FOR PROPOSED CATCH BASINS AS CONSTRUCTED AS NECESSARY, TYP. PROPOSED PROJECT PERIMETER SILT FENCE PROPOSED PROJECT PERIMETER SILT FENCE PROPOSED PROJECT PERIMETER SILT FENCE POLLUTION PREVENTION NOTES: 1. ALL PERVIOUS AREAS NOT SODDED SHALL BE SEEDED AND MULCHED AFTER CONSTRUCTION 2. NO CLEARING, FILLING, OR STAGING TO OCCUR OUTSIDE THE DESIGNATED LIMIT OF DEVELOPMENT AREA. EROSION AND SEDIMENT CONTROL NOTES: 1. CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO MINIMIZE RUN-OFF FROM THE PROJECT DURING CONSTRUCTION TO ADJACENT PROPERTIES AND STREET RIGHT-OF-WAYS BY INSTALLING A SILT FENCE 2. EXISTING CATCH BASINS IN STREET RIGHT-OF-WAYS WITHIN 50 FEET OF PROJECT LIMITS SHALL BE PROTECTED WITH BALED HAY BARRIERS. EXISTING CATCH BASINS NOTED SHALL BE CLEANED AFTER CONSTRUCTION OF PROJECT. 3. CONTRACTOR SHALL MAINTAIN ADJACENT STREETS AND SWALES IN A CLEAN AND DEBRIS-FREE CONDITION. NORTH THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 1" = 30 FEET ( IN FEET ) PROPOSED FLOW LINE OF SWALE SILT FENCE / STAKED HAY BALES SOD ROCK LEGEND FILTER FABRIC SECTION A-A PLAN VIEW NOTE: 1. DROP INLET SEDIMENT BARRIERS ARE TO BE USED FOR SMALL, NEARLY LEVEL DRAINAGE AREAS. (LESS THAN 5%) 2. EMBED THE BALES 4" INTO THE SOIL AND OFFSET CORNERS OR PLACE BALES WITH ENDS TIGHTLY ABUTTING. GRAVEL BACKFILL WILL PREVENT EROSION OR FLOW AROUND THE BALES. 3. THE TOP OF THE STRUCTURE (PONDING HEIGHT) MUST BE WELL BELOW THE GROUND ELEVATION DOWNSLOPE TO PREVENT RUNOFF FROM BYPASSING THE INLET. EXCAVATION OF A BASIN ADJACENT TO THE DROP INLET OR A TEMPORARY DIKE ON THE DOWNSLOPE OF THE STRUCTURE MAY BE NECESSARY. EMBED STRAW BALE 4" INTO SOIL DROP INLET PONDING HEIGHT STRAW BALES GRAVEL BACKFILL STRAW BALES TIGHTLY STACKED OR OFFSET CORNERS AS SHOWN GRAVEL BACKFILL LESS THAN 5% SLOPE A A WOOD STAKES OR METAL REBAR DRAIN GRATE SECTION A-A NOTE: 1. PLACE CURB TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2. SANDBAGS, OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC, ARE FILLED WITH GRAVEL, LAYERED, AND PACKED TIGHTLY. 3. LEAVE ONE SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 4. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. PLAN VIEW SIDEWALK CURB INLET PONDING HEIGHT SPILLWAY CATCH BASIN CURB INLET CATCH BASIN BACK OF CURB GRAVEL FILLED SANDBAGS ARE STACKED TIGHTLY. A BACK OF SIDEWALK A SPILLWAY NOTE: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE TOP DRESSING, REPAIR, AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. SEDIMENT BARRIER (STRAW BALE TYPE SHOWN) NOTE: USE SANDBAGS, STRAW BALES, OR OTHER APPROVED METHODS TO CHANNELIZE RUNOFF TO BASIN AS REQUIRED 12' MIN 50' MIN DIVERSION RIDGE A A 2' - 3' COURSE AGGREGATE MIN. 6" THICK EXISTING PAVED ROADWAY SUPPLY WATER TO WASH WHEELS IF NECESSARY 20' R FLOW FLOW FLOW FLOW PLAN VIEW SECTION A-A SPILLWAY DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% FILTER FABRIC EXISTING PAVED ROADWAY 2% OR GREATER 12" MIN. 4" X 6" TRENCH WITH COMPACTED BACKFILL STEEL OR WOOD POST 36" HIGH MAX FILTER FABRIC ATTACH SECURELY TO UPSTREAM SIDE OF POST STANDARD DETAIL TRENCH WITH NATIVE BACKFILL PONDING HT. 12" MIN. 9" MAX. (RECOMMENDED STORAGE HT.) PONDING HT. ALTERNATE DETAIL TRENCH WITH GRAVEL NOTE: 1. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF-SITE AND CAN BE PERMANENTLY STABILIZED. 3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY. GRAVEL 10' MAX SPACING WITH WIRE SUPPORT FENCE. 6' MAX SPACING WITHOUT WIRE SUPPORT FENCE STEEL OR WOOD POST EXTRA STRENGTH FILTER FABRIC NEEDED WITHOUT WIRE MESH SUPPORT VIEW LOOKING UPSTREAM PLAN SECTION A - A SPACING BETWEEN CHECK DAMS NOTE: 1. EMBED BALES 4" INTO THE SOIL AND 'KEY' BALES INTO THE CHANNEL BANKS. 2. POINT 'A' MUST BE HIGHER THAN POINT 'B' (SPILLWAY HEIGHT). 3. PLACE BALES PERPENDICULAR TO THE FLOW WITH ENDS TIGHTLY ABUTTING. USE STRAW, ROCKS, OR FILTER FABRIC TO FILL ANY GAPS AND TAMP BACKFILL MATERIAL TO PREVENT EROSION OR FLOW AROUND THE BALES. 4. SPILLWAY HEIGHT SHALL NOT EXCEED 24". 5. INSPECT AFTER EACH SIGNIFICANT STORM, MAINTAIN AND REPAIR PROMPTLY. SPILLWAY SPILLWAY 24" MAX CHANNEL BANK 18" - 24" POINT 'A' POINT 'B' OPTIONAL ENERGY DISSIPATOR 2.0' POINT 'C' POINT 'D' EMBED STRAW BALE 4" MIN. INTO SOIL 2.0' = THE DISTANCE SUCH THAT POINTS 'C' AND POINTS 'D' ARE OF EQUAL ELEVATION. FLOW RUNOFF RUNOFF FLOW FLOW FLOW FLOW FLOW FLOW NOTE: 1. PROTECTIVE FENCING IS TO BE ERECTED PRIOR TO CONSTRUCTION AND MAINTAINED DURING CONSTRUCTION AS DIRECTED BY THE LANDSCAPE ARCHITECT, SOIL CONSERVATION DISTRICT AND/OR MUNICIPAL ENGINEER. 2. NO CONSTRUCTION ACTIVITY IS PERMITTED WITHIN THE PROTECTIVE FENCING. 3. AS CONSTRUCTION NEARS COMPLETION THE FENCING WILL BE REMOVED AS DIRECTED. 4. BOX TREES WITHIN 20 FEET OF A BUILDING SITE TO PREVENT MECHANICAL INJURY, FENCING OR OTHER BARRIER SHOULD BE INSTALLED BEYOND THE CRITICAL ROOT ZONE. 5. BOARDS WILL NOT BE NAILED TO TREES DURING BUILDING OPERATIONS. SINGLE TREE MULTIPLE TREES 4' HIGH FENCE WITH POST DRIVEN 3' INTO GROUND AT 5' INTERVALS 6-8' 6-8' 6-8' NOTE: TEMPORARY INLET SEDIMENT FILTER TO BE INSTALLED ON ALL PAVED CATCH BASINS OR STORM INLETS. INLET FILTER TO BE SIMILAR TO "STREAMGUARD" AS MANUFACTURED BY STORMWATER SERVICES CORPORATION OR "SILTSACK" AS MANUFACTURED BY ATLANTIC CONSTRUCTION FABRICS, INC.. CLEAN FILTER AS NEEDED. NOTE: 1. CONTRACTOR SHALL OBTAIN PERMISSION OF THE ENFORCING ROAD AGENCY BEFORE THIS TYPE OF CONTROL IS CONSTRUCTED IN THE ROAD RIGHT-OF-WAY. 2. CONTRACTOR SHALL KEEP CURBS & GUTTER INLET FILTERS (AFTER PAVING) IN PLACE UNTIL ALL AREAS CONTRIBUTING TO THEM ARE STABILIZED WITH VEGETATION. 3. CONTRACTOR SHALL PERFORM WEEKLY INSPECTION AND MAINTENANCE TO ENSURE THAT THE CURB & GUTTER INLET FILTER (AFTER PAVING) OPERATES EFFICIENTLY. BAG DETAIL INSTALLATION DETAIL LENGTH WIDTH HEIGHT SIZES VARY DEPENDING ON DESIGN 1" REBAR FOR BAG REMOVAL FROM INLET DUMP STRAP DEPTH OVERFLOW CATCH BASIN GRATE POLYPROPYLENE FILTER BAG POLYPROPYLENE BOOT EXISTING CATCH BASIN OR INLET EXPANSION RESTRAINT (1/4" NYLON ROPE 2" FLAT WASHERS 2 EACH DUMP STRAPS TRAFFIC RATED DRAIN & DRAINFIELD BASIN DETAIL (TRENCHES A - H) 18" DIA. PERFORATED CORRUGATED PIPE 1" DIA. CLEAN CRUSHED STONE HAND-TAMPER IN 6" LIFTS WRAP TOP & BOTTOM AND ALL SIDES IN FILTER DRAINAGE FABRIC GW ELEV = +2.0' (NGVD) MIN. ELEV = +5.2 (NGVD) ELEV = -9.8' (NGVD) 24" MIN SUMP FDOT TYPE-D INLET FL ELEV = +2.0' (NGVD) PROVIDE POLLUTANT RETARDANT BAFFLE ON PIPE DISCHARGE TO EXFILTRATION TRENCH 18" RIM ELEVATION VARIES, SEE SITE PLAN 18" MIN. COVER 13.5' TRAFFIC RATED DRAIN & DRAINFIELD BASIN DETAIL (TRENCH I - J) 18" DIA. PERFORATED CORRUGATED PIPE 1" DIA. CLEAN CRUSHED STONE HAND-TAMPER IN 6" LIFTS WRAP TOP & BOTTOM AND ALL SIDES IN FILTER DRAINAGE FABRIC GW ELEV = +2.0' (NGVD) MIN. ELEV = +6.50 (NGVD) ELEV = -8.5' (NGVD) 24" MIN SUMP FDOT TYPE-D INLET FL ELEV = +2.0' (NGVD) PROVIDE POLLUTANT RETARDANT BAFFLE ON PIPE DISCHARGE TO EXFILTRATION TRENCH 18" RIM ELEVATION VARIES, SEE SITE PLAN 24" MIN. COVER 12.2 TRAFFIC RATED DRAIN & DRAINFIELD BASIN DETAIL (TRENCH K) GW ELEV = +2.0' (NGVD) MIN. ELEV = +5.6 (NGVD) ELEV = -7.8' (NGVD) 24" MIN SUMP CONCRETE MANHOLE FL ELEV = +2.0' (NGVD) PROVIDE POLLUTANT RETARDANT BAFFLE ON PIPE DISCHARGE TO EXFILTRATION TRENCH 18" SOLID COVER RIM = 5.50' 18" MIN. COVER 13.5' ELEV = +3.7 (NGVD) ELEV = +3.7 (NGVD) 1" DIA. CLEAN CRUSHED STONE HAND-TAMPER IN 6" LIFTS WRAP TOP & BOTTOM AND ALL SIDES IN FILTER DRAINAGE FABRIC 18" DIA. PERFORATED CORRUGATED PIPE ELEV = +3.7 (NGVD) 1. SECTION OF C.M.P. CUT IN HALF. BAFFLE TO BE NEXT LARGER SIZE THAN "D". 2. 3/8" GALVANIZED LAG BOLTS IN LEAD SHIELD (TYP.) 3. WELD OR 2-1/2" THRU BOLTS (S.S.) 4. MIN SIZE CATCH BASIN 48" SQUARE FOR ONE BAFFLE. MIN 54" SQUARE FOR TWO BAFFLES. 5. FIBERGLASS BAFFLE MAY BE USED IN LIEU OF CMP. SEE BAFFLE DETAIL D = PIPE DIAMETER "D" PLAN BAFFLE DETAIL BRACKET DETAIL ELEVATION PROVIDE NEOPRENE GASKET AT ALL CONTACT EDGES NOTE 1 NOTE 3 NOTE 2 2" PLATE TO BE WELDED TO TOP OF BAFFLE TO EX. TRENCH 18" MIN 6" MIN. BAFFLE DETAILS NTS 30.00" 30.00" R1-1 SIGN DETAIL 30" X 30" 13.23' 9.02' 65.63' SECTION A-A PADEL COURT ELEVATION 9.02' 13.23' 0.81' 0.81' MAXIMUM HEIGHT OF COURT WALL = 13.23' 18" 6" 6" 8" ASPHALTIC CONCRETE 3000 PSI CONCRETE 2" R. LIMEROCK BASE BACKFILL FOR PLANTING CONSTRUCT ALL NEW ASPHALT SURFACE OUTSIDE OF THE R.O.W. AS FOLLOWS: 1. 2" TYPE S-III ASPHALT CONCRETE 2. 8" OF BASE MATERIAL - LBR 100 COMPACTED TO 98% AASHTO T-180 3. 8" COMPACTED SUB-BASE - LBR 40 COMPACTED TO 98% AASHTO T-180 ASPHALT SECTION NTS SIDEWALK DETAIL NTS BROOM FINISH 6X6 W1.4XW1.4 WELDED WIRE FABRIC VARIES - SEE PLAN 4" MIN. SLAB THICKNESS SIDEWALK AT MINIMUM 2" ABOVE CONSTRUCTED GRADE TYPICAL TYPE "D" CURBING NTS THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 NOTE 1. NOTE 2. NOTE 3. LC 4.82 4.94 D 8.1 SOUTHWEST 57th AVENUE (RED ROAD) LC SOUTHWEST 57th AVENUE (RED ROAD) 8.1 1" = 40 FEET ( IN FEET ) NORTH THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 TOTAL LOT AREA: 215,622 SF EXISTING CONDITIONS: IMPERVIOUS AREA: BUILDING: 7,400 SF COURTS 82,000 SF SITE: 43,650 SF TOTAL IMPERVIOUS: 133,050 SF (61.70%) PERVIOUS AREA: 82,572 SF (38.30%) (GREEN SPACE) PROPOSED CONDITIONS: IMPERVIOUS AREA: BUILDING: 7,400 SF COURTS: 84,100 SF SITE: 45,021 SF TOTAL IMPERVIOUS: 136,521 SF (63.31%) PERVIOUS AREA: 79,101 SF (36.68 %) (GREEN SPACE) NET CHANGES: IMPERVIOUS AREA: + 3,471 SF PERVIOUS AREA: - 3,471 SF EXISTING COURT TO REMAIN PROPOSED COURT LEGEND EXISTING COURT TO BE REMOVED EXISTING SITE IMPERVIOUS AREA TO REMAIN EXISTING BUILDING EXISTING SITE IMPERVIOUS AREA TO BE REMOVED PROPOSED IMPERVIOUS AREA EXISTING CONDITIONS PROPOSED CONDITIONS N00°24'59"W (M) 336.24' (M) N88°04'05"E (M) 642.07' (M) S00°24'59"E (M) 335.91' (M) S88°05'51"W (M) 642.06' (M) FD #3 FD #4 ICV. ICV. ICV. ICV. W.U.P. W.U.P. SOUTHWEST 57th AVENUE (RED ROAD) LC 35.00' N89°58'10"W S00°06'10"E 336.27' CONC. STEPS CORAL TILE CO. CO. CO. CO. CO. N89°58'10"W 657.11' (LEGAL) S00°07'17"E 335.86' (LEGAL) S89°56'18"E 657.06' (LEGAL) N00°06'10"W 336.25' (LEGAL) SOUTHWEST 57th AVENUE (RED ROAD) 8.1 N00°24'59"W (M) 336.24' (M) 642.07' (M) 642.06' (M) 35.00' N89°58'10"W CONC. STEPS CORAL TILE CO. CO. CO. CO. CO. N89°58'10"W 657.11' (LEGAL) N00°06'10"W 336.25' (LEGAL) EXISTING TENNIS COURT #1 TO BE RAISED EXISTING TENNIS COURT #2 TO BE RAISED EXISTING TENNIS COURT EXISTING ONE STORY CLUB HOUSE BUILDING F.F. ELEV. = 9.80 PROPOSED PICKLEBALL COURT PROPOSED PADEL COURT EXISTING TENNIS COURT #3 TO BE SHIFTED AND RAISED TO 6.0' NGVD DESIGN LIMIT OF PROPOSED LIGHTING DESIGN LIMIT OF PROPOSED LIGHTING DESIGN LIMIT OF PROPOSED LIGHTING DESIGN LIMIT OF PROPOSED LIGHTING EXIST. TRI-MOUNTED ST-HML 400N, 400W LED HIGH MAST LIGHT, MOUNTED TO EXIST. CONCRETE POLE AT 25' PROP. (8) ZNL-60L-CT-50-IH POLE MOUNTED AT 18' (SHIFTED TENNIS COURT #3) EXIST. ST-HML400N (G1 HIGH MAST) MOUNTED TO EXIST. CONCRETE POLE AT 16' RELOCATION OF EXIST. TRI-MOUNTED ST-HML 400N, 400W LED HIGH MAST LIGHT, MOUNTED TO EXIST. CONCRETE POLE AT 25' PROP. (4) ZNL-78L-CT-50-IL POLE MOUNTED AT 18' (PROPOSED PICKLEBALL COURT) EXIST. (4) ST-HML400N (G1 HIGH MAST) POLE MOUNTED AT 18' (TENNIS COURT #2) SOUTHWEST 57TH AVENUE (RED ROAD) PROPOSED PICKLEBALL COURT PROPOSED PADEL COURT PROP. (8) ZNL-60L-CT-50-IH POLE MOUNTED AT 18' (TENNIS COURT #1&2) PROP. (4) ZNL-78L-CT-50-IL POLE MOUNTED AT 18' (PROPOSED PICKLEBALL COURT) PROP. (4) LED PRO PAD 180W PV MOUNTED AT 20' TO PROP. PADEL COURT LIGHTING POLE (PROPOSED PADEL COURT) PROP. (4) LED PRO PAD 180W PV MOUNTED AT 20' TO PROP. PADEL COURT LIGHTING POLE (PROPOSED PADEL COURT) EXIST. (4) ST-HML400N (G1 HIGH MAST) POLE MOUNTED AT 18' (TENNIS COURT #1) 1" = 20 FEET ( IN FEET ) NORTH THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY MATTHEW S. SPEATH, P.E. 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 LUMINAIRE SCHEDULE SYMBOL DESCRIPTION BALLAST MOUNTING SHINETOO LIGHTING, ST-HML 400N (G1 400W HIGH MAST) (SEE CUT SHEET SPECS ON DETAILS SHEET) ELECTRONIC SYMBOL MODEL QUANTITY (WITHIN DESIGN LIMIT) PROPOSED: 0 EXISTING: 9 PROPOSED: 0 EXISTING: 2 PROPOSED: 16 EXISTING: 0 SINGLE-MOUNTED 60L COURT OPTIC (ARROW INDICATES HEAD DIRECTION) POLE (SEE PLAN FOR INDIV. MOUNTING HEIGHT) SHINETOO LIGHTING, ST-HML 400N (G1 400W HIGH MAST) (SEE CUT SHEET SPECS ON DETAILS SHEET) LOCATION KEY 1" = 100' NOTE: ALL COURT LIGHTS SHALL BE TURNED OFF AT 10:00 PM ELECTRONIC SINGLE MOUNTED LED PRO PAD 180W PV (ARROW INDICATES HEAD DIRECTION) POLE (SEE PLAN FOR INDIV. MOUNTING HEIGHT) ELECTRONIC SINGLE-MOUNTED 78L COURT OPTIC (ARROW INDICATES HEAD DIRECTION) POLE (SEE PLAN FOR INDIV. MOUNTING HEIGHT) LSI INDUSTRIES INC., ZNL-60L-CT-50-IH (SEE CUT SHEET SPECS ON DETAILS SHEET) LED PROJECTS PADEL COURT LIGHTING LED PRO PAD 180W PV (SEE CUT SHEET SPECS ON DETAILS SHEET) SYMBOL MODEL QUANTITY (WITHIN DESIGN LIMIT) PROPOSED: 8 EXISTING: 0 PROPOSED: 8 EXISTING: 0 LSI INDUSTRIES INC., ZNL-78L-CT-50-IL (SEE CUT SHEET SPECS ON DETAILS SHEET) LUMINAIRE SCHEDULE SYMBOL DESCRIPTION BALLAST MOUNTING ELECTRONIC POLE (SEE PLAN FOR INDIV. MOUNTING HEIGHT) ELECTRONIC POLE (SEE PLAN FOR INDIV. MOUNTING HEIGHT) SINGLE MOUNTED 400W LED HIGH MAST LIGHT (ARROW INDICATES HEAD DIRECTION) TRI-MOUNTED 400W LED HIGH MAST LIGHT (ARROW INDICATES HEAD DIRECTION)