The URL can be used to link to this page

2019-06-20I. CALL TO ORDER — Chairperson. MINUTES OF THE TECHNICAL REVIEW COMMITTEE THURSDAY, JUNE 20, 2019, 10:00 A.M. CITY OF OKEECHOBEE 55 Southeast 3rd Avenue Okeechobee, Florida 34974 The June 20, 2019, Technical Review Committee (TRC) meeting was called to order at 10:03 a.m. by Building Official Newell. II. STAFF ATTENDANCE — Secretary. Voting Members: City Administrator Marcos Montes De Oca — Absent (with consent) Building Official Jeffery Newell — Present Fire Chief Herb Smith — Present Police Chief Robert Peterson — Absent (Major Donald Hagan in attendance) Public Works Director David Allen — Present Non -Voting Ex -Officio Members: City Attorney John R. Cook — Absent (with consent) City Planning Consultant Ben Smith — Present City Civil Engineering Consultant — Attendance not requested County Environmental Health Department Victor Faconti — Present OUA Executive Director John Hayford — Present School District Representative — Absent Committee Secretary Patty Burnette — Present (Ms. Jackie Dunham, General Services Secretary, in attendance as well) III. AGENDA — Chairperson. Building Official Newell asked whether there were any requests for the addition, deferral or withdrawal of items on today's Agenda. There being none the Agenda stands as published. IV. MINUTES — Secretary. Public Works Director Allen moved to dispense with the reading and approve the Minutes for the regular meeting held May 16, 2019; seconded by Fire Chief Smith. Motion carried unanimously. V. NEW BUSINESS — Secretary. A. Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County — Planning Consultant. Planning Staff Report: Planning Consultant Smith explained the subject property is 2.07 vacant acres comprising the entirety of Block 107. The proposed development involves a 14,670 square foot single -story office building for the Okeechobee County Property Appraiser, Tax Collector, and Drivers License offices with two future 2,544 square foot expansions. The site plan shows a total of 84 off- street parking spaces, and 34 street parking spaces along Northwest 2nd Avenue and 5th Street. Four parking spaces closest to the main entrance, which is proposed to face northeast at the corner TRC - June 20, 2019 - Page 1 of 8 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -002 -TRC continued. Planning Staff Report continued: of Northwest 2nd Avenue and 5th Street, are designated as handicap parking spaces. The Applicant stated that potable water and sewage disposal services will be provided by the Okeechobee Utility Authority (OUA). The potential increase from the project is relatively small and should have no effect upon the available capacities that can be provided by OUA. The County has confirmed a considerable level of excess capacity available to serve the solid waste disposal needs. Andersen Andre Consulting Engineers, Inc. has provided a site drainage report addressing drainage, water quality, and water quantity which are being handled through the permitting requirements of the South Florida Water Management District. Using the Institute of Transportation Engineers Trip Generation rates for a government office building, this proposed 14,670 square foot facility would have 1,011 daily vehicle trips with 18 of those occurring during the peak PM period. Should the two 2,544 square foot proposed expansions be built, it is estimated they would generate an additional 351 daily trips, six of which would be PM peak hour trips. Typically congestion is of the greatest concern during the peak PM period. These projected vehicle trips during that time period, should have no effect on the surrounding roadway network. The City requires the evaluation of driveways for consistency as well. The proposed site will be served by two ingress/egress driveways on Northwest 4th and 5th Streets and an egress only driveway on Northwest 2nd Avenue. The proposed site provides multiple parking options with multiple access options, which should allow for minimal stacking of vehicles and congestion to surrounding roadways. On-site circulation appears adequate and all drive aisles are sufficiently wide serving perpendicular parking spaces. The Applicant has not furnished a Truck Circulation Plan. Both the loading zone and dumpster location and enclosure are appropriately located, meeting the requirement of the code and access appears appropriate. The dimensional standards review appears to meet the requirements with the exception of landscaping for parking and vehicle use and landscape buffer areas. Shade trees are spaced more than 20 feet apart, the south side landscape area is less than four feet wide within property boundaries, and several of the parking islands appear to be only four feet wide and are lacking trees. The 10 foot minimum width of street frontage buffers is not in compliance. In addition, the non - driveway frontages on Northwest 2nd and 3rd Avenues as well as 4th and 5th Streets are not in compliance. Sidewalks are located along all street fronts and a photometric lighting plan has been provided. In conclusion, Planning Staff is recommending approval of the site plan, as submitted, with the following stipulations: increase width of street landscape buffers to 10 feet and provide sufficient trees to meet Land Development Regulation (LDR) Section 90-534(2); increase width of parking landscape islands to five feet and provide at least one tree in each island. County Environmental Health Department: No issues were received. OUA: Director Hayford stated comments had been made to the design group and they have addressed those issues. He elaborated on a couple of those comments. Plans had shown a storm sewer connection provided for their dumpster area which OUA cannot allow. They have elected to eliminate that run of piping. Another item was OUA questioned the direction of the sewer lateral leaving the building and ripping up the road. They will be re -directing it to minimize the impact to the TRC - June 20, 2019 - Page 2 of 8 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -002 -TRC continued. OUA continued: sidewalk and road. Public Works: Director Allen requested a sidewalk be added on the west side and connect into the existing sidewalks located on the other sides of the parcel. Mr. Fuller asked whether the sidewalk could be placed in the Right-of-way and Director Allen responded yes. In addition, each corner will need to be made compliant with the Americans with Disabilities Act (ADA) so there is access to the sidewalks. All existing curb and driveway cuts need to be removed. Mr. Fuller responded they will be removing all of them and re -building three new curb cuts. Police Department: No issues were received. Building Official: No issues were received. Fire Department: Fire Chief Smith asked for the building construction type so he could calculate the fire flow required. He stated two hydrants are available to supply water but, he has a concern with the one located on the corner of Northwest 5th Street and 2nd Avenue as it is only rated for 35 pounds per square inch (psi). The other is located on the corner of Northwest 4th Street and 3rd Avenue and the fire flow is sufficient. Lastly, he inquired about whether there would be any gates installed that would impede emergency apparatus. Chairperson Montes De Oca was not in attendance although he submitted comments that were read into the record by Secretary Burnette and addressed to the Applicant. In reference to page C-3 of the plans submitted, his comments are as follows: add ADA parking to employee parking area and adjust accordingly (minimum of at least one); add ADA sidewalk access to the northeast corner of the facility with ramp, and ADA access to the other four sides of the parcel for sidewalk access; areas in the right-of-way which are striped and not parking, should be elevated curb FDOT Type D or F islands for landscaping; all perimeter parking to be restriped; and what is the shaded area on the plans in parking area. In addition, he commented the drainage appears to meet criteria for development and he recommends approval with the above items to be addressed. Building Official Newell asked whether there were any comments or questions from the Property Owner or Designee Agent. Mr. Craig Fuller, P.E., with CivilSury Design Group, Inc., Mr. John Howie, Engineer for Okeechobee County, and Mr. Jerry Trout, Architect for the project, were in attendance on behalf of the Property Owner, Okeechobee County. Mr. Fuller addressed Fire Chief Smith's questions. The building construction type is Type 11 and there will be no security gates. He then addressed the comments from Administrator Montes De Oca. The employee parking area is located on the west side of the proposed site. They have no issues with adding a handicap space to this area. Mr. Howie explained the parking area to the south of the proposed building is for overflow parking for the Judicial Complex located southwest of the proposed site. It is the intent to eliminate the curbs that are currently there and install ADA sidewalk access to the northeast corner of the parcel. All corners will have ADA access to the sidewalk. Regarding the areas in the right-of-way which are striped and not designated for parking, there are a couple of areas which are located at the ends of the sidewalks, so concerns with the ADA access requirements were discussed. These areas should be raised curb with landscaping but preserve the ADA areas. The Administrator had inquired as to what the shaded area was to the south of the site. This is an infiltration drainage area. All perimeter parking spaces will be restriped. Regarding the Planner's comments of increasing the width of the street landscape buffers to 10 feet, Mr. Fuller inquired as to whether these could be located in the right-of-way and Director Allen responded yes. They would increase the width of the parking landscape islands to five feet although by doing this it will eliminate two parking spaces south TRC - June 20, 2019 - Page 3 of 8 V. NEW BUSINESS CONTINUED. A. Site Plan Review Application No. 19 -002 -TRC continued. of the proposed building. Planner Smith responded the site plan shows an excess in the minimum parking requirements so this will be no problem. Building Official Newell asked whether there were any comments or questions from those in attendance from the Public. There were none. Building Official Newell then asked TRC Members to disclose for the record whether they had spoken to anyone regarding the Application or visited the site. There were none. A motion and a second was offered by Public Works Director Allen and Fire Chief Smith to approve Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County, with the following conditions: 1. Increase width of street landscape buffers to 10 feet and provide sufficient trees to meet Section 90-534(2) of the City's LDR's. 2. Increase width of the parking landscape islands to five feet and provide at least one tree in each island. 3. Provide a sidewalk on the west side (Northwest 3rd Avenue) of the proposed site. 4. Add an ADA parking space to the employee parking area on the west side of the proposed site. 5. Provide ADA sidewalk access to the northeast corner of the facility and also to all the other sides of the parcel for pedestrian accessibility. 6. Provide raised curb with landscaping to areas in the right-of-way which are striped and not designated for parking, but preserve the ADA areas. 7. All perimeter parking spaces to be re -striped. Motion carried unanimously. B. Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy's Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres — Planning Consultant. Planning Staff Report: Planning Consultant Smith explained the subject site is located on the east side of South Parrott Avenue within an existing commercial complex of stores containing a Walmart shopping center. The site contains an existing Murphy Oil gas station with a 210 square foot convenient store and eight fueling stations. The Applicant, GreenbergFarrow, on behalf of Murphy Oil USA, Inc., is proposing to redevelop the site with a larger convenient store and more fueling stations located under a new 5,658 square foot canopy. The auto service use is already in existence on the property and was granted Special Exception approval in 1999. There are no residential areas immediately adjacent to the site and the main foreseeable compatibility issue is the mirror increase in vehicle trips that are expected to be generated by this redevelopment. The Applicant stated that potable water and sewage disposal services will be provided by OUA. The potential increase from the project is relatively small and should have no effect upon the available capacities that can be provided by OUA. TRC - June 20, 2019 - Page 4 of 8 V. NEW BUSINESS CONTINUED. B. Site Plan Review Application No. 19 -003 -TRC continued. Planning Staff Report continued: The County has confirmed a considerable level of excess capacity available to serve the solid waste disposal needs. GreenbergFarrow has provided a stormwater plan addressing drainage, water quality, and water quantity which are being handled through the permitting requirements of the South Florida Water Management District. McMahon Associates, Inc. has prepared a Traffic Impact Analysis indicating the proposed development is expected to generate an increase of 361 net new daily trips, 19 net new AM peak hour trips and 25 net new PM peak hour trips. Their conclusion is these projected increases are not expected to have a significant impact on the surrounding roadway network. The site plan shows no changes to the existing ingress/egress configuration and there is no direct access from Parrott Avenue/Highway 441 (Hwy 441). The main access is provided from within the existing Walmart complex and from the existing parking facilities for the commercial uses on the north side. In addition to the parking provided adjacent to the fueling stations, five parking spaces are proposed with one being ADA compliant. The increase in vehicle trips could cause some additional congestion within the existing Walmart parking facility and could potentially have an incremental impact on Parrott Avenue/Hwy 441. Regarding on-site circulation, the site plan has two main potential issues. First since the loading space is only 20 feet long, a large truck could exceed the boundary of the space and block the internal circulation aisle. This is especially likely should both the loading space and the nearest fueling station be occupied at the same time. Second, the location of the standard parking spaces will necessitate pedestrian movement through the internal vehicle circulation aisle to enter the convenient store. The Applicant has furnished a Truck Circulation Plan which illustrates a truck path that requires the full width of the internal circulation aisle. The proposed truck path overlaps the loading space and demonstrates the presence of a large truck in the loading space blocking the passage of another truck around the site. The proposed 19 feet by 20 feet loading zone is located in the southeastern corner of the site adjacent to the dumpster enclosure. It does not meet the minimum requirements of 10 feet by 30 feet, but since it is located outside the canopy coverage, it does meet the minimum 14 foot clearance. The dumpster enclosure is located within the required setback area, though the truck route plan does not illustrate the turn movements required to provide trash pick-up. The fuel tanks are located in the southern portion of the site and the truck route plan adequately illustrates the turn movements required to access the fuel tanks. The dimensional standards review appears to meet the requirements with the exception of the following: minimum side yard setback should be 20 feet and the site plan shows 17 feet to the canopy from the north side and one foot to dumpster enclosure. Minimum rear yard setback should also be 20 feet although the site plan shows one foot to the dumpster enclosure, three feet to the vacuum unit and eight feet to the propane tank container. The minimum fuel tank setback should be 20 feet on the side and only 15 feet is shown. Nine off-street parking spaces are required although only five are shown. Regarding landscaping, shade trees are spaced more than 20 feet apart, no landscaping is provided between the building and vehicular use areas though due to the presence of the canopy, it may not be sensible to require landscaping on the north and south sides of the proposed building. Due to the location of the propane tank container, the width of the landscaped area is reduced to two feet wide and the dumpster enclosure is located in the required buffer area on the south side and the rear. The rear buffer is also not fully provided. A sidewalk is already provided in the right-of-way but no sidewalk is proposed by the Applicant on the subject property. In conclusion, Planning Staff is recommending based on the foregoing analyses, prior to the site plan approval, the Applicant should address the following deficiencies: increase canopy setback from the north side property line by one foot; increase fuel tank setback from the south side property line by five foot; relocate propane tank container, dumpster enclosure, and vacuum unit out of required TRC - June 20, 2019 - Page 5 of 8 V. NEW BUSINESS CONTINUED. B. Site Plan Review Application No. 19 -003 -TRC continued. Planning Staff Report continued: setback and landscape areas; provide four additional standard size parking spaces; provide a visibly designated 10 by 30 foot loading space in a location which minimizes interference with internal circulation and demonstrate turn movements required for trash pick-up; minimize pedestrian routes through vehicle circulation aisles; provide two foot wide landscape buffer between building and vehicular use areas on the east and west sides of the building; provide two foot landscape buffer on south side and rear property lines; and provide sidewalk along Parrott Avenue/Hwy 441. County Environmental Health Department: No issues were received. OUA: Director Hayford mentioned he did not see anything on the plans requesting specific meter sizes. He had questions regarding the length of the discharge of the grease trap to the main sewage line. Commented there was not a lot of detail on the gravity sewer. Requests a full size, 24 by 36, set of plans as the smaller set he was provided did not facilitate for an easy review. Public Works: Director Allen confirmed there is an existing sidewalk in the right-of-way on Parrott Avenue/HWY 441, although there is no access from this sidewalk to the site. Access from the corners along Parrott Avenue/Hwy 441 would be beneficial for pedestrians entering the site so they would not be cutting across the landscaping. There is a sidewalk on the south side when entering the Walmart complex from Parrott Avenue/Hwy 441. Police Department: No issues were received. Building Official: No issues were received. Fire Department: Chief Smith commented the water flow from the hydrants is good. It appears ambulances would have adequate access and should there be an emergency with the gas pumps, one would not want to have the emergency trucks actually go on-site. Chairperson Montes De Oca was not in attendance although he submitted comments that were read into the record by Secretary Burnette and addressed to the Applicant. In reference to page C-3 of the plans submitted, his comments are as follows: the City cannot authorize any right-of-way usage other than the City's encroachment; fencing to be moved to the property line or obtain Florida Department of Transportation (FDOT) permission; access easement for surrounding area would appear to allow for such items to be temporarily installed; loading area striping to match parking striping; fuel tank setback of 75 percent of front for side would be ok as the frontage is not to Parrott Avenue/Hwy 441, parking, although only five spaces are provided, it is anticipated that patrons will be obtaining fuel as well; no additional sidewalk required, however repair in-kind due to sidewalk along Parrott Avenue/Hwy 441 and none connecting within developed Walmart area. In addition, he commented the drainage appears to meet criteria for development of minor increase of three percent and he recommends approval of the site with the above items to be addressed. Building Official Newell asked whether there were any comments or questions from the Property Owner or Designee Agent. Ms. Jillian Janovsky, Project Leader with GreenbergFarrow, who is the consulting engineer and architect, was in attendance on behalf of the Applicant. Ms. Janovsky addressed Director Allen's comments regarding no access from the sidewalk on Parrott Avenue/Hwy 441 to the site and access from the corners. She responded they will contact FDOT and work with them to see if this is possible. Addressing Administrator Montes De Oca's comments, she believes the fencing is just construction fence so she will reach out to the project team and if possible, have it TRC - June 20, 2019 - Page 6 of 8 V. NEW BUSINESS CONTINUED. B. Site Plan Review Application No. 19 -003 -TRC continued. moved to the property line. The loading area is not the hatched area that is indicated on page C-3. This area is actually for the garbage truck to access the dumpster and was indicated as such so that people would not park there. They will make it match the parking striping. The dumpster will be located in the same location as is currently, southeast corner of the property, and it will be the same construction and color of the building. If need be they can move it slightly to the properly line and add a little bit more landscaping. There really is no loading zone as the fuel trucks should only take 10 to 15 minutes a day to unload fuel. Regarding the side setback for the fuel tanks she commented that the trucks cannot unload under the canopy for safety reasons and from previous information received, the site was built around using the setbacks for the Heavy Commercial (CHV) zoning district and not for an auto service station. For parking, they anticipate customers parking at the fueling stations. Regarding questions addressed in the Planner's Staff Report that have not already been addressed, the canopy setbacks cannot be moved due to the site being designed around the CHV setback requirements. The Board's consensus was for the Planner to discuss this with the Administrator for his decision. For safety reasons, they locate the propane cage as far away from the building as possible and the cage has bollards all around it. They can rotate the vacuum unit a little. It is usually located near a parking space for convenience for customers. They will have no issue with adding a striped crosswalk for pedestrian use through the vehicle circulation aisles. On the east and west sides of the building Ms. Janvosky asked if installing above ground planters would be acceptable as there is not much room on the site and there are also some electrical cabinets on the west side. The Board was in agreement with this. Regarding the landscape buffer on the south and rear of the property, Ms. Janvosky commented the curbing area is not moving and they really cannot shift the parking area as the site is maximized, but she will look into seeing whether there is any way to increase it. Regarding Director Hayford's comment about the grease trap, they install this in case of future use and they will look at the lines to make sure it is plumbed appropriately. Building Official Newell asked whether there were any comments or questions trom those in attendance from the Public. There were none. Building Official Newell then asked TRC Members to disclose for the record whether they had spoken to anyone regarding the Application or visited the site. There were none. A motion and a second was offered by Public Works Director Allen and Fire Chief Smith to approve Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy's Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres, with the following conditions: 1. Provide sidewalk access from the sidewalk along Parrott Avenue/Hwy 441 to the site for pedestrian travel and if not acceptable by FDOT, provide in writing. Motion carried unanimously. VI. ADJOURNMENT— Chairperson. There being no further items on the Agenda, Building Official Newell adjourned the Technical Review Committee meeting at 11:18 a.m. TRC - June 20, 2019 - Page 7 of 8 PLEASE TAKE NOTICE AND BE ADVISED that any person desiring to appeal any decision made by the Technical Review Committee with respect to any matter considered at this proceeding, such interested person will need a record of the proceedings, and for such purpose may need to ensure a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based. General Service's media are for the sole purpose of backup for official records of the Department. ell, Chi person ATTEST: Patty M. Burnette, Secretary ea,thi TRC - June 20, 2019 - Page 8 of 8 MINUTE & AGENDA FILE PERMANENT RECORD JUNE20, 2019 TECHNICAL REVIEW COMMITTEE MEETI 1- APPROVED TYPED MINUTES 2 - HANDWRITTEN MINUTES 3 - ORIGINAL COMPLETE AGENDA 4 - MEETING PROOF OF PUBLICATION INCLUDING ITEMS DISTRIBUTED AT THE MEETING AND CORRESPONDENCES I. CALL TO ORDER — Chairperson. MINUTES OF THE TECHNICAL REVIEW COMMITTEE THURSDAY, MAY 16, 2019, 10:00 A.M. CITY OF OKEECHOBEE 55 Southeast 3rd Avenue Okeechobee, Florida 34974 The May 16, 2019, Technical Review Committee (TRC) meeting was called to order at 10:03 a.m. by Chairperson Montes De Oca. II. STAFF ATTENDANCE — Secretary. Voting Members: City Administrator Marcos Montes De Oca — Present Building Official Jeffery Newell — Present Fire Chief Herb Smith — Present Police Chief Robert Peterson — Absent (Major Donald Hagan in attendance) Public Works Director David Allen — Present Non -Voting Ex -Officio Members: City Attorney John R. Cook — Present City Planning Consultant Ben Smith — Present City Civil Engineering Consultant — Attendance not requested County Environmental Health Department Victor Faconti — Absent OUA Executive Director John Hayford — Present School District Representative — Absent Committee Secretary Patty Burnette — Present (Ms. Jackie Dunham, General Services Secretary, in attendance as well) IH. AGENDA — Chairperson. Chairperson Montes De Oca asked whether there were any requests for the addition, deferral or withdrawal of items on today's Agenda. There being none the Agenda stands as published. IV. MINUTES — Secretary. Fire Chief Smith moved to dispense with the reading and approve the Minutes for the regular meeting held January 17, 2019; seconded by Building Official Newell. Motion carried unanimously. V. NEW BUSINESS — Secretary. A. Abandonment of Right -of -Way Petition No. 19 -002 -SC, requests to vacate that portion of Southeast 4th Street (f/k/a Avenue A), running East to West, lying South of Lot 12 of Block E, Wrights 3rd Addition to Okeechobee, Plat Book 1, Page 9, West of Southeast 10th Avenue (f/k/a Hancock Street), and North of Lot 1 of Block F and Lot 1 of Block 4, Wrights 1St and 2nd Addition to Okeechobee, Plat Book 1, Page 13, Public Records, Okeechobee County, and is approximately 40 feet by 373.5 feet - Senior Planner. Planning Staff Report: Planning Consultant Smith explained the Applicant, Mr. Louis D'Onofrio, owns all of the contiguous parcels and currently maintains the right-of-way. He has obtained all of the necessary utility companies' authorizations. TRC - May 16, 2019 - Page 1 of3 V. NEW BUSINESS CONTINUED. A. Abandonment of Right -of -Way Petition No. 19 -002 -SC continued. Planning Staff Report continued: Planning Staff's responses to the required findings are the property is designated Single Family on the Future Land Use Map. The right-of-way is not the sole means of access to any property. All three parcels bordering the right-of-way are owned by the Applicant and two of those parcels have access to Southeast 10th Avenue. The proposed right-of-way area to be vacated has not been improved to facilitate vehicular travel. Turning over maintenance responsibility to the Applicant and adding this property to the City tax rolls will be a benefit to the City. Finally, the Applicant has received authorization from all necessary utility entities however, it may be necessary to reserve a portion of this property as an easement in order to preserve the canal. Planning Staff is recommending approval based on these findings. County Environmental Health Department: No issues were received. OUA: No issues were received. Public Works: Public Works Director Allen discussed needing an easement for access to the Augustus Canal for maintenance purposes. Police Department: No issues were received. Building Official: Building Official Newell inquired as to why the Applicant was not asking to abandon the small portion of the East to West right-of-way between Lot 1 of Block F and Lot 1 of Block 4. Secretary Burnette clarified the entire right-of-way would need to be petitioned to be abandoned. The consent of the contiguous property owners would be needed as well as the utility company's authorizations. She had previously discussed this with Mr. D'Onofrio when he submitted his Application. Fire Department: No issues were received. Chairperson Montes De Oca asked whether there were any comments or questions from those in attendance. Mr. Dennis Boyce, P.A., and Mr. Louis D'Onofrio, the Applicant and Property Owner, were in attendance. Mr. Boyce inquired as to what the Future Land Use (FLU) and Zoning designations would be for the right-of-way should the abandonment be approved. Planning Consultant Smith replied the FLU would be Single Family Residential, which is the current FLU of the surrounding parcels and the Zoning would be Residential Multiple Family, which is currently how those surrounding parcels are zoned. Chairperson Montes De Oca then asked TRC Members to disclose for the record whether they had spoken to anyone regarding the Application or visited the site. There were none. Motion and second was offered by Building Official Newell and Fire Chief Smith to approve Abandonment of Right -of -Way Petition No. 19 -002 -SC, to vacate that portion of Southeast 4th Street (flkla Avenue A), running East to West, Tying South of Lot 12 of Block E, Wrights 3rd Addition to Okeechobee, Plat Book 1, Page 9, West of Southeast 10th Avenue (flkla Hancock Street), and North of Lot 1 of Block F and Lot 1 of Block 4, Wrights 1St and 2nd Addition to Okeechobee, Plat Book 1, Page 13, Public Records, Okeechobee County, and is approximately 40 feet by 373.5 feet. TRC - May 16, 2019- Page 2 of 3 V. NEW BUSINESS CONTINUED. A. Abandonment of Right -of -Way Petition No. 19 -002 -SC continued. Building Official Newell offered to amend the motion on the floor to recommend approval to the Planning Board for Abandonment of Right -of -Way Petition No. 19 -002 -SC, to vacate that portion of Southeast 4th Street (flk/a Avenue A), running East to West, lying South of Lot 12 of Block E, Wrights 3rd Addition to Okeechobee, Plat Book 1, Page 9, West of Southeast 10th Avenue (f/kla Hancock Street), and North of Lot 1 of Block F and Lot 1 of Block 4, Wrights 1St and 2nd Addition to Okeechobee, Plat Book1, Page 13, Public Records, Okeechobee County, and is approximately 40 feet by 373.5 feet, with the following condition: Public Works easement of 12 feet required on the north side on Lot 12 of Block E. Fire Chief Smith seconded the amended motion. Motion and second was offered by Building Official Newell and Fire Chief Smith to recommend approval to the Planning Board for Abandonment of Right -of -Way Petition No. 19- 002 -SC, to vacate that portion of Southeast 4th Street (f/kla Avenue A), running East to West, lying South of Lot 12 of Block E, Wriqhts 3rd Addition to Okeechobee, Plat Book 1, Page 9, West of Southeast 10th Avenue (flkla Hancock Street), and North of Lot 1 of Block F and Lot 1 of Block 4, Wriqhts 1St and 2nd Addition to Okeechobee, Plat Book1, Page 13, Public Records, Okeechobee County, and is approximately 40 feet by 373.5 feet, with the following condition: Public Works easement of 12 feet required on the north side on Lot 12 of Block E. Motion carried unanimously. VI. ADJOURNMENT— Chairperson. There being no further items on the Agenda, Chairperson Montes De Oca adjourned the Technical Review Committee meeting at 10:16 a.m. PLEASE TAKE NOTICE AND BE ADVISED that any person desiring to appeal any decision made by the Technical Review Committee with respect to any matter considered at this proceeding, such interested person will need a record of the proceedings, and for such purpose may need to ensure a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based. General Service's media are for the sole purpose of backup for official records of the Department. ATTEST: Marcos Montes De Oca, Chairperson Patty M. Burnette, Secretary TRC - May 16, 2019- Page 3 of 3 CITY OF OKEECHOBEE JUNE 20, 2019 TECHNICAL REVIEW COMMITTEE HANDWRITTEN MINUTES IG:c? I. CALL TO ORDER - Chairperson: June 20, 2019 Technical Review Committee Meeting, 10:00 a.m. II. STAFF ATTENDANCE - Secretary Administrator Montes De Oca Building Official Newell Chief Peterson Chief Smith Engineer Public Works Director Allen Non -Voting Ex -Officio Members: Attorney Cook Environmental Health Director Faconti OUA Executive Director Hayford NC)? Seo or_Banner Smith Sehool-Representative Secretary Burnette - J ', III. AGENDA - Chairperson. Present Absent A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of May 16, 2019. I eir‘ moved to di(spense with the reading and approve the Minutes for the regular meeting of May 16, 2019; seconded by ur" VOTE ✓ W leonse 74 NAY ABSTAIN ABSENT ✓ rCorid� fJa.siaen Cii f Position vacant at this time Montes De Oca '/ Newell V ✓ I I '1' -Petersen n(0 NA ✓ A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of May 16, 2019. I eir‘ moved to di(spense with the reading and approve the Minutes for the regular meeting of May 16, 2019; seconded by ur" VOTE YEA NAY ABSTAIN ABSENT Allen Montes De Oca '/ Newell V -Petersen n(0 4`\ ✓ Smith- v -- .. APPROVED DENIED V. NEW BUSINESS - Chairperson. A. Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 -square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 -square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County — Planning Consultant. 1. Review Planning Staff Report. Qcomm�c�a��rtS On �9 q o{ S+a `?'opOf+ LQ,naseapirl - a f 2 V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -002 -TRC continued. ��irJfa G � P il ('E‘ bv 1 `� Lf ( C r t� 1EL,5}.l (`0� I bd ;rl� -C` a ctr� lid � 60, � 5 r4 evc- S` O. t 0 I. �OYt� lot bi+ ions t(tlt►� Ga- nvOs ,� -lop:: co RNAvol'. i `; iQ' f ..iL 1414- 2. City Staff comments. � WO, Edit I Le c,t'i r•iciLo et ✓Tinajor- H San aC_ a^1'a fef®ilk 0 "do, S CorArchr1� we iC�e�a�(lCa be �. -or, RNA) BD NF« -t i I — ��as Q�d.res�� cc bernr, Nat(E�✓d — GQeS�i� S �( ;��c� Cv,�r�cf�c et: �r, f t _P[(PO- (-1l a toy tor.) to recti rr(4- ra (` r Oar 0-`0 oaui& rn c rJ (.l I b P, r er cl �, f) no Sou?frU 4 41) -lea` Sa es on w�S� S1� (Nee i.t�� ki u. cad a ►r,ar c1- cc p UAP ✓ 4'l v J 1�Q rI«. di_.3 Tor o�m 's � . ��a(K� ( f c`d al( s, ' 5r 9 -yep -1 - OLP ate. 3 ret -t: r} SU -t Nit 10 IS laeI4 C10-‘113" � 1PreServ2 a akl- Cee S 1-t tS P ada 40 Ps40 (-o V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -002 -TRC continued. 3. Hear from Property Owner or Designee/Agent - Mr. Craig Fuller, P.E., CivilSury Design Group, Inc. on behalf of Property Owner, Okeechobee County. C ratq falter - ('o4su I.1-ny engnrf J(Ai n — Chun—liCrt �c r Jernt rt)t-t- A-YOkt+ee-f dor peodici- Cu,r p V f4 -101"h CUA -S Ct, n d (tilt/0 WL/ re MOO '00 4-k 1•6tncesQgi45 S� c a� btu I n C' r2a g' juilje C �nd2-r- \� I `n � pQt,-t(t 1 �� .� (tie YvOlt e Cil utr.Ctei r®►.) p riC►�S �ctAcLrl is�Ctr'�4, USE' `SDI 0✓ tom{-r�a. �� `' 4 V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -002 -TRC continued. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications by the Committee. 6. a) Consider a motion to approve or deny the Application with/without contingencies. Motion and a second offered by / and to approve/deny Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 -square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 -square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County, with the following contingencies: q oF 3fat+ pc),t- O-cidcfio() Of 5vie WaiR Or 41e weq-i Cry 5 V. NEW BUSINESS - continued. A. Site Plan Review Application No. 19 -002 -TRC continued. b) Discussion. riU c) Vote on motion. VOTE YEA NAY ABSTAIN ABSENT Allen V Montes De Oca ,7" - Newell ✓ Peterson 4 -let -3 v Ste' ✓ /APPROVED DENIED pal.ls'ct 7 eU) (VA -t. (VA-t.R (I -'- 'fO c rrit ever Ke cc-Ct tis f)to ' tret B. Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres — Planning Consultant. 1. Review Planning Staff Report. TDer,- re.Vie►JQd SR p9 q *A -z mee4 4 kt. neCd c 1 41, -Le oco✓rio .er'c� 6 V. NEW BUSINESS - continued. B. Site Plan Review Application No. 19 -003 -TRC continued. '1 -61tpv ca0 Qv croac kci-S C')c1 LSA--i-t at( d- -h -94 CCT MQ<<F Sire.. view ti ( Ltiti par1c(�_C. i St' of pi S oI- 45br-- ) Cy f-hec( (a ra..4 f JO -\ n LL) t,l lac r Y2 L; i c ut �U (�ct,vl se n ck �phn CegcLs )-ed 014x'tf2 C0 m f (2v�t�� Sok C 6\ick See TIT, o(' al of o� T`�l5 7 ip Pal PS u(rd i --ti. l Ul �-- V. NEW BUSINESS - continued. B. Site Plan Review Application No. 19 -003 -TRC continued. vr`Tj 2. City Staff comments. .FC0 ► 's �� rn � spa ►eta cd s - 171.1 at fa s WD1(et irsio l t't ��V (L( W / 9 ( GV 10410.Ra_ p frIt of fe t a.ve arc[f wc'I r LJ q .t a(L(r✓s L' (1 pup d 9 r ' S s-1 c 1 Crr! Gl u t.cckcwd,c,411'1 O yO Get.k.rr r: 1t g tut % fno � „oe are (011' so re tvo{ ao{ Na at fritrt 1145 or tk rC l� 56 d ie 10e ct4 PS (Ori'' rvuJ S�c�L� at reg i �n �d� Ic_ SIC:frD' ►r( QQC 4.01 lance r, 16 . 6tC C. C. lic_wbt_tt.r 114 SPC. Sia -52. tat t.. I (1 t r `' fico f f /4-10 j� ('oris a tor` Corn. ryv 5 ;fid k �-� (e coca s eof,,t t vl ( twat( W th tied C (-N! Se+ bac Tlatrinfr C Core I1{oF +DI , ! 1-4 ac.n_ K S�- thC1C( ��,( at_co stilt Un Set nuc tC.5 tiL) )fL V. NEW BUSINESS - continued. B. Site Plan Review Application No. 19 -003 -TRC continued. 3. Hear from Property Owner or Designee/Agent — Ms. Alison Owner, Murphy Oil USA, Inc. Jul l Lca tk-la Howl — PrO1ec+ (�.acL �� F ragq sE /� + - hate h �'ta " d -f ry zone. Qrea- re `c �6 r ID/( U LA I/1 Q Ci \cock f z�f 1-4.4t: ; 'a "‘,„Lis pail( (r) c Q"h' t( 1 Kurtz, Greenberg Farrow on behalf of Property tS t ` 1514-; c t-(` 0 9 FC op r0, •-/ pa/KJ /;tai iia �. a EA --n pia ('(os(._,L'yi �,� �,n_��t{e ,� DeC.9 t-h.va51,, veh41 V. NEW BUSINESS - continued. B. Site Plan Review Application No. 19 -003 -TRC continued. ) CittlYYSkr Py2L �z.rl a u: ,. ` i-004(„ ,,, 4c.^ 1 rof So (c BuilIRhL✓O Je»t_S Ccle, has % ti a (CLS • p�Cq,rl�'S t�-Pa S � '1 CLThP,^ � s �C(ej 1+-r'lt�k� Cci Ctbw� Grt�kn[� iiQ U�g�;�c call _ 44\--e bt�.tict Nct1be a poote on 5� e tQC T1 c. t rte 2 ; (If + • 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. L 5. Disclosure of Ex -Parte Communications by the Committee. I0 V. NEW BUSINESS - continued. B. Site Plan Review Application No. 19 -003 -TRC continued. 6. a) Consider a motion to approve or deny the Application with/without contingencies. Motion and a second offered by € ``' and 1n,1' to approve/deny Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres, with the following contingencies: StcLc u'rt t K or b) Discussion. c) Vote on motion. a c c! S pro Vtitf 401104 Slat' w t(C (itor,c) pc, n -n1 q PUT C -I, oak ry u. o f at -1 F v VOTE YEA NAY ABSTAIN ABSENT Allen Montes De Oca V. Newell Peterson !-o,', Smith x/' APPROVED DENIED 11 VI. ADJOURN — Chairperson. There being no further items on the agenda, C—hatr-persorr 3O Neu)1( adjourned the Technical Review Committee Meeting at 11 1 P a.m. 12 Jae K I e S ftoks 1. CALL TO ORDER JUNE 20, 2019 CITY OF OKEECHOBEE TECHNICAL REVIEW COMMITTEE OFFICIAL AGENDA JUNE 20, 2019 CITY HALL, COUNCIL CHAMBERS 55 SOUTHEAST 3RD AVENUE OKEECHOBEE, FLORIDA 34974 ,10:00 a.m. - Chairperson. II. STAFF ATTENDANCE - Secretary. Voting Members: Non -Voting Ex -Officio Members: David Allen, Public Works Director Marcos Montes De Oca, City Administrator A Jeffery Newell, Building Official Bob Peterson, Police Chief — Mfi 4- /am4"1 Herb Smith, Fire Chief John Cook, City Attorney �4- Victor Faconti, Okeechobee County Environmental Health John Hayford, Okeechobee Utility Authority Ben Smith, City Planning Consultant, LaRue Planning and Management School Representative Patty Burnette, Secretary III. AGENDA - Chairperson. A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of May 16, 2019. V. NEW BUSINESS - Chairperson. A. Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 -square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 -square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County — Planning Consultant. 1. Review Planning Staff Report. 2. City Staff comments. T- Pc 1 1 1 3. Hear from Property Owner or Designee/Agent — Mr. Craig Fuller, P.E., CivilSury Design Group, Inc. on behalf of Property Owner, Okeechobee County. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. ---- 5. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to approve or deny Application with/without contingencies. i �= b) Discussion. c) Vote on motion. 1�u; - M Pg �i Ai�k,A Cvltbtcn ?i (3 NE}tb , >Au: A - M PA S5 e PA s s c 0 W B. Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres — Planning Consultant. 1. Review Planning Staff Report. 2. City Staff comments. 3. Hear from Property Owner or Designee/Agent — Ms. Alison Kurtz, Greenberg Farrow on behalf of Property Owner, Murphy Oil USA, Inc. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to approve or deny Application with/without contingencies. b4i D - M 544 b) Discussion. pn cr o-rr c) Vote on motion. CI ; Ct. S 1,4i Ica?no es A cc a sy' /1":"'" is 1 // VI. ADJOURN - Chairperson. 'Per Resolution No. 1997-05 Officials must disclose any communication received including the identity of the person, group, or entity; written communication may be read if not received by all Board Members; disclose any site visits made; disclose any expert opinions received; disclose any investigations made; disclosures must be made prior to the vote taken. Persons who have opinions contrary to those expressed in the ex -parte communication are given a reasonable opportunity to refute or respond. Please be advised that should you intend to show any document, picture, video or items to the Board in support or opposition to any item on the Agenda; a copy of the document, picture, video or item MUST be provided to the Board Secretary for the City's records. ANY PERSON DECIDING TO APPEAL any decision made by the Technical Review Committee with respect to any matter considered at this meeting will need to ensure a verbatim record of the proceeding is made and that the record includes the testimony and evidence upon which the appeal will be based. General Services media are for the sole purpose of backup for official records of the Department. In accordance with the Americans with Disabilities Act (ADA), any person with a disability as defined by the ADA, that needs special accommodation to participate in this proceeding, contact the General Services Department, no later than two business days prior to the proceeding, 863-763-3372. N Si,,) iiOW W / r - /261.4_61-.5, Al G Abb Ab4- F -A -"n RS A R0,4DOL:: A11, NEvo cart) eal"..5 ,; MAccus - Cdmm(:t P. C 3 F° � P9-`2at�c fig" c� _ , C= V, L L��'� - /Zi_ -AnaS - CAA i l�Gre ASL �a A i e S.PAc E. s (."">, - Gp - cne.l_ - P,V\,<: -Cur t®m-P lc: y �f Z S Q4LC S l40L L I) C; � SIL: .: a Oc: Cr.;' C& 4.S 14r .� t'1eco 6uA 5702s -t i✓c� - 7u ?sr -LE a -- c 4// -v - z e_ n 4,, up a. JA7 PQ, .cc 6,1-4Tc-r 'fid Er& r. N n — V; C T O Q • NP,tc_' 4b A- G e,t,c ru N ; . -- 1),tib 1. c c n czAr, e C-. N t= -S t e D eS ✓.l I) A PA nn pS 0 K Fre_ Z_A A P`" cba- PF e i i am u) s; So PL rn/i1 I/)On ! be e (0/u r A./fa7LD IJ O SL. Cu d -i a / G14TL S (A):, ,; �� r KL_C BttiLASnOCa 1-1 L -t 7,R(a (17 5- / r -r -v r moi_ d Nt ST2u c 7(.4 4 c Ow Jk-V 3S- 13.9! /Jar 4D6:9c./an- I, c �,nnc,� bL-- 1-40o4 Calan��nit:o S;-rctm-A 61-14 p i (A); II A I D &uc.=_ s -r Nu) 5 )' c , y7 AIC Was O;V)Sed TWA) p -7 )-J EL I -tt.t R.A•n %S NtArco 5 �; S1 i A 6t. Ivo worry -For F';Q- —174ucKS (Al ATE r SA -PP' -f — Ggc A -T" `ti, 6A-1 /+ n c /l ,J No CDATS i); 5 Ci 0-Pn1 It y / t JGu4w;imp 6eacs` 7 00.9 RIOT gcArc" li A 7 —7 34:1141 � ¢ 51 2L J SI o()� 2 /4 S �' v i uJ S, DC��. �Y tit c o �; (L.. - POLE d /r A GLAG 1 5 s µ o�� L=A5;EA_ ACCG-SS 1D CO,JV. 51-04g&""GST(-1_ Q tI10'oMµ";,n'� S 5 t-AnScAP;At„ . G_3 6Q[. c wl ht C' [. - FA "NikaeJ Si TE, aD 0(-1 — 1�' De_ t• /JiS<L ,L4.1%.57 -44L;." f'eu - Ti,Lscnt A.I4., P.47,4 Peva; AEL M J1)A'1 CAno•PLI 14' L 7-1.-4-4(ti0 C GL i f At 6)1\s-74/Az-I- ; O n Tr,. L - D4 FDD ? - Wilt iAIKc--1? To or Q.;. Peo e r• a 0 2 DQ 4 /-I Tilt: t nd!� 1051eJ4S M. 5® ,.1a e;td Q,t(N.s (cc o 5tVLc!: A 11 O L') .6;04.--‘441 !frro T c i Q R o(A) `. v A i IG To Fm,µ e,L c, /4A I D ACC 0MM0CJAT(_ 1/1Jc _ (LC; Q a -i 5-1 5 C ' 14e_, ; L Ai- ; U:,f AMAP 1 CAT ► MOOL - F;T3 F94 - i )rum t 173.n/< - C NJ %�GcmPS e I k pA,,,1'- C-1• err - 56T6Ac.1t OA* Peo4)Ad• e kc 64An cep Oeit-H k a(c o S CaM»t ,J i AuLTa s`cv c_ AD 0 A ST4,'Pc:: b c(-a.S_S%AIk - 60 ei = 6020&c.4 (1 P s AAA ' e_ $ /3- t1C:C-i t:,•C Ga6; �c i S 6,10' ; Acc�.c.(,kD�/ p.“..,A,C- CA AT' ?C--Ai1 ti SN i FI CAn j ll LLCMSTC'C i, -c l A LiT'f'LL; D/A/v.\ns � Z. cnc, asu (-c PA i 64 ---IG - Gr, s6 DA( P° 44A-1 --7-4,/ -rr "c.rr°456 CITY OF OKEECHOBEE 55 SE THIRD AVENUE OKEECHOBEE, FL 34974 Phone: (863)763-3372 www.cityofokeechobee.com Okeechobee City Council Mayor Dowling R. Watford, Jr. Wes Abney Monica Clark Bob Jarriel Bobby Keefe TO: FROM: Re: DATE: June 18, 2019 MEMORANDUM Technical Review Committee Marcos Montes De Oca, P.E., City Administrator Okeechobee County PATCDL Office My comments on the project are as follows: Page C-3 • Add ADA parking to employee parkin area and adjust accordingly (min of at least 1) • Add ADA sidewalk access to the dei of facility with ramps, and ADA access to other 4 sides of the parcel for sidewalk access. • Areas in the right of way which are striped and not parking should be elevated curb FDOT Type D or F islands for landscaping V• What is shaded area on the plans in parking area? • All perimeters parking to be restriped Additional Comments • Drainage appears to meet criteria for development. • Recommend approval for site with above items to be addressed. "C� Q06// -rt, TomJpt �t= � �nssJ ny- iUr._ ..,tS (`rig (-64. fJ CITY OF OKEECHOBEE 55 SE THIRD AVENUE OKEECHOBEE, FL 34974 Phone: (863)763-3372 www.cityofokeechobee.com Okeechobee City Council Mayor Dowling R. Watford, Jr. Wes Abney Monica Clark Bob Jarriel Bobby Keefe MEMORANDUM TO: Technical Review Committee FROM: Marcos Montes De Oca, P.E., City Administrator Re: Murphy's Oil USA Site DATE: June 18, 2019 Comments are the following: Page C-3 • City cannot authorize any right of way usage other than City's encroachment. • Fencing to be moved to property line or obtain FDOT permission. • Access easement for surrounding area would appear to allow for such items to be temporarily installed. • Loading area striping to match parking striping. • Fuel tank setback of 75% of front for side would be ok as the frontage is not to Hwy 441. • Parking, although 5 provided, is anticipated as patrons will be obtaining fuel as well. • No additional sidewalk required, however repair in kind, due to sidewalk along Hwy 441 and none connecting within developed "Walmart" area. Additional Comments • Drainage appears to meet criteria for development minor increase of 3%. • Recommend approval for site with above items to be addressed. CITY OF OKEECHOBEE TECHNICAL REVIEW COMMITTEE OFFICIAL AGENDA JUNE 20, 2019 CITY HALL, COUNCIL CHAMBERS 55 SOUTHEAST 3RD AVENUE OKEECHOBEE, FLORIDA 34974 I. CALL TO ORDER JUNE 20, 2019, 10:00 a.m. - Chairperson. II. STAFF ATTENDANCE - Secretary. Voting Members: David Allen, Public Works Director Marcos Montes De Oca, City Administrator Jeffery Newell, Building Official Bob Peterson, Police Chief Herb Smith, Fire Chief Non -Voting Ex -Officio Members: John Cook, City Attorney Victor Faconti, Okeechobee County Environmental Health John Hayford, Okeechobee Utility Authority Ben Smith, City Planning Consultant, LaRue Planning and Management School Representative Patty Burnette, Secretary III. AGENDA - Chairperson. A. Requests for the addition, deferral or withdrawal of items on today's agenda. IV. MINUTES - Secretary. A. Motion to dispense with the reading and approve the Minutes for the regular meeting of May 16, 2019. V. NEW BUSINESS - Chairperson. A. Site Plan Review Application No. 19 -002 -TRC, construction of a proposed 14,670 -square foot County office facility (Property Appraiser, Tax Collector and Drivers License) and two 2,544 -square foot future additions located at 403 Northwest 2nd Avenue, all of Block 107, OKEECHOBEE, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County — Planning Consultant. 1. Review Planning Staff Report. 2. City Staff comments. 3. Hear from Property Owner or Designee/Agent — Mr. Craig Fuller, P.E., CivilSury Design Group, Inc. on behalf of Property Owner, Okeechobee County. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to approve or deny Application with/without contingencies. b) Discussion. c) Vote on motion. B. Site Plan Review Application No. 19 -003 -TRC, redevelop existing Murphy Oil fuel station constructing a proposed 1,400± square foot convenience store with twelve fueling stations located at 2109 South Parrott Avenue, unplatted 0.547± acres — Planning Consultant. 1. Review Planning Staff Report. 2. City Staff comments. 3. Hear from Property Owner or Designee/Agent — Ms. Alison Kurtz, Greenberg Farrow on behalf of Property Owner, Murphy Oil USA, Inc. 4. Public comments or questions from those in attendance, or submitted to the Committee Secretary. 5. Disclosure of Ex -Parte Communications' by the Committee. 6. a) Consider a motion to approve or deny Application with/without contingencies. b) Discussion. c) Vote on motion. 1 VI. ADJOURN - Chairperson. 'Per Resolution No. 1997-05 Officials must disclose any communication received including the identity of the person, group, or entity. written communication may be read if not received by all Board Members; disclose any site visits made; disclose any expert opinions received; disclose any investigations made; disclosures must be made prior to the vote taken. Persons who have opinions contrary to those expressed in the ex -parte communication are given a reasonable opportunity to refute or respond. Please be advised that should you intend to show any document, picture, video or items to the Board in support or opposition to any item on the Agenda; a copy of the document, picture, video or item MUST be provided to the Board Secretary for the City's records. ANY PERSON DECIDING TO APPEAL any decision made by the Technical Review Committee with respect to any matter considered at this meeting will need to ensure a verbatim record of the proceeding is made and that the record includes the testimony and evidence upon which the appeal will be based. General Services media are for the sole purpose of backup for official records of the Department. In accordance with the Americans with Disabilities Act (ADA), any person with a disability as defined by the ADA, that needs special accommodation to participate in this proceeding, contact the General Services Department, no later than two business days prior to the proceeding, 863-763-3372. 2 IIIDEPENDENT NEWSMEDIA INC. USA Lake Okeechobee News 107 SW 17th Street, Suite D Okeechobee, Florida 3497,4,;,, 863-763-3.134. ,. /l; ;. 8 3 t STATE OF FLORIDA COUNTY OF OKEECHOBEE Before the undersigned authority personally appeared Katrina Elsken, who on oath says she is the Publisher of the Lake Okeechobee News, a three times a week Newspaper published at Okeechobee, in Okeechobee County, Florida, that the attached copy of advertisement being a KO:21;c Ne_,1-tu, in the matter of i krli CW � at:.11 QL l c-Ankatea, in the 19th Judicial District of the Circuit Court of Okeechobee County, Florida, was published in said newspaper in the issues of l t .1 oto `ot Affiant further says that the said Lake Okeechobee News is a newspaper published at Okeechobee, in said Okeechobee County, Florida, and that said newspaper has heretofore been published continuously in said Okeechobee County, Florida each week and has been entered as second class mail matter at the post office in Okeechobee, in said Okeechobee County, Florida, for a period of one year next preceding the first publication of the attached copy of advertisement, and affiant further says that she has neither paid nor promised any person, firm or corporation any discount, rebate, commission or refund for the purpose of securing this advertisement for publication in the said newspaper. Katrina Elsken Sworn to and subscribed before me this ;}• day of Tf.a,l' l Cj AD Notary Public, State of Florida at Large Al ( ( ANGIE BRIDGES MY COMMISSION # FF 976149 EXPIRES:Apr020, 2020 Bonded Thtu Notary Public Underwriters 5 4 t CITY OFOREEaIo EE PUBLIC NOTICE TECHNICAL REVIEW COMMITTEE MEETING NOTICE IS (T,rGIVEN that the ay of ,Rolm Committee at 10 AM, orassoonthereafter aspo at ay Hal SS�3ndAse,Ten 2W; Oloediober, R. The pubic is bided and encouraged to attend. The ager ma/ be °Maned thorn 332 ed�� cc b/ oim the General Sevi¢s ANY PERSON DECIDING TO APPEAL any derision made b' the TRC with impel to any natter mtddeed at itt meeting wi need to ensue a verbznm record of the pracoecing h made and the record fiddes the tsUmo- ryande/derreuponwt ththeappeal WI te based In acadeaewlhthe Americans With the ADA, at reeds sperLall1(ADA),1any pe to p d In ly thisi P gb, tcontact the Generaloprome[ing863- �e&9 t. dlorontah'ithan hwhNtA�esG�k days prior BE ADVISED that shorid you Wend to show any documenk pimuG video oItems totheTRChsupport orooppppopssli��nntoanylemon the acow ofthe doumentp' vAdmtiban MOSTbeprodiedto the Carnmtbse Secretary for the Qy5 record;. BE ADVISED THAT ONE OR MORE CRY OF OKEECHOBEE COUN- CIL MEMBERS MAY BE IN ATTENDANCE AT THIS MEETING. THIS NOTICE IS POSTED TO MET STATE PUBLIC NOTICE REQUIRE MBI SAND SUNSHINE TAWS. 3427%cN �19ManmsMonks DeOm CITY OF OKEECHOBEE Application for Site Plan Review Page 1 of 3 Rev. 6/18 ofilltOK City of Okeechobee General Services Department 55 S.E. 3rd Avenue, Room 101 Okeechobee,Florida 34974 Phone: (863) 763-3372, ext. 9820 Fax: (863) 763-1686 E-mail: pburnettena,citvofokeechobee.com Date Received 14-a y- / q �\• y,=, 4., � ", ri �► U. ►� - 1I Pi% v.4 S. % 9 Application No. 1 Ci _ O(`63- 7 Q , Fee Paid: 1 C1,(� j0 Receipt No. it Hearing Date: 0. ♦j i COs ':s APPLICANT INFORMATION 1 Name of property owner(s): Okeechobee County 2 Owner mailing address: 304 NW 2nd Street, Okeechobee, FL 34972 3 Name of applicant (s) if other than owner: 4 Applicant mailing address: 5 Name of contact person (state relationship): Craig Fuller, P.E. Project Engineer 6 Contact person daytime phone(s) and email address: 863-646-4771 ext. 243 cfuller@civilsurv.com 7 Engineer: Name, address, phone number and email address: Craig Fuller, P.E. CivilSury Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 243 cfuller@civilsurv.com 8 Surveyor: Name, address, phone number and email address: Brian Kiernan, P.S.M. CivilSury Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 106 bkiernan@civilsurv.com PROPERTY and PROJECT INFORMATION t ` r Property address/directions to property: /403 NW 2nd Ave 10 Parcel Identification Number 3-1 (1-0F07 3.,j5 -31 -35 -tibio -t 010-00'"i 11 ',Current Future Land Use designation: Public Facilities 12 Current Zoning district: Public Fac' ' ' s Me_ 13 Describe the project including all proposed uses, type of construction and conceptual building layout, how the business or use is expected to operate on the site, including but not limited to: number of employees expected; hours of operation; location, extent and type of any outdoor storage or sales, etc., and fire flow layout. Use additional page if necessary. This site will be used for the Okeechobee County Property Appraiser, Tax Collector's and Driver's License office. 14 Describe existing improvements on property (for example, the number and type of buildings, dwelling units, occupied or vacant, etc.). Use additional page if necessary. The site is vacant, site was a former County facility. 15 Total land area in square feet (if less than two acres): or acres: 2.07 16 Is proposed use different from existing or prior use ( X Yes) ( No) Rev. 6/18 CITY OF OKEECHOBEE Application for Site Plan Review Page 2 of 3 N/q v J ictoec r Number and description of phases: The site and building will be developed at one time 17 Applicant's statement of interest in property. 18 Source of potable water: Okeechobee Utility Authority 19 Method of sewage disposal: Okeechobee Utility Authority N/q v J ictoec r ATTACHMENTS t' EQEJllR1•:L FOR ALL APPLICATIONS 20 Applicant's statement of interest in property. 21 One (1) copy of last recorded warranty deed. 22 Notarized letter of consent from property owner (if applicant is different from property owner). 23 Three (3) sealed boundary and topographic, "as is" surveys (one to be no larger than 11 x 17) of the property involved including: la. Certified boundary survey, date of survey, surveyor's name, address and phone number ✓b. Legal description of site and parcel number lc. Computation of total acreage to nearest tenth of an acre 24 Two (2) sets of aerials of the site. 25 Eleven (11) copies of sealed site plan drawings (see attached checklist for details of items to be included). 26 Eleven (11) copies of drawing indicating facades for all buildings, including architectural elevations. 27 Eleven (11) copies of landscape plan, including a separate table indicating the number of trees and shrubs by type and showing both the official and common name of each type of tree and shrub. 28 Eleven (11) copies of photometric lighting plan (see Code of Ordinances & LDR's Section 78-71(A)(5)). 29 Three (3) copies of sealed drainage calculations. 30 Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer, if the rezoning or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips, pass -bay calculations, internal capture calculations, a.m. and p.m. peak hour trips and level of service on all adjacent roadway links with and without the project. 31 CD or USB flash drive of application and attachments. 32 Nonrefundable application fee: $1,000.00 plus $30.00 per acre. NOTE: Resolution No. 98-11 Schedule of Land Development Regulation Fees and Charges — When the cost for advertising, publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the City on the application, the applicant shall pay the actual costs. NOTE: Submissions will be reviewed by the General Services Coordinator and City Planner for all necessary documentation. The Applicant will he notified at least 10 days prior to the TRC meeting whether or not additional information is required to proceed or if the review will be rescheduled to the next TRC 'meeting. Confirmation of Information Accuracy I hereby certify that the information in this application is correct. The information included in this application is for use by the City of P e-chobee in , •ssi g my request. False or misleading information may be punishable by a fine of up to $500.00 and ipris nment of • u to 30 .. nd may result in the summary denial of this application. ignature Printed Name Date ^^�^ For questions relating to this application packet, call the General Services ]Dept. at (8a➢3) -7ta3-3372, 1Cxt. Rev. 6/18 CITY OF OKEECHOBEE Application for Site Plan Review City of Okeechobee Checklist for Site Plan Review Page 3 of 3 Rev. 6/18 REQUIRED INFORMATION 1 Completed application (1) 2 Map showing location of site (may be on the cover sheet of site plan) 3 Eleven (11) copies of sealed site plan drawings prepared at a scale no smaller than one inch equals 60 feet, or in the case of small projects, the largest scale that can accommodate the entire site and all areas within 50 feet of the project boundary, and the scale, legend, and author block all on one 24" by 36" sheet. The site plan drawings shall include the location of all existing and proposed improvements, including, but not limited to: 3.1 Water courses, water bodies, floodplains, wetlands, important natural features and wildlife areas, soil types, protected trees and vegetation or environmentally sensitive areas 3.2 Streets, sidewalks, property lines and rights-of-way 3.3 Utility lines/facilities, fire hydrants, septic tanks and drainfields 3.4 Bridges, culverts and stormwater management facilities 3.5. Buildings and structures and their distances from boundaries of the property, streets, and other structures 3.6 Setback lines and required yards 3.7 Ingress and egress to the site and buildings 3.8 Vehicular use areas including off-street parking and loading areas 3.9 On-site recreation and open space 3.10 Landscaping, screens, buffers, walls, and fences, 3.11 Method of solid waste collection and locations of and access to dumpsters 3.12 Lighting and signs (location, number, size and type of signs) 4 Drawing notes and tabulations showing the following information shall be included along with the plan: 4.1 Name, address and phone number of owner 4.2 Name, address and phone number of any agent, architect, engineer and planner 4.3 Compete legal description of the property 4.4 Future land use designation, current zoning and existing land use of the property and all abutting properties 4.5 Total acreage of the property (square footage if less than two acres) 4.6 Total # of dwelling units, by bedroom size; square footage of nonresidential uses by type of use (and/or seating, etc. as necessary to indicate the intensity) 4.7 Number of off-street parking spaces provided (including handicapped spaces) and loading spaces and the calculation of, and basis for, the number of such spaces required by the Land Development Regulations 4.8 Impervious surface calculations showing: the square footage and as a % of the total site for existing impervious surfaces, additional proposed impervious surfaces and the resulting proposed total impervious surfaces Rev. 6/18 Statement of interest in property Okeechobee County is the owner of the property located at 403 NW 2nd Ave and has proposed to utilize this site for the Okeechobee County Property Appraiser, Tax Collector and Drivers License offices. ; accr.Ai ;33 -U.NTY DUD - • • Application -No - Deed No ....0P.0 UNDER CHAPTER?. 191, FLORIDA STATUTES 1941 °React -1,00e .COUNTY, FLORIDA k I et•d 11):11.1.e . (lay Olt Ce ee 4), 491 6 . by thy Counts of tit' Florida, party of the first 'art :111,1 11. ;1. 1C rsal a5 Trap te • 7/—("'n.-21 . patty or the fanil part, IYITNES.,5E11.1: That the Shill party of the first, part fur and in conskleration of the. sup: of , ...... „ „Dollars to it in hand paid by the party of the Part. rtc.r11 1 vberet.f i horeby acknowledged, has .granted, berg:01,0d :Aid sold unto thc party of the second ',att., his heirs and assigns forever, the following described land, to -wit: ly1rw arid in.. the .Cot:'.9f 91.000.vabeo, State of PloP1,41a: .......• .. ... cityoX Okeachobee,. liecOrdlny to t the-reo"r and i'doca'de ;I 'I.:: the Offite of the Clerk or theori for ,Y;teee•:oixe _ ,• . .......... Fl.or Ida/ • -? . it.; • OEFICIAL SEAL? .* As ' ..... TES'rThIONY WHEREOF, and by virtu. of the authority rested by Taw bi the Board of CAminty tAtininissioners, rwarl for and tm, behalf of the County rwf State of Florida, we. Owe under- signed, 2S 212rS of OW Marti of Comity Canunissluners for the County 22(1 tate aforesaid have executed Lids deed and have there. unto set our Clf tidal.vignattirt.s and seals. attested by the Clerk of the Cirettit Court. for Paid COnnty, this the Oth clay of 'Signed, settled and delivered in the presence af: .„ ATTEST: • Clerk circuit, eolirt .. ,P1Cetqhobe.0 _County, Florida. (141 0a111 county Contaiitewidaszs • -• • .y:7', 4t: ISIOntber tort County cpstinissieners t•1 "" • /11-1(C (AT sr,' Boittil County Contutis,..lonent (SEM.) Mew 13oiirdounti,•yriaiglicaltaiers "• .7", • (SAL1 '.'"?rteinnor'Hitttrd-Coutity .connitto'slottoro EAL) 4 '.•4 • ; w u, (SEA ,r . • .r• 8U'dd..T S A OF FLORIDA, County of_:... Ckoccl;oboe. 1 HERM, CERTIFY. That on this day personally appeared before me Co,j+i.•....Preyvje y. F. M. Mobley', and_.:,..., ,SY.F. titaiker..... Oke a olhobeo missioners of O. J._._Ptlapman.._................._......._:__.._......13....._O.....,St sin........_...__... known to me to be the qualified.und actingCounty Commissioners County, Florida, and constituting in tine aggregate tjie Board of County Com- Okcoohotzoo ..County, Merida who, being by me first duly sworn; did -acknowledge that they executed the foregoing i:'ah•ument as members of and constituting Die';oard of County Cominas- siotteis ot...gc"cnobee .,,.._..,County, Florida, freely and voluntarily for the uses and .purposes .therein descr'i'bed and ,lGktbg'l. P.,,,..RKl4.e3is titin tome to he the qualified and acting Clerk of the Circuit Cotirt in and for. Okeechobee . .......County, Florida, who, being by inc first duly sworn, did acknowledge that be signed the foregoing instrument and affixed thereto his official seal, freely and voluntarily lOr the uses and purposes therein explained. IN W1TiVLSS WiISIDa0F, I hav 'affixed n v Band and official 'seal this_ gbh day er.,...'N117 U tri iv S'i~n irl OP )4040A, Con.ty • no It ltdti aiiterrtd, That =.ori. tliis............ &tai _.,......day of. ....... _.. _?Ma.Y........., the foregoing: instritnlent .of writing w ts, :yn csunt'eci :Or recolcir. to ti'fbi $lin , t io Clerk of the Ciretti:t �nrt iu tend cfbr ,tie 'Cron 4' afor-said, and the same being propos ly �1ltltiottlicittedf 1.4iat:o duly teatdrdkcl the sante .I i 1 pill*+.._. _4.._....y......_.., •Piige.. . ._D. ' and rave verified til f�edp ' . r y a k S T� 1' In Testimoiti Wirer ft A li `Ce,{�' int ttty 1 ftbm.4 :dip smcl taf inticippny .(1 h COUNTY OF....Qke.cilsibatz,_._.DEED 210....23.3nE11D-J ST.A'I`1 OF FLORIDA THROUGH THE TRUSTEES Ole THE LNiEf1' A IMPROVEMENT FUND OP THE STATE OF FLORIDA, GRANTOR lit •1'() H. fl, R:4,1arsoft us Trusts fOr.Oke ticho1111C.hospital ,ti the laity of Oltoechobee . Canal t;' of..... Olt ee.clao.bea....., State. of Florid itt ; GRANTEE lC I'r i* Si.' 11I : It II EREAS, in pursuance of provitiont of Socticm 9 of Chapter 18296, Laws of Florida. nets of 1927, title to the Innen hereinafter described vested in the. Stinto of Florida, and the said State by stria Section of said Chapter is authorized and ontpowered to sell said land throtfgh the Trustees of the Internal Improvement Fund of the State of Florida; and :SI tl'11ii111•:' S, pursuant to NOTICE duly given by said Trustees of the Internal Improvement Fund. tint Enid t• 1, re'+ it bt by (he ('c•rtifrairx i(ar:,inarter d,scrilied rear. offered fur sale on tite_.14day of Alp ri3. , LJ•I 5 , in Uv' County of 0110061loboe , and bids ween reef ivii::n ti the said Trustees having accepted the highest and Iteral bid fair said )and. and having ttwni•detl the sale of the said land to the person making such bid, said I.,•r,+n hiring the. 1;ItANT} I herein named; Therefore, 1:1 KNOW Alai. NEN BY 7'Ills'S1 PRESENTS: tht State or Florida, through the Trr(stees of the Internal linprovt•inrnt Fond of the State of Florida, under authority of Section'9 of Chapter 182911, Laws of Florida, Arta of 1037. for and in couslderation of the amount of Ten.. IIM Ito/100 r..r. - 7 7 — .DOLLARS (S 10.00 ), to than in hand paid. the receipt, of- which is hereby acknowledged, have granted, bargained and sold. And by these presents do grant, bargain, sell and convey all of the right, title and interest of the State of Florida arising out of said Section J of Chanter 18206, unto the said GRANTEE,hieket3ti, successors and ti, i nz, in and to the following described Laid. situate, lying and being in, the County of..Qke.echabati.G Kiat.' of Florida, as referred to, identified and described by State and County tux sale certificates (o—Wit: (dl No. late DESCRIPTION Sec. Tp. Rg. Ac. Amount ltcc'tl 917 1930 5936 1933 926 1930 6019 1933 Lot 10, Block 107, City of Ok©echobeee 5.00 'robs 7 ttiiid'. $ ' Block 3.24, City of Okeechobee ' tl 5.00 (fir) AS TO ALL LANDS, there is reserved. pinto he Stale o...Florida the title town undivided one half of all ;retro- . 'cairn and petroleum products anti title: to an undivided three (nurths of "ail other minerals which may be found on Or tinder the'ic'tid land. together With the.prnilei a oUtaide anv municipality., this date, to ekplore for ancl.to Hine aunt (levelly! t, tore. SSW .orivilage to explore. reit)u and deltolop is to bo aonduc.tad or, laid under lands inside any nntniclpnlity, this date, only with the ponsent of the surface owner; • (6) At. 10 ALL LANDS- enitide of any muincipality. as of this rade, therm' is -reserved. unto• the $tptte of Florida nn eonfernent • for at:tie read tight ,f way, two liititdtcal• 1. ei. (21111) feel. wide, lying, equally on cited side pf the e.ent lt•-itne of any orate road t.vistin on the dote of this need through so ranch Of any psi. cel herein described as is Within .One hundred (1001 feet: of said center line,. (7) TO HAVE AND TO HOLD the above 'grimed arid described promises:mi(n tau said GRANTEE, tutrl..i11)3...._ kg successertt and. assigns forevat all in pursuance 5eetien O of Chapter .18298 aforesaid.. ,181 IN TESTRIONY WHEREOF the saki Trustees o f the Internal improvement Fend of the State of Florida have l ereuntn subscribed thoir names and nflixed the oflieinlpeal of said Trustees, nnc have trained the seal of the Department of Agriculture of the State of Florida to 'he hereunto affixed. at the Capitol. in the City of Tallahassee. on this the MAY 13 19A.c. .STATE (SL.V,) , •.. 0)I'LOR1ndt BY; f- rRub A13811.1TE11NAi, I'MPItthVrIIIIENT 1•UVD` yd_t j GovSRN011 (S`1AL) • ' ._3 .. Vie."./ CODIPTROLLER (SEAL) (SEAL) i)Ei4RTMENT OF i'1OILIO(ILTURE f'.��.L. G �Y-�•-pct_ .T121:ASURISR (SLAL)(SEAL) GENERAL ___COMMISSIONER (SEAL) _, f ,. OF Ad`RICULTURE As and Conipo,shig the TRUSTLF:S OI TIrE'INTI RNAL IMPROVEMENT PUNE nP TILE STATE OF-FLQItIDA. • ..�.,.,.:tii:�+�[;rr,+iJyt".e.Y.-., ...nMr^tK�;•!lN. Sr?',:?:inMlv,L]�n<7?t'S� ��h'>7hJ�4"�iV.'K•�6a','.�i..i�.etn'''� it 1TIs Documoinl Prepared Uy. E. T. Hunter, Esq. HUNTER & HUNTER, P.A. 1930 Tyler St. Hollywood, FL 33020 Parcel ID Number. Documentary Stamps paid in rho mould of S /s/c-• (a —I41 Cloc r(t of CheuR Coutt date (Space Above Tilts Line l'or Recording Dian] 8C0X 356 PACE - 81 Quitclaim Deed This Quitclaim Deed, Made this day of May ,1994 A.D., Between H. G. Culbreth and David O. Hamrick, as Co—Trustees under the Richard Ellis Hamrick a/k/a R. E. Hamrick Testamentary Trust U/W dated August 5, 1978. of the County of Okeechobee Stale of Florida , grantor, and Board of County;. Commissioners, Okeechobee County, Florida whose address; . 304 NWAnd Street, Okeechobee, FL 39972 J' arm. ca"t tyor ;ti Okeech a State of Florida , grantee. WititeSSelh tiiot the CU(ANfOR,ifor and in mnsidetation of the cum of ' Y TEN;& N0/100($10.00) DOLLARS, and ether good and valuable eanrideat on;,t!o GRANTOR .in hand paid by GRAMME, the receipt whereof k hereby acknowledged. hes fa wecn< qr 54.,;. granted, hargn:ged and quitclaimed to the said GRAN EE and GitANIP_E'S heirs and assigns forever, the following described land, situate},lyingandUeinginthe countyor „Okeechobee. '` Stereo( Florida, towit: That a11,ey in shock 107, City of Okeechobee, as. it runs from Northwest "^to w second Avenue to Northwest Third azenue Between Lots 1-6 and 7=12 located within theiCit of Okeechobee,IFlOr da, and found in Plat Book. 5, Page 5, Public Recorrds of Okeechobee? Count;orida :r TO Have and to Hold the. tains •together 'with ala :Old ctngular• the appudenaneu thereunto beiongmi or In a yaue. appertaining; and all:the•estate, nght,:dile; interest, lien, equity and:claim whakoever-ot Ignintor, citherin to or equity, tO the use, benefit and •ptofieof the raid grantee forever. In Witness Whereof, the :Manta. ;hue. Keiruato act `theft hind and Seal, the day aind year +first:above written.: :Signed; se ded:apd delivered In our presence:.t�¢r Piing Name _ •AN%EL4' 0ht, Witness . ;STATE: OF FLORIDA COON. 1'Y OF OKEtac loBEE 'ills. toregotn, incnument was, aekaowkdged bt fele me hta H� G:: Culbreth zvhosito ftenoally ktsovm to int or who have produced _ .... Culbreth,, Co-;•R:ristee David 0. Hamrick, CoTrustee (Scat) duy:t t. •May ;19,94 bt ...ds �deiltjfiration und'aiio Gid take en'oatk, ;fUpi1N F�: CAI.OWF.II DEiz_ May 11,1995 eelcss�? aolaE0 li1ht11iOilinY Pwtk t1FIDEliYaUI 1IS Printed Halite:, •` Mrd; //r 111, l ik/fph/- NO'IAnY PufiLC . .04 f5immissiyn t.sp1rls: rY . g; [76 356 PACE 82" STATE OF FLORIDA: COUNTY OF SS. SWORN TO and subscribed before me this 17 day of May, David O. Hamrick, who did take an oath. Myr;,Ct3Mhtissi.on Expires: 1994, by COMMISSION O.: .1 i' "' Notary Ya01[C, StelE tit Midi . , : F:., My Omm expires Hoo. 8,1805 ' • �.'• : ' H ,%E{NOWQ' • N T�}r• . PERSONALLY OR PRODUCED IDENTIFICATION Cumm.o CC152V90 ocalma;F,CATION PRODUCED Y 1: G1.t •/1......1, •F a I` Yi .i ••,4•-• •-• ? Mf '..i- • ,Tv C W Ur, Prepared By and Return to John D. Cassels, Jr., Esq. Cassels & McCall P.O. Box 968 Okeechobee, Florida 34973 File No.: 7633 Parcel ID Number: 3-15-37-35-0010-01070-0070 1111111111111111111111111111111111111111 °`) FILE l4UM 201=5006172 OR B.Y. 762 PG 114 SHARON ROBERTSON, CLERK OF CIRCUIT COURT OKEECHOBEE COUNTY? FLORIDA RECORDED 07/01/2015 04:28:39 Ph AIIT $10.00 RECORDING FEES $0.00 DEED DDC: $0.70 RECORDED BY G llewbourn P9s 114 - 115; (2 pss) QUIT CLAIM DEED THIS QUIT CLAIM DEED executed this a0, day of May, 2015, by OKEECHOBEE REHABILITATION FACILITY, INC., a Florida Non -Profit Corporation, whose mailing address is, 403 NW 2'a Avenue, Okeechobee, FL 34972, first party, to OKEECHOBEE COUNTY, a Political Subdiv;sion of the State of Florida, whose mailing address is, 304 NW 2nd Street, Okeechobee, FL 34972, as joint tenants with rights of survivorship, second parry. (Wherever used herein, the terms "first party" and "second party" shall include singular and plural, heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. whcreve4}7tc;cbntext so admits or requires.) _ems,_,i, ",3':u.C�`5'K/.' a` WITNESSETH: ..ah at h fiat the said first fifty. yfor and in consideration of the sum of $10.00 in hand paid by the said st:condtparty, the receipt whercoflo is hereby acknowledged, does hereby remise, release and quit claim unto d slid second party forever allithe right, title, interest, claim and demand which the said first party has in fi andt�o the following desctt`fed7tot, piece or parcel of land, situate, lying and being in the County of bK .EECHOBEE, State of Florida, to wit: ilidi t 6 Block 107; ots 7, 8 9;10 1 12, glock�l0;7iaadtthct t 47 of Lots 1, 2, 3, 4, 5, ,andfal��t�6e� foo��leyjtying between Lo��ly 2, 3, 4, S, 6, Block 107 and Lots 7, 8, 9, 10; i 1;12, Block 1j-! 'l,;eechobee, as recorded to Plat Book 5, Page 5, Public Records of Okeechobee Conn , Florida. .[j. SUBJECT TO restrictionsfyre�rvations and easementsTofliecord, if any. g \vara t TO HAVE AND' UPHOLD the same tog with alLaail gulp a appurtenances thereunto belonging or in any wise appertsining,yat-tdO ithctestaterighrtetle �tn2erest, Tien, equity and claim whatsoever of the said frrstparry eittie;inilaworequtty,t to yproperuselbetiefitandbehalfofthesaid IN WITNESS WHEREOF the said first parlYifias,signedpdsealedths� sents}th day and year first above written. second party forever. Signed, Sealed and Delivered in the presence of: TNESS-Signature 1° Wi, ess-Printed Name TTNESS-Signature ) te,141- 'i,1�.1 list) 2nd Witness -Print Name )7633.213654.WPD) Book762/Page114 CFN#2015006172 OKEECHOBEE REHABILITA,,Tf©N FACILITY, A Florida Non. pfrt@orporation .,i BY: .W ISIDORO (SID) E Page 1 of 2 grADA, President Page 1 of 2 STATE OF FLORIDA COUNTY OF OKEECHOBEE The foregoing instrument was acknowledged before me this PP day of May, 2015, by ISI DORA (SID) ESTRADA, Pres dent of OKEECHOBEE REHABILITATION FACILITY, a Florida Non - Profit Corporation, ( ) who is personally known to me; or ( ) has produced for identifi n. Lea:14-61,..,, LINDA WILSON ,°,, `�: Notary Public - State of Florida NO =_• » My Comm/x Tres Jul 24, 2016 ;?,F��id Commi f ie EE 209495 ,' ',,°� " Bonded Through National Notary Assn. IT IS HEREBY CERTIFIED THAT WE HAVE PREPARED THIS INSTRUMENT FROM 1NFORMATIO GIVEN TO US BY THE PARTIES HERETO. WE DO NOT GUARANTEE EITHER MARKETABILITY OF TITLE, AGCIJ Y OFLDESCRIPTION OR QUANTITY OF LAND DESCRIBED AS WE DID NOT EXAM jKad E� ITLEW HE PROPERTY INVOLVED. APUBLIC My Commission Expires: [7633-213654.WPDI Book762/Page115 CFN#2015006172 Page 2 of 2 Page 2of2 4 C'1 3 N \/\I 2 nd 0.01 16031P4E .`7'// 7/i 7 x01vul0v160.11lt64,4ir.x nOSEAL Rain LCEK205tinntn MD WPM BLOCK 93 Surn MAO MO MI MO En Mens, 1n BLOCK(92 \ 44 + 01. .11d1I-R, 5,041, ,may —•atr N.W. 5N STREET4F) ELEVENTH STREW) 1 ire we \\ :s. i.�a BOUNDARY AND TOPOGRAPHIC SURVEY PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE BUILDING SITE LOCATED IN SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE COUNTY, FLA BLOCK 91 'iffrstf F 1 1 1 1 IF •I a 6 mem' E ]0034-(O MO -09 •• n M" Iar. I I IV' I L I 1 3 1 2 1 1 L fa. OKEECHOBEE (PLAT BOOK 5, PAGE 51 1 Ag BLOCK 107 nos ✓e lovuea0 ma 772. KWOE ;114 1ADORM r& 103 6x. Le MOM 7404CIMBeE. R 34914 7 1 8 1 jar 1— I I 10 1 1 F- moms 2 1 N .98132.3 20473,(9) 30-07 (6497 Of 4EAB665) \ v114\ \ \ \ \ .On \ 4\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ N.W. 4M STREET•1i) TENTH STREET -(P) Arra nava \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \6..441. \ \ \ \P4\ \ \ \ \ \ \ \ \ed. \ \ \ \ \ JY BLOCK 125 (u 4eMim:rxwMto�,mliwux".4.acwsM zI Olney own On MOO 4f3.1. I BLOC KI 124 i I I I giTis M E I� N^ Ig a 28 4 07 I) gr 3 1 - r -- 1. - BLOCK 123 ra rt. 30 0 11111 1 60 90 SCALE: l" = 30' LEGAL DESCRIPTION M 734 ,m.Oe t4Naw104.a.ea.mlvea*'9eee..La.1.2.444• Br 4a 107 eV ins 7.4 0.10. ,,.,;9.6443 9 ,4— 0aru411.4Poi. a.e �aM8e4 40430.Mn 04.6446930111466.1•66016,461.1146146 SURVEYORS NOTES 1. N6er.e9»4.. fl14 7I 1480,.e.«640.4smw..c0.m...4me. M4ie.00M..0 4a l .Pave.rF 44- 6F 778 7 464••471X44 .r�e 1a.�,.,.4.364...a 90 a. r dea„4,e,.C3 e�a.141.44,.em a ne ecch6 P.4464466 mar a 061.4• Ca.=,. 4.naIN6.6Ms= E.a z)EW.su. we..e 47 34741 .sv4a. Dawns ,v91p1AvO . 4 non arm MM. a,.4., e.pe Lane*.mane Mann. Py.e. 661...4..41o...,m. ww. Fme. 411.1.4.4•646.4.• enowss9e...1.�, .e4,11.614.e..r. .ar.en.. w.n, rw41. nra.. 6641.4,4644 OM nand Wpm n mo Lan koMMOMMOV. 6 166161414411.114,44441 as arm. algid abobatllanolcatt•K 46146 44 16 4u1rge664.1•1114,~w.mri.tl e.Pa nvy ror4 Yw6 Mono 91e+e4n.nn414.=4.e7 a,no..4.;4.4mos #eam.e44741438 1 n..Pros.e44 Na.. m ar Is.e.. m.4. a 446 e4.r n..ee Mone SOMI...onion .>..u.roearaw WS,wcl.416.4.444e.6•4no .Mr,el.ewe.. LEGEND e 444. 4 • MOM. MORS - 6.1010 o ,46.4 9 4 .Manninanni e w Monnnal ningtrInenin fon nn rrvm Minelinnnv VOMm Ot =MOM nom OI4 eorec.wMOM Munn OAFO 4-74-70 act wmnIn Offu WELL WADI 3EGK cN9CM31Ma07 4346.11,1 ,a8MM89_ YY64611.lN1•14 PW 0.01110411101111116101.144 6101 C1111141111/0111110.101101P..M101P.. 114.01111.4111106111411011B41M110xM MOON 2 a 6€ Qd 21 ib 5'- a� 1 1E 75 §6e SNEET NO. OF 1 20'-0"T.O. PYLON8'-5" .2'-10 1/8" .6".5'-11 1/4".CLEAR4'- 9".6'2".SIGNMURPHY USA CANOPY LOGO SIGNMEDIUM CANOPY PRICE SIGNPYLON SIGNQTY.121HEIGHT WIDTH43.13" 97"71.25" 101"AREA S.F.TOTAL SIGNAGE (A):29.0549.9021.00TOTAL S.F.21.0058.1049.9096.60 S.F.GRAPHIC AREATOTAL SIGNAGE (B): 67.40 S.F.TOTAL SIGNAGE (A + B):164.00 S.F.SMALL CANOPY PRICE SIGN1 34.13" 74" 17.5017.501 34.13" 74" 17.5017.50UNLEADEDDIESELOKEECHOBEE, FL (SOUTH PARROTT AVE)(R01)WM #814MAY 02, 20196PYLON SIGN1ELEVATION - FRONT (EAST)3ELEVATION - REAR (WEST)2ELEVATION - RIGHT (NORTH)4ELEVATION - LEFT (SOUTH)5TRASH ENCLOSURE8'-0" TALL WHOLE BRICK, 'LIGHT SANDSTONE VELOUR' BY ENDICOTT FIBERTECH COMPOSITE FENCE GATES, PAINTED 'DORMER BROWN' SW #7521(FURNISHED AND INSTALLED BY GC)T.O. FASCIA18'-9"T.O. ACCENT BAND15'-0"FIN. FLR. ELEVATION0'-0"CANOPY COLUMNS - 'PAINTED DORMER BROWN' SW #7521ACM FASCIA - 'BRUSHED ALUMINUM' BY ARCONICT.O. BUILDING13'-10"T.O. FASCIA18'-9"B.O. ACCENT BAND14'-6"FIN. FLR. ELEVATION0'-0"ACM CANOPY FASCIA 'PMS 285c'PREFINISHED METAL ACCENT BAND- 'PURE WHITE' SW #7005CANOPY COLUMNS - 'PAINTED DORMER BROWN' SW #7521BRICK VENEER - 'LIGHT SANDSTONE VELOUR' BY ENDICOTTACM FASCIA - 'PROGRAM RED' BY ALPOLICACM FASCIA - 'BRUSHED ALUMINUM' BY ARCONICMETAL TRIM 'DORMER BROWN' SW #7521T.O. BUILDING13'-10"BRICK VENEER - 'EMPIRE IVORY VELOUR' BY CAROLINA CERAMICSMETAL TRIM 'DORMER BROWN' SW #7521BRICK VENEER - 'EMPIRE IVORY VELOUR' BY CAROLINA CERAMICSBRICK VENEER - 'LIGHT SANDSTONE VELOUR' BY ENDICOTTBRICK VENEER - 'LIGHT SANDSTONE VELOUR' BY ENDICOTTMETAL DOORS AND FRAMES TO BE PAINTED 'DORMER BROWN' SW #7521BRICK VENEER - 'LIGHT SANDSTONE VELOUR' BY ENDICOTTACM FASCIA - 'BRUSHED ALUMINUM' BY ARCONICACM FASCIA - 'PROGRAM RED' BY ALPOLIC SCALE: 1"=20' 0 10 20 EM EM(5)S. PARROTT AVENUEU.S. HIGHWAY 441STATE ROAD 15DISPENSERDISPENSERDISPENSERDISPENSERDISPENSERDISPENSER1400SF-6(S) 2015v4 VAN0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.5 0.7 0.9 1.0 1.0 1.0 0.9 0.8 0.6 0.4 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.6 0.9 1.4 1.7 1.6 1.7 1.8 2.0 1.7 1.2 0.8 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 1.0 1.8 2.4 2.8 2.7 2.6 3.0 3.2 1.0 0.4 0.1 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.7 1.3 2.3 3.6 4.1 4.5 4.1 4.2 4.2 1.8 0.9 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.8 1.5 2.9 4.8 5.7 6.2 5.9 5.9 6.0 4.9 3.0 2.5 1.7 1.1 0.7 0.5 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.7 1.3 2.1 3.5 5.8 7.9 9.2 9.6 10.1 9.6 7.5 6.3 5.1 3.2 2.0 1.2 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 1.8 2.6 4.3 8.0 14.9 20.0 22.4 22.6 20.4 13.8 8.8 6.3 4.1 2.5 1.2 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 2.1 3.3 5.9 13.4 32.6 45.3 49.5 47.5 44.3 25.2 11.6 6.9 4.1 2.4 1.3 0.6 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 2.2 3.8 7.3 17.8 43.9 66.2 64.7 54.3 32.3 13.1 6.4 3.3 1.9 1.1 0.6 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.9 2.0 3.7 7.7 19.5 49.4 68.8 75.2 73.3 67.1 36.2 13.6 5.7 2.7 1.5 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.8 1.7 3.3 7.3 18.9 46.9 66.5 75.8 68.0 63.9 35.9 13.2 5.3 2.3 1.1 0.6 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.7 1.4 2.7 6.2 16.7 42.1 48.8 74.9 63.8 56.6 32.2 12.0 4.7 2.0 0.9 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.6 1.1 2.1 4.9 12.5 31.8 57.8 71.2 70.3 50.5 22.7 10.9 3.8 1.5 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.9 1.6 3.5 9.9 13.3 3.1 1.1 0.6 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.8 1.2 2.1 9.1 15.4 2.1 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.8 1.6 3.4 9.9 6.9 12.6 2.3 0.9 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.9 2.0 4.8 12.8 28.9 52.1 64.7 66.5 45.3 18.6 10.4 2.9 1.1 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.4 0.7 1.2 2.3 5.6 15.0 39.3 62.9 70.4 63.2 56.9 27.4 9.1 3.0 1.1 0.5 0.3 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.9 1.6 2.8 6.0 14.8 36.8 41.3 60.9 51.0 47.2 26.1 8.3 2.8 1.0 0.5 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.3 2.0 3.4 6.3 11.5 24.7 33.5 37.2 35.4 30.4 16.4 5.9 2.1 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.2 2.4 3.8 5.7 7.5 10.5 13.6 14.4 13.4 11.0 6.7 3.1 1.3 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.2 2.1 3.2 4.6 5.0 5.1 6.2 6.1 5.4 4.2 2.7 1.4 0.8 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.9 1.4 2.1 3.2 3.3 3.0 3.8 3.5 2.8 2.1 1.3 0.8 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.5 0.9 1.2 1.8 2.1 2.4 2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.8 1.4 1.7 2.1 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.6 1.1 1.4 1.7 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.6 0.7 0.9 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHOTOMETRIC SITE PLAN1SCALE: 1"=20'-0" CANOPY (TYP. 22) H J POLE BASE PLATE AND BOLT PATTERN PER MANUFACTURER'S RECOMMENDATION NOTE: SEE SITE PLAN FOR ORIENTATION TO BUILDING. BOLT COVER TYPICAL PROVIDE TWO (2) 3/8" COPPER TUBES THROUGH GROUT AND FLUSH WITH TOP OF CONCRETE BASE TO PROVIDE RELIEF FOR CONDENSATION BUILD UP POLE-TO-BASE PLATE WELD SHALL COMPLY WITH AWS SPECS. AT TOP AND BOTTOM OF BASE PLATE CONNECT ALL EQUIPMENT GROUND CONDUCTORS TO GROUNDING LUG IN POLE TEMPORARY CAP (TEMPORARY ALL CONDUIT) 5/8"x 11' COPPERWELD GROUND ROD CONNECTED TO EQUIPMENT GROUND WIRE AT GROUND LUG IN POLE. (4) ANCHOR BOLTS 3/4" DIA.x 30" LONG x 6" HOOK WITH 2 NUTS, 2 FLAT WASHERS AND 1 LOCK WASHER EACH. HAND HOLE WITH COVER 12" FROM BASE OF POLE. 4"x 6" MIN. VERTICAL AND HORIZONTAL BARS SHALL BE FIELD TIED. WELDING NOT PERMITTED. SUPPORT REINFORCEMENT IN ITS PROPER LOCATION FROM THE FORMWORK DURING CONCRETE OPERATION. CONDUIT AS REQUIRED (3/4" MIN.) LIGHT POLE BASE TO BE PAINTED TRAFFIC YELLOW 2'1'3" 6-#3x18" DIA. TIES WITH 1'-6" LAP (TYP.) @ 17"O.C. 7-#5x7'-1" (MIN.) LONG BARS EQUALLY SPACED TYPICAL LIGHT POLE BASE DETAIL 11"DIA. BOLT CIRCLE 8" SQUAREINSTALLATION IN CONCRETE PAVING REQUIRES CONTINUOUS 1/2" EXPANSION JOINT MATERIAL ALL AROUND THE FOUNDATION. SEAL WITH JOINT SEALER PER SPECIFICATIONS. NON-SHRINK GROUT 1-1/4" MIN., THICKNESS 2" MAX., THICKNESS WITH SIDES SLOPED AT 45°. BASE PLATE PER SPECIFICATIONS #4 GROUND CABLE ATTACHED TO GROUND ROD BURNDY COPPER #KPA4C SCRULUG & TIN PLATED NUT AND BOLT OR BURNDY COPPER #KC20 SERVIT ATTACHED TO GROUNDING LUG HANDHOLE WITH COVER REMOVED AA 2' STEEL POLE SUPPLIED BY THE OWNER. SEE POLE SCHEDULE FOR POLE HEIGHT. ANCHOR BOLT LEVELING NUT LOCKING WASHER POLE BASE COVER SUPPLIED BY OWNER GROUNDING LUG WELDED TO INSIDE OF POLE 4" BOLT PROJECTION TYPICAL ANCHOR BOLT SPACING N.T.S. BASE PLATE BOLT HOLE SECTION "A-A" N.T.S. DETAIL "C" N.T.S. 13A DETAIL C CALCULATION SUMMARY LABEL UNITS AVG MAX MIN CANOPY FC 52.53 75.8 24.7 PROPERTY LINE FC 18.15 75.8 0.1 H J H S FOUNDATION NOTES: REFERENCED CODES AND STANDARDS ·INTERNATIONAL BUILDING CODE (IBC) 2012 EDITION, SECTION 1807.3 "EMBEDDED POSTS AND POLES" ·ASCE STANDARD 7-10, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ·ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ·ACI 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" WIND DESIGN DATA ·BASIC WIND SPEED (Vult, ULTIMATE DESIGN WIND SPEED)130 MPH ·EXPOSURE CATEGORY C ·RISK CATEGORY I FOUNDATION DESIGN DATA ·ALLOWABLE LATERAL BEARING PRESSURE 100 PSF/FT (CLAY & SILTS) CONCRETE MIX DESIGN REQUIREMENTS ·COMPRESSIVE STRENGTH, 28 DAY 4,000 PSI ·W/CM RATIO 0.50 ·AGGREGATE SIZE, MAXIMUM 1 IN ·AIR CONTENT RANGE 4-7% ·SLUMP, MAXIMUM 5 IN POLE SCHEDULE SYMBOL QTY POLE HEIGHT DESCRIPTIONMODEL NUMBERMOUNTING CONFIG NOTES:ALL AREA SITE LIGHT FIXTURES AND POLES TO BE MOUNTED ON CONCRETE BASE PER DETAIL, THIS SHEET POLES RATED TO 130 MPH WIND VELOCITY 3 24'-0"S LSI LIGHTING, STEEL SQUARE POLE, BOLT-ON ARM MOUNT, BRONZE4SQB3-S11G-24-S-BRZ-5BC 22CANOPY N/A15'-0"18633 LUMINAIRE SCHEDULE SYMBOL QTY POLE HEIGHT DESCRIPTIONMIN. MOUNTING HEIGHT MODEL NUMBERLUMENS NOTES: MOUNTING CONFIG ALL AREA SITE LIGHT FIXTURES AND POLES TO BE MOUNTED ON CONCRETE BASE PER DETAIL, THIS SHEET ALL ANCHOR BOLTS TO BE ORIENTED IN THE SAME DIRECTION (SQUARE) AT INSTALLATION PER MANUFACTURER'S SPECIFICATIONS. 132 TOTAL WATTS LSI LIGHTING, LEGACY SERIES, FLAT LENS CANOPY FIXTURECRUS-SC-LED-HO-50-UE-WHT ALL FIXTURES ARE FULL CUT-OFF FIXTURES 3H N/A8'-3"4109 42 CREE LIGHTING, XSP WALL MOUNT LUMINAIRE, 5700k CCT, XSPWAO3MCUS-UZK WITH PHOTOCELL SENSOR 3 24'-0"26'-0"S 2J N/A8'-3"1800 20 CREE LIGHTING, LR-6 DOWN LIGHT LUMINAIRE, 3500k CCT, 1800 LUMENSLR6-18L-35K-120V-A-DR W/LT6A FULLY RECESSED ENTRY LIGHTS WITH HOUSING RC6-12W-GU24 19664 SLM-18L-SIL-FT-UNV-50-70-BRZ-IL149 LSI LIGHTING, SLICE MEDIUM LED SERIES AREA LIGHT, 18,000 LUMENS PACKAGE, 5000K CCT, 70 CRI, SINGLE HEAD FLAT LENS FIXTURE, FORWARD THROW GallowayUS.com6162 S. Willow Drive, Suite 320Greenwood Village, CO 80111303.770.888424'-0" POLE HEIGHTAND FIXTURE FINISHED GRADE BUILDING LIGHTS SHALL BE DOWN CAST FIXTURES. LIGHTS SHALL NOT IMPACT ADJACENT PROPERTIES. (TYP. POLE LIGHTS AND DARK BRONZE POLE ALL LIGHTS) NOTE: AREA LIGHT DETAIL SCALE: NOT TO SCALE2'-0"26'-0" TOTAL ASSEMBLY HEIGHT2 LED LUMINAIRE WITH INTEGRAL LOUVERS (REAR SHIELD)BASECONCRETE LIGHT POLE BASE S S EXISTING LIGHT POLE ASSEMBLY TO REMAIN NOTES: PLAN WAS BASED ON THE INFORMATION PROVIDED, ALL DIMENSIONS, LUMINAIRE LOCATIONS SHOWN REPRESENT RECOMMENDED POSITIONS. THE ENGINEER AND/OR ARCHITECT MUST DETERMINE APPLICABILITY OF THE LAYOUT TO EXISTING OR FUTURE FIELD CONDITIONS. THE CALCULATED PHOTOMETRIC LEVELS MAY OR MAY NOT MEET CERTAIN STANDARDS OR RECOMMENDED PRACTICES OF IESNA. THE PHOTOMETRIC PLAN REPRESENTS ILLUMINATION LEVELS CALCULATED FROM LABORATORY DATA TAKEN UNDER CONTROLLED CONDITIONS UTILIZING CURRENT INDUSTRY STANDARD LAMP RATINGS IN ACCORDANCE WITH ILLUMINATING ENGINEERING SOCIETY (IES) APPROVED METHODS. LABORATORY TESTS ARE MADE UNDER OPTIMUM CONDITION, WITH LAMP OUTPUT AT RATED VALUE, AND IN ACCORDANCE WITH ILLUMINATING ENGINEERING SOCIETY APPROVED METHODS. ACTUAL ILLUMINANCE LEVELS MAY DIFFER DUE TO VARIABLE FIELD CONDITIONS SUCH AS (BUT NOT LIMITED TO): VARIANCE IN LAMP LUMEN OUTPUT; LAMP TILT FACTOR; BALLAST WATTAGE OUTPUT; LINE VOLTAGE AT BALLAST; REFLECTOR SPECULARITY; LAMP LUMEN DEPRECIATION; AND LUMINAIRE DIRT DEPRECIATION. THE 26'-0" MOUNTING HEIGHT IS THE ACTUAL ASSEMBLY (POLE, BASE, AND FIXTURE) AND MAY DIFFER FROM THE FROM THE LUMINAIRE'S LUMINOUS APERTURE. THIS PLAN IS FOR RELATIVE LAYOUT AND SCOPE OF WORK PURPOSES ONLY. REFER TO SITE PLAN PREPARED BY LOCAL CONSULTANT FOR RELATIONSHIP OF THESE LUMINAIRES AND THEIR LOCATIONS TO EXISTING STRUCTURES AND REFERENCE. MANUFACTURER SPECIFICATION SHEET FOR CANOPY FIXTURE MANUFACTURER SPECIFICATION SHEET FOR SITE FIXTURES EXISTING LIGHT POLE ASSEMBLY TO REMAIN EXISTING LIGHT POLE ASSEMBLY TO REMAIN EXISTING LIGHT POLE ASSEMBLY TO REMAIN May 8, 2019 To Ms. Patty Burnette City of Okeechobee 55 SE 3rd Avenue Okeechobee, FL 34974 863-763-3372 x9820 Project Murphy USA – Okeechobee, FL Project # 20190124.0 Re Drainage Analysis for Proposed Murphy USA Raze & Rebuild Dear Ms. Patty Burnette: Murphy Oil USA, Inc. is currently proposing to raze and rebuild the existing 4-pump and 112 SF kiosk gas station with a 6-pump and 1,400 SF building gas station / convenience store to be located at the same address, 2109 South Parrott Avenue Okeechobee, FL 34974. The purpose of this letter is to show that the proposed Murphy Development complies with Okeechobee Zoning Code. Per Section 90-285 (CHV Heavy Commercial District) the maximum site impervious area is 85% and the site impervious area cannot increase more than 10% from existing conditions. The existing and proposed impervious area of the Murphy development is as follows, see Sheet C-1 Site Plan for Impervious Area tables: Total Parcel Area = 23,827 SF (0.547 acres) Existing Impervious Area = 19,504 SF (0.447 acres, 81.86%) Proposed Impervious Area = 20,237 SF (0.465 acres, 84.93%) The proposed impervious is less than the maximum impervious ratio by 0.07% and the impervious area increased less than 10% with only a 3.07% increase. Therefore, the proposed Murphy Development complies with the requirements set forth in the Okeechobee Zoning Code and will have minimum impact to the runoff from the proposed improvements. Sincerely, John Nourzad, P.E. 210 GENERAL NOTES: $1TE DEVELOPMENT $OUTH A. CONTRACTOR SHALL BE RESPONSIBLE FOR RAZING AND REMOVAL OF THE EXISTING STRUCTURES, RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. B. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOLITION WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR GOVERNING SUCH OPERATIONS. C. THE GENERAL CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO DURING THE CONSTRUCTION PHASES OF THIS PROJECT. RUBBISH AND OTHER OPERATIONS. DISPOSAL FEDERAL REGULATIONS FOR AND SHALL TAKE ADJACENT PROPERTIES D. WARRANTY/DISCLAIMER: THE DESIGNS REPRESENTED IN THESE PLANS ARE IN ACCORDANCE WITH ESTABLISHED PRACTICES OF CIVIL ENGINEERING FOR THE DESIGN FUNCTIONS AND USES INTENDED BY THE OWNER AT THIS TIME. HOWEVER, NEITHER THE ENGINEER NOR ITS PERSONNEL CAN OR DO WARRANT THESE DESIGNS OR PLANS AS CONSTRUCTED EXCEPT IN THE SPECIFIC CASES WHERE THE ENGINEER INSPECTS AND CONTROLS THE PHYSICAL CONSTRUCTION ON A CONTEMPORARY BASIS AT THE SITE. E. SAFETY NOTICE TO CONTRACTOR: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. ANY CONSTRUCTION OBSERVATION BY THE ENGINEER OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES, IN, ON OR NEAR THE CONSTRUCTION SITE. F. ALL CONSTRUCTION WITHIN STATE HIGHWAY DEPARTMENT RIGHT—OF—WAY SHALL BE COORDINATED WITH THE HIGHWAY DEPARTMENT RESIDENT MAINTENANCE ENGINEER. G. ALL SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE SPECIFICATIONS OF THE RELEVANT UTILITY COMPANY OR REGULATORY AUTHORITY, AND THE SPECIFICATIONS FOR THE CONSTRUCTION OF THE EXISTING IMPROVEMENTS WHICH ARE BEING ALTERED OR REPLACED. CONTRACTOR SHALL CONTACT THE ENGINEER FOR SPECIFICATION SECTIONS FOR ITEMS SUCH AS LANDSCAPING AND IRRIGATION THAT ARE AFFECTED BY THE WORK BUT NOT COMPLETELY DETAILED OR SPECIFIED ON THESE PLANS. H. CONSTRUCTION AND INSTALLATION OF 1,400 S.F. KIOSK/C—STORE, ALL UTILITY ENTRANCES, (1)25,000 GAL—REGULAR, (1)8,000 GAL—PREMIUM, (1)10,000 GAL—DIESEL, AND (1)8,000 GAL—E-85 UNDERGROUND TANKS SHALL BE IN ACCORDANCE WITH ASSOCIATED PLANS. I. CONTRACTOR IS NOT TO START WORK UNTIL MURPHY OIL USA HAS RECEIVED WRITTEN AUTHORIZATION FROM WAL—MART AND WAL—MART STORE #814 MANAGER HAS BEEN CONSULTED FOR SCHEDULING AND COORDINATION. NOTES TO CONTRACTOR A. THE CONTRACTOR SHALL PROVIDE THE ENGINEER OF RECORD WITH THE DATE WHEN CONSTRUCTION IS TO BEGIN. B. THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION SURVEYING, STAKING, AND LAYOUT C. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING THE ENGINEER OF RECORD INFORMED OF ANY DEVIATIONS DURING CONSTRUCTION AND SHALL REPORT THEM IMMEDIATELY D. CONTRACTOR IS REQUIRED TO KEEP REDLINE AS—BUILTS AND TO PROVIDE THOSE TO MURPHY UPON COMPLETION. E. CONTRACTOR IS RESPONSIBLE FOR UNDERSTANDING THE AS—BUILT AND CERTIFICATE OF OCCUPANCY (C.0.) REQUIREMENTS FROM THE ISSUING AUTHORITY. F. IF AN AS—BUILT SURVEY IS REQUIRED BY THE ISSUING AUTHORITY, THE CONTRACTOR SHALL BE RESPONSIBLE OBTAINING THE AS—BUILT SURVEY, PREPARED BY A LICENSED SURVEYOR, AND SUBMITTING THE AS—BUILT SURVEY TO ISSUING AUTHORITY AND THE ENGINEER OF RECORD WETLANDS NOTE: ANY DEVELOPMENT, EXCAVATION, CONSTRUCTION, OR FILLING IN A U.S. ARMY CORPS OF ENGINEERS DESIGNATED WETLAND IS SUBJECT TO LOCAL, STATE AND FEDERAL APPROVALS. THE CONTRACTOR SHALL COMPLY WITH ALL PERMIT REQUIREMENTS AND/OR RESTRICTIONS AND ANY VIOLATION WILL BE SUBJECT TO FEDERAL PENALTY. THE CONTRACTOR SHALL HOLD THE OWNER/DEVELOPER, THE ENGINEER AND THE LOCAL GOVERNING AGENCIES HARMLESS AGAINST SUCH VIOLATION. FLOOD CERTIFICATION: MAJOR OF PROPERTY IS NOT LOCATED WITHIN ANY PRESENTLY ESTABLISHED 100—YEAR FLOOD PLAIN, BUT A SMALL PORTION OF SITE ABUTTING SOUTH PARROTT AVENUE IS LOCATED IN AREAS OF 1% ANNUAL CHANCE FLOOD WITH AVERAGE DEPTH LESS THAN ONE FOOT OR WITH DRAINAGE AREAS OF LESS THAN ONE SQUARE MILE, AS SHOWN BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP 12093C04800, DATED 07/16/2015 NOTICE TO BIDDERS: ALL QUESTIONS REGARDING THE PREPARATION OF THE GENERAL CONTRACTOR'S BID SHALL BE DIRECTED TO THE OWNER'S CONSTRUCTION DEPARTMENT AT (870) 866-7176 (GAVEN BALLINGER). SUBCONTRACTORS MUST DIRECT THEIR QUESTIONS THROUGH THE GENERAL CONTRACTOR. THE CONSULTING ARCHITECT AND/OR THE CONSULTING ENGINEER SHALL NOT BE CONTACTED DIRECTLY WITHOUT PRIOR AUTHORIZATION FROM THE OWNER/DEVELOPER. PHY 'goL,C"'H PAF9 JL PLAN$ F 9F 9017 AV $t1 ENGINEER (CIVIL) C-0 COVER SHEET C-0.1 COMPOSITE SITE PLAN C-1 SITE PLAN S-1 SURVEY C-3 GRADING PLAN C-3.1 STORM SEWER PLAN C-4 EROSION CONTROL PHASE 1 C-4.1 EROSION CONTROL PHASE 2 C-4.2 EROSION & SEDIMENT CONTROL DETAILS C-4.3 EROSION & SEDIMENT CONTROL DETAILS C-5 DEMOLITION PLAN C-6 UTILITY PLAN C-7 PAVING/JOINT LAYOUT PLAN C-8 TRUCK ROUTE PLAN C-9 DETAIL SHEET C-10 DETAIL SHEET C-11 DETAIL SHEET C-12 DETAIL SHEET C-13 DETAIL SHEET LP -1 LANDSCAPE PLAN IR -1 IRRIGATION PLAN L-1.0 PHOTOMETRIC PLAN Vicinity Map NOT TO SCALE PLAN INDEX: GALLOWAY (TANK/PIPING) COVER FS -1 FS -2 FS -3 F-1 F-1.1 F-2 F-3 F-4 F-5 F-6 F-7 F-8 FD -1 FE -1 FE -2 FE -3 FE -4 FE -5 FE -6 FL -1 FL -2 COVER SHEET SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS NOTES AND PARTS LIST E-85 PARTS LIST TANK INSTALLATION AND ANCHORING DETAILS TANK SUMP DETAILS TANK RISER, OBSERVATION WELL AND VENTING DETAILS PRODUCT PIPING PLAN NOV FIBERGLASS PIPING SOLUTION DISPENSER ISLAND DETAILS PARTIAL PAVING PLAN DISPENSER DETAILS CONDUIT PLAN PUMPS AND DISPENSER CONTROL WIRING DIAGRAM CANOPY WIRING LAYOUT VEEDER—ROOT DETAILS VEEDER—ROOT SET—UP AND PROGRAMMING TURBINE PUMP INSTALLATION REFERENCE SIGNAGE PLACEMENT DETAILS STANDARD LABELING DETAILS GreenbergFarrow CONTACT: KATHLEEN HERVOL 153 CORDAVILLE ROAD, SUITE 210 SOUTHBOROOUGH, MA 01772 (508) 229-0032 GREENBERGFARROW (BUILDING) CS1 Al A2 S1 El E2 E3 E4 E5 E6 E7 E8 E9 El 0 EL1 EL2 EL3 EL4 P1 P2 M1 M2 F1 F2 GC1 EPICENTER COVER SHEET ACCESSIBILITY STANDARDS NOTES & DETAILS EGRESS/ACCESSIBILITY FLOOR PLAN STRUCTURAL GENERAL NOTES EXTERIOR ELEVATIONS EXTERIOR ELEVATIONS FLOOR PLAN FLOOR FRAMING PLAN ROOF FRAMING PLAN SECTION SECTION SECTION INTERIOR ELEVATIONS FLOOR FINISH PLAN ELECTRICAL PLAN LIGHTING PLAN ELECTRICAL DETAILS ELECTRICAL PANEL SCHEDULE PLUMBING PLAN PLUMBING & WATER RISER MECHANICAL PLAN MECHANICAL ROOF PLAN FOUNDATION PLAN FOUNDATION DETAILS GC SCOPE OF WORK FLOOR PLAN RESOURCE LIST: o1 PLANNING AND ZONING CITY OF OKEECHOBEE 55 SE 3TH AVENUE OKEECHOBEE, FL 34974 CONTACT: PATTY BURNETTE PHONE: 863-763-3372 x9820 STORMWATER CITY OF OKEECHOBEE PUBLIC WORKS 500 NW 11TH AVENUE OKEECHOBEE, FL 34792 CONTACT: DAVID ALLEN PHONE: 863-763-9790 WATER AND SEWER OKEECHOBEE UTILITY AUTHORITY 100 SW 5TH AVENUE OKEECHOBEE, FL 34974 CONTACT: BEN LEIGHTON PHONE: 863-763-9460 TELEPHONE COMCAST SERVICE CENTER 107 NW 7TH AVENUE OKEECHOBEE, FL 34972 CONTACT: NOAH VOLAIN PHONE: 610-563-2501 LANDSCAPE GREENBERGFARROW 1430 WEST PEACHTREE STREET, NW SUITE 200 ATLANTA, GA 30309 CONTACT: ALEX MADDOX PHONE: (404) 210-7148 GREENBERGFARROW (CANOPY) CS1 COVER SHEET S1 STRUCTURAL GENERAL NOTES El FRAMING PLAN E2 ELEVATIONS E3 LIGHTING AND SOFFIT PLAN E4 SECTION E5 SECTION E6 SECTION F1 FOUNDATION PLAN 0tttlUrIIIN/ * No. 53398 \ �'_ 73 * gm= CO ;k/ S STATE OF ; #;?NtiNs• 4.4 omot•,...VV1 BUILDING CITY OF OKEECHOBEE BUILDING DEPARTMENT 55 SE 3TH AVENUE OKEECHOBEE, FL 34974 CONTACT: JEFFREY NEWELL PHONE: 772-349-0127 FIRE PREVENTION CITY OF OKEECHOBEE FIRE DEPARTMENT 55 SE 3TH AVENUE OKEECHOBEE, FL 34974 CONTACT: HERB SMITH PHONE: 863-763-3372 x9796 ELECTRIC FLORIDA POWER & LIGHT SERVICE PLANNING DEPARTMENT 825 NE 34TH AVENUE, OKEECHOBEE, FL 34972 CONTACT: DONNA PADGETT PHONE: 863-467-3708 MURPHY (OWNER) 200 PEACH ST. EL DORADO, AR 71730 CONTACT: JOHN GOETZ PHONE: 870-814-4106 GEOTECH UNITED CONSULTING 625 HOLCOMB BRIDGE ROAD NORCROSS, GA 30071 CONTACT: CHRIS L. ROBERDS PHONE: 770-209-0029 CIVIL ENGINEER GREENBERGFARROW 153 CORDAVILLE ROAD, SUITE 210 SOUTHBOROUGH, MA 01772 CONTACT: KATHLEEN HERVOL PHONE: 508-229-0032 EMAIL: khervol©greenbergfarrow.com BUILDING/CANOPY MANUFACTURER FREY—MOSS STRUCTURES 1801 ROCKDALE INDUSTRIAL BOULEVARD CONYERS, GA 30012 PHONE: (770) 483-7543 HEALTH DEPARTMENT FLORIDA DEPARTMENT OF AGRICULTURE & CONSUMER SERVICES (FDACS) DIVISION OF FOOD SAFETY 3125 CORNER BOULEVARD, SUITE H TALLAHASSEE, FL 32399 CONTACT: MELISSA DURKIN PHONE: 850-245-5520 BUILDING/CANOPY DESIGN GREENBERGFARROW 3 EXECUTIVE DRIVE, SUITE 150 SOMERSET, NJ 08873 CONTACT: CHRIS CERBO PHONE: (732) 537-0832 TANK AND PRODUCT PIPING GALLOWAY 6162 S. WILLOW DRIVE, SUITE 320 GREENWOOD VILLAGE, CO 80111 CONTACT: DAVE JONES PHONE: (303) 770-8884 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW /NFLOH/DA BASED ON A SURVEY BY: BECHTLER GREENFIELD SURVEYING, LLC. 1430 WEST PEACHTREE STREET NW ATLANTA, GA 30309 PHONE: (770) 422-8181 APRIL 16, 2019 REVISION DATE DESCRIPTION REV -0 05-03-19 WM SUBMITTAL JOB NO.: 20190124.0 DATE: 05-03-19 REV -0 SHEET NO. C-0 60' 90' 120' SCALE IN FEET 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW /IVFLOr9/DA EXISTING HEAVY DUlr PAVEMENT TO REMAIN FREESTANDIN SIG NOTES A. PROPOSED LOCATION IS AN Li OUT PARCEL CI EXISTING PARKING AREA CI GRASSY AREA CI FUTURE LEASE LOT REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL B. PARKING N A EXISTING NUMBER OF PARKING SPACES / RATIO ON WAL—MART PARCEL 0 TOTAL NUMBER OF SPACES TO BE REMOVED FROM WAL—MART PARCEL 0 TOTAL NUMBER OF POST GAS SPACES REMAINING ON WAL—MART PARCEL N/A WAL—MART BUILDING SQUARE FOOTAGE— (GROSS SQ—FT) C. TYPE OF STATION OPERATION: 1,400 C—STORE — KIOSK 6 MPD 46'X'123' CANOPY SIZE MPD CANOPY SIZE D. PROPOSED SQUARE FOOTAGE OF OUT PARCEL AREA: 23,837 S F. 0.547 PERCENTAGE OF OUTLOT USED: E. ZONING REQUIREMENTS: CHV CHV NO F. PROPOSED UTILITY NO ACREAGE CCS Lin =is 03 is1D 433 03 EXISTING ZONING ZONING REQUIREMENTS FOR STATION PROPOSED ZONING CHANGES RE—PLAT EASEMENTS: ANSWER "YES" OR "NO" AND PARTIES INVOLVED: WATER N/A N/A N/A SEWER N/A N/A N/A PUBLIC WITH PRIVATE WITH WAL—MART PRIVATE WITH 3rd PARTY PUBLIC WITH PRIVATE WITH WAL—MART PRIVATE WITH 3rd PARTY UNDERGROUND ELECTRIC N/A N/A PUBLIC WITH PRIVATE WITH WAL—MART PRIVATE WITH 3rd PARTY UNDERGROUND TELEPHONE N/A N/A PUBLIC WITH PRIVATE WITH WAL—MART PRIVATE WITH 3rd PARTY N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A G. OTHER NOTES: 1. HEAVY DUTY PAVING HAS BEEN PROVIDED. 2. TRUCK ROUTE WAS DETERMINED USING AUTO—TURN WITH A WB -50 AS ITS VEHICLE. 3. BASED ON BOUNDARY AND TOPOGRAPHIC SURVEY PREPARED BY BECHTLER GREENFIELD SURVEYING, LLC. ON APRIL 16, 2019. >:= coNc 5/8" RBF W/CAP STAMPED "LS 5001" 10' UTILITY 4 1/ EASEMENT NO. 2 PER EXCEPTION NO. 15 O 0 0 ALUMINUM DISK W/CAP STAMPED "ECD 5179" w S TOP SIGN +22.47 BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) CO2 TANK NOW OR FORMERLY OKEE HOLDINGS, LLC O.R.B. 776, PG. 1057 PIN: 3-28-37-35-0050-00510-002A ZONED: EXISTING ONE STORY STUCCO SIDING BUILDLING EM t!i EM(5) STOP SIGN MAG NAIL FOUND W/WASHER STAMPED "ECD 5179" +22.13 RECIPROCAL ACCESS EASEMENT PER EXCEPTION NO. 14 +22.45 STOP SIGN BENCHMARK SET 22 "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) 22.39 24.0'- OVERHEAD CANOPY 20' 0' _ T111 20' 40' SCALE - 1" = 20' JUNCTION BOX TOP 21.11 INV. IN (SW) 17.26 INV. IN (NE) 14.91 INV. OUT (SE) 14.26 7, \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ALUMINUM DISK W/CAP STAMPED "ECD 5179" .22.38 EDGE OF BAGGED ICE CONCRETE MERCHANDISER EXISTING ONE STORY BRICK SIDING BUILDING F.F.E. 22.86' +22.29 FUEL PUMPS (TYPICAL) +22.73 / / / \ \ \ / RECIPROCAL ACCESS EASEMENT PER EXCEPTION NO. 14 (22.540 O STORAGE BUILDING 45.36' 22.41 UNDERGROUND FUEL TANKS O O 0. 0 •22.76 /22.66 0 0 • 2286 •• • • •O 0 • +22.13 2 (<iij'EM SCO(4)'� . 22.647 22.60 - ,22.21 COMBINATION INLET TOP (GRATE) 21.44 22.29 INV. OUT 17.89 SSMH / TOP 22.14 INV.(N) 18.09 / IN'k OUT (SW) 17.89 / DRAINAGE / EASEMENT PER / EXCEPTIO NO. 13 / AND N 15 / / +22.77 AIR/VAC 22.62 `SNACK, BEVERAGE AND AUTO CARE MERCHANDISERS +22.12 STOP SIGN +22.57 "22.49 UNDERGROUND FUEL TANKS 0 +21.85 TRACT AREA 23,837.27 S.F. 0.5472 ACRES CATCH BASIN TOP (GRATE) 18.90 INV. IN (N) 12.80 INV. OUT (S) 12.65 KI M COMBINATION. INLET TOP (GRATE) 21.71 INV. OUT 18.16 "GLACIER.' BOTTLED / WATER DISPENSARY +22.19 MAG, NAIL FOUND W/WASHER STAMPED "ECD/5179" / 10' UTILITY EASEMENT NO. 1 PER EXCEPTION NO. 15 / 22.21/ 22.35/ sco p EDGE OF CONCRETE 22.24 +22.12 +22.31 JUNCTION BOX TOP 19.20 INV. IN (N) 12.90 INV. OUT (S) 12.85 P.O.B. 1/2" RBS STOP/RIGHT TURN ONLY SIGN CATCH BASIN TOP (GRATE) 19.11 INV. IN (N) 18.15 INV. IN (E) 14.96 INV. OUT(S) 14.86 SSMH TOP 21.99 INV. INANE) 16.24 / INV. OUT (SW) 16.097 is \// C•21 M 8S 9'59'12" W 110.97' -44,44 SANIT "Y SE EASE APPROX. LOCATION EXCEPTION -_NO. OF WATER EASEMENT PER EXCEPTION NO. 12 SSMH TOP 22.17 INV. IN (NE) 15.42 INV. IN (NW) 13.97 INV. OUT (SW) 13.27 /\ 5/8" W/CAP STA "LB 696" ALUMINUM DISK \ W/CAP STAMPED "LB 696" /\ S 89'59'12" W, 2.04' FROM .PROPERTY \/ ✓\ CORNER \r 4,;, /\ \, Gr TC \/ tr i \ CATCH BASIN TOP (GRATE) 18.92 INV. IN (N) 18.15 UNABLE TO ACCESS INV. OUT (5) _ _ _ _S 89'30'05" W 359.34' THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28-37-35 SANITARY SEWER EASEMENT PER EXCEPTION NO. 12 P.O.C. THE EAST 1/4 SECTION CORNER OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA \/ \ DRAINAGE EASEMENT PER EXCEPTION NO. 15 NOW OR FORMERLY WAL-MART STORES EAST, LP O.R.B. 668, PG. 1047 PIN: 2 -27 -37 -35 -0A00 -00012-A000 ZONED: ,/.., / GRATE INLET TOP 20.53 INV. IN (NE) 14.13 INV. IN (NW) 13.98 INV. OUT (SW) 13.93 / / / / / LICE TABLE LINE ..8.1' v 160 } L1 45.37'__.4 r. �..,_.. +22.13 2 (<iij'EM SCO(4)'� . 22.647 22.60 - ,22.21 COMBINATION INLET TOP (GRATE) 21.44 22.29 INV. OUT 17.89 SSMH / TOP 22.14 INV.(N) 18.09 / IN'k OUT (SW) 17.89 / DRAINAGE / EASEMENT PER / EXCEPTIO NO. 13 / AND N 15 / / +22.77 AIR/VAC 22.62 `SNACK, BEVERAGE AND AUTO CARE MERCHANDISERS +22.12 STOP SIGN +22.57 "22.49 UNDERGROUND FUEL TANKS 0 +21.85 TRACT AREA 23,837.27 S.F. 0.5472 ACRES CATCH BASIN TOP (GRATE) 18.90 INV. IN (N) 12.80 INV. OUT (S) 12.65 KI M COMBINATION. INLET TOP (GRATE) 21.71 INV. OUT 18.16 "GLACIER.' BOTTLED / WATER DISPENSARY +22.19 MAG, NAIL FOUND W/WASHER STAMPED "ECD/5179" / 10' UTILITY EASEMENT NO. 1 PER EXCEPTION NO. 15 / 22.21/ 22.35/ sco p EDGE OF CONCRETE 22.24 +22.12 +22.31 JUNCTION BOX TOP 19.20 INV. IN (N) 12.90 INV. OUT (S) 12.85 P.O.B. 1/2" RBS STOP/RIGHT TURN ONLY SIGN CATCH BASIN TOP (GRATE) 19.11 INV. IN (N) 18.15 INV. IN (E) 14.96 INV. OUT(S) 14.86 SSMH TOP 21.99 INV. INANE) 16.24 / INV. OUT (SW) 16.097 is \// C•21 M 8S 9'59'12" W 110.97' -44,44 SANIT "Y SE EASE APPROX. LOCATION EXCEPTION -_NO. OF WATER EASEMENT PER EXCEPTION NO. 12 SSMH TOP 22.17 INV. IN (NE) 15.42 INV. IN (NW) 13.97 INV. OUT (SW) 13.27 /\ 5/8" W/CAP STA "LB 696" ALUMINUM DISK \ W/CAP STAMPED "LB 696" /\ S 89'59'12" W, 2.04' FROM .PROPERTY \/ ✓\ CORNER \r 4,;, /\ \, Gr TC \/ tr i \ CATCH BASIN TOP (GRATE) 18.92 INV. IN (N) 18.15 UNABLE TO ACCESS INV. OUT (5) _ _ _ _S 89'30'05" W 359.34' THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28-37-35 SANITARY SEWER EASEMENT PER EXCEPTION NO. 12 P.O.C. THE EAST 1/4 SECTION CORNER OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA \/ \ DRAINAGE EASEMENT PER EXCEPTION NO. 15 NOW OR FORMERLY WAL-MART STORES EAST, LP O.R.B. 668, PG. 1047 PIN: 2 -27 -37 -35 -0A00 -00012-A000 ZONED: ,/.., / GRATE INLET TOP 20.53 INV. IN (NE) 14.13 INV. IN (NW) 13.98 INV. OUT (SW) 13.93 / / / / / LICE TABLE LINE BEARING DISTANCE L1 N 89'49'37" E 15.00' L2 S 00'00'00" E 5.84' LEGEND 11011111/0 OM, MOW 1111•11•11111111 --OHU OHU- FOT FOT�-- O SCO ' 0 C x 95o,(; (N 47'13'27"E) CURVE TABLE CURVE RADIUS ARC LENGTH CHORD BEARING CHORD LENGTH C1 25.00' 21.75' S 65'48'51" E 21.07' C2 285.27' 107.03' S 30'31'30" W 106.40' C3 375.00' 134.32' N 51'32'06" E 133.60' TITLE EXCEPTIONS !EI EM 0 cSo foo THIS SURVEY WAS PERFORMED WITH THE BENEFIT OF FIRST AMERICAN TITLE INSURANCE COMPANY COMMITMENT FOR TITLE INSURANCE NUMBER NCS -945321 -CHAR DATED DECEMBER 28, 2018 AT 8:00 A.M. SURVEYORS COMMENTS ARE WITH RESPECT TO THAT PARCEL CONVEYED TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, BY VIRTUE OF A SPECIAL WARRANTY DEED RECORDED IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. SURVEY RELATED SCHEDULE B - SECTION 2 EXCEPTIONS 10. THE TERMS, PROVISIONS, AND CONDITIONS CONTAINED IN THAT CERTAIN ORDINANCE NO. 96-R-52 BY THE BOARD OF COUNTY COMMISSIONERS OF OKEECHOBEE COUNTY, FLORIDA, RECORDED IN OFFICIAL RECORDS BOOK 381, PAGE 896. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 11. GRANT OF NON-EXCLUSIVE EASEMENT FOR EMERGENCY ACCESS, GRANTED FROM WAL-MART STORES EAST, INC. TO ETTA MERLE HENDRY, AS TRUSTEE OF THE ETTA MERLE HENDRY REVOCABLE TRUST AGREEMENT DATED DECEMBER 5, 1994 AND WILLIAM LESLIE HENDRY, RECORDED IN OFFICIAL RECORDS BOOK 403, PAGE 425. DOES NOT AFFECT THE SUBJECT PROPERTY. 12. TERMS AND CONDITIONS OF THE UTILITIES EASEMENT AGREEMENT BETWEEN WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION AND OKEECHOBEE UTILITY AUTHORITY RECORDED IN OFFICIAL RECORDS BOOK 420, PAGE 507. AFFECTS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 13. UTILITY EASEMENT, GRANTED FROM WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 410. BENEFITS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 14. TERMS AND CONDITIONS OF THE RECIPROCAL ACCESS EASEMENT AGREEMENT BETWEEN WAL-MART STORES, INC., A DELAWARE CORPORATION AND WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION AND S -SI OKEECHOBEE, L.P. A TEXAS LIMITED PARTNERSHIP RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 1376. AFFECTS AND BENEFITS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 15. DRAINAGE & UTILITY EASEMENT, GRANTED FROM WAL-MART STORES, INC., A DELAWARE CORPORATION TO S -SI OKEECHOBEE, L.P. A TEXAS LIMITED PARTNERSHIP, RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 1390. AFFECTS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 16. EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND, GRANTED FROM WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION, FORMERLY A DELAWARE CORPORATION TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, RECORDED IN OFFICIAL RECORDS BOOK 633, PAGE 364; AS AFFECTED BY AMENDED AND RESTATED EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND RECORDED IN OFFICIAL RECORDS BOOK 687, PAGE 709. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 17. THE TERMS, PROVISIONS, AND CONDITIONS CONTAINED IN THAT CERTAIN DECLARATION OF ENVIRONMENTAL RELEASE, RECORDED IN OFFICIAL RECORDS BOOK 633, PAGE 385. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 18. ANY CLAIM THAT THE TITLE IS SUBJECT TO A TRUST OR LIEN CREATED UNDER THE PERISHABLE AGRICULTURAL COMMODITIES ACT (7 U.S.C. §§499A, ET SEQ.) AND/OR THE PACKERS AND STOCKYARDS ACT (7 U.S.C. 0181 ET SEQ.) OR UNDER SIMILAR STATE LAWS. NO DOCUMENTS WERE PROVIDED TO THE SURVEYOR. EXISTING BUILDING LAND LOT LINE (LLL) PROPERTY LINE UTILITY POLE (UP), OVERHEAD LINES & GUY FIBER OPTIC CABLE TREE LINE SANITARY SEWER MANHOLE SANITARY CLEAN-OUT (SCO) SANITARY SEWER STUB OUT TELEPHONE MANHOLE/PEDESTAL STORM DRAIN PIPE WITH HEADWALL DOUBLE -WING CATCH BASIN SINGLE -WING CATCH BASIN JUNCTION BOX (JB) DROP OR CURB INLET (DI OR CI) FENCE DRAINAGE DITCH OR SWALE EXISTING 10 FOOT CONTOUR EXISTING 2 FOOT CONTOUR EXISTING GRADE SPOT ELEVATION DIRECTION OF SURFACE FLOW RECORDED DATA PARKING SPACE COUNT LIGHT POLE (LP) ELECTRICAL TRANSFORMER BOX ELECTRICAL METER ELECTRICAL STUB OUT UNKNOWN UTILITY STUB OUT WATER STUB OUT WV N cv pa WM ❑ GM 0 Oki PIv IM91 roa 'cv R/W RBF OTF CTF CMF BDF AXF RBS CMP RCP HDPE DIP PVC FIRE HYDRANT WATER VALVE GAS VALVE WATER METER GAS METER MONITORING WELL POST INDICATOR VALVE MAILBOX STREET SIGN TRAFFIC SIGNAL POLE TRAFFIC SIGNAL BOX BACKFLOW PREVENTER FIRE DEPT. CONNECTION FIBER OPTIC BOX IRRIGATION CONTROL VALVE DRAINAGE MANHOLE RIGHT-OF-WAY REBAR PIN FOUND OPEN TOP PIPE FOUND CRIMP TOP PIPE FOUND CONCRETE MONUMENT FOUND BRASS DISK FOUND AXLE FOUND REBAR PIN SET CORRUGATED METAL PIPE REINFORCED CONC. PIPE HIGH-DENSITY POLYETHYLENE PIPE DUCTILE IRON PIPE POLYVINYL CHLORIDE PIPE EXHIBIT "A" LEGAL DESCRIPTION TRACT 1 ALL THAT CERTAIN PIECE, PARCEL OR TRACT OF LAND SITUATE LYING AND BEING IN SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST OF TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA, ALL OF WHICH IS MORE PARTICULARLY BOUNDED AND DESCRIBED AS FOLLOWS, TO -WIT: COMMENCING FOR REFERENCE AT A FOUND 5/8" IRON ROD WITH CAP (STAMPED PLS 3372), SAID POINT OF COMMENCEMENT BEING THE EAST 1/4 SECTION CORNER OF SAID SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST; THENCE, BEARING SOUTH EIGHTY-NINE DEGREES THIRTY MINUTES ZERO -FIVE SECONDS WEST (S 89' 30' 05" W) ALONG THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, A DISTANCE OF THREE HUNDRED FIFTY-NINE AND THIRTY-FOUR HUNDREDTHS FEET (359.34') TO THE EASTERLY RIGHT-OF-WAY LINE OF U.S. 441 (100' RIGHT OF WAY); THENCE, BEARING NORTH ZERO DEGREES TEN MINUTES TWENTY-THREE SECONDS WEST (N 0'10' 23" W) ALONG SAID EASTERLY RIGHT-OF-WAY LINE, A DISTANCE OF THREE HUNDRED TWENTY AND FIFTY-SIX HUNDREDTHS FEET (320.56') TO A POINT; THENCE, LEAVING SAID RIGHT-OF-WAY LINE BEARING NORTH EIGHTY-NINE DEGREES FORTY-NINE MINUTES THIRTY- SEVEN SECONDS EAST (N 89' 49' 37" E) A DISTANCE OF FIFTEEN AND ZERO HUNDREDTHS FEET (15.00') TO A POINT ON THE PROPOSED RIGHT OF WAY LINE OF U.S. 441 AND THE POINT AND PLACE OF BEGINNING OF THE HEREIN DESCRIBED PARCEL; THENCE, BEARING NORTH ZERO DEGREES TEN MINUTES TWENTY-THREE SECONDS WEST (N 0'10' 23" W) ALONG SAID PROPOSED RIGHT OF WAY LINE A DISTANCE OF ONE HUNDRED EIGHTY-ONE AND FIFTY-SIX HUNDREDTHS FEET (181.56') TO A POINT; THENCE, LEAVING SAID PROPOSED RIGHT-OF-WAY LINE, BEARING NORTH EIGHTY- NINE DEGREES FIFTEEN MINUTES FORTY-SEVEN SECONDS EAST (N 89' 15' 47" E) A DISTANCE OF EIGHTY AND SEVENTEEN HUNDREDTHS FEET (80.17') TO THE BEGINNING OF A CURVE; THENCE, ALONG SAID CURVE TO THE RIGHT, HAVING A RADIUS OF TWENTY-FIVE AND ZERO HUNDREDTHS FEET (25.00') A CENTRAL ANGLE OF FORTY-NINE DEGREES FIFTY MINUTES FORTY-FOUR SECONDS (49' 50' 44") AN ARC LENGTH OF TWENTY- ONE AND SEVENTY-FIVE HUNDREDTHS FEET (21.75') CHORD BEARING OF SOUTH SIXTY-FIVE DEGREES FORTY-EIGHT MINUTES FIFTY-ONE SECONDS EAST (S 65' 48' 51" E) A CHORD DISTANCE OF TWENTY-ONE AND ZERO -SEVEN HUNDREDTHS FEET (21.07') TO A POINT; THENCE, BEARING SOUTH FORTY DEGREES FIFTY-THREE MINUTES TWENTY-NINE SECONDS EAST (S 40' 53' 29" E) A DISTANCE OF ONE HUNDRED -ONE AND TEN HUNDREDTHS FEET (101.10') TO A POINT ON A NON-TANGENTIAL CURVE; THENCE, ALONG SAID CURVE TO THE LEFT, HAVING A RADIUS OF TWO HUNDRED EIGHTY-FIVE AND TWENTY-SEVEN HUNDREDTHS FEET (285.27') A CENTRAL ANGLE OF TWENTY-ONE DEGREES TWENTY-NINE MINUTES FIFTY-ONE SECONDS (21' 29' 51") AN ARC LENGTH OF ONE HUNDRED -SEVEN AND ZERO -THREE HUNDREDTHS FEET (107.03') CHORD BEARING OF SOUTH THIRTY DEGREES THIRTY-ONE MINUTES THIRTY SECONDS WEST (S 30' 31' 30" W) A CHORD DISTANCE OF ONE HUNDRED SIX AND FORTY-ONE HUNDREDTHS FEET (106.41') TO A POINT OF NON- TANGENCY; THENCE, BEARING SOUTH ZERO DEGREES ZERO MINUTES ZERO SECONDS (S 00' 00' 00" E) A DISTANCE OF FIVE AND EIGHTY-FOUR HUNDREDTHS FEET (5.84') TO A POINT; THENCE, BEARING SOUTH EIGHTY-NINE DEGREES FIFTY-NINE MINUTES TWELVE SECONDS (S 89' 59' 12" W) A DISTANCE OF ONE HUNDRED TEN AND NINETY-SEVEN HUNDREDTHS FEET (110.97') TO THE POINT AND PLACE OF BEGINNING; TRACT 2 TOGETHER WITH A DRAINAGE EASEMENT AND UTILITY EASEMENT AS SET FORTH IN INSTRUMENT RECORDED IN 448, PAGE 1390. TRACT 3 TOGETHER WITH A UTILITY EASEMENT FOR THE PURPOSES OF INSTALLING, OPERATING AND MAINTAINING WATER TRANSMISSION AND DISTRIBUTION AS SET FORTH IN O.R.B. 420, PAGE 507. TRACT 4 TOGETHER WITH A SANITARY SEWER EASEMENT AS SET FORTH IN O.R.B. 448, PAGE 410. TRACT 5 TOGETHER WITH THOSE RECIPROCAL EASEMENTS FOR SHARED ACCESS AS SET FORTH IN O.R.B. 448, PAGE 1376. TRACT 6 ALL EASEMENTS APPURTENANT TO THE PROPERTY AS SET FORTH IN THAT CERTAIN EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND (ECR) RECORDED ON JUNE 19, 2007, IN OFFICIAL RECORDS BOOK 00633, PAGE 0364, OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. SW 21ST ST. SW 22ND ST. 23R0 ST. 25TH LN. SW 2ND AVE. 15 SITE SE 28TH ST. N.T.S. LOCATION MAP GENERAL NOTES 1. SURVEY PROCEDURES: THIS SURVEY IS BASED ON MEASUREMENTS OBTAINED USING AN INSTRUMENT CAPABLE OF READING ANGULAR MEASUREMENTS DIRECTLY TO A MINIMUM OF 5 SECONDS OF ARC AND LINEAR DIMENSIONS DIRECTLY TO 0.01 FEET. 2. THE FIELD DATA UPON WHICH THIS PLAT IS BASED HAS A CLOSURE PRECISION OF ONE FOOT IN 97,869 FEET, AND AN ANGULAR ERROR OF 2.75 SECONDS PER ANGLE POINT AND WAS ADJUSTED BY COMPASS RULE METHOD. 3. THIS PLAT HAS BEEN CALCULATED FOR CLOSURE AND IS FOUND TO BE ACCURATE WITHIN ONE FOOT IN 61,414 FEET. 4. TITLE TO THE SURVEYED PROPERTY IS CURRENTLY VESTED IN MURPHY OIL USA, INC., A DELAWARE CORPORATION, BY VIRTUE OF A SPECIAL WARRANTY DEED RECORDED IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. 5. I HAVE EXAMINED FEMA FLOOD INSURANCE RATE MAP NO. 12093C0480C DATED JULY 16, 2015 AND HAVE DETERMINED BASED SOLELY BY GRAPHICALLY SCALING THE LOCATION ON THE MAP THAT THIS PROPERTY IS SHOWN NOT TO BE LOCATED WITHIN THE LIMITS OF A DESIGNATED FLOOD HAZARD AREA. 6. THE BASIS OF BEARING USED FOR THIS SURVEY IS THE EASTERLY RIGHT-OF-WAY OF S. PARROTT AVENUE AS REFERENCED IN THE EXHIBIT "A" LEGAL DESCRIPTION AS SHOWN IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. ELEVATIONS SHOWN ON THIS SURVEY ARE BASED ON GPS OBSERVATIONS (NAVD 88). 7. THE SURVEYED PROPERTY IS ZONED HC (HEAVY COMMERCIAL DISTRICT) ACCORDING TO THE CITY OF OKEECHOBEE, FLORIDA PLANNING & ZONING DEPARTMENT AND IS SUBJECT TO THE REQUIREMENTS AND RESTRICTIONS OF THIS ZONING CLASSIFICATION. THE SETBACK REQUIREMENTS FOR THIS ZONING CLASSIFICATION ARE: FRONT SIDE REAR MAXIMUM BUILDING HEIGHT MAXIMUM BUILDING COVERAGE MAXIMUM IMPERVIOUS SURFACE 20 FT. 8 FT. 10 FT. N/A 50% 85% 8. THE TAX PARCEL ID FOR THE SUBJECT PROPERTY IS 3-28-37-35-0050-00510-0050. 9. UTILITY INFORMATION SHOWN ON THIS SURVEY IS BASED ON ABOVE GROUND EVIDENCE OBSERVED AT THE TIME OF FIELD SURVEY. NO CERTIFICATION, GUARANTEE, OR WARRANTY OF ANY KIND IS MADE AS TO THE ACCURACY OR THOROUGHNESS OF THE INFORMATION CONCERNING UTILITIES SHOWN OR NOT SHOWN ON THIS SURVEY. 10. ALL DISTANCES SHOWN ON THIS SURVEY ARE GROUND DISTANCES. 11. THE CONTOUR INTERVAL IS 1.0 FEET. 12. THERE WAS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING WORK, BUILDING CONSTRUCTION OR BUILDING ADDITIONS AT THE TIME OF THIS SURVEY. 13. THERE ARE NO KNOWN PROPOSED CHANGES IN STREET RIGHT OF WAY LINES AT THE TIME OF THIS SURVEY. 14. THERE WAS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS AT THE TIME OF THIS SURVEY. 15. THERE WAS NO OBSERVED EVIDENCE OF SITE USE A S A:'SOLID WASTE DUMP, SUMP OR SANITARY LANDFILL AT THE TIME OF THIS SURVEY. 16. THERE WERE NO KNOWN WETLAND AREAS (AS DELINEATED BY APPROPRIATE AUTHORITIES) LOCATED ON THE SURVEYED PROPERTY AT THE TIME OF THIS SURVEY. 17. THE PROPERTY LINES SHOWN ALONG S. PARROTT AVENUE IS CONTIGUOUS WITH THE RIGHT-OF-WAY. 18. ALL REBARS SHOWN AS SET BEAR A CAP READING "REA-6429". 19. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 20. FLORIDA CERTIFICATE OF AUTHORIZATION NUMBER LB 7621. 21. I HEREBY CERTIFY THAT BEING A LICENSED SURVEYOR AND MAPPER IN THE STATE OF FLORIDA, THAT THE SURVEY SHOWN, TO THE BEST OF MY KNOWLEDGE, MEETS THE REQUIREMENTS OF THE STANDARDS OF PRACTICE OF THE STATE OF FLORIDA (CHAPTER 5J17 -G) FLORIDA ADMINISTRATIVE CODE, PURSUANT TO CHAPTER 472 AND CHAPTER 161 OF THE FLORIDA STATUTES EXCEPT AS NOTED. 22. BOUNDARY LINES SHOWN HEREON ARE BASED ON THE EXHIBIT "A" LEGAL DESCRIPTION BEARINGS AND DISTANCES PER GENERAL NOTE NO. 6 AND ARE IN ACCORDANCE WITH THE PLAT. ALL DISTANCES ARE GROUND DISTANCES. CERTIFICATION TO: MURPHY OIL USA, INC. AND FIRST AMERICAN TITLE INSURANCE COMPANY; THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IS IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/NSPS LAND TITLE SURVEYS", JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 2, 3, 4, 5, 6(A), 7(A)(B)(1), 8, 9, 11, 13, 14, 16, 17, 18, 19, 20, AND 21 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED ON APRIL 3, 2019. DATE OF PLAT OR MAP: APRIL 16, 2019 RODNEY E. ABN R. ' DATE FLORIDA MAPP AND SURVEYOR NO. 4. go- f_ Suite 225 11 CLI Q IL 0 m m W Lu U U o U W ti D Z d- W�- vI g C/) w C) `u Tf-�' al a T = sO W - N CC W N cC O1.;:tt C.) CL O ./ W ' • �/ 4::::) 4::;:) 11.1 a0 OZ �1- E- N W ALTA/NSP PROJECT NO. 19-117-0 DRAWING FILE: 19-117-0 SURVEY.DWG SHEET NO. smmil 1 OF 1 BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) NOW OR FORMERLY .B t AREA 23,827.27± SQ. FT. 0.547± ACRES BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) NO GAP BETWEEN;':`` DUMPSTER WALL:! AND CURB. 4 NINO MEM ems essmiemmsms. ems ems ,mmossommsomemmims E N ni UNE ,.l.. HE ,OR' E. AS 1/4 DE SECTION BUILDING SETBACKS: BUILDING SETBACK SHOWN ON PLAN ZONING: CHV (HEAVY COMMERCIAL DISTRICT) WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTIVITIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT AU. TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHAM THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE -ROWING OF TRAFFIC IS TO BE ACCOMPUSHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTMTIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL. 6. UTILITY WORK DONE ON WAL-MART PARCEL WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTILIZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UT1U11ES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. 0 SITE NOTES 2F DRILL (2) 3/4" DIA. X 4" DEEP HOLES, ONE FOR EACH FOR OPEN POSITION & CLOSED POSI(ION OF GATES. TO BE USED ON BOTH SIDES OF GATE. SEE DUMPSTER DETAIL. 8B OVERHEAD CANOPY - (TYP.-PER CANOPY PLANS) 12A 4" TRAFFIC YELLOW LANE STRIPE (SEE LENGTH INDICATED AT SYMBOL). 12D 4" WIDE PAINTED STRIPES. 2.0' 0.C. 0 45' (SEE SIZE COLOR INDICATED AT SYMBOL). 12H 4" DOUBLE TRAFFIC YELLOW LANE STRIPE (SEE LENGTH INDICATED AT SYMBOL). 12M CONTRACTOR TO ENSURE THAT ANY LIGHT POLES ARE AT LEAST 2' FROM BACK OF CURB TO PREVENT VEHICLES FROM STRIKING THESE ITEMS. 14J GC TO INSTALL (1) 4" PVC SLEEVE FOR IRRIGATION UNE. SEE UTILITY PLAN FOR INSTALLATION REQUIREMENTS. 14K GC TO INSTALL (2) 4" PVC SLEEVES FOR FUTURE USE. SEE UTILITY PLAN FOR INSTALLATION REQUIREMENTS. 16A MURPHY OIL PYLON SIGN. PER APPROVED ELEVATION. 21A TAPER CURB TO MATCH EXISTING CURB 21D EDGE OF CONCRETE SLAB. PER TANK/PIPING PLANS. 21E UNDERGROUND STORAGE TANKS (1) 25,000 GAL -REGULAR, (1) 8,000 GAL -PREMIUM, (1) 10,000 GAL -DIESEL (1) 8,000 GAL -E-0. 21G AIR VACUUM UNIT WITH 4' x 7' CONCRETE SLAB 21K MURPHY USA ID SIGN. PER APPROVED ELEVATION. 21L PRICE SIGN PER APPROVED ELEVATION 21P 5' X 10' CONCRETE PAD FOR PROPANE TANKS. 21T EXISTING MAILBOX LOCATION TO REMAIN. 21U 5' X 7' CONCRETE SLAB FOR ICE UNIT. SEE NUMBER INDICATED AT SYMBOL. 21V CONCRETE PAD FOR VENT RISERS. PER TANK & PIPING PLANS. 51B UMITS OF SAWCUT AND PAVEMENT REMOVAL. C SITE DETAILS - SEE DETAIL SHEETS 1B 2E 2F 5A 5B 5G 9S 9U 10A 10B 12G 13A TYPE "B" CONCRETE CURB & GUTTER. DUMPSTER ENCLOSURE CONSTRUCTION SAFETY FENCE GUARD POST (SINGLE) TRAFFIC SIGN IN BOLLARD U -BUMPER ACCESSIBLE / VAN ACCESSIBLE PARKING SIGN (TYP.) ACCESSIBLE PARKING SYMBOL (SEE PAINT COLOR INDICATED AT SYMBOL) TRAFFIC FLOW ARROW (TYP.) STOP BAR (TYP.) "STOP" SIGN SITE UGHT POLE. SEE PHOTOMETRIC PLANS FOR POLE BASE DETAIL, FIXTURE TYPE, AND MOUNTING DETAILS. 18G CONSTRUCTION SITE CAMERA. FINAL LOCATION TO BE DETERMINED BY MURPHY PROJECT MANAGER. PARKING INFORMATION: MURPHY OIL DESCRIPTION BUILDING AREA (S.F) REQUIRED: RATIO SPACES 81.86 MURPHY OIL 1,400 /1000 S.F. REGULAR ACCESSIBLE VAN ACCESSIBLE TOTAL 3.33 4 1 5 STALL DIMENSIONS: PROVIDED: 90': 9' x 20' RATIO SPACES /1000 S.F. REGULAR ACCESSIBLE VAN ACCESSIBLE TOTAL 3.57 4 1 5 I400SF-6(S)-2015v4 a , CONTRACTOR SHALL BE RESPONSIBLE FOR AND HIRE A FLORIDA REGISTERED LAND SURVEYOR TO ESTABLISH PROPERTY CORNERS, BUILDING CORNERS, CANOPY, ETC. AS REQUIRED FOR CONSTRUCTION LAYOUT. LEGEND EXISTING SCO ;RE IIWE SNOUT-- VNG CATCH ElA131N (Y;7) EXISING EOM CONTOUR .E SPOT ETEVATICTN PR- CORDED DATA ACCESS :EASEMENT PROPOSED 0111111=111•10 ONO 111111111111, 011111111111111111111111 CF +Y FIRE HYDRANT WATER VALVE WATER METER 1 co ERICA .t: z f r Aj;y a T. I S',#,,119. %,�,w% Nom,,,': CMF 0:30 000.. i. PVC ELECTRIC. METER OF -WAY SMONUMENT FOUND (f) SET PROPERTY UNE CONCRETE CURB AND GUTTER CONSTRUCTION FENCE (SEE CML DETAILS) GENERAL SITE NOTES A. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. B. ALL CURB RETURN RADII SHALL BE 5', AS SHOWN TYPICAL ON THIS PLAN, UNLESS OTHERWISE NOTED. C. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON: ALL CURB AND GUTTER ADJACENT TO CONCRETE PAVING SHALL BE INSTALLED PER DETAIL 1 B. PAVEMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE PAVING PLAN OVER THE ENTIRE PARKING LOT AREA AND ALL APPROACH DRIVES. SEE ASSOCIATED PLANS FOR CANOPY, COLUMN, PUMP ISLAND DETAILS AND LAYOUT. D. CONTRACTOR SHALL BEGIN CONSTRUCTION OF ANY LIGHT POLE BASES FOR RELOCATED LIGHT FIXTURES AND RELOCATION OF ELECTRICAL SYSTEM AS SOON AS DEMOLITION BEGINS. CONTRACTOR SHALL BE AWARE THAT INTERRUPTION OF POWER TO ANY LIGHT POLES OR SIGNS SHALL NOT EXCEED 24 HOURS. E. CONTRACTOR TO PROTECT EXISTING LANDSCAPE/IRRIGATION METER. F. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH AND FOUR INCHES OF TOPSOIL APPLIED. IF ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE, THE CONTRACTOR SHALL PROVIDE TOPSOIL APPROVED BY THE OWNER, AS NEEDED. THE AREA SHALL THEN BE SEEDED/SODDED, FERIIUZED, MULCHED, WATERED AND MAINTAINED UNTIL HARDY GRASS GROWTH IS ESTABUSHED IN ALL AREAS. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHAD_ BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. G. THE LOCATION OF THE CONSTRUCTION FENCE ON THE DRAWINGS IS FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO ENSURE THAT THE CONSTRUCTION FENCE ENCOMPASSES THE ENTIRE WORK AREA. H. CONTRACTOR SHALL PURCHASE AND INSTALL A MAILBOX, AND SHALL COORDINATE LOCATION OF MAILBOX WITH MURPHY CONSTRUCTION MANAGER AND/OR ON-SITE REPRESENTATIVE AND LOCAL POSTMASTER. I. ALL PROPOSED PAVEMENT STRIPING OR MARKINGS SHALL FOLLOW THE SPECIFICATIONS FOR PAINT INCLUDED IN DETAILS 10A AND 10B. PRE—CONSTRUCTION IMPERVIOUS SITE RATIO AREA SQUARE FEET IMPERVIOUS (ROOF AND PAVING) 19,504 81.86 PERVIOUS (LANDSCAPING) 4,323 18.14 GROSS SITE 23,827 100.00 POST—CONSTRUCTION IMPERVIOUS SITE RATIO AREA SQUARE FEET IMPERVIOUS (ROOF AND PAVING) 20,237 84.93* PERVIOUS (LANDSCAPING) 3,590 15.07 GROSS SITE 23,827 100.00 *PER SEC. 90-285 (HEAVY COMMERCIAL DISTRICT) OF OKEECHOBEE, FL CODE OF ORDINANCES, MAXIMUM IMPERVIOUS PECENTAGE IS 85%. 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW /NFLOH/DA z 05-03-19 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL inn Lim 03 03 03 LIM 71730-7000 19.93 EX 22.95 TC 22.45 G 22.85 TC 22.35 G 20.07 EX BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) 22.50 TC 22.00 G 19.95 EX 22.20 TC 21.70 G 19.57 EX N V,... 19.25 X 88 ONLY 1 21.60 CF U U 21.95 0 122.50 TC • 122.00 G 23.10 TC 22.60 EX L: - 23.13 TC 22.63 EX 4130 __ CFP _ _ CFP 22;75; :pc '22:50: 22 60.22 45 22 BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) 22.87 TC C32. 22.37 EX A. 28 41111111`' - CFP 50. \ , 22 40 22 30.. 23::20. :':'22:8:0 2O22:6 22:85 22.80 TC 22.30 G 1 1 •22:85 4.83%4.... 1:75 .8 11`'� ' 22.75 TC 22.25 EX 22.35 EX :05 : TO ai tiff 22.50`: 8 22x9 .9O 22.85`: 22:70 22.90 1400SF 6(S) 22..71'1" 2015v4 22.90 22.9 1 22:55 1 23..1.2 22.30 e 22:5. 45 1.60.; 3.00 or...: - 22.5 . 22,40 22.60 2 402260 ...22.45.. 0 27 23.15 It 22.65..E 23.30 TC 22.80 0 CATCH BASIN .. ) INV UNA INV. 22:8 22:80 22 5 •�2 2.6, ` lr • 22.12 EX 22.05 EX ♦ 21.88 E .84.%. 0 22 60/ 22.00.' 23.12 T01..:. 0 245 • 22.35 :21::50 . :.21::72.: 22.22 TC 21.72 EX 22:40: Td: 21.90. G " 22. 4 4. 4 Ater 40 40 2 23.15 TC 22.65 G 21.56 TC 21.06 EX -- 40 23.00 TC 22.50 G 22.70. j0 22.17 EX, /22.54. "iC 22.04 EX ° 22.68 TC4' X22.20, 22.16', EX' 22.68 TC 22.18 EX 22.20 TC., 24.70 ,G 22.45 TC 21.95 EX 22.60 TC 22.10 G 22.60 TC 22.10 G 23.00 TC, 22.50 0 22.17 TC 21.67 EX t'. 4,26 \ 22.54 TC 22:04 EX 22:65 TC 22.15 EX NOW ON FORMERLY ....S.', WSE `i 48 HOURS BEFORE YOU DIG CALL SUNSHINE. 1-800-432-4770 iris THE LAW /NFLOi9/DA WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTMIIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOLEIION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTIVITIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL 6. UTILITY WORK DONE ON WAL-MART PARCEL WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTIUZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UTIUTIES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. N 0 20' 30' 40' SCALE IN FEET LEGEND z CY) 4°44 U er EXISTING``` 1t1Ittliii TREE POLE, LINE OVERHEAD UNES & GUY SANITARY C ..F fiNEEPITONE. MANHOLE, l 1)..0P f.N,)813 FENCE }9..,..X1X9Z.X“.X1 EXISTING GRADE SPOT ELEVATION Xy'p v'ti 1ti Y Fl N t:. �`O i• co a 01Rpr.®it 8 8 t 10: 1 t"C: r {C 0 1 300WELL O ?..(~ { IGT. 114'P 4Plit�ti�et STREESIGN 8t Eqq 13 CMF RCP DIP MAFFIC SIGNAL IXBIEN BOX k x.. .. 3 a 01.81. UGHT ElECITRICAL RIGH t.. RiEf-JAR PIN I- ONINN CONCRETE 1,40NUMENT FOUND PROPOSED - - XXXX CF PROPERTY UNE GRADE BREAK PROPOSED CONTOUR CONSTRUCTION FENCE (SEE DETAIL SHEETS) DRAINAGE SLOPE AND DIRECTION SPOT ELEVATIONS: TOP OF CURB GUTTER TOP ISLAND EXISTING ELEVATION TOP OF SIDEWALK 3TM--> PROPOSED STORM SEWER PIPE GENERAL GRADING NOTES A. PRIOR TO INSTAUATION OF STORM OR SANITARY SEWER, WATER MAIN OR ANY OTHER UTIUTIES, THE CONTRACTOR SHALL EXCAVATE, VERIFY, AND CALCULATE ALL POINTS OF CONNECTION AND ALL UTILITY CROSSINGS AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFUCTS OR REQUIRED DEVIATIONS FROM THE PLAN PRIOR TO CONSTRUCTION. NOTIFICATION SHALL BE MADE A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION, THE ENGINEER AND ITS CLIENTS SHALL BE HELD HARMLESS IN THE EVENT THAT THE CONTRACTOR FAILS TO MAKE SUCH NOTIFICATION. B. C. D. E. F. G. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH AND FOUR INCHES OF TOPSOIL APPUED. IF ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE, THE CONTRACTOR SHALL PROVIDE TOPSOIL, APPROVED BY THE OWNER, AS NEEDED. THE AREA SHALL THEN BE SEEDED/SODDED, FERTILIZED, MULCHED, WATERED AND MAINTAINED UNTIL HARDY GRASS GROWTH IS ESTABLISH® IN ALL AREAS. ANY RELOCATED TREES SHALL BE MAINTAINED UNTIL SUCH POINT AS TREE IS RE-ESTABUSHED. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTIUTIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. CONTRACTOR TO FIELD VERIFY ELEVATIONS OF EXISTING DRAINAGE STRUCTURES AND ADJACENT PAVEMENT PRIOR TO STARTING CONSTRUCTION. REFER TO GEOTECHNICAL REPORT FOR SPECIFIC SITE SOIL CONDITIONS AND CONSIDERATIONS. CONTRACTOR SHALL COMPLY COMPLETELY WITH THE LATEST STANDARDS OF OSHA DIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR SHALL USE SUPPORT SYSTEMS, SLOPING, BENCHING AND OTHER MEANS OF PROTECTION. THIS IS TO INCLUDE, BUT NOT LIMITED FOR ACCESS AND EGRESS FROM ALL EXCAVATION AND TRENCHING. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH PERFORMANCE CRITERIA AS REQUIRED BY OSHA. CONTRACTOR SHALL TAKE ALL APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ENTERING THE ADJACENT PROPERTIES AND THAT THESE AREAS ARE KEPT CLEAN. 0 GRADING NOTES 18D MATCH EXISTING PAVEMENT ELEVATIONS 51B UMITS OF SAWCUT AND PAVEMENT REMOVAL 73A SLOPES CANNOT EXCEED 2% IN ANY DIRECTION Vl Q :Z;it CI)LUi a_ CL 1611 Z '�J 6** (.Q wicc,i; 0 � p Q V z 05-03-19 0 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL PID Cr? 0 N 0 W Q\ O• O O 0 <0 z-' Q 717300=77000000 r.J CD >= BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAND 88) -GRATE INLET (CB 1) 18G 23A GRATE 21.60 BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) 45' WYE _ _ IIhv. Iv. .52 (4")_ T 1 48,11/ 6" PV67,0 1.0t*,- 7 1 - I- �- �s c g- -t- -� _>E $ -1 I I 45' WYE NV. 18.94 (6") " -s 17.20 40F INV. OUT 18.42 (15" RCP) t1 INV. 18.32 (8") INV. 18.32 (8") INV. 18.16 (12") e 5" RCP ® 1.00% U< STORM MANHOLE (DMH -1) RIM 21.95 PR. INV. IN 18.16 (15" RCP) EX. INV. OUT 18.16 (15" RCP) CONVERT TOP OF EX. COMBINATION INLET TO MANHOLE COVER & RAISE RIM TO SPECIFIED ELEVATION (0.24' RISE) TO BE FLUSH WITH PROPOSED PAVEMENT. CONTRACTOR TO INVESTIGATE EXISTING CONDITIONS AND PROVIDE ENGINEER SHOP DRAWINGS PRIOR TO REMOVAL OF STRUCTURE TOP TOP 22..14 CONVERT TOP OF EX. COMBINATION INLET TO GRATE & MATCH EXISTING ELEVATIONS. CONTRACTOR TO INVESTIGATE EXISTING CONDITIONS AND PROVIDE ENGINEER SHOP DRAWINGS PRIOR TO REMOVAL OF STRUCTURE TOP. INV. 18.98 (6" 45' WYE GRATE INLET (CB -2) GRATE 21.44 INV. IN 18.00 (12" HOPE) INV. OUT 17.89 (18" RCP) 45' WYE INV. 19.18 (6") c CU 40 .43 111111•1111111111111111111111111111111e e 4111111111111111111111111111111111111111 a. 19.1 ."x.27 TOP >lipr IN • ~r ` UNABLE i li r, z 1' . S) e e 0111111111Ellii11111111111110 a ONO rIM e e 11111111111•0111111Me ALL CASTINGS SHALL BE COATED WITH BLACK ASPHALTIC VARNISH. ALL STORM DRAINAGE SHALL HAVE "NO DUMPING DRAINS TO STREAM" LOCATED ON LIDS/GRATES. CONTRACTOR TO VERIFY ALL ELEVATIONS AND CONFLICTS PRIOR TO INSTALLING BUILDING AND CANOPY DRAINAGE. REPORT ANY DISCREPANCIES TO ENGINEER. WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. AU. PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTMf1ES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPUSHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTIVITIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL 6. U11U1Y WORK DONE ON WAL-MART PARCEL, WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTIUZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UTILITIES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. 0 4,„ 20' 30' 40' SCALE IN FEET LEGEND EXISTING X 950. OD UTILITY POLITE OVERHEAD UNEE FIBER 1 TREE UNE SANITARY SEWER SANITARY C LEAN TELEPHONE MANHOL.E/PEDESTAL SIN GIEETE)1AN TSH BA(SIA1 JUNCTION FENCE EXIST NG 1 FOOT CONTOOF RECORDED DATA ACCESS EASEMENIF RGE CMF DIP IRRIGATION C()NTROL 14()NITOR ND WELL Q is cz v) z N 44: Cr) Lu er REBAR CONCRETE FOUND PONE NII 4 DUCT, . .. _.. x.,YYCHLORIDE PIPE PROPOSED 411111111111.111111. e e 41111111111111111110 PROPERTY UNE GRADE BREAK PROPOSED CONTOUR CONSTRUCTION FENCE (SEE DETAIL SHEETS) DRAINAGE SLOPE AND DIRECTION MIN S T M - > PROPOSED STORM SEWER PIPE GENERAL DRAINAGE NOTES A. PRIOR TO INSTALLATION OF STORM OR SANITARY SEWER, WATER MAIN OR ANY OTHER UTILITIES, THE CONTRACTOR SHALL EXCAVATE, VERIFY, AND CALCULATE ALL POINTS OF CONNECTION AND ALL UTILITY CROSSINGS AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFLICTS OR REQUIRED DEVIATIONS FROM THE PLAN PRIOR TO CONSTRUCTION. NOTIFICATION SHALL BE MADE A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION, THE ENGINEER AND ITS CLIENTS SHALL BE HELD HARMLESS IN THE EVENT THAT THE CONTRACTOR FAILS TO MAKE SUCH NOTIFICATION. B. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. C. CONTRACTOR TO FIELD VERIFY ELEVATIONS OF PROPOSED DRAINAGE STRUCTURES AND ADJACENT PAVEMENT CONSTRUCTED BY WAL-MART PRIOR TO STARTING CONSTRUCTION. D. CONTRACTOR SHALL COMPLY COMPLETELY WITH THE LAILSI STANDARDS OF OSHA DIRECTIVES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR SHALL USE SUPPORT SYSTEMS, SLOPING, BENCHING AND OTHER MEANS OF PROTECTION. THIS IS TO INCLUDE, BUT NOT UMITED FOR ACCESS AND EGRESS FROM ALL EXCAVATION AND TRENCHING. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH PERFORMANCE CRITERIA AS REQUIRED BY OSHA. E. ALL HDPE PIPE SHALL BE N-12 WT IB (OR EQUIVALENT) WITH SMOOTH INTERIOR AND ANNULAR EXTERIOR CORRUGATIONS. 4"-48" PIPE SHALL MEET ASTM F2648 (OR AASHTO M252 TYPE S) REQUIREMENTS, AND SHALL HAVE A MINIMUM MANNINGS "n" DESIGN VALUE OF 0.012. JOINTS SHALL BE WAItJIIGHT ACCORDING TO ASTM D3212 (OR AASHTO M252. M294) REQUIREMENTS. GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. JOINT PERFORMANCE, FITTINGS, MATERIAL PROPERTIES, AND INSTALLATION SHALL BE DONE PER THE COMPLETE ADS SPECIFICATION FOR ADS N-12 WT IB PIPE FOUND IN THE ADS, INC. DRAINAGE HANDBOOK, LATEST EDITION. F. G. H. IF USING HDPE PERFORATED PIPE FOR SUBSURFACE DRAINAGE AND DETENTION/RETENTION SYSTEMS, THE PERFORATIONS SHALL MEET THE MSHTO CLASS II STANDARD PERFORATION PATTERN REQUIREMENTS. ALL STORM SEWER LINES 18"-54" DIAMETER ARE TO BE ACCORDING TO ASTM C-76 CLASS III UNLESS OTHERWISE INDI DRAINAGE PIPING AND FITTINGS FOR CANOPY DRAINAGE SHALL 40 (MIN.) AND WATER TIGHT. I. REFER TO CLEANOUT DETAIL FOR REQUIRED HEAVY DUTY COVER J. DRAINAGE PIPING SHAD_ BE ROUTED BELOW PRODUCT SEPARATION). COORDINATE WITH TANK/PIPING PLANS. REINFORCED CONCRETE PIPE CATED. BE SOLVENT WELD PVC SCH. PIPING (MIN. 6" VERTICAL 0 STORM SEWER NOTES 18F CONNECT TO EXISTING STORM STRUCTURE 18G ALL HDPE PIPE CONNECTIONS TO CONCRETE STRUCTURES MUST USE A WATER TIGHT CONNECTION. SEE DETAIL SHEETS. ❑ STORM DETAILS - SEE DETAIL SHEETS 23A GRATE INLET 27E STORM DRAIN CLEAN-OUT 27H ROOF DRAIN DOWNSPOUT CONNECTION 27J CANOPY DRAIN CONNECTION 28A STORM SEWER TRENCH AND BEDDING 40F STORM PIPE CONNECTION TO EXISTING CONCRETE STRUCTURE 73F WATERSTOP STRUCTURE CONNECTION FOR HDPE CONNECTION TO CONCRETE STRUCTURE 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 /TS' THE LAW /NFLOr9/DA W Tl 0 05-03-19 LLJ 0 0 Q , t11, k 111! ILII z ULO IR kire4 ILIUIVck 11. 14A 9* c\I REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Imo Ism 0 0 N N 0 rsi z 0 nn� tuui OE roc CD 0 0 c5 IL wQ ui 0 L ONC oo OO Oo o�� INa11111 W w o 0 0 U0\ o 0 wz <0 421 711730700000 LIMITS OF DISTURBANCE = 0.566 AC BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) NOW OR FORmERLY • -OVERHEAD CANOPY WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTMTIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE WEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOUTION OR CONSTRUCTION ON SITE WILL INTERFERE WffH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTMTIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL. 6. UTILITY WORK DONE ON WAL-MART PARCEL, WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTILIZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UTILT11ES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. XISTING ONE STY BRICK SIDING BUILDING F.F.E. 22.86' UNDERGROUND FUEL TANKS 0 • STORAGE BUILDING SILT FENCE & COMPOST FILTER SOCK OFFSET FOR CLARITY. CONTRACTOR SHALL ENSURE BOTH ARE POSITIONED TO PREVENT SEDIMENT FROM LEAVING THE LIMITS OF DISTURBANCE. 7 A PARKING SIGN CONCRETE WASHOUT AREA: CONTRACTOR TO RELOCATE/REMOVE THE WASHOUT AREA AS CONSTRUCTION PROGRESSES, SO THAT CONSTRUCTION ";TRAFFIC IS NOT NEGATIVELY IMPACTED. ALL EROSION CONTROL MEASURES SHALL BE IN PLACE AS REQUIRED BY THE ENGINEER, PLANS, AND CITY REPRESENTATIVE. SILTATION CONTROL MEASURES SHALL BE INSPECTED PER THE NPDES PERMIT REQUIREMENTS. ANY DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY AND NO FURTHER WORK WILL PROCEED UNTIL SAID DEFICIENCIES ARE CORRECTED TO THE CITY ENGINEER'S APPROVAL. EROSION & SEDIMENT CONTROLS, CONSTRUCTION ENTRANCE, AND TREE PROTECTION MEASURES SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION ACTIVITY AND MAINTAINED UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH LAND -DISTURBING ACTIVITIES. EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE SEDIMENT SOURCE. 1 1 MUM MOW MMMMINIMMM MM 0011111MMMIMMIO - - ZONED; NV THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF THE CONSTRUCTION TRAILER AND FENCING SHALL NOT AFFECT THE WAL-MART TRAFFIC FLOW. THE LOCATION OF THE SILT FENCE AND CONSTRUCTION FENCE ON THE DRAWINGS IS FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO ENSURE THAT THE SILT FENCE AND CONSTRUCTION FENCE ENCOMPASSES THE ENTIRE WORK AREA. GENERAL EROSION NOTES A. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THIS STORM WATER POLLUTION PREVENTION PLAN. ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST OF OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. B. BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. C. SITE MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTMTY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. D. CONTRACTOR TO OMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH EROSION CONTROL SEQUENCING SHOWN ON THIS PLAN, OR AS REQUIRED BY THE APPLICABLE GENERAL PERMIT. NO UNNECESSARY OR IMPROPERLY SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMIT TED. E. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHAU. ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. CONTRACTOR SHALL CONSTRUCT TEMPORARY BERM ON DOWNSTREAM SIDES AS NEEDED. F. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED. G. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. H. DUST ON THE SITE SHALL BE MINIMIZED. THE USE OF MOTOR OLS AND OTHER PETROLEUM BASED OR TOXIC UQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. I. RUBBISH, TRASH, GARBAGE, UTTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORMWATER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE. J. ALL DENUDED/BARE AREAS THAT WILL BE INACTIVE FOR 14 DAYS OR MORE. MUST BE STABILIZED IMMEDIATELY UPON COMPLETION OF MOST RECENT GRADING ACTMTY, WITH THE USE OF FAST -GERMINATING ANNUAL GRASS/GRAIN VARIETIES, STRAW/HAY MULCH, WOOD CELLULOSE FIBERS, TACKIFIERS, NETTING OR BLANKETS. K. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTMTY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY STABIUZED AS SHOWN ON THE PLANS. THESE AREAS SHALL BE SEEDED, SODDED, AND/OR VEGETATED IMMEDIATELY, OR STABIUZED AS SHOWN ON PLANS, NO LATER THAN 14 DAYS AFTER THE LAST CONSTRUCTION ACTMTY OCCURRING IN THESE AREAS. REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN. L IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO PREVENT TRACKING OF DIRT, DUST OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. ONLY USE INGRESS/EGRESS LOCATIONS AS PROVIDED. M. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. N. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS IN CONJUNCTION WITH THE STABILIZATION OF THE SITE. 0. ON-SITE AND OFFSITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BEST MANAGEMENT PRACTICES. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMITTED IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. P. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES (SILT FENCES, ETC.) TO PREVENT EROSION AND POLLUTANT DISCHARGE. R. GENERAL CONTRACTOR IS TO DESIGNATE/IDENTIFY AREAS ON THE SITE MAPS, INSIDE OF THE LIMITS OF DISTURBANCE, FOR WASTE DISPOSAL AND DELIVERY AND MATERIAL STORAGE. S. GENERAL CONTRACTOR SHALL HAVE A PRE -CON MEETING WITH SOIL AND EROSION CONTROL REGULATORS AS WELL AS A FINAL CLOSE OUT MEETING PRIOR TO CERTIFICATE OF OCCUPANCY. SEQUENCE OF CONSTRUCTION PHASE I 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. 6. CLEAR AND GRUB THE SITE. REMOVE EXISTING BUILDING, CANOPY, TANKS AND PAVEMENT AS NECESSARY. 7. BEGIN GRADING THE SITE. PHASE 11 8. START CONSTRUCTION OF BUILDING PAD, STRUCTURES, AND OFF-SITE IMPROVEMENTS. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET/FLUME PROTECTION DEVICES. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. REMOVE EROSION AND TEMPORARY SEDIMENT CONTROL DEVICES AFTER FINAL STABIUZATION IS ACHIEVED. BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABIUZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPUCABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHAU. BE CHECKED REGULARLY TO SEE THAT GOOD STANDARDS ARE MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES 6" HIGH OR EXCEEDS LOCAL EROSION MAINTAINENCE THRESHOLD. 4. THE CONSTRUCTION EXITS SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBUC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. FILTER TUBES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM TUBES WHEN IT REACHES OF ITS EXPOSED HEIGHT. SEE DETAILS. 7. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBUC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SW 15TH ST j y l WULFF RD SW 32ND ST 35THC/R TAYLOR CREEK SE 28TH sr• _ USGS QUADRANGLE MAP N.T.S. LEGEND EXISTING j. E . POE.,OVERHEAD U _S & GUY SANffARY SEWER MANHOLE tJ; F <`x OuR FENCE ExISTING ORAL. RECORDED DMA ACCESS EASEMENT RBF FIPLE BACKFLOW ifs CONTROL. L E MON;TC)RING wart, ELECTRICAL METER PEBAN PIN FOUND CONCRETE MONO. RES REBAR EN SET RCP REINFORCED CONC. PIPE HOPE HICEVEDENSiTY POLY Dlp POL r';°_O I EI PIPE PROPOSED 41111111111111111111110 - - 011111111111/11* CF PROPERTY UNE CONSTRUCTION FENCE UMITS OF DISTURBED AREA SOIL TYPE DESIGNATION PROJECT INFORMATION RECEMNG WATER IS AN EXISTING STORM DRAIN SYSTEM LEADING TO EXISTING WALMART DETENTION POND SIZED TO HANDLE STORMWATER FROM THIS SITE. DETENTION POND EVENTUALLY CONNECTS TO AN LAKE OKEECHOBEE ± 1.74 MILES SOUTH OF PROJECT SITE. PROPOSED PROJECT SITE IS AN EXISTING COMMERCIAL LOT. STORM RUN-OFF FROM SITE WILL PIPE INTO AN EXISTING DETENTION SYSTEM DESIGNED TO ACCOMMODATE STORM RUN-OFF FOR THIS GAS STATION LOT. PROPOSED PROJECT IS CONSTRUCTING A GAS STATION CONSISTING OF 1,400 S.F. CONVENIENCE STORE WITH 6 PUMP ISLANDS AND ASSOCIATED PARKING AREA. ACREAGE OF SITE IS 0.547 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF-SITE WORK) IS 0.566 ACRES. ANTICIPATED CONSTRUCTION START DATE IS AUGUST 2019 AND COMPLETION DATE IS DECEMBER 2019. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. DOWNSTREAM CONDITION WILL NOT BE NEGATIVELY AFFECTED BY PROPOSED DEVELOPMENT. EROSION DETAILS - SEE DETAIL SHEET C-4.2 SF - CFS - CE SF CFS STABIUZED CONSTRUCTION ACCESS SEDIMENTATION\SILT FENCE WITH WIRE SUPPORT COMPOST FILTER SOCK DC DUST CONTROL (USING: PHASING OF THE PROJECT, MULCH, SPRINKUNG WATER, SPRAY -ON -ADHESIVE, CALCIUM CHLORIDE, BARRIERS, ETC.) SS SILT SACK ST TEMPORARY STOCKPILE CW CONCRETE WASHOUT SITE SOILS 11 - 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 lT'S %i /FLAW /NFLOr9/DA IMMOKALEE FINE SAND, 0 TO 2 PERCENT SLOPES 0 Ai* N 20' 30' SCALE IN Ittl 40' In cc 0 W 0 0 05-03-19 0 O „, twK 0 CC WI t'34 Q$ (8) "c;• LM ILL REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Lam Imo G, un N rn 0 CO z 0 0 0 0 Ili 11 Iuui Q Sul O oc CO 0 Q 0 (5 of all O `cc dooO O 24 HR EMERGENCY CONTACT: GAVEN BALLINGER (870) 866-7176 ALL EROSION CONTROL MEASURES SHALL BE IN PLACE AS REQUIRED BY THE ENGINEER, PLANS, AND CITY REPRESENTATIVE. SILTATION CONTROL MEASURES SHALL BE INSPECTED PER THE NPDES PERMIT REQUIREMENTS. ANY DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY AND NO FURTHER WORK WILL PROCEED UNTIL SAID DEFICIENCIES ARE CORRECTED TO THE CITY ENGINEER'S APPROVAL. EROSION & SEDIMENT CONTROLS, CONSTRUCTION ENTRANCE, AND TREE PROTECTION MEASURES SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION ACTIVITY AND MAINTAINED UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH LAND -DISTURBING ACTIVITIES. EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE SEDIMENT SOURCE. 1 1 MUM MOW MMMMINIMMM MM 0011111MMMIMMIO - - ZONED; NV THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF THE CONSTRUCTION TRAILER AND FENCING SHALL NOT AFFECT THE WAL-MART TRAFFIC FLOW. THE LOCATION OF THE SILT FENCE AND CONSTRUCTION FENCE ON THE DRAWINGS IS FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO ENSURE THAT THE SILT FENCE AND CONSTRUCTION FENCE ENCOMPASSES THE ENTIRE WORK AREA. GENERAL EROSION NOTES A. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THIS STORM WATER POLLUTION PREVENTION PLAN. ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST OF OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. B. BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPLICABLE. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. C. SITE MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTMTY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. D. CONTRACTOR TO OMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH EROSION CONTROL SEQUENCING SHOWN ON THIS PLAN, OR AS REQUIRED BY THE APPLICABLE GENERAL PERMIT. NO UNNECESSARY OR IMPROPERLY SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMIT TED. E. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHAU. ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. CONTRACTOR SHALL CONSTRUCT TEMPORARY BERM ON DOWNSTREAM SIDES AS NEEDED. F. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED. G. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. H. DUST ON THE SITE SHALL BE MINIMIZED. THE USE OF MOTOR OLS AND OTHER PETROLEUM BASED OR TOXIC UQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. I. RUBBISH, TRASH, GARBAGE, UTTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORMWATER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE. J. ALL DENUDED/BARE AREAS THAT WILL BE INACTIVE FOR 14 DAYS OR MORE. MUST BE STABILIZED IMMEDIATELY UPON COMPLETION OF MOST RECENT GRADING ACTMTY, WITH THE USE OF FAST -GERMINATING ANNUAL GRASS/GRAIN VARIETIES, STRAW/HAY MULCH, WOOD CELLULOSE FIBERS, TACKIFIERS, NETTING OR BLANKETS. K. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTMTY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY STABIUZED AS SHOWN ON THE PLANS. THESE AREAS SHALL BE SEEDED, SODDED, AND/OR VEGETATED IMMEDIATELY, OR STABIUZED AS SHOWN ON PLANS, NO LATER THAN 14 DAYS AFTER THE LAST CONSTRUCTION ACTMTY OCCURRING IN THESE AREAS. REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN. L IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO PREVENT TRACKING OF DIRT, DUST OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. ONLY USE INGRESS/EGRESS LOCATIONS AS PROVIDED. M. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. N. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS IN CONJUNCTION WITH THE STABILIZATION OF THE SITE. 0. ON-SITE AND OFFSITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BEST MANAGEMENT PRACTICES. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMITTED IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. P. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES (SILT FENCES, ETC.) TO PREVENT EROSION AND POLLUTANT DISCHARGE. R. GENERAL CONTRACTOR IS TO DESIGNATE/IDENTIFY AREAS ON THE SITE MAPS, INSIDE OF THE LIMITS OF DISTURBANCE, FOR WASTE DISPOSAL AND DELIVERY AND MATERIAL STORAGE. S. GENERAL CONTRACTOR SHALL HAVE A PRE -CON MEETING WITH SOIL AND EROSION CONTROL REGULATORS AS WELL AS A FINAL CLOSE OUT MEETING PRIOR TO CERTIFICATE OF OCCUPANCY. SEQUENCE OF CONSTRUCTION PHASE I 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. 6. CLEAR AND GRUB THE SITE. REMOVE EXISTING BUILDING, CANOPY, TANKS AND PAVEMENT AS NECESSARY. 7. BEGIN GRADING THE SITE. PHASE 11 8. START CONSTRUCTION OF BUILDING PAD, STRUCTURES, AND OFF-SITE IMPROVEMENTS. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET/FLUME PROTECTION DEVICES. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. REMOVE EROSION AND TEMPORARY SEDIMENT CONTROL DEVICES AFTER FINAL STABIUZATION IS ACHIEVED. BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABIUZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPUCABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHAU. BE CHECKED REGULARLY TO SEE THAT GOOD STANDARDS ARE MAINTAINED. AREAS SHOULD BE FERTILIZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES 6" HIGH OR EXCEEDS LOCAL EROSION MAINTAINENCE THRESHOLD. 4. THE CONSTRUCTION EXITS SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBUC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. FILTER TUBES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM TUBES WHEN IT REACHES OF ITS EXPOSED HEIGHT. SEE DETAILS. 7. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBUC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SW 15TH ST j y l WULFF RD SW 32ND ST 35THC/R TAYLOR CREEK SE 28TH sr• _ USGS QUADRANGLE MAP N.T.S. LEGEND EXISTING j. E . POE.,OVERHEAD U _S & GUY SANffARY SEWER MANHOLE tJ; F <`x OuR FENCE ExISTING ORAL. RECORDED DMA ACCESS EASEMENT RBF FIPLE BACKFLOW ifs CONTROL. L E MON;TC)RING wart, ELECTRICAL METER PEBAN PIN FOUND CONCRETE MONO. RES REBAR EN SET RCP REINFORCED CONC. PIPE HOPE HICEVEDENSiTY POLY Dlp POL r';°_O I EI PIPE PROPOSED 41111111111111111111110 - - 011111111111/11* CF PROPERTY UNE CONSTRUCTION FENCE UMITS OF DISTURBED AREA SOIL TYPE DESIGNATION PROJECT INFORMATION RECEMNG WATER IS AN EXISTING STORM DRAIN SYSTEM LEADING TO EXISTING WALMART DETENTION POND SIZED TO HANDLE STORMWATER FROM THIS SITE. DETENTION POND EVENTUALLY CONNECTS TO AN LAKE OKEECHOBEE ± 1.74 MILES SOUTH OF PROJECT SITE. PROPOSED PROJECT SITE IS AN EXISTING COMMERCIAL LOT. STORM RUN-OFF FROM SITE WILL PIPE INTO AN EXISTING DETENTION SYSTEM DESIGNED TO ACCOMMODATE STORM RUN-OFF FOR THIS GAS STATION LOT. PROPOSED PROJECT IS CONSTRUCTING A GAS STATION CONSISTING OF 1,400 S.F. CONVENIENCE STORE WITH 6 PUMP ISLANDS AND ASSOCIATED PARKING AREA. ACREAGE OF SITE IS 0.547 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF-SITE WORK) IS 0.566 ACRES. ANTICIPATED CONSTRUCTION START DATE IS AUGUST 2019 AND COMPLETION DATE IS DECEMBER 2019. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. DOWNSTREAM CONDITION WILL NOT BE NEGATIVELY AFFECTED BY PROPOSED DEVELOPMENT. EROSION DETAILS - SEE DETAIL SHEET C-4.2 SF - CFS - CE SF CFS STABIUZED CONSTRUCTION ACCESS SEDIMENTATION\SILT FENCE WITH WIRE SUPPORT COMPOST FILTER SOCK DC DUST CONTROL (USING: PHASING OF THE PROJECT, MULCH, SPRINKUNG WATER, SPRAY -ON -ADHESIVE, CALCIUM CHLORIDE, BARRIERS, ETC.) SS SILT SACK ST TEMPORARY STOCKPILE CW CONCRETE WASHOUT SITE SOILS 11 - 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 lT'S %i /FLAW /NFLOr9/DA IMMOKALEE FINE SAND, 0 TO 2 PERCENT SLOPES 0 Ai* N 20' 30' SCALE IN Ittl 40' In cc 0 W 0 0 05-03-19 0 O „, twK 0 CC WI t'34 Q$ (8) "c;• LM ILL REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Lam Imo G, un N rn 0 CO z 0 0 0 0 Ili 11 Iuui Q Sul O oc CO 0 Q 0 (5 of all O `cc dooO O LIMITS OF DISTURBANCE = 0.566 AC BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE VIAL -MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH AWN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTMTIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTIVITIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUAUTY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL 6. UTIUTY WORK DONE ON WAL-MART PARCEL WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHAD. BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL U11UZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTAU. ALL UT1U11ES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. SILT FENCE & COMPOST FILTER SOCK OFFSET FOR CLARITY. CONTRACTOR SHALL ENSURE BOTH ARE POSITIONED TO PREVENT SEDIMENT FROM LEAVING THE LIMITS OF DISTURBANCE. ALL EROSION CONTROL MEASURES SHALL BE IN PLACE AS REQUIRED BY THE ENGINEER, PLANS, AND CITY REPRESENTATIVE. SILTATION CONTROL MEASURES SHALL BE INSPECTED PER THE NPDES PERMIT REQUIREMENTS. ANY DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY AND NO FURTHER WORK WILL PROCEED UNTIL SAID DEFICIENCIES ARE CORRECTED TO THE CITY ENGINEER'S APPROVAL. EROSION & SEDIMENT CONTROLS, CONSTRUCTION ENTRANCE, AND TREE PROTECTION MEASURES SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION ACTIVITY AND MAINTAINED UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH LAND -DISTURBING ACTIVITIES. EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE SEDIMENT SOURCE. 1 - - alb 4111111.11011111111MOMI+ THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF THE CONSTRUCTION TRAILER AND FENCING SHALL NOT AFFECT THE WAL-MART TRAFFIC FLOW. THE LOCATION OF THE SILT FENCE AND CONSTRUCTION FENCE ON THE DRAWINGS IS FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO ENSURE THAT THE SILT FENCE AND CONSTRUCTION FENCE ENCOMPASSES NE ENTIRE WORK AREA. GENERAL EROSION NOTES A. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THIS STORM WATER POLLUTION PREVENTION PLAN. ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DICTATED BY CONDMONS AT NO ADDITIONAL COST OF OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. B. BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPUCABI.E. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. C. SITE MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTIVITY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. D. CONTRACTOR TO LIMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH EROSION CONTROL SEQUENCING SHOWN ON THIS PLAN, OR AS REQUIRED BY THE APPLICABLE GENERAL PERMIT. NO UNNECESSARY OR IMPROPERLY SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMITTED. E. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. CONTRACTOR SHALL CONSTRUCT TEMPORARY BERM ON DOWNSTREAM SIDES AS NEEDED. F. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED. G. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. H. DUST ON THE SITE SHALL BE MINIMIZED. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC UQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. I. RUBBISH, TRASH, GARBAGE, UTTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORMWATER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE. J. ALL DENUDED/BARE AREAS THAT WILL BE INACTIVE FOR 14 DAYS OR MORE. MUST BE STABILIZED IMMEDIATELY UPON COMPLETION OF MOST RECENT GRADING ACTIVITY, WITH THE USE OF FAST -GERMINATING ANNUAL GRASS/GRAIN VARIETIES, STRAW/HAY MULCH, WOOD CELLULOSE FIBERS, TACKIFIERS, NETTING OR BLANKETS. K. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY STABIUZED AS SHOWN ON THE PLANS. THESE AREAS SHALL BE SEEDED, SODDED, AND/OR VEGETATED IMMEDIATELY, OR STABIUZED AS SHOWN ON PLANS, NO LATER THAN 14 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN. L IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO PREVENT TRACKING OF DIRT, DUST OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBUC ROAD. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. ONLY USE INGRESS/EGRESS LOCATIONS AS PROVIDED. M. ALL MATERIALS SPII I FD, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. N. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS IN CONJUNCTION WITH THE STABILIZATION OF THE SITE. 0. ON-SITE AND OFFSITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BEST MANAGEMENT PRACTICES. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMII ILO IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. P. SLOPES SHALL BE LEFT IN A ROUGHENED CONDI11ON DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES (SILT FENCES, ETC.) TO PREVENT EROSION AND POLLUTANT DISCHARGE. R. GENERAL CONTRACTOR IS TO DESIGNATE/IDENTIFY AREAS ON THE SITE MAPS, INSIDE OF THE OMITS OF DISTURBANCE, FOR WASTE DISPOSAL AND DEUVERY AND MATERIAL STORAGE. S. GENERAL CONTRACTOR SHALL HAVE A PRE -CON MEETING WITH SOIL AND EROSION CONTROL REGULATORS AS WELL AS A FINAL CLOSE OUT MEETING PRIOR TO CERTIFICATE OF OCCUPANCY. SEQUENCE OF CONSTRUCTION PHASE 1 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. 6. CLEAR AND GRUB THE SITE. REMOVE EXISTING BUILDING, CANOPY, TANKS AND PAVEMENT AS NECESSARY. 7. BEGIN GRADING THE SITE. PHASE II 8. START CONSTRUCTION OF BUILDING PAD, STRUCTURES, AND OFF-SITE IMPROVEMENTS. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET/FLUME PROTECTION DEVICES. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. REMOVE EROSION AND TEMPORARY SEDIMENT CONTROL DEVICES AFTER FINAL STABILIZATION IS ACHIEVED. BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHAD. BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT GOOD STANDARDS ARE MAINTAINED. AREAS SHOULD BE FERTIUZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES 6* HIGH OR EXCEEDS LOCAL EROSION MAINTAINENCE THRESHOLD. 4. THE CONSTRUCTION EXITS SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDMONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. FILTER TUBES SHALL BE REPAIRED TO THEIR ORIGINAL CONDMONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM TUBES WHEN if REACHES OF ITS EXPOSED HEIGHT. SEE DETAILS. 7. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBUC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SW 155THST SW 32ND ST 35TH elle WULFF RD ,SW21.S Sr TAYLOR CREEK SE 28TH Sr 1- USGS QUADRANGLE MAP N.T.S. 1rn NF1 ■ LEGEND EXISTING FIBER OPTIC CABLE TREE tJE smpay ,F,tRMhH SANaARY CLEAN --(- 'TELEPHONE MANHOLE RECORDED P MOCORING WELL. TA TRAHIC SKM.1... 80X FABER OPfiC BOX EM CD CMF RBS RCP HOPF UGHT ELECTRICAL METER RIGHT-OF-WAY C,Or•VORETE MONUMENT FOUND DUCTILE IRON PPE CHLDRIDE PROPOSED - - 11111111111111111111111 CF PROPERTY UNE CONSTRUCTION FENCE OMITS OF DISTURBED AREA SOIL TYPE DESIGNATION PROJECT INFORMATION RECEMNG WATER IS AN EXISTING STORM DRAIN SYSTEM LEADING TO EXISTING WALMART DETENTION POND SIZED TO HANDLE STORMWATER FROM THIS SITE. DETENTION POND EVENTUALLY CONNECTS TO AN LAKE OKEECHOBEE ± 1.74 MILES SOUTH OF PROJECT SITE. PROPOSED PROJECT SITE IS AN EXISTING COMMERCIAL LOT. STORM RUN-OFF FROM SITE WILL PIPE INTO AN EXISTING DETENTION SYSTEM DESIGNED TO ACCOMMODATE STORM RUN-OFF FOR THIS GAS STATION LOT. PROPOSED PROJECT IS CONSTRUCTING A GAS STATION CONSISTING OF 1,400 S.F. CONVENIENCE STORE WITH 6 PUMP ISLANDS AND ASSOCIATED PARKING AREA. ACREAGE OF SITE IS 0.547 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF-SITE WORK) IS 0.566 ACRES. ANTICIPATED CONSTRUCTION START DATE IS AUGUST 2019 AND COMPLETION DATE IS DECEMBER 2019. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. DOWNSTREAM CONDITION WILL NOT BE NEGATIVELY AFFECTED BY PROPOSED DEVELOPMENT. EROSION DETAILS - SEE DETAIL SHEET C-4.2 SF SF SEDIMENTATION\SILT FENCE WITH WIRE SUPPORT - CFS - CFS COMPOST FILTER SOCK DC DUST CONTROL (USING: PHASING OF THE PROJECT, MULCH, SPRINKUNG WATER, SPRAY -ON -ADHESIVE, CALCIUM CHLORIDE, BARRIERS, ETC.) SS SILT SACK TS TEMPORARY SEEDING PS PERMANENT SEEDING MU MULCH SITE SOILS 11 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 IT'S THE LAW /NFLOH/DA IMMOKALEE FINE SAND, 0 TO 2 PERCENT SLOPES N 0 20' 30' 40' SCALE IN FEET N 0: O: w 0 2 cc 0 Q) I M O w 0 v V Zt.kul zpnn� V ccc o s v‘cl n O Q V ha REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL 160. Lim a3 L USA9 [NCC 0 O 0 IIS 0 J 9p= IIS (LO. lug roc CO0- 0 O Q O O 0 n Q MOOM a, 01 0 on c a, W 24 HR EMERGENCY CONTACT: GAVEN BALLINGER (870) 866-7176 ALL EROSION CONTROL MEASURES SHALL BE IN PLACE AS REQUIRED BY THE ENGINEER, PLANS, AND CITY REPRESENTATIVE. SILTATION CONTROL MEASURES SHALL BE INSPECTED PER THE NPDES PERMIT REQUIREMENTS. ANY DEFICIENCIES SHALL BE CORRECTED IMMEDIATELY AND NO FURTHER WORK WILL PROCEED UNTIL SAID DEFICIENCIES ARE CORRECTED TO THE CITY ENGINEER'S APPROVAL. EROSION & SEDIMENT CONTROLS, CONSTRUCTION ENTRANCE, AND TREE PROTECTION MEASURES SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION ACTIVITY AND MAINTAINED UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENT WITH LAND -DISTURBING ACTIVITIES. EROSION CONTROL MEASURES WILL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATION OF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL OR TREAT THE SEDIMENT SOURCE. 1 - - alb 4111111.11011111111MOMI+ THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF THE CONSTRUCTION TRAILER AND FENCING SHALL NOT AFFECT THE WAL-MART TRAFFIC FLOW. THE LOCATION OF THE SILT FENCE AND CONSTRUCTION FENCE ON THE DRAWINGS IS FOR GRAPHICAL REPRESENTATION ONLY. THE CONTRACTOR IS TO ENSURE THAT THE SILT FENCE AND CONSTRUCTION FENCE ENCOMPASSES NE ENTIRE WORK AREA. GENERAL EROSION NOTES A. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THIS STORM WATER POLLUTION PREVENTION PLAN. ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DICTATED BY CONDMONS AT NO ADDITIONAL COST OF OWNER THROUGHOUT ALL PHASES OF CONSTRUCTION. B. BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL STATE, OR LOCAL REQUIREMENTS OR MANUAL OF PRACTICE, AS APPUCABI.E. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR OWNER. C. SITE MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTIVITY IMPACTING STATE WATERS OR REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES. D. CONTRACTOR TO LIMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH EROSION CONTROL SEQUENCING SHOWN ON THIS PLAN, OR AS REQUIRED BY THE APPLICABLE GENERAL PERMIT. NO UNNECESSARY OR IMPROPERLY SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMITTED. E. GENERAL CONTRACTOR SHALL DENOTE ON PLAN THE TEMPORARY PARKING AND STORAGE AREA WHICH SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AND CLEANING AREA, EMPLOYEE PARKING AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS, AND TOILET FACILITIES. CONTRACTOR SHALL CONSTRUCT TEMPORARY BERM ON DOWNSTREAM SIDES AS NEEDED. F. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DETAINED AND PROPERLY TREATED OR DISPOSED. G. SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS SHALL BE MAINTAINED ON SITE OR READILY AVAILABLE TO CONTAIN AND CLEAN-UP FUEL OR CHEMICAL SPILLS AND LEAKS. H. DUST ON THE SITE SHALL BE MINIMIZED. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC UQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. I. RUBBISH, TRASH, GARBAGE, UTTER, OR OTHER SUCH MATERIALS SHALL BE DEPOSITED INTO SEALED CONTAINERS. MATERIALS SHALL BE PREVENTED FROM LEAVING THE PREMISES THROUGH THE ACTION OF WIND OR STORMWATER DISCHARGE INTO DRAINAGE DITCHES OR WATERS OF THE STATE. J. ALL DENUDED/BARE AREAS THAT WILL BE INACTIVE FOR 14 DAYS OR MORE. MUST BE STABILIZED IMMEDIATELY UPON COMPLETION OF MOST RECENT GRADING ACTIVITY, WITH THE USE OF FAST -GERMINATING ANNUAL GRASS/GRAIN VARIETIES, STRAW/HAY MULCH, WOOD CELLULOSE FIBERS, TACKIFIERS, NETTING OR BLANKETS. K. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY STABIUZED AS SHOWN ON THE PLANS. THESE AREAS SHALL BE SEEDED, SODDED, AND/OR VEGETATED IMMEDIATELY, OR STABIUZED AS SHOWN ON PLANS, NO LATER THAN 14 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. REFER TO THE GRADING PLAN AND/OR LANDSCAPE PLAN. L IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO PREVENT TRACKING OF DIRT, DUST OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBUC ROAD. PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. ONLY USE INGRESS/EGRESS LOCATIONS AS PROVIDED. M. ALL MATERIALS SPII I FD, DROPPED, WASHED, OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. N. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AND ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS IN CONJUNCTION WITH THE STABILIZATION OF THE SITE. 0. ON-SITE AND OFFSITE SOIL STOCKPILE AND BORROW AREAS SHALL BE PROTECTED FROM EROSION AND SEDIMENTATION THROUGH IMPLEMENTATION OF BEST MANAGEMENT PRACTICES. STOCKPILE AND BORROW AREA LOCATIONS SHALL BE NOTED ON THE SITE MAP AND PERMII ILO IN ACCORDANCE WITH GENERAL PERMIT REQUIREMENTS. P. SLOPES SHALL BE LEFT IN A ROUGHENED CONDI11ON DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES (SILT FENCES, ETC.) TO PREVENT EROSION AND POLLUTANT DISCHARGE. R. GENERAL CONTRACTOR IS TO DESIGNATE/IDENTIFY AREAS ON THE SITE MAPS, INSIDE OF THE OMITS OF DISTURBANCE, FOR WASTE DISPOSAL AND DEUVERY AND MATERIAL STORAGE. S. GENERAL CONTRACTOR SHALL HAVE A PRE -CON MEETING WITH SOIL AND EROSION CONTROL REGULATORS AS WELL AS A FINAL CLOSE OUT MEETING PRIOR TO CERTIFICATE OF OCCUPANCY. SEQUENCE OF CONSTRUCTION PHASE 1 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL ALL PERIMETER SEDIMENT MEASURES. 5. INSTALL ALL TEMPORARY EROSION & SEDIMENT CONTROLS AS NEEDED. 6. CLEAR AND GRUB THE SITE. REMOVE EXISTING BUILDING, CANOPY, TANKS AND PAVEMENT AS NECESSARY. 7. BEGIN GRADING THE SITE. PHASE II 8. START CONSTRUCTION OF BUILDING PAD, STRUCTURES, AND OFF-SITE IMPROVEMENTS. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET/FLUME PROTECTION DEVICES. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. REMOVE EROSION AND TEMPORARY SEDIMENT CONTROL DEVICES AFTER FINAL STABILIZATION IS ACHIEVED. BMP MAINTENANCE NOTES ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHAD. BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING OR DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT GOOD STANDARDS ARE MAINTAINED. AREAS SHOULD BE FERTIUZED, WATERED, AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES 6* HIGH OR EXCEEDS LOCAL EROSION MAINTAINENCE THRESHOLD. 4. THE CONSTRUCTION EXITS SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION EXITS AS CONDMONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AREA AS CONDITIONS DEMAND. 6. FILTER TUBES SHALL BE REPAIRED TO THEIR ORIGINAL CONDMONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM TUBES WHEN if REACHES OF ITS EXPOSED HEIGHT. SEE DETAILS. 7. PRIOR TO LEAVING THE SITE, ALL VEHICLES SHALL BE CLEANED OF DEBRIS. ANY DEBRIS AND/OR SEDIMENT REACHING THE PUBUC STREET SHALL BE CLEANED IMMEDIATELY BY A METHOD OTHER THAN FLUSHING. SW 155THST SW 32ND ST 35TH elle WULFF RD ,SW21.S Sr TAYLOR CREEK SE 28TH Sr 1- USGS QUADRANGLE MAP N.T.S. 1rn NF1 ■ LEGEND EXISTING FIBER OPTIC CABLE TREE tJE smpay ,F,tRMhH SANaARY CLEAN --(- 'TELEPHONE MANHOLE RECORDED P MOCORING WELL. TA TRAHIC SKM.1... 80X FABER OPfiC BOX EM CD CMF RBS RCP HOPF UGHT ELECTRICAL METER RIGHT-OF-WAY C,Or•VORETE MONUMENT FOUND DUCTILE IRON PPE CHLDRIDE PROPOSED - - 11111111111111111111111 CF PROPERTY UNE CONSTRUCTION FENCE OMITS OF DISTURBED AREA SOIL TYPE DESIGNATION PROJECT INFORMATION RECEMNG WATER IS AN EXISTING STORM DRAIN SYSTEM LEADING TO EXISTING WALMART DETENTION POND SIZED TO HANDLE STORMWATER FROM THIS SITE. DETENTION POND EVENTUALLY CONNECTS TO AN LAKE OKEECHOBEE ± 1.74 MILES SOUTH OF PROJECT SITE. PROPOSED PROJECT SITE IS AN EXISTING COMMERCIAL LOT. STORM RUN-OFF FROM SITE WILL PIPE INTO AN EXISTING DETENTION SYSTEM DESIGNED TO ACCOMMODATE STORM RUN-OFF FOR THIS GAS STATION LOT. PROPOSED PROJECT IS CONSTRUCTING A GAS STATION CONSISTING OF 1,400 S.F. CONVENIENCE STORE WITH 6 PUMP ISLANDS AND ASSOCIATED PARKING AREA. ACREAGE OF SITE IS 0.547 ACRES. DISTURBED ACREAGE OF SITE (INCLUDING OFF-SITE WORK) IS 0.566 ACRES. ANTICIPATED CONSTRUCTION START DATE IS AUGUST 2019 AND COMPLETION DATE IS DECEMBER 2019. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO KEEP SEDIMENT FROM ESCAPING SITE AND ALL ACCUMULATED SEDIMENT SHALL BE CLEANED OUT AND REMOVED FROM SITE. DOWNSTREAM CONDITION WILL NOT BE NEGATIVELY AFFECTED BY PROPOSED DEVELOPMENT. EROSION DETAILS - SEE DETAIL SHEET C-4.2 SF SF SEDIMENTATION\SILT FENCE WITH WIRE SUPPORT - CFS - CFS COMPOST FILTER SOCK DC DUST CONTROL (USING: PHASING OF THE PROJECT, MULCH, SPRINKUNG WATER, SPRAY -ON -ADHESIVE, CALCIUM CHLORIDE, BARRIERS, ETC.) SS SILT SACK TS TEMPORARY SEEDING PS PERMANENT SEEDING MU MULCH SITE SOILS 11 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 IT'S THE LAW /NFLOH/DA IMMOKALEE FINE SAND, 0 TO 2 PERCENT SLOPES N 0 20' 30' 40' SCALE IN FEET N 0: O: w 0 2 cc 0 Q) I M O w 0 v V Zt.kul zpnn� V ccc o s v‘cl n O Q V ha REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL 160. Lim a3 L USA9 [NCC 0 O 0 IIS 0 J 9p= IIS (LO. lug roc CO0- 0 O Q O O 0 n Q MOOM a, 01 0 on c a, W 8' MAX. 0,C. OR AS DICTATED BY LOCAL REQUIREMENTS - WHEN NECESSARY TO CONTINUE FENCE, OVERLAP SILT FENCE MATERIAL AND WOVEN WIRE FENCE ACROSS TWO POSTS WOVEN WIRE FENCE 5' MIN, OVERLAP - SILT FENCE MATERIAL TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH THREE TIES SPACED AT 30" ON CENTER i, MAX, SILT FENCE MATERIAL OVER WIRE FENCE 04"- COMPACTED BACKFILL F� ELEVATION WOVEN WIRE FENCE WITH SILT FENCE MATERIAL COVER FINISH GRADE FLOW COMPACTED BACKFILL 1 SECURELY FASTEN OVERLAPPING ENDS OF SILT FENCE MATERIAL TO ADJACENT STAKES WITH THREE WIRE TIES OR OTHER FASTENERS 60" MIN. STEEL POSTS (72" MIN. ON SLOPES 3H:1V OR GREATER), DRIVEN MIN. 24" INTO GROUND. POSTS: STEEL T OR U TYPE. N FENCE: WOVEN WIRE, 14-1/2 GA., 6" MAX. MESH OPENING FABRIC: IN ACCORDANCE WITH ASTM D 6461 LATEST EDITION. UNDISTURBED GROUND • 6'x6 • TRENCH SECTION A -A N EXTEND WIRE FENCE A MIN. OF 2" INTO TRENCH EMBEDDED SILT FENCE MATERIAL MIN. 8" INTO GROUND W/ 4" LAID ALONG BOTTOM OF TRENCH. PER NCDENR FIGURE 6.62a OF THE NCESCPDM. 1. INSTALLATION SHALL COMPLY W TH ASTM 0 6462 LATEST EDITION. 2. ATTACH THE WOVEN WIRE FENCE TO EACH POST AND THE GEOTEXTILE TO THE WOVEN WIRE FENCE (SPACED EVERY 30") WITH THREE WIRE TIES OR OTHER FASTENERS, ALL SPACED WITHIN THE TOP 8" OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1" VERTICALLY APART. ALSO, EACH TIE PLACED ON A POST SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING. 3. WHEN TWO SECTIONS OF SILT FENCE MATERIAL ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED A MINIMUM OF 60" ACROSS TWO POSTS, AS SHOWN. 4. MAINTENANCE SHALL BE PERFORMED AS NOTED IN THE SWPPP. DEPTH OF ACCUMULATED SEDIMENTS MAY NOT EXCEED ONE-HALF THE HEIGHT OF THE FENCE. MAINTENANCE CLEANOUT MUST BE CONDUCTED REGULARLY TO PREVENT ACCUMULATED SEDIMENTS FROM REACHING ONE-HALF THE HEIGHT OF THE SILT FENCE MATERIAL ABOVE GRADE. 5. ALL SILT FENCE SHALL INCLUDE WIRE SUPPORT UNLESS THE STATIC SLICING EQUIPMENT IS UTILIZED TO INSTALL THE FENCE PER FIGURE 6.62a OF THE NCESCPDM. 6. WRAP APPROXIMATELY 6" OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES. 7. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQ. INCH. COMPACT THE UPSTREAM SIDE FIRST. COMPACT EACH SIDE TWICE FOR A TOTAL OF FOUR TRIPS. 8. ADD POST CAPS AS NEEDED BASED ON SITE CONDITIONS AND APPLICABLE AGENCY REQUIREMENTS. SEDIMENTATION / SILT FENCE WITH WIRE SUPPORT N.T.S. MINIMUM 0.5% GRADE DOWN FROM PUBLIC ROW 41/ M/N 0 C,p4,0 AVERAGE STONE DIAMETER OF 4 TO 6 INCHES GEOTEXTILE UNDERLINER CONSTRUCTION ENTRANCE N.T.S. r10 NOTE: INSTALL TEMPORARY SEEDING IMMEDIATELY AFTER STOCKPILING DOWNGRADE U SILT FENCE (SEE DETAIL) TYPICAL TOPSOIL STOCKPILE N.T.S. INSERT 1" REBAR FOR BAG REMOVAL FROM INLET EXISTING GRATE GATOR GUARD EXISTING CURB CURB OPENING SILT SACK OPTIONAL OVERFLOW DUMP LOOPS EXISTING STORM DRAIN NOTES: SILTSACK SHALL BE MANUFACTURED BY: ACF ENVIRONMENTAL, INC., PH. 800-448-3636; www.acfenvironmental.com 1. SILTSACK SHALL BE INSPECTED AFTER EVERY MAJOR RAIN EVENT. 2. IF THERE HAVE BEEN NO MAJOR EVENTS, SILTSACK SHALL BE INSPECTED EVERY 2-3 WEEKS. 3. YELLOW RESTRAINT CORD SHOULD BE VISIBLE AT ALL TIMES. IF THE CORD IS COVERED WITH SEDIMENT, THE SILTSACK SHALL BE EMPTIED. 4. SILTSACK SHALL BE MANUFACTURED FROM A SPECIALLY DESIGNED WOVEN POLYPROPYLENE GEOTEXTILE AND SEWN BY A DOUBLE NEEDLE MACHINE, USING A HIGH STRENGTH NYLON THREAD. 5. SILTSACK WILL BE MANUFACTURED TO FIT THE OPENING OF THE CATCH BASIN OR DROP INLET. 6. SILTSACK WILL HAVE THE FOLLOWING FEATURES: TWO DUMP STRAPS ATTACHED AT THE BOTTOM OF FACILITATE THE EMPTYING OF SILTSACK; SILTSACK SHALL HAVE LIFTING LOOPS AS AN INTEGRAL PART OF THE SYSTEM TO BE USED TO LIFT SILTSACK FROM BASIN; SILTSACK SHALL HAVE A RESTRAINT CORD APPROXIMATELY HALFWAY UP THE SACK TO KEEP THE SIDES AWAY FROM THE CATCH BASIN WALLS. EXISTING CATCH BASIN SI LTSACK N.T.S. TEMPORARY METHODS MULCHES. SEE STANDARD DS1 - DISTURBED AREA STABILIZATION (WITH MULCHING ONLY). SYNTHETIC RESINS MAY BE USED INSTEAD OF ASPHALT TO BIND MULCH MATERIAL. REFER TO STANDARD TB-TACKIFIERS AND BINDERS. RESINS SUCH AS CURASOL OR TERRATACK SHOULD BE USED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. VEGETATIVE COVER. SEE STANDARD DS2 - DISTURBED AREA STABILIZATION (WITH TEMPORARY S SPRAY -ON ADHESIVES. THESE ARE USED ON MINERAL SOILS (NOT EFFECTIVE ON MUCK SOILS). THESE AREAS. REFER TO STANDARD TB-TACKIFIERS AND BINDERS. TILLAGE. THIS PRACTICE IS DESIGNED TO ROUGHEN AND BRING CLODS TO THE SURFACE. IT IS MEASURE WHICH SHOULD BE USED BEFORE WIND EROSION STARTS. IRRIGATION. THIS IS GENERALLY DONE AS AN EMERGENCY TREATMENT. SITE IS SPRINKLED WITH SURFACE IS WET. REPEAT AS NEEDED. EEDING). KEEP TRAFFIC OFF AN EMERGENCY WATER UNTIL THE BARRIERS. SOLID BOARD FENCES, SNOWFENCES, BURLAP FENCES, CRATE WALLS, BALES OF HAY AND SIMILAR MATERIAL CAN BE USED TO CONTROL AIR CURRENTS AND SOIL BLOWING. BARRIERS PLACED AT RIGHT ANGLES TO PREVAILING CURRENTS AT INTERVALS OF ABOUT 15 TIMES THEIR HEIGHT ARE EFFECTIVE 1N CONTROLLING WIND EROSION. CALCIUM CHLORIDE. APPLY AT RATE THAT WILL KEEP SURFACE MOIST. MAY NEED RETREATMENT. PERMANENT METHODS PERMANENT VEGETATION. SEE STANDARD DS3 -DISTURBED AREA STABILIZATION (WITH PERMANENT VEGETATION). EXISTING TREES AND LARGE SHRUBS MAY AFFORD VALUABLE PROTECTION IF LEFT IN PLACE. TOPSOILING. THIS ENTAILS COVERING THE SURFACE WITH LESS EROSIVE SOIL MATERIAL. SEE STANDARD TP - TOPSOILING. STONE. COVER SURFACE WITH CRUSHED STONE OR COARSE GRAVEL. SEE STANDARD CR -CONSTRUCTION ROAD STABILIZATION. DUST CONTROL N.T.S. COMPOST FILTER SOCK SIZE VARIES. SEE PLANS AND NOTES. SECURE WITH ZIP -11E WHEN STAKING IS NOT FEASIBLE OR DESIRED COMPOST FILTER SOCK SIZE VARIES. SEE PLANS AND NOTES. DROP INLET PLAN X INSIDE DIAMETER DRAINAGE GRATE 2"X2" X 3'-0" WOODEN STAKES 3' O.C. (TYP) WHEN CONDITIONS ALLOW. TIE SOCK AT OVERLAP TO PREVENT SOCK MOVEMENT WHEN NOT STAKED (PAVEMENT APPLICATION). DROP INLET PERSPECTIVE VIEW COMPOST FILTER SOCK SIZE VARIES. SEE PLANS AND NOTES. PLACE A SANDBAG AT EACH END OF SOCK TO HOLD IN PLACE CURB INLET PERSPECTIVE VIEW TABLE 1 Land Slope Maximum Slope Length Above Multi -Filament Polypropylene Compost Filter Sock Percent Feet <2 100 2 to 5 75 5 to 10 50 10 to 20 25 >20• 15 "In areas where the slope is greater than 20% , a flat area length of 10 ft between the toe of the slope to the compost filter sock should be provided. USAGE NOTES: 1. ANCHORING STAKES SHALL BE SIZED, SPACED, AND BE OF A MATERIAL THAT EFFECTIVELY SECURES THE FILTER SOCK. STAKE SPACING SHALL BE A MAXIMUM OF THREE FEET. 2. OVERLAP ENDS OF SOCK PER MANUFACTURERS RECOMMENDATIONS. (1' MIN. 3' MAX.) 3. USE 8" TO 12" DIA. SOCK ON CURBSIDE IN TRAFFIC AREAS. 4. USE 12" - 18" DIA. SOCK IN NON -TRAFFIC AREAS OR AREAS WHERE SAFETY IS NOT A CONCERN. DESIGN CRITERIA: COMPOST FILTER SOCKS ARE DESIGNED TO RETAIN SEDIMENT TRANSPORTED IN SHEET FLOW FROM DISTURBED AREAS. COMPOST FILTER SOCKS PERFORM THE SAME FUNCTION AS SILT FENCE, ALLOW A HIGHER FLOW RATE, AND ARE USUALLY FASTER AND CHEAPER TO INSTALL. WHERE ALL RUNOFF IS TO BE TREATED BY THE COMPOST FILTER SOCK THE MAXIMUM SLOPE LENGTH BEHIND THE COMPOST FILTER SOCK SHALL NOT EXCEED THOSE SHOWN IN TABLE 1. THE DRAINAGE AREA SHALL NOT EXCEED % ACRE FOR EVERY 100 FT OF COMPOST FILTER SOCK. THE SEDIMENT AND POLLUTANT REMOVAL PROCESS CHARACTERISTIC TO COMPOST FILTER SOCKS COMBINES BOTH FILTERING AND DEPOSITION FROM SETTLING SOLIDS. THIS IS DIFFERENT THAN METHODS THAT RELY ON PONDING FOR DEPOSITION OF SOLIDS FOR SEDIMENT CONTROL, SUCH AS SILT FENCE. PONDING OCCURS WHEN WATER FLOWING TO THE COMPOST FILTER SOCK ACCUMULATES FASTER THAN THE HYDRAULIC FLOW THROUGH RATE OF THE COMPOST FILTER SOCK. HYDRAULIC FLOW-THROUGH RATES FOR COMPOST FILTER SOCKS ARE 50% GREATER THAN SILT FENCE FILTER FABRIC. GREATER HYDRAULIC FLOW-THROUGH RATES REDUCE POND U COMPOST FILTER SOCK MESH NETTING SHALL MEET THE NETTING SPECIFICATION IN TABLE 2. COMPOST FILTER SOCKS SHALL MEET THE\QN„N�/� SPECIFICATIONS IN TABLE 3. COMPOST USED IN COMPOST FILTER SOCKS SHALL MEET THE SPECIFICATION DESCRIBED UNDER COMPOSt.�. FILTER MEDIA SPECIFICATIONS. A 12 INCH DIAMETER COMPOST FILTER SOCK SHALL BE USED ON DEVELOPMENTS WHERE THE LIFE OF THE PROJECT IS GREATER OR EQUAL TO SIX MONTHS. A 12 INCH DIAMETER COMPOST FILTER SOCK MAY ALSO BE USED ON MINOR PROJECTS, SUCH RESIDENTIAL HOME SITES OR SMALL COMMERCIAL DEVELOPMENTS. COMPOST FILTER MEDIA SPECIFICATIONS COMPOST USED FOR COMPOST FILTER SOCK FILLER MATERIAL (FILTER MEDIA) SHALL BE WEED FREE AND DERIVED FROM "ttjj A WELL -DECOMPOSED SOURCE OF ORGANIC MATTER. THE COMPOST SHALL BE PRODUCED USING AN AEROBIC COMPOSTING PROCESSS' !4 '>k"'°'" MEETING CFR 503 REGULATIONS INCLUDING TIME AND TEMPERATURE DATA. THE COMPOST SHALL BE FREE OF ANY REFUSE, %/t ' `!�� CONTAMINANTS OR OTHER MATERIALS TOXIC TO PLANT GROWTH. NON -COMPOSTED PRODUCTS WILL NOT BE ACCEPTED. TEST METHODS FOR THE ITEMS BELOW SHOULD FOLLOW US COMPOSTING COUNCIL TEST METHODS FOR THE EXAMINATION OF COMPOSTING AND COMPOST GUIDELINES FOR LABORATORY PROCEDURES: sa co a CI w ino .4( ;: Ab A. B. C. D. E. PH -5.0-8.0 IN ACCORDANCE WITH TMECC 04.11-A, "ELECTROMETRIC PH DETERMINATIONS FOR COMPOST" PARTICLE SIZE - 99% PASSING A 2 IN (50MM) SIEVE AND A MAXIMUM OF 40% PASSING A 3/8 IN (9.5MM) SIEVE, IN ACCORDANCE WITH TMECC 02.02-B, "SAMPLE SIEVING FOR AGGREGATE SIZE CLASSIFICATION". (NOTE- IN THE FIELD, PRODUCT COMMONLY IS BETWEEN 3 IN [12.5MM] AND 2 IN [50MM] PARTICLE SIZE.) MOISTURE CONTENT OF LESS THAN 60% IN ACCORDANCE WITH STANDARDIZED TEST METHODS FOR MOISTURE DETERMINATION. MATERIAL SHALL BE RELATIVELY FREE (<1% BY DRY WEIGHT) OF INERT OR FOREIGN MAN MADE MATERIALS. A SAMPLE SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO BEING USED AND MUST COMPLY WITH ALL LOCAL, STATE AND FEDERAL REGULATIONS. CONSTRUCTION SPECIFICATIONS THE COMPOST FILTER SOCK SHALL BE INSTALLED ACCORDING TO THIS SPECIFICATION, AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. 1. COMPOST FILTER SOCKS SHOULD BE INSTALLED PARALLEL TO THE BASE OF THE SLOPE OR OTHER DISTURBED AREA. IN EXTREME CONDITIONS (I.E., 2:1 SLOPES), A SECOND COMPOST FILTER SOCK SHALL BE CONSTRUCTED AT THE TOP OF THE SLOPE. 2. STAKES SHALL BE INSTALLED THROUGH THE MIDDLE OF THE COMPOST FILTER SOCK ON 10 FT (3M) CENTERS, USING 2 IN (50MM) BY 2 IN (50MM) BY 3 FT (1M) WOODEN STAKES. IN THE EVENT STAKING IS NOT POSSIBLE, I.E., WHEN COMPOST FILTER SOCKS ARE USED ON PAVEMENT, HEAVY CONCRETE BLOCKS SHALL BE USED BEHIND THE COMPOST FILTER SOCKS TO HELP STABILIZE DURING RAINFALL/RUNOFF EVENTS. STAKING DEPTH FOR SAND AND SILT LOAM SOILS SHALL BE 12 IN (300MM), AND 8 IN (200MM) FOR CLAY SOILS. 3. LOOSE COMPOST MAY BE BACKFILLED ALONG THE UPSLOPE SIDE OF THE COMPOST FILTER SOCK, FILLING THE SEAM BETWEEN THE SOIL SURFACE AND THE DEVICE, IMPROVING FILTRATION AND SEDIMENT RETENTION. 4. IF THE COMPOST FILTER SOCK IS TO BE LEFT AS A PERMANENT FILTER OR PART OF THE NATURAL LANDSCAPE, IT MAY BE SEEDED AT TIME OF INSTALLATION FOR ESTABLISHMENT OF PERMANENT VEGETATION. THE ENGINEER WILL SPECIFY SEED REQUIREMENTS. 5. COMPOST FILTER SOCKS ARE NOT TO BE USED IN PERENNIAL, EPHEMERAL, OR INTERMITTENT STREAMS. MAINTENANCE SEDIMENT SHALL BE REMOVED ONCE IT HAS ACCUMULATED TO ONE-HALF THE ORIGINAL HEIGHT OF THE BARRIER. COMPOST FILTER SOCKS SHALL BE REPLACED WHENEVER IT HAS DETERIORATED TO SUCH AN EXTENT THAT THE EFFECTIVENESS OF COMPOST FILTER SOCK IS REDUCED. COMPOST FILTER SOCKS SHALL REMAIN IN PLACE UNTIL DISTURBED AREAS HAVE BEEN PERMANENTLY STABILIZED. ALL SEDIMENT ACCUMULATION AT THE COMPOST FILTER SOCK SHALL BE REMOVED AND PROPERLY DISPOSED OF BEFORE THE COMPOST FILTER SOCK IS REMOVED. TABLE 2 Material Type Multi -Filament Polypropylene Multi -Filament Polypropylene Material Characteristic Photodegradable Photodegradable Mesh Opening 3/8 in (10mm) 1/8 in (3mm) "Tensile Strength (ASTM 5035-95)" 44 psi (3.09 kg/cm2) 202 psi (14.2 kg/cm2)* % Original Strength from Ultraviolet Exposure (ASTM G-155) 100% at 1000 hr 100% at 1000 hr TABLE 3 12 in (300mm) Diameter Effective Circumference 38 in (960mm) Density (when tilled) 32 lbs/ft (50 kg/m) Air Space 20% Hydraulic Flow Through Rate 11.3 gpm/ft (141 Umin/m) P Factor (RUSLE) 0.1-0.32 COMPOST FILTER SOCK N.T.S. ce 0 N cc w 0 S z d O Q � ofd J1 o CX weg z ko0) 0 tos tz4 O Q V k O cc REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL STRAW BALES AROUND WASHOUT WOOD OR METAL STAKES AROUND PERIMETER (ALTERNATE MATERIALS MAY PERIMETER TO SECURE STRAW BALES BE USED TO PROVIDE STRUCTURAL (TWO (2) PER BALE) CONTAINMENT AND WOULD REQUIRE DESIGN MODIFICATION BY CONTRACTOR) PLAN VIEW METAL PINS OR STAPLES TO SECURE POLYETHYLENE LINING TO STRAW BALES WOOD OR METAL STAKES AROUND PERIMETER TO SECURE STRAW BALES (TWO (2) PER BALE) COMPACTED SOIL MATERIAL MINIMUM 30 -MIL POLYETYHLENE LINEING OVERLAPPING STRAW BALES STRAW BALES AROUND WASHOUT PERIMETER %'mo//%///' \/`//\j`\//Yi`% OHE --• --A BENCHMARK SET "X" OF CONCRETE BASE, ELEVATION: 20.78 (NAVD 88) 77 LF OVH. 1 TELE. UNE A TREE BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) CFP CFP NOW OR FORMERLY ()KEE HOITI)INGS, LTC P0, 1057 32-2(i-010-2250(62LACon0610-nomA ZONED: CHV (1.1E1AB.A7 (2:511ER(-AAL D1STRIC11) S',(20 •,/,?5 Sr:0 (5r, 65 . . • CURB ... 0 \ m 19 50 LF CURB ••••- ?;- rjUNCTION BOX / INV, IN (SW) 1/26 /35, OUT. (SE) 14,26 41)/'/ sr„Kr (*.$10fY(.010:•. • "F.F:E;22.86'.'.' .. • ........ ........ • .... • • • • • • • • •\ STORAGE HED L 7119 N(21,3) 18,09 .2211 2M•v" /r" „.2/„T• r irr • Orr i•ir• rrrsa / rry., 18" RCP - SIGN' 313513 19 MIT TOM (GRATE) 21.44 INV, CUT 17,89 133 WATER UNE \ \ " SIGN' MAILBOX CATCH BASINA..., TOP (ORATE) 18,90 11 NAL 171 (5) 12.80 INV, 01.).T 213 12,05 T.', • 11 1 • T (0, vE LIU N OTI ON BO X TOP 1.920 1111„12., NV, 21 (N) '12,90 NV, 0101.1 (5) "12,85 16 848 SF PAVEMENT BOLLARD (14) TYP. CATCH BASI!r.'"' TOP (GRABE) 19,11 NV, N 18.15 1721. 10 0196 AV. OUT (3:) 141.86 -`21SM,I; TOP 21,T55 INANE) 6.24 INV, (1.11 (SVI) TREE 4 ftw TREE AO -73 43 43 43 WATER METER & BFP r r• 1 1 A(";.AT2 4.319139 RASIN TOP (GRATE) I8192 1313, IN (8) 18,15 OTA(M.K.E TO ACCESS 1913. 001 (0) ems amp 1.,72211: TREE • IRRIGATION VALVE M 4M, MOD 010111111111111111111111111014101 111111111111111111111111.111111 IMIID MO NOW OR FORMERLY WAL•RMART STOREIS EAST; LP 0,R,9, 668, PG, 1047 HN: 2 - 27- 37- 35 --Ogg>, 0001 2- A000 ZONED; CHM EAVY COMMERCIAL ()STRICT) REMOVAL OF EXISTING PAVEMENT MARKINGS CONFUCTING STRIPING AND PAVEMENT MARKINGS SHALL BE REMOVED BEFORE THE INSTALLATION OF NEW STRIPING AND PAVEMENT MARKINGS. ALL TRAFFIC STRIPING AND PAVEMENT MARKINGS SHALL BE REMOVED IN A RECTANGULAR SHAPE. NEW STRIPING AND PAVEMENT MARKINGS SHALL BEA INSTALLED WITHIN 24 HOURS OF REMOVAL OF OLD STRIPING AND PAVEMENT MARKINGS. PAVEMENT MARKINGS MAY BE REMOVED BY SANDBLASTING, WATERBLASTING, GRINDING, OR OTHER APPROVED MECHANICAL METHODS. GROOVING IS NOT PERM! u) AND GRINDING IS PERMITTED ONLY FOR REMOVING THERMOPLASTIC OR EPDXY PAVEMENT MARKINGS. WHERE GRINDING OR SAND -BLASTING IS USED FOR THE REMOVAL OF EXISTING TRAFFIC STRIPING AND PAVEMENT MARKINGS, AND SUCH REMOVAL OPERATION IS BEING PERFORMED WITHIN 10 I. iti OF A LANE OCCUPIED BY PUBLIC TRAFFIC, THE RESIDUE INCLUDING DUST SHALL BE REMOVED IMMEDIATELY AFTER CONTACT BETWEEN THE GRINDING OR SAND -BLASTING MATERIAL AND THE SURFACE BEING TREATED. SUCH REMOVAL SHALL BE BY A VACUUM ATTACHMENT OPERATING CONCURRENTLY WITH THE GRINDING OR SAND -BLASTING OPERATION. PAINTING OVER ,EXISTING MARKINGS TO OBUTERATE THE MARKINGS DOES NOT WORK AND IS NOT PERMITTED REPAIR DAMAGE TO, ASPHALTIC SURFACES, SUCH AS SPAWNG, SHEWNG, ETC., GREATER THAN 1/4 IN. IN DEPTH RESULTING FROM THE REMOVAL OF PAVEMENT MARKINGS' AND MARKERS. DISPOSE OF MARKERS IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTIVMES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOUTION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND RAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTIVITIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL 6. UTILITY WORK DONE ON WAL-MART PARCEL, WHETHER BY THE GC, cny OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDMONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT DAPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE AIMED INSIDE THE WAL-MART DRNE ISLES OR PARKING LOT. 8. GC SHALL UTTUE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL AU. UTILITIES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRNE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. EXISTING 0 LEGEND U71131181') 1.4)11 3.11,13 UTILAP(' POUr„ OVERHEAD LINES er, GUY HBER OPTC CABIE: 'MEE !,,,NE SANITARY SEWER MANHOEE. SAN.riARY C1.E60-- OUJ (F•f,XY) TELEPHONE MANHOLE/PEDESUL S2N0.1.411NG 841315 :AcNurloN BOX 1,343) [111900 013 CURB ft41_Err (01 OR CO FENCE EXIS-TNG 1 FOOT CONFIDUR Fr3131120 CRADF SPOT rr] FriATON RECORDED DATA ACCESS EASEMENT UTILITY EASEMENT N 20' 30' SCALE IN FEET r 20("A 1711(12 HYDRANT 0// 33 WATER VALVE WO WATER ,,METER BACK1O PREVENTLIP ou.„ ,re ATREErrnN m',Erpc-A 132E135 M(1 MCNTICYNG Mat Emu-- BTIATI1117; '1 40' 1RAHLI1 SIGRA BOX IEIBEIR OPTIC BOX DRAINAGE /' 1) LIGHT POLE ELEBTREA.q. TRANSFORMER 1113'•.AX ELECTRICAL METER REBAR PIN FOUND CM,RETE MONUMEW FOUND RBTA„ REBAR 010 SET RCP REINFORCED CONC. PPE HDPE HICITTEDENSY POLYEHMEME NINE DEP DUCTILE PON PIPE P1'LAWA1,, Cil(RDE PPE, 1:eq. Sipp *or * .‘‘ pvc PROPOSED 0101111111111111111. OM 01111111111111111110 CF 11 PROPERTY UNE CONSTRUCTION FENCE CUT AND CAP EXISTING UTILITY GENERAL DEMOLITION NOTES A. CONTRACTOR SHAM BE RESPONSIBLE FOR REMOVAL OF THE EXISTING STRUCTURES, RELATED UTIUTIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. B. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOUTION OPERATIONS. DISPOSAL WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS. C. THE GENERAL CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. D. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. E. IF DEMOUTION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE VIAL -MART CONSTRUCT1ON/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROU11NG OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. F. CONTRACTOR SHALL BEGIN CONSTRUCTION OF ANY LIGHT POLE BASES FOR RELOCATED UGHT FIXTURES AND RELOCATION OF ELECTRICAL SYSTEM AS SOON AS DEMOLITION BEGINS. CONTRACTOR SHALL BE AWARE THAT INTERRUPTION OF POWER TO ANY UGHT POLES OR SIGNS SHALL NOT EXCEED 24 HOURS. G. INTERRUPTION OF POWER TO ANY UGHT POLES OR SIGNS SHALL NOT EXCEED (24) HOURS. 0 DEMOLITION NOTES 18A EXISTING TO BE REMOVED 19A EXISTING TO REMAIN 51B LIMITS OF SAWCUT AND PAVEMENT REMOVAL 510 PROTECT EXISTING STRUCTURES AND/OR PIPES DURING DEMOUTION AND CONSTRUCTION PHASES. 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW IN FLORDA UTILITY SERVICES ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. CONTRACTOR TO VERIFY EXACT LOCATION AND DEPTHS. TREES SHOWN TO REMAIN SHALL NOT BE DISTURBED. ANY TREE THAT IS DISTURBED SHALL BE REPLACE BY CONTRACTOR AT NO COST TO OWNER WITH UKE KIND AND TYPE. 1. CONTRACTOR TO COORDINATE UTILITY SHUT OFFS WM RESPECTIVE UTILITY COMPANIES PRIOR TO THE START OF SITE/BUILDING DEMOUTION. 2. ALL UTILITY SERVICES SHALL BE TEMPORARILY CUT AND CAPPED AT PROPER1Y/R/W UNE AS REQUIRED PRIOR TO START OF DEMOUTION. 3. HAZARDOUS SUBSTANCES SUCH AS FREON IN HVAC SYSTEMS SHALL BE PROPERLY REMOVED BY A CERTIFIED TECHNICIANS AND PROPERLY DISPOSED OF. 4. CONTRACTOR TO ENSURE THAT ALL CONTENTS/PRODUCTS OF MURPHY BUILDING HAS BEEN REMOVED PRIOR TO START OF DEMOLITION. 5. CONTRACTOR TO ENSURE THAT ALL GASOLINE AND DIESEL HAS BEEN REMOVED FROM UNDERGROUND STORAGE TANKS PRIOR TO START OF DEMOLMON. 6. ALL PRODUCT PIPING TO BE FLOODED AND PURGED AS REQUIRED PRIOR TO START OF DEMOLITION. 05-03-19 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL c) r-4 c•I [NI -4 N, N. '5' ,cs4 U)<c4 < " 6-6' Fr)) 0 'S•-' Z °(9) er) 1-4 0 cal 0 41 z C2) cD. 11 0C z 0 0 0 0 0 Mil Cr cc CO 0 0 (5 0 X < 111.11 0 CC m 0 0JOEino Mil 1" X 1-1L REDUCER 1-41G. 40B 45' WYE INV. 18.17 INV. 18.33 1" IRR. RPZ :Y CONTRACTOR 1" IRR. VAL BY CONTRACTTR INV. 1 1 44 1 "w 45' BEND' INV. 18.96 40B 45' WYE INV. 18.07 45' WYE 408 40B INV. 18.12 45' WYE INV. 18.09 INV. 18.22 �{ INV. 18.19 D z 1000 GAL. GREASE TRAP (GT) RIM 22.52 39G INV. IN 18.07 (4" PVC) INV. OUT 17.82 (4" PVC) 0 45' WYE INV. 17.83 SAN> SAN> 45 WYE 408 INV. 17.77 INSET -1 SCALE: 111=10' DOMESTIC WATER LINE TAP BY UTILITY COMPANY UTILITY CROSSING SCHEDULE: 4" STORM UNE CROSSES ABOVE 4" SANITARY UNE STORM UNE INV: 19.75± SANITARY CROWN: 18.76± CLEARANCE: 0.99± FT 4" STORM UNE CROSSES ABOVE 4" SANITARY UNE El STORM UNE INV: 19.87± SANITARY CROWN: 18.61± CLEARANCE: 1.26± FT 4" STORM UNE CROSSES ABOVE 4" SANITARY UNE C3 STORM UNE INV: 19.88± SANITARY CROWN: 18.62± CLEARANCE 1.26± FT 4" SANITARY UNE CROSSES ABOVE 4" GREASE UNE C4 SANITARY UNE INV: 19.00± GREASE CROWN: 18.50± CLEARANCE: 0.50± FT BENCHMARK SET MAC NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) SCO l^i UTILITY ROUTING NOTE: REFER TO PLUMBING PLAN (P1) FOR EXACT LOCATIONS OF UTILITY ENTRY POINTS TO BUILDING, ROUTING OF SEWER FLOWS, ETC. REFER TO GALLOWAY SHEET FE -1 FOR SIZING, ROUTING AND INSTALLATION REQUIREMENTS OF SITE UGHTING CONDUIT AND WIRING. WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL-MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. ALL PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL-MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTIVITIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALINES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOLITION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL-MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL-MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE-ROUTING OF TRAFFIC IS TO BE ACCOMPLISHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL-MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTMTIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL-MART APPROVAL 6. UTILITY WORK DONE ON WAL-MART PARCEL, WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL-MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL-MART PRE -APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHAD. NOT BE ALLOWED INSIDE THE WAL-MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTIUZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UTILE IES THROUGH THE WAL-MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL-MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. MOO MOO i MOO ONO CFP CFP CFP - SEE INSET -1 (ABOVE) BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) NV. 18.84 /i' - i- -1-4 57 LF 4" PVC 0 1. N> 45' WYE INV. 17.32 IRRIGATION WATER LINE TAP BY UTILITY COMPANY EX. SANITARY MANHOLE (MH RIM 21.94 PR. INV. IN 16.40 (4" PVC) 00 EX. INV. IN 16.24 (6" PVC). EX. INV. OUT 16.09 (6" PVC) TURN ONLN SIGN R SEWER 012- '• 000 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 IT'S THE LAW /NFLOfNDA UTIUTY CONTACT INFORMATION WATER AND SEWER OKEECHOBEE UTILITY AUTHORITY 100 SW 5TH AVENUE OKEECHOBEE, FL 34974 CONTACT: BEN LEIGHTON PHONE: 863-763-9460 TELEPHONE COMCAST SERVICE CENTER 107 NW 7TH AVENUE OKEECHOBEE, FL 34972 CONTACT: NOAH VOLAIN PHONE: 610-563-2501 ELECTRIC FLORIDA POWER & LIGHT SERVICE PLANNING DEPARTMENT 825 NE 34TH AVENUE, OKEECHOBEE, FL 34972 CONTACT: DONNA PADGETT PHONE: 863-467-3708 4A. N 0 20' 30' 40' !!!!!!!! SCALE IN FEET LEGEND EXISTING UTILJN MOUE, OVER TREE SAN \F SEWER MANHOL. SAN FEARY CLEAN OUT JUNG -00N B FENCE AXESS EASEMENT CONTOUR P_ a AAA M CM is RCP BACKFLOW PREVENT ION CONTROL MONITORING EETEOJ (( 1 1 S BOX HIKR OPTIC DRANAGE MANHOLE. UGH POLE #.. ELECTNCAL METER N.‘ 01111 11/47:-.1 `" sae M Q in Lo ic x V < O� •:$ o Uer"i ,f, z .,„../..wg ., V,evii'., i;... k,.06Y REBAR PIN SET its NE HIGH - DUCTILE IRON POLYVINYL PROPOSED LEGEND MINOMMIONO CIO, MOO MINIMOIN011, CF PROPERTY UNE SANITARY SEWER SERVICE UNDERGROUND ELECTRIC SERVICE UNDERGROUND TELEPHONE SERVICE WATER SERVICE CONSTRUCTION FENCE (SEE CML DETAILS) GENERAL UTILITY NOTES A. ALL BUILDING WATER ONES FROM METER TOWARDS BUILDING SHALL BE SCHEDULE 40 PVC, MEETING ASTM D1785 & D2665 SPECIFICATIONS, AND SHALL BE RATED FOR USE WITH POTABLE WATER PER NSF STD. 61 & STD.14 , WITH 36" MIN. COVER. B. C. D. E. F. G. H. ALL SANITARY SEWER LINES SHALL BE SCHEDULE 40 PVC WITH 36" MINIMUM COVER. CONTRACTOR SHALL COORDINATE ANY DISRUPTIONS TO EXISTING UTIUTY SERVICES WITH ADJACENT PROPERTY OWNERS. ALL ELECTRIC AND TELEPHONE EXTENSIONS INCLUDING SERVICE ONES SHALL BE CONSTRUCTED TO THE APPROPRIATE UTILITY COMPANY SPECIFICATIONS. ALL UTILITY DISCONNECTIONS SHALL BE COORDINATED WITH THE DESIGNATED UTILITY COMPANIES. CONSTRUCTION SHALL NOT START ON ANY PUBUC UTILITY SYSTEM UNTIL WRITTEN APPROVAL HAS BEEN RECEIVED BY THE ENGINEER FROM THE APPROPRIATE GOVERNING AUTHORITY AND CONTRACTOR HAS BEEN NOTIFIED BY THE ENGINEER. PRIOR TO THE CONSTRUCTION OF OR CONNECTION TO ANY STORM DRAIN, SANITARY SEWER, WATER MAIN OR ANY OTHER UTILITIES, THE CONTRACTOR SHALL EXCAVATE, VERIFY AND CALCULATE ALL POINTS OF CONNECTION AND ALL UTILITY CROSSINGS AND INFORM GREENBERGFARROW ENGINEERS AND THE OWNER/DEVELOPER OF ANY CONFUCT OR REQUIRED DEVIATIONS FROM THE PLAN. NOTIFICATION SHALL BE MADE A MINIMUM OF (72) HOURS PRIOR TO CONSTRUCTION. ENGINEER AND ITS CLIENTS SHALL BE HELD HARMLESS IN THE EVENT THAT THE CONTRACTOR FAILS TO MAKE SUCH NOTIFICATION. CONTRACTOR SHALL COMPLY COMPLETELY WITH THE LATEST STANDARDS OF OSHA DIRECTMES OR ANY OTHER AGENCY HAVING JURISDICTION FOR EXCAVATION AND TRENCHING PROCEDURES. THE CONTRACTOR SHALL USE SUPPORT SYSTEMS, SLOPING, BENCHING AND OTHER MEANS OF PROTECTION. THIS IS TO INCLUDE, BUT NOT LIMITED FOR ACCESS AND EGRESS FROM ALL EXCAVATION AND TRENCHING. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH PERFORMANCE CRITERIA AS REQUIRED BY OSHA. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTIUTY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. 0 UTILITY NOTES 22A POINT OF CONNECTION - WATER SERVICE (PER LOCAL CODES) 22M PROPOSED WATER METER (SEE SIZE THIS SHEET) 23A POINT OF CONNECTION - SANITARY SEWER SERVICE (PER LOCAL CODES) 23E SANITARY SEWER SERVICE ENTRY (PER ARCH. PLANS) 30D VERIFY LOCATION AND DEPTH OF EXISTING UTILITY BEFORE CONSTRUCTING PROPOSED UTILITY 310 INSTALL (2) 4" PVC SCH. 40 (D2665) SLEEVES 30' BELOW FINAL GRADE. EXTEND SLEEVES 2 FEET BEYOND BACK OF PROPOSED CURB OR EDGE OF PAVEMENT. STAKE BOTH ENDS OF EACH SLEEVE WITH CAPPED VERTICAL PVC PIPE, 12" ABOVE GRADE. DO NOT ALLOW SOIL OR WATER TO ENTER SLEEVES DURING OR AFTER CONSTRUCTION. 31E INSTALL (1) 4" PVC SCH. 40 (D2665) SLEEVE 30" BELOW FINAL GRADE. EXTEND SLEEVES 2 FEET BEYOND BACK OF PROPOSED CURB OR EDGE OF PAVEMENT. STAKE BOTH ENDS OF SLEEVE WITH CAPPED VERTICAL PVC PIPE, 12" ABOVE GRADE. DO NOT ALLOW SOIL OR WATER TO ENTER SLEEVE DURING OR AFTER CONSTRUCTION. ❑ UTILITY DETAILS - SEE DETAIL SHEETS 39G SANITARY SEWER GREASE TRAP 40B SANITARY SEWER WYE CONNECTION 40C SANITARY SEWER CLEAN-OUT 40F SANITARY PIPE CONNECTION TO EXISTING CONCRETE STRUCTURE 41A TYPICAL PIPE TRENCHING 42B SANITARY SEWER TRENCHING AND BEDDING. GC TO VERIFY LOCATION, CONNECTION POINT AND DEPTH OF EXISTING UTILITIES PRIOR TO INSTALLING PROPOSED UTILITY. N In N W 0 z z 0 05-03-19 0 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Imo inn Cal CD 0 ci >= a, 0 0 0 0 MO u dui CD C Q 0 (5 0 0 Q RA 0 0 on 0� 0 r -Il CV _, l j MASONRY SUPPORT OPTIONAL CHAIR (BRICK/BLOCK) SUPPORT (PLASTIC) CHAIR SUPPORT (METAL W/PLATE) 1. CONTRACTOR SHALL UTILIZE THE APPROPRIATE SUPPORT DEVICE TO ACCEPT MESH OR REBAR REINFORCEMENT TYPES. 2. CHAIR SUPPORTS SHALL BE PLACED AT THREE FEET (3') O.C.E.W. MIN. SPACING. 3. SUPPORT SHALL BE SIZED TO PROVIDE ADEQUATE STRUCTURAL SUPPORT DURING CONSTRUCTION AND MAINTAIN THE REINFORCEMENT WITHIN THE CENTER OF THE PAVEMENT SECTION. CHAIR SUPPORT FOR REINFORCED CONCRETE PAVEMENT N.T.S. SEE TANK/PIPING PLANS FOR PUMP ISLAND AND JOINT LAYOUT UNDER CANOPY AREA BENCHMARK SET "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) NOTE: GC IS REFERRED TO GEOTECHNICAL REPORT PREPARED BY UNITED CONSULTING DA'Z'ED APRIL 2, 2019. FOR SITE PREPARATION CONDITIONS AND PAVEMENT REQUIREMENTS. BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVA11ON: 20.78' (NAVD 88) sco WALMART NOTES 1. THE MURPHY STATION WILL NOT DROP THE WAL—MART GREEN SPACE BELOW CITY REQUIREMENTS. 2. Al! PERMANENT TURF AREAS MUST BE SODDED. 3. GC TO ENSURE THAT TRAFFIC THROUGH MAIN WAL—MART DRIVES IS NOT INTERRUPTED AT ANY TIME DUE TO CONSTRUCTION ACTIVITIES. ENSURE A MINIMUM TEMPORARY LANE WIDTH OF 10' (EACH DIRECTION) IS AVAILABLE AT ALL TIMES, FREE OF OBSTRUCTIONS TO VEHICLES. AT NO TIME SHALL THE CONSTRUCTION FENCE EXTEND INTO THE DRIVE MORE THAN 2' FROM THE FACE OF THE CURB OR DRIVE. 4. IF DEMOUIION OR CONSTRUCTION ON SITE WILL INTERFERE WITH THE WAL—MART TRAFFIC FLOW OR ADJACENT PROPERTY OWNER'S TRAFFIC FLOW, THE CONTRACTOR SHALL COORDINATE WITH THE WAL—MART CONSTRUCTION/STORE MANAGER AND/OR ADJACENT PROPERTY OWNER, TO MINIMIZE THE IMPACT ON TRAFFIC FLOW. TEMPORARY RE—ROUTING OF TRAFFIC IS TO BE ACCOMPUSHED BY USING DOT APPROVED TRAFFIC BARRICADES, BARRELS, AND/OR CONES. TEMPORARY SIGNAGE AND FLAGMEN MAY BE ALSO NECESSARY. 5. ALL WAL—MART PROPERTY DAMAGED DUE TO CONSTRUCTION ACTMTIES MUST BE REPLACED/RESTORED TO MATCH THE EXISTING TYPE AND QUALITY OF WORK AND MATERIALS, AND IS SUBJECT TO WAL—MART APPROVAL 6. UTILITY WORK DONE ON WAL—MART PARCEL WHETHER BY THE GC, CITY OR THE UTILITY COMPANIES, SHALL BE REPAIRED BACK TO EXISTING CONDITIONS. 7. EROSION CONTROL MEASURES IMPLEMENTED INSIDE THE WAL—MART DRIVE ISLES AND PARKING LOT SHALL INCLUDE ONLY SILT BAGS (OR WAL—MART PRE—APPROVED EQUAL) TO ENSURE TRAFFIC CIRCULATION IS NOT IMPEDED. GRAVEL INLET PROTECTION DEVICES SHALL NOT BE ALLOWED INSIDE THE WAL—MART DRIVE ISLES OR PARKING LOT. 8. GC SHALL UTILIZE DIRECTIONAL BORING OR JACK AND BORE METHODS TO INSTALL ALL UTILITIES THROUGH THE WAL—MART PARKING LOT, ANY PAVED AREAS OR DRIVE ISLES. 9. CONTRACTOR IS TO VERIFY LOCATION OF WAL—MART IRRIGATION SYSTEM, VALVE BOXES, CONTROL BOXES, BACKFLOW PREVENTION DEVICES AND OTHER ITEMS WHICH ARE PART OF THE SYSTEM. IF DAMAGES THEY MUST BE REPAIRED AT CONTRACTOR'S COST. SEE TANK/PIPING PLANS FOR PUMP ISLAND AND JOINT LAYOUT UNDER CANOPY AREA P/7 SEE TANK/PIPING PLANS FOR TANK PAD, JOINT LAYOUT AND PAVEMENT DESIGN IMM MID MUD 4MI• *MP ZDNE C1.1\ 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW /NFLOA/DA WWF 6 X 6 — W2.9 X W2.9 SET ON 3" HIGH PREFABRICATED MESH CHAIRS (WITH BASE) SPACED AT 36" OCEW 4 MIL POLYETHYLENE VAPOR BARRIER. REQUIRED WHEN HIGH WATER TABLE IS EXPECTED ON SITE. SEE GEOTECH REPORT. WELL GRADED, COMPACTED GRANULAR BASE, PER GEOTECH. REPORT X 44 X< COMPACTED BACKFILL OR NATIVE SOIL PER GEOTECHNICAL REPORT CONCRETE PAVEMENT SECTION N.T.S. 4" BARS CO 12" O.C.E.W SUPPORTED BY APPROVED DEVICE 4 MIL POLYETHYLENE VAPOR BARRIER. REQUIRED WHEN HIGH WATER TABLE IS EXPECTED ON SITE. SEE GEOTECH REPORT. WELL GRADED, COMPACTED GRANULAR BASE, PER GEOTECH. REPORT 4 i CO COMPACTED BACKFILL OR NATIVE SOIL PER GEOTECHNICAL REPORT DUMPSTER SLAB SECTION N.T.S. 1-1/2" DEEP TOOLED JOINT W/ 1/4" RADIUS CONCRETE PAVEMENT TOOLED CONTROL JOINT (PREFERRED) USE "KRAFT TOOL CO." EXTRA DEEP BIT BRONZE GROOVER #CF -317 (OR APPROVED EQUAL) PREPARE SUBGRADE PER GEOTECHNICAL REPORT TOOLED CONTROL JOINT N.T.S. 2B SIKA GREENSTREAK SPEED LOAD PSD1/2X9LT SLEEVE r 1/2" x 18" SMOOTH DOWEL ©12" O.C., TYPICAL 3/4" HDPE PLASTIC EXPANSION BOARD OR TREATED BOARD. HEIGHT TO MATCH PAVEMENT SECTION. SIKA GREENSTREAK G—SEAL #605 EXPANSION JOIN CAP. CONTRACTOR TO INSTALL PROPER TEES AND CROSSES AS REQUIRED. — 1/4" SPACE BETWEEN JOINT CAP AND ANCHOR STAKE 1/4" x 12" ANCHOR STAKE 4 MIL POLYETHYLENE VAPOR BARRIER IF REQUIRED PER GEOTECH REPORT. 24" WIDTH, CENTERED UNDER CONSTRUCTION JOINTS ONLY. PREPARE SUBGRADE PER GEOTECHNICAL REPORT INSTALLATION STEPS: 1. TERMINATE STAKES BELOW THE TOP OF THE BOARD A DISTANCE EQUAL TO THE DEPTH OF THE G—SEAL PROFILE PLUS 1/4" MIN. WARNING: ANCHOR STAKES LONGER THAN 12" SHALL NOT BE USED AND CARE SHOULD BE TAKEN NOT TO UNNECESSARILY CONFLICT WITH PRODUCT PIPING TRENCHES. 2. USE FACTORY FABRICATIONS FOR INTERSECTIONS AND CHANGES OF DIRECTION. ENSURE ALL SECTIONS TO BE SPLICED ARE CUT SQUARE AND BOND TOGETHER USING G—SEAL ADHESIVE. 3. SECURE G—SEAL TO THE EXPANSION BOARD WITH STAPLES, NAILES, SCREWS BELOW THE PROFILE RIBS (APPROXIMATELY 18" ON CENTER) OR ADHESIVE TO PREVENT DISLOCATION DURING CONCRETE PLACEMENT. 4. INSERT SPEED LOAD SLEEVES INTO HOLES DRILLED THROUGH EXPANSION BOARDS AT MINIMUM 2" BELOW TOP OF SLAB. ENSURE SPEED LOAD SLEEVES ARE SECURED IN EXPANSION BOARD WITH BASE FLANGE FLAT TO EXPANSION BOARD FACE. 5. INSERT SMOOTH DOWEL INTO SPEED LOAD SLEEVES AND PLACE CONCRETE USING NORMAL PLACEMENT TECHNIQUES. UTILIZING THE G—SEAL AS A SCREED RAIL, VIBRATE CONCRETE TO ENSURE GOOD CONSOLIDATION AROUND G—SEAL, SPEED LOAD AND REBAR. DOWEL CONSTRUCTION JOINT IN CONCRETE SLAB N.T.S. 2C N 0 20' 30' 40' LEGEND EXISTING z�l BOX TRU° ni:> CUR` TX SBNB 'I �._, G GPAIILR. IVIE;;;ITTRL'TILE) DATA EASITMENT RRE CCONCRETE MIII MONUMENT FOUND PBS REBAR PN I RCP ,D HDPE RICE: DELLISIELY PERT DUCTILE IRON PIPE:PVC POLYVINYL CHLORIDE SCALE IN FEET a� u4 U OBER () T.0 B 'E REELAR LOUNO PROPOSED 11111111111111111111110 NMI. 111111•11111111111, CF CFP PROPERTY UNE CONCRETE CURB AND GUTTER CONSTRUCTION FENCE (SEE DETAIL SHEETS) CONSTRUCTION FENCE ON PAVEMENT (SEE DETAIL SHEETS) GENERAL PAVING NOTES A. CONCRETE ON ASPHALT UTILITY CUT REPAIRS TO BE DYED TO MATCH SURROUNDING ASPHALT. B. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON ALL CURB AND GUTTER ADJACENT TO CONCRETE PAVING SHALL BE INSTALLED PER DETAIL 1B (SEE DETAIL SHEET C-11). C. PAVEMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECH REPORT PREPARED BY UNITED CONSULTING DATED APRIL 2L2019 AND THIS PAVING PLAN OVER THE ENTIRE PARKING LOT AREA AND ALL APPROACH DRIVES. D. SEE ASSOCIATED PLANS FOR CANOPY, COLUMN, PUMP ISLAND DETAILS AND LAYOUT. E. SURFACE COURSE, BASE, AND SUB—GRADE SHALL BE PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS FOR LOCAL SOILS OR DRAINAGE CONDITIONS AND/OR METHODS. F. SUBGRADE SHALL BE COMPACTED TO 95% OF STANDARD PROCTOR OR AS SPECIFIED BY THE GEOTECHNICAL REPORT WHICHEVER IS MORE STRINGENT. G. FOLLOW RECOMMENDATIONS IN GEOTECH REPORT FOR RE—ENFORCEMENT OF CONCRETE SECTIONS. H. FOLLOW RECOMMENDATIONS OF GEOTECH REPORT FOR PERMANENT UNDERDRAINS IN THE PAVEMENT AREAS. O PAVING NOTES 13B UMITS OF HEAVY DUTY CONCRETE PAVING 21A TAPER CURB TO MATCH EXISTING CURB 51B UMITS OF SAWCUT AND PAVEMENT REMOVAL LI PAVING DETAILS 1B CONCRETE CURB AND GUTTER PAVING DETAILS CONCRETE PAVING FOR TANK. SEE TANK/PIPING PLANS FOR DESIGN AND DETAILS. CONCRETE DUMPSTER SLAB CONCRETE PAVING GENERAL JOINT LAYOUT NOTES A. THIS PLAN IS FOR RELATIVE LAYOUT AND SCOPE OF WORK PURPOSES ONLY. REFER TO SITE PLAN FOR RELATIONSHIP OF THESE STRUCTURES TO EXISTING CONDITIONS AND REFERENCE POINTS. B. 1/2" FOAM EXPANSION JOINT MATERIAL SHALL SURROUND THE CANOPY COLUMNS, U—BUMPERS, BOLLARDS AND DISPENSER ISLANDS AT GRADE. SEE TANK—PIPING PLANS (STANDARD YARD AND DRIVE DETAILS) C. SEE TANK—PIPING PLANS FOR NOTES ON REBAR REINFORCING AROUND UST MANHOLE. D. SEE TANK—PIPING PLANS CONDUIT PIPING LAYOUT. E. DOWELED JOINTS SHALL BE LOCATED ON 12" CENTERS, ALONG THE INSIDE OF THE MOST EXTERIOR SLABS. DOWELS SHALL BE SMOOTH TYPE AND INSERTED INTO GREENSTREAK SPEED DOWEL FORMS. THE DOWEL IS LOCATED AT MID—SLAB DEPTH AND HELD IN PLACE LEVEL AND PERPENDICULAR TO THE JOINT USING THE SPEED DOWEL WHICH REMAINS WITH THE FORM. AFTER THE FORMS ARE STRIPPED, THE DOWELS SHOULD BE CHECKED TO ASSURE FULL INSERTION AND ALIGNMENT IN THE INITIAL SLAB BEFORE POURING THE ADJACENT SLAB. DOWELS OCCURRING UNDER AND PARALLEL TO CONTROL JOINTS SHOULD BE DELETED. SEE TANK—PIPING PLANS FOR ADDI11ONAL INFORMATION. O JOINT LAYOUT NOTES 2D #4 SMOOTH DOWEL BARS 0 24" O.C. (12" LONG) 1OA TANK MANHOLE REINFORCEMENT (SEE TANK/PIPING PLANS FOR ADDITIONAL DETAILS) 51B UMITS OF SAWCUT AND PAVEMENT REMOVAL n JOINT LAYOUT DETAILS — SEE DETAIL SHEETS 2B TOOLED CONTROL JOINT 2C DOWEL CONSTRUCTION JOINT IN CONCRETE SLAB 3A AIR/VAC UNIT MOUNTING SLAB 5B ICE BOX MOUNTING SLAB 5C PROPANE BOX MOUNTING SLAB 13E ASPHALT ABUTTING JOINT 0• 76, O Lt pnn IT -41 WI 0 ec roc 05-03-19 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL _cc; Len CD 03 03 LinCO MURPHY Ot US& 717730®7000 ic8) Zz SCALE IN FLU 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 ITS THE LAW /IVFLOH/DA BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVA110N: 20.78' (NAVD 88) REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM BENCHMAR "X" OF CONCRETE ELEVATION: (NA L am 1 CCS Lim L im 03 vZO 03 CID L . N NM MIS .. �,... IMO NOW OR FORMERLY wAL—M AN FORLs LAST, O.R.R 2 21 t.Ai. r ZONED: C.CHM SUBMITTAL r=zii >=3 Y" MIN. RADIUS 1" MAX RADIUS BACK OF CURB **GUTTER SLOPE TO MATCH ADJACENT PAVEMENT. TRAVERSE AND LONGITUDINAL Yz" MIN. RADIUS 1" MAX RADIUS P.C. CONCRETE ADJACENT CONCRETE PAVING 12 T = PAVEMENT THICKNESS TYPE "B" CONCRETE CURB AND GUTTER NO. 4 X 2'-0" TIE BARS SPACED 3'-0" 0.C. SUBGRADE PER GEOTECH N.T.S. 1B CC w w 0 I▪ M 0 CO FOAM N EXPANSION 0 a JOINT IF IN CONCRETE M w 6"0 GRADE 12" 6" SCHEDULE 40 PIPE FILLED WITH CONCRETE 6" LDPE BOLLARD COVER (1/4" THICK). COLOR: RED PRODUCT: RPD -RD -6-42-S MANUFACTURER: IDEAL SHIELD 252 CLARK STREET DETROIT, MICHIGAN 48209-1355 (800) 731-1722 CONCRETE FILL NOTE: COVER TO BE SECURED TO POST WITH NEOPRENE ADHESIVE TAPE PER MANUFACTURER'S SPECIFICATIONS STEEL BOLLARD N.T.S. 5A w 00 J 00 a �mW WC) < w U WO a� �0 0 TRAFFIC SIGN (TYPICAL) 6" SCHEDULE 40 PIPE FILLED WITH CONCRETE GRADE -1 12" TRAFFIC SIGN IN BOLLARD N.T.S. 5B YELLOW REFLECTIVE PAINT. SEE DETAIL 10A FOR MINIMUM PAINT REQUIREMENTS. STOP BAR SEE PLAN YELLOW REFLECTIVE PAINT. SEE DETAIL 10A FOR MINIMUM PAINT REQUIREMENTS. 10" STOP BAR N.T.S. 10B THIS SIGN TYPICAL AT ALL VAN ACCESSIBLE PARKING SPACES THIS SIGN TYPICAL AT ALL ACCESSIBLE PARKING SPACES PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW "U" -CHANNEL POST (2-lbs./ft.) "U" -CHANNEL POST (2-lbs./ft.) CENTERED ON CONCRETE INSIDE STEEL PIPE SLOPE TOP OF CONCRETE GROUND/PAVING SURFACE 3500 P.S.I. P.C. CONCRETE 8" SCH. 40 STEEL PIPE FILLED WITH CONCRETE VAN ACCESSIBLE RESERVED PARKING • 12" X 6" - R7-8 MUTCD -'-12" X 9" 1'-6" ACCESSIBLE PARKING SIGN N.T.S. 9S 4"4 U -SHAPED STEEL PIPE BOLLARD REMOVE ZIP STRIP AND POUR WITH CLEAR SIKA-FLEX FOAM ISOLATION JOINT SHALL BE DECK -O -FOAM, AASHTO M-153-84, BY SEALTIGHT OR PRODUCT OF EQUAL QUALITY. CONCRETE SLAB 3' 4" I---2' 4" "BUMPERBOARD" SIGN SUPPLIED BY MURPHY, INSTALLED BY G.C. LOCATE PER MURPHY SITE REPRESENTATIVE 0 ISLAND FORM U—BUMPER DETAIL N.T.S. 5G MIN. TOE IN NEW ASPHALT PAVING MIN. 2'-0" AROUND NEW CONCRETE WWF 6x6 - W2.9xW2.9 SET ON 3" HIGH PREFABRICATED MESH CHAIRS (WITH BASE) FINE BROOM FINISH CONCRETE PAVEMENT 3'-0" ASPHALT ABUTTING JOINT N.T.S. 1 3E !! 1 1 WELL GRADED, COMPACTED GRANULAR BASE T = PAVEMENT THICKNESS NOTES 1. LOCATE AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY "VAN" LETTERING. 2. SEE DETAIL 10A FOR MINIMUM PAINT REQUIREMENTS ACCESSIBLE PARKING SYMBOL N.T.S. 9U NOTE: ALL TRAFFIC FLOW ARROWS TO BE REFLECTIVE YELLOW PAINT. 1' 0" LEFT TURN RAD=2' 1 4' 9" RIGHT TURN MINIMUM REQUIREMENTS: 1. USE TRAINED AND EXPERIENCED PERSONNEL IN APPLYING THE PRODUCTS AND OPERATING THE EQUIPMENT REQUIRED FOR PROPERLY PERFORMED WORK. 2. PAINT SHALL BE WATERBORNE OR SOLVENT BORNE, COLOR SHALL BE REFLECTIVE YELLOW UNLESS OTHERWISE SPECIFIED. PAVEMENT MARKING PAINTS SHALL COMPLY WITH APPLICABLE STATE AND LOCAL LAWS ENACTED TO ENSURE COMPLIANCE WITH FEDERAL CLEAN AIR STANDARDS. PAINT MATERIALS SHALL CONFORM TO THE RESTRICTIONS OF THE LOCAL AIR POLLUTION CONTROL DISTRICT. 1' 0" 3. 4. WATERBORNE PAINT: PAINTS SHALL CONFORM TO FEDERAL SPECIFICATION TT -P-1952 (LATEST REVISION) AND ALL APPLICABLE ASTM STANDARDS WITHIN THIS SPECIFICATION. SOLVENT BORNE PAINT: PAINT SHALL CONFORM TO FEDERAL SPECIFICATION A -A-2886 OR AASHTO M248. PAINT SHALL BE NON-BLEEDING, QUICK -DRYING, AND ALKYD PETROLEUM BASE PAINT SUITABLE FOR TRAFFIC -BEARING SURFACE AND BE MIXED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS BEFORE APPLICATION FOR COLOR YELLOW (UNLESS OTHER COLOR IS OTHERWISE SPECIFIED). 5. GLASS BEADS: AASHTO M 247, TYPE 1 OR FS 7-B-1325, TYPE 1, GRADATION A. 6. APPLY TWO COATS OF PAINT, AT MANUFACTURER'S RECOMMENDED RATE, WITHOUT ADDITION OF THINNER, WITH MAXIMUM OF 100 SQUARE FEET PER GALLON OR AS REQUIRED TO PROVIDE A MINIMUM WET FILM THICKNESS OF 15 MILS AND DRY FILM THICKNESS OF 7 �{ MILS PER COAT. PAINT SHALL BE APPLIED FOR A TOTAL DRY FILM THICKNESS OF 15 MILS. APPLY WITH MECHANICAL EQUIPMENT TO PRODUCE UNIFORM STRAIGHT EDGES. 7. APPLY GLASS BEADS AT PEDESTRIAN CROSSWALK STRIPING AND AT LANE STRIPING AND ARROWS. BROADCAST GLASS BEADS UNIFORMLY INTO WET MARKINGS AT A RATE OF 6 LB/GAL. TRAFFIC FLOW ARROW N.T.S. 1 OA 30" WHITE LEGEND RED BACKGROUND R1-1 STOP SIGN N.T.S. 1 2G 0 10' MAX. SPACING OSHA SAFETY ROD CAP ON EACH FENCE SUPPORT f CC N W LAJW CC o O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0O O 00M000000000000000000000000 00 00QP 000000000000000000000000c 00 00010000000000000000000000000 00w000000000000000000000000 00db000000000000000000000000 00Q,000000000000000000000000 00Qdb000000000000000000000000 S0��db0000000000000000©0000000 000 0000000000000000p0000000gP0O 00 000000000coc000 AMCh0000000db00 00 ooc)00000000000OOOo000000qp00 00 000000000000000 00000000 o 0 0 000000000000000000000000 OSHA SAFETY FENCING SAFETY BARRIER FENCE N.T.S. 2F REBAR FENCE SUPPORT GROUND LEVEL BRACE BAND POST TOP RAIL CLAMPS KNUCKLED SELVAGE ENDURO SHADE CLOTH BY HENDEE ENTERPRISES, INC. (OR EQUAL) TEL: 1-800-231-7275 SLEEVE PASS THRU CAP LINE POSTS ONLY o `- TOP RAIL CORNER POST TIE WIRE 24" O.C. k 14 4 TIE WIRE 14" O.C. BRACE RAIL BANDS 15" O.C. STRETCHE 3/8"0 TRUSS ROD W/ADJUSTABLE TAKE UP. BOTH SIDES ALL CORNERS & AT ENDS. NOTES: 1. STABILIZER BRACKETS TO BE FROM ACADEMY FENCE COMPANY OR APPROVED EQUAL. 2. SANDBAGS MAY BE USED TO FURTHER STABILIZE BRACKETS 10' O.C. 0 LINE POS1S SHADE CLOTH SHALL BE INSTALLED BEHIND FENCE ON CONSTRUCTION SIDE OF FENCE 111 c) PROVIDE CONTINUOUS COIL SPRING TENSION WIRE AT BOTTOM. BOTTOM SELVAGE OF FABRIC TWISTED & BARBED 1 \STABILIZER BRACKET/ \ / CONSTRUCTION SAFETY FENCE N.T.S. 2F 11 z 0 CLAMPS (SUPPLIED BY MFR.) MOUNTING HT. AS REQUIRED TO CAPTURE WHOLE CONSTRUCTION SITE MOUNTING HT. PER MANUFACTURER CAMERA (BY MFR.) CAMERA BRACKET BY OX BLUE (SUPPLIED AND INSTALLED BY CONTRACTOR) SOLAR PANEL TO FACE THE SOUTH SOLAR PANEL (ATTACH TO POLE AS RECOMMENDED BY MFR.) 11! " \g% ri C)) {'tM 4( 4 SECURE CABLES TO POLE AS REQUIRED % ?� 12' BLACK CABLE FOR SOLAR PANEL �„*,PiiO A (BY MFR.) 30' YELLOW POWER CABLE FOR CAMERA (BY MFR.) SOLAR CABINET (ATTACH TO POLE AS RECOMMENDED BY MFR.) CAMERA MOUNTING POLE (TO BE SUPPLIED AND INSTALLED BY CONTRACTOR) STEEL - 3" MIN. DIA. TIMBER - 6" MIN. DIA. SUPPORT MOUNTING POLE AS REQUIRED TO BE STRUCTURALLY SOUND NOTES: //A ../A./4 \`t's��'' �,/ //% //% % 1. CAMERA AND SOLAR STATION BY OX BLUE CORPORATION. 2. CAMERA TO BE INSTALLED AND ACTIVATED PER MFR. REQUIREMENTS BY GC PRIOR TO CONSTRUCTION. 3. MOUNTING POLE TO BE SUPPLIED AND INSTALLED BY CONTRACTOR. 4. LAG BOLTS/CLAMPS USED TO ATTACH CAMERA SOLAR PANEL AND CABINET TO POLE ARE TO BE SUPPLIED AND INSTALLED BY CONTRACTOR. 5. CONSTRUCTION CAMERA SHALL BE COORDINATED WITH MURPHY CONSTRUCTION MANAGER AND PLACED ON MURPHY PROPERTY WHERE THE ENTIRE WORK SITE CAN BE VIEWED WITH CAMERA. 6. MOUNTING POLE TO BE STRUCTURALLY SOUND AND WITHSTAND 300 LBS OF FORCE AT 5' ABOVE GROUND. 7. FOR ANY MOUNTING OF CAMERA ON OFF-SITE STRUCTURE, CONTRACTOR MUST SECURE PERMITS AND/OR PERMISSION FROM RESPECTIVE OWNER AND PROVIDE TO MURPHY. 8. MOUNTING CAMERA SYSTEM ON JOB SHACK IS NOT ALLOWED. CONSTRUCTION CAMERA N.T.S. 1 8G d a. rn to O O w 0 CIA ch W colls Lui • a ® o0 Qc Q� pVR LULO REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL W ==fi 71730-7000 4"x4" DOWNSPOUT (SEE ARCH. PLANS) 6" NDS D.I. DROP-IN GRATE (MODEL D6) OR APPROVED EQUAL. GRATE TO BE PLACED DIRECTLY UNDER DOWNSPOUT DISCHARGE AREA. FINISHED GRADE BUILDING (SEE ARCH. PLANS) r.. 6" SCH. 40 PVC X -- -"� 12" LONG 6"X4" SCH. 40 PVC REDUCER 4" SCH. 40 PVC X 9" LONG 4 45' PVC BEND 4" SCH. 40 PVC , N ,.0+ U : D Ss NOTES: 1. SEE SHEET C-3.1 FOR CONTINUATION. 2. CONTRACTOR TO VERIFY THERE ARE NO CONFLICTS WITH OTHER UTILITY CONDUITS WHEN INSTALLING UNDERGROUND DRAINAGE PIPES. 3. PIPES SHALL BE PVC SCHEDULE 40 AND HAVE SMOOTH INTERIOR. NO 90' BENDS ALLOWED ROOF DRAIN DOWNSPOUT CONNECTION N.T.S. 27H HEAVY DUTY COVER W/ LETTERS "C.0." CAST THREADED PVC CLEANOUT PLUG GRADE SURFACE AWAY FROM CLEAN-OUT ADJUSTABLE HEA NOTE: SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS. 12" 12" -- 1" IN GRASSY AREA 0" IN PAVED AREA 4" MIN. 2500 PSI P.C. CONCRETE COLLAR ---SIZE OF RISER PIPE PER LOCAL CODES 45' BEND CRUSHED STONE PER LOCAL CODES ' --DIRECTION OF FLOW WYE SEE PLAN FOR PIPE SIZE, TYPE, AND ELEVATION LUG WYE IF SERVICE LATERAL DOES NOT CONTINUE STORM SEWER CLEAN-OUT (PVC) N.T.S. 27E TOP OF FUEL ISLAND TOP OF CONCRETE PAVEMENT 90' PVC ELBOW FITTING A CANOPY COLUMN. SEE ARCH. PLANS FOR COLUMN AND FOUNDATION SPECIFICATIONS INTERNAL CANOPY PVC DRAIN PIPE. SEE ARCH. PLANS FOR SIZE. NOTES: 1. PIPE MUST BE SCHEDULE 40 PVC. 2. ALL CONNECTIONS REQUIRED TO BE WATER TIGHT. 3. COORDINATE CANOPY DRAIN PIPES WITH PRODUCT PIPING TO AVOID CONFLICTS. 90' PVC ELBOW FITTING F.G. `�- 4" PVC 1.00% (MIN.) 2' MIN. CANOPY FOOTING. SEE ARCH. PLANS FOR SIZE. CANOPY DRAIN CONNECTION DETAIL 3' MIN. BELOW F.G. 6" PVC COLLECTOR PIPE WITH FITTINGS AS REQUIRED (SEE SHEET C-3.1 FOR INVERT) N.T.S. 27J W 12" MIN. O.D. 12" MIN. 18" MAX. 18" MAX. UNDISTURBED EARTH OR COMPACTED FILL GENERAL NOTES FINAL BACKFILL 4' BEDDING (MIN.) 1. BEDDING SHALL BE CLASS I -A WORKED BY HAND. IF GROUNDWATER IS ANTICIPATED, THEN BEDDING SHALL BE CLASS I -B COMPACTED TO 85% STANDARD PROCTOR. 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS I -A OR CLASS I -B OR CLASS II COMPACTED TO 85% PROCTOR. 3. INITIAL BACKFILL SHALL BE CLASS I -A WORKED BY HAND, OR CLASS I-8 OR CLASS II COMPACTED TO 85% STANDARD PROCTOR. 4. INITIAL BACKFILL NOT UNDER PAVED AREAS CAN BE CLASS III COMPACTED TO 90% STANDARD PROCTOR. 5. FINAL BACKFILL SHALL BE CLASS I, II, OR III COMPACTED AS NOTED IN NOTES 3. AND 4. 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN BE CLASS IV -A COMPACTED TO 95% STANDARD 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 2321 -LATEST EDITION. 8. ALL MATERIALS SHALL BE INSTALLED IN MAXIMUM 8" LOOSE LIFTS IN ACCORDANCE WITH ASTM D 698. CLASS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR OPTIMUM MOISTURE CONTENT. 9. FILL SALVAGED FROM EXCAVATION SHALL 8E FREE OF DEBRIS, ORGANICS AND ROCKS LARGER THAN 3". 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE SUPPORTED IN COMPLIANCE WITH OSHA REGULATIONS AND LOCAL ORDINANCES. (SEE SPECIFICATIONS) STORM SEWER TRENCH AND BEDDING RCP SMALLER THAN 60"0 N.T.S. 28A Lt.) INSTALLATION VIEW FILL VOID SPACE WITH ACCEPTABLE GROUT MATERIAL DETAILED CONNECTION VIEW STRUCTURE WALL STAINLESS STEEL TAKE-UP CLAMP (2 - PLACES) NON -SHRINK PATCHING COMPOUND HDPE PIPE (12" - 60" 0) FIRST COUPLER SHOULD BE 18" FROM WALL OR BE ENCASED IN FLOWABLE FILL ENSURE BACKFILL IS PLACED UNDER PIPE AND PROPERLY COMPACTED 1-1/2 I. D. - MIN. 1-1/2 I.D. r' - MN. SEE BEDDING DETAIL NATIVE SOIL PIPE SIZE PIPE OD (IN) "A" MIN. HOLE ,0 (IN) "B" MIN. DISTANCE PIPE INVERT TO STRUCTURE INVERT (IN) (IN) A -PROFILE H -PROFILE 10 11.4 11.6 17.50 3.7 12 14.5 14.2 19.50 3.7 15 17.6 17.8 23.00 4.0 18 21.2 21.5 26.50 4.2 24 27.8 28.4 33.25 4.5 30 35.1 35.5 40.50 5.2 36 41.1 41.4 47.00 5.5 42 47.7 48.0 53.00 5.7 48 53.6 54.0 59.00 5.7 60 66.3 67.3 72.00 6.4 STAINLESS STEEL TAKE-UP CLAMP SCREWS WILL BE PLACED 180' FROM EACH OTHER OUTSIDE DIAMETER OF HDPE PIPE WATERSTOPTm GASKET W/ CORRUGATED HDPE PIPE MANHOLE OPENING FINISH GRADE 12" MIN. WATERSTOP CONNECTION FOR HDPE TO CONCRETE STRUCTURE N.T.S. 73F UNDISTURBED EARTH CLASS I OR II BACKFILL PER ASTM 02321. COMPACTED IN 8" MAX. LIFTS TO A MIN. OF 90% MAX. STANDARD PROCTOR DENSITY "H" HEIGHT (35'-0" MAX.) 2'-0" -."-o 12" 0 Ln "A" SECTION (MAX. NEENAH R-3405 FRAME & GRATE, HEAVY DUTY (OR APPROVED EQUAL) NEENAH R -198I -Y C.I. STEPS © 16" O.C. 3500 PSI. P.C. CONCRETE "N" "W"(4')MIN. PIPE SIZE SECTION "A" -"A" COMPACTED SUBGRADE io 1 2'-0" CORNER BARS - SAME SIZE AND SPACING AS HORIZONTAL BARS -"-10" 7 90 CORNER BAR GRATE INLET GENERAL NOTES: 1. ALL EXPOSED CORNERS TO HAVE 3/4" CHAMFER 2. ALL #4 & #5 REINFORCING BARS TO HAVE 1-1/2" COVER, LARGER SIZES TO HAVE 2" COVER. 3. SEE GRADING AND DRAINAGE PLAN FOR PIPE SIZES, LOCATIONS, AND FLOW LINES. 4. PIPES SHALL CONNECT TO THE ENDS OR SIDES OF THE INLET. CONNECTION SHALL NOT BE MADE AT CORNERS OF INLET. 5. ALL REINFORCING BARS TO BE GRADE 60. REINFORCEMENT SCHEDULE, BASE SECTION #4's © 6" E.W. #6's © 6" E.W. TABLE OF 'W' DIMENSIONS PIPE SIZE SKEW OF CROSS DRAIN SINGLE 24" 30" 36" 42" 48" STRAIGHT 4'-0" 4'-0" 4'-0" 5'-3" 5,-10" 30° 4'-0" 4'-7" 5'-3" 5,-11" 6'-7" 45' 4'-10" 5'-8" 6'-5" 7,-3" 8'-0" 60" 7'-0" 7'-10" 9'-8" DOUBLE FOR "A" SECTION ONLY 24" 30" 36" 42" 48" 7'-0" 8'-2" 9'-4" 10'-6" 11'-8" 7'-10" 9'-2" 10'-6" 11'-10" 13'-2" 9,-5" 11 '-0" 12'-6" 14'-2" 15,-10" REINFORCEMENT SCHEDULE, WALLS SECTION WIDTH ("W") HOR. 4' BETWEEN 4' & 7' GREATER THAN 7' #4's © 9" #6's © 9" #5's © 4 1/2" VERT. #4's © 10" _#4's © 10" #4's © 10" "8" #4's © 6" #4's © 10" BETWEEN 4' & 7' #6's © 6" #4's © 10" 4' TABLE OF "T" & SECTION WIDTH ("W") BETWEEN 4' & 7' GREATER THAN 7' 4' BETWEEN 4' & 7' "N" DIMENSIONS ,-r„ 6" + PIPE THICKNESS 6" + PIPE THICKNESS 6" + PIPE THICKNESS 6" + PIPE THICKNESS 8" 6" 8" 8" 8" 8" 10" 8" REINFORCEMENT SCHEDULE, TOP DIMENSIONS STEEL SPECIAL PATTERN W1 = 7' OR LESS W2 = 7' OR LESS #4's © 8" E.W. #4's © 8" E.W. DIAGONAL © COVER DIAGONAL © COVER W1 = 7' OR LESS W2 = 7' OR GREATER W1 = 7' OR GREATER W2 = 7' OR GREATER N.T.S. 23A #4's © 8" E.W. #4'S © 6" E.W. 4 s © 6 E.W. #4's © 6" E.W. DIAGONAL © COVER DIAGONAL © COVER DIAGONAL © COVER DIAGONAL © COVER SPRINGLINE (o 4" FOR 12"-24" PIPE 6" FOR 30"-60" PIPE NOTES: MIN. TRENCH WIDTH (SEE TABLE) FINAL BACKFILL INITIAL BACKFILL HAUNCH BEDDING SUITABLE FOUNDATION RECOMMENDED MINIMUM TRENCH WIDTHS PIPE DIAM. MIN. TRENCH WIDTH 4" 21" (100mm) (533mm) 6" 23" (150mm) (584mm) 8" 26" (200mm) (660mm) 10" 28" (250mm) (711 mm) 12" 30" (300mm) (762mm) 15" 34" (375mm) (864mm) 18" 39" (450mm) (991 mm) 24" 48" (600mm) (1219mm) 30" 56" (750mm) (1422mm) 36" 64" (900mm) (1626mm) 42" 72" (1050mm) (1829mm) 48" 80" (1200mm) (2032mm) 60" 96" (1500mm) (2438mm) 1. ALL PIPE SYS [EMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION 2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL, WHEN REQUIRED. 3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL. 4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm) FOR 30"-60" (750mm-1500mm). 5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE AND 24" OF COVER FOR 60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. FOR TRAFFIC APPLICATIONS WITH LESS THAN FOUR FEET OF COVER, EMBEDMENT OF THE PIPE SHALL BE USING ONLY A CLASS I OR CLASS II BACKFILL. ® 2016 ADS, INC MINIMUM RECOMMENDED COVER BASED ON VEHICLE LOADING CONDITIONS** 0%IIII1!/1�d t + c \\\‘$.�$; * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER $: f **SEE BACKFILL REQUIREMENTS IN NOTE 6. {Q'I Oa) IL � 1 f' �ofy C7 �% pig :ZI"=alio L1) < OiL` Qi wi if pito, Ao MAXIMUM RECOMMENDED COVER BASED ON VECHICLE LOADING CONDITIONS PIPE DIAM. SURFACE LIVE LOADING CONDITION PIPE DIAM. H-25 HEAVY CONSTRUCTION (75T AXLE LAOD) 12" - 48" 12" 48" (300mm - (305mm) (1219mm) 1200mm) 23 16 60" 24" 60" (1500mm) (610mm) (1524mm) 0%IIII1!/1�d t + c \\\‘$.�$; * VEHICLES IN EXCESS OF 75T MAY REQUIRE ADDITIONAL COVER $: f **SEE BACKFILL REQUIREMENTS IN NOTE 6. {Q'I Oa) IL � 1 f' �ofy C7 �% pig :ZI"=alio L1) < OiL` Qi wi if pito, Ao MAXIMUM RECOMMENDED COVER BASED ON VECHICLE LOADING CONDITIONS PIPE DIAM. CLASS I CLASS II CLASS III COMPACTED DUMPED 95% 90% 95% 4" 34 16 23 16 17 (100mm) (10.4m) (4.9m) (7.Om) (4.9m) (5.2m) 6" 40 19 27 19 20 (150mm) (12.2m) (5.8m) (8.2m) (5.8m) (6.1m) 8" 30 14 21 14 15 (200mm) (9.1m) (4.3m) (6.4m) (4.3m) (4.6m) 10" 34 16 23 16 17 (250mm) (10.4m) (4.9m) (7.Om) (4.9m) (5.2m) ' 12" 35 17 24 17 18 (300mm) (10.7m) (5.2m) (7.3m) (5.2m) (5.5m) 15" 37 18 25 18 19 (375mm) (11.3m) (5.5m) (7.6m) (5.5m) (5.8m) 18" 32 15 22 15 16 (450mm) (9.8m) (4.6m) (6.7m) (4.6m) (4.9m) 24" 27 13 19 13 14 (600mm) (8.2m) (4.Om) (5.8m) (4.Om) (4.3m) 30" 22 11 16 11 11 (750mm) (6.7m) (3.4m) (4.9m) (3.4m) (3.4m) 36" 26 12 18 12 13 (900mm) (7.9m) (3.7m) (5.5m) (3.7m) (4.Om) 42" 24 11 17 11 12 (1050mm) (7.3m) (3.4m) (5.2m) (3.4m) (3.7m) 48" 23 11 16 11 12 (1200mm) (7.Om) (3.4m) (4.9m) (3.4m) (3.7m) 60" 26 12 18 12 13 (1500mm) (7.9m) (3.7m) (5.5m) (3.7m) (4.Om) FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12, LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH THE FOLLOWING ASSUMPTIONS: NO HYDROSTATIC PRESSURE, UNIT WEIGHT OF SOIL (Ys = 120 PCF 4 ADDED CLASS 3 MAX COVER COLUMN RJS 01/27/17 REV. DESCRIPTION BY MM/DD/YY CHK'D ADVANCED DRAINAGE SYSTEMS, INC. ("ADS") HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS INTENDED TO DEPICT THE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS PROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO CONSTRUCTION. IT IS THE DESIGN ENGINEERS RESPONSIBILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE APPLICABLE NATIONAL, STATE, OR LOCAL REQUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS PROJECT. TRENCH INSTALLATION DETAIL (ASTM F2648) DRAWING NUMBER: STD -101A ADVANCED DRNNACE SYSTEMS, INC. 4640 TRUEMAN BLVD HILLIARD, OHIO 43026 °""""" JLE 8/15/13 OrD .011 NTS 1 OF PVC & HDPE PIPE TRENCHING N.T.S. 28A cc 0_ a_ 05-03-19 c WI 4K 03 0 ‘kul Elm C)1,,0 FL 34974 LLICtu REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Lim Lim CCi Lim O U 0 z 0 rn 0 z 0 0 0 0 cto0 0- lppu��u�pl DJ U^ OQ v� 0 c5 o c))x L10 LO 0 00 0n= C 1 l u g 011 HEAVY DUTY COVER W/ LEI I ERS "C.O." CAST THREADED PVC CLEANOUT PLUG GRADE SURFACE AWAY FROM CLEAN-OUT ADJUSTABLE HEAD 12" NOTE: SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS 12" 1" IN GRASSY AREA 0" IN PAVED AREA 4" MIN. 2500 PSI P.C. CONCRETE COLLAR �- --- SIZE OF RISER PIPE PER LOCAL CODES CRUSHED STONE PER LOCAL CODES SEE PLAN FOR PIPE SIZE, TYPE, AND ELEVATION DIRECTION OF FLOW PLUG WYE IF SERVICE LATERAL DOES NOT CONTINUE SANITARY SEWER CLEAN-OUT N.T.S. 40C HEAVY DUTY COVER W/ LEIIERS "C.O." CAST THREADED PVC CLEANOUT PLUG GRADE SURFACE AWAY FROM CLEAN-OUT ADJUSTABLE HEAD 12" -041 NOTE: SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS. 12" 1" IN GRASSY AREA t0" IN PAVED AREA 4' MIN. 2500 PSI P.C. CONCRETE COLLAR SIZE OF RISER PIPE PER LOCAL CODES �IIII IIIIII TEE CRUSHED STONE PER LOCAL CODES DIRECTION �- OF FLOW SEE PLAN FOR PIPE SIZE, TYPE, AND ELEVATION SANITARY SEWER TWO-WAY CLEAN-OUT N.T.S. NOTE: TWO-WAY CLEANOUTS TO BE USED IN LOCATIONS SPECIFIED ON C-6 UTILITY PLAN. 40C WYE FOR BRANCH SEE PLANS FOR SIZE OF LATERAL 45' B D Amprinmmisc EMOVABLE PLUG SEE CLEANOUT DETAIL. SEE PLAN FOR LOCATION PLAN SEWER MAIN SEE PLAN FOR SIZE FINISH GROUND SLOPE TO TERMINAL DEPTH DOUBLE -WYE NOTES: 1. INVERT OF SERVICE LATERAL SHALL NOT ENTER SEWER MAIN BELOW SPRING LINE. 2. ALL PIPE FITTINGS SHALL BE PVC ASTM 3034 SDR35, GREEN IN COLOR. SPRING LINE SEWER MAIN SEE PLAN FOR SIZE PROFILE SANITARY SEWER WYE CONNECTION WITH CLEAN-OUT N.T.S. 40B SELECT FILL MATERIAL (SEE GEOTECHNICAL REPORT) UNDISTURBED EARTH w O U z I MAX. WIDTH PIPE O.D.+24" FINISH GRADE a q A � PAVEMENT SECTION FINAL BACKFILL (SEE NOTE 1 BELOW) �`_--- FIRST 12" ABOVE TOP OF PIPE TO BE PLACED IN SIX INCH (6") LAYERS 12 GA. SOLID LOCATOR WIRE 1. FINAL BACKFILL; REFILLED AND COMPACTED IN 12" LOOSE LIFTS COMPACTED W/ DENSITY AT ±2 % OPTIMUM MOISTURE MIN. 90% STANDARD PROCTOR. TYPICAL TRENCH DETAIL (FOR WATER/ELECTRICAL/TELEPHONE SERVICE) N.T.S. 41A 4" PVC VENT PIPE TO BUILDING PLUMBING VENT SYSTEM, REDUCE TO 2" AT CONNECTION 24" HEAVY DUTY TRAFFIC RATED CAST IRON FRAME & COVER WITH GASTIGHT GASKET STANDARD (ASTM A48-76 CL. 130) BY PARK ENVIRO. EQUIP. 8'-8" V) w F.G. RISERS AS REQD. INVERT/ INLET 0 1 12" 12" THICK STONE FOUNDATION ON COMPACTED SUBGRADE TOP VIEW UNPAVED PAVED AREA AREA F. 36"0 CONCRETE RING WITH #3 BAR HOOPED NVERT OUTLET i 0 10 SECTION t 4" INLET & OUTLET PIPE AND FITTINGS STANDARD NOTES: 1. CONCRETE SHALL BE 4,500 PSI © 28 DAYS, MEET REQUIREMENTS OF ACI 318 LATEST EDITION AND MEET DESIGN LOADING AASHTO HS20-44. 2. REINFORCEMENT SHALL BE GRADE 60 CONFORMING TO ASTM A615. 3. GREASE INTERCEPTOR SHALL BE MODEL GT -1000 AS PROVIDED BY PARK ENVIROMENTAL EQUIPMENT (1-888-611-7275) OR APPROVED EQUAL. 4. GREASE SAMPLING PORT AS REQUIRED BY LOCAL CODE. 1,000 GAL. GREASE INTERCEPTOR N.T.S. 39G REMOVE BENCHING, IF NECESSARY, BEFORE DRILLING HOLE NOTES: EXISTING CONCRETE STRUCTURE STAINLESS STEEL INTERNAL EXPANDING BAND BOOT SECTION PROPOSED PIPE TWO (2) STAINLESS STEEL EXTERNAL BANDS 1. CORE -DRILL CIRCULAR OPENING IN MANHOLE WALL OF DIAMETER TO FIT THE REQUIRED BOOT SIZE. 2. KOR-N SEAL FLEXIBLE RUBBER BOOT (MANUFACTURED BY NATIONAL POLLUTION CONTROL SYSTEMS, INC. OR AS APPROVED BY THE ENGINEERING DEPARTMENT) SHALL BE USED FOR WATERTIGHT CONNECTION. 3. CUT, SHAPE AND SLOPE NEW INVERT CHANNEL IN THE EXISTING CONCRETE BENCH FOR SMOOTH FLOW FROM NEW DRAIN PIPE CONNECTION. 4. CLEAN EXISTING MANHOLE OF ANY DIRT, CONCRETE OR DEBRIS WHICH MAY ACCUMULATE DURING THE CONSTRUCTION PROCESS. STORM/SANITARY SEWER CONNECTION TO EXISTING CONCRETE STRUCTURE N.T.S. 40F 1" REDUCED PRESSURE ZONE BACKFLOW PREVENTER "WATTS" MODEL LF909 QT -S HOTBOX MODEL: HF013039028 ASSE 1060 APPROVED OR SIMILAR BASED ON FINAL COMPONENT CONFIGURATION 3/4" CHAMFER F.G. 12" MIN. FROMWATERMETER 54" 3/4" CONDUIT W/ 32 AWG FOR HEAT TAP AS REQUIRED 50"x24"X4" CONCRETE PAD )TO BUILDING ELECTRICAL TO BUILDINGS OR 0 IRRIGATION NOTES: 1. THIS PLAN REPRESENTS AN ACCEPTABLE METHOD FOR PLACEMENT OF A BACKFLOW PREVENTER AND VAULT, HOWEVER, ALL LOCAL CODES VARY AND MUST BE ADHERED TO FOR VALVE/METER ASSEMBLY. 2. HEAT IS PROVIDED BY A 90 WATT, 120V SINGLE PHASE HEAT TRACE TAPE. FOR UNHEATED VERSION REPLACE THE PREFIX "H" WITH AN "L". 3. FOUR CONCRETE ANCHORS REQUIRED FOR MOUNTING. 4. STANDARD COLOR IS BEIGE. (OPTIONS ARE AVAILABLE). ABOVE GROUND REDUCED PRINCIPLE BACKFLOW PREVENTER 24" AND SMALLER N.T.S. 41G UNDISTURBED EARTH OR COMPACTED FILL 12" MIN. 18" MAX. 12" MIN. 18" MAX. PIPE SPRING LINE PIPE DIA. W 1512" O.D. OF PIPE + (12" TO 18") >12" > O.D. OF PIPE + 18" 1. BEDDING SHALL BE CLASS I -A WORKED BY HAND. IF GROUNDWATER IS ANTICIPATED, THEN BEDDING SHALL BE CLASS 1-B COMPACTED TO 85% STANDARD PROCTOR. GENERAL NOTES 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS I -A OR CLASS I -B OR CLASS 11 COMPACTED TO 85% PROCTOR. 3. INITIAL BACKFILL SHALL BE CLASS I -A WORKED BY HAND, OR CLASS I -B OR CLASS II COMPACTED TO 85% STANDARD PROCTOR. 4. INITIAL BACKFILL NOT UNDER PAVED AREAS CAN BE CLASS III COMPACTED TO 90% STANDARD PROCTOR. 5. FINAL BACKFILL SHALL BE CLASS I, II, OR III COMPACTED AS NOTED IN NOTES 3. AND 4. FINAL BACKFILL INITIAL BACKFILL HAUNCHING 4" BEDDING (MIN.) 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN BE CLASS IV -A COMPACTED TO 95% STANDARD PROCTOR. 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 2321-89. 8. ALL MATERIALS SHALL BE INSTALLED IN MAXIMUM 8" LOOSE LIFTS IN ACCORDANCE WITH ASTM D 698. CLASS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR OPTIMUM MOISTURE CONTENT. 9. FILL SALVAGED FROM EXCAVATION SHALL BE FREE OF DEBRIS, ORGANICS AND ROCKS LARGER THAN 3". 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE SUPPORTED IN COMPLIANCE WITH OSHA REGULATIONS AND LOCAL ORDINANCES. SANITARY SEWER TRENCH AND BEDDING N.T.S. 42B SHEET NO. N ec rY 0 O I K) O 1f) O W 0 c 0 z e“)ktkok REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL O ihm 16100 C Lim 0 ci z W U 0 z 0 00 0 0p=p1 Iuu1 CC cc C^ 0 Q 0 O 0 Iuui 0 °0 NIa,OI MORTAR SETTING BED ADJUSTABLE WALL TIES MORTAR JOINT DU MPSTER WALL MASONRY BLOCK WALL BRICK VENEER. COLOR TO MATCH BUILDING EXTERIOR FINISH 0 DUMPSTER TOP AND OUTER WALL TO BE MODULAR BRICK VENEER, 'LIGHT SANDSTONE VELOUR' BY ENDICOTT SECTION F BRICK VENEER APPLICATION DETAIL N.T.S. GATE POST WALL FOOTING (FOOTING TO BE SAME ELEVATION ON ALL 4 CORNERS) DUMPSTER PAD TO BE PLACED ON TOP OF FOOTING 6" DIA. BOLLARD. 11P. SEE SECTION B FOR LOCATION AND PLACEMENT 8" THICK CONCRETE SLAB (SLOPE AS REQUIRED. SEE GRADING PLAN ELEVATIONS) DUMPSTER PAD N.T.S. BRICK VENEER WALL BRICK TIES © 24" 0.0. HORIZONTALLY #4 BARS © 32" 0.0. GROUT REINFORCED VOID 4" CMU BLOCK 4" CMU BLOCK (1 COURSE BELOW GRADE) JOINT SEALANT 4(9 SQ. METAL TUBING FASTEN SLATS TO SQ. TUBING WITH (2) #10 x 2 1/2" LONG SELF TAPING SCREWS "•:1 - RECESS BLOCKS/BRICKS BELOW GRADE 1/2" EXPANSION JOINT MATERIAL FASTENER PATTERN N.T.S. F.G. DUMPSTER PAD EDGE OF PAVMENT CONCRETE CURB 2' WALL FOOTING N.T.S. #4 BARS @ 12" 0.C.E.W. COMPACTED BACKFILL OR NATIVE SOIL #4 J -BARS © 32" 0.C. 4 #4 BARS CONTINUOUS 1/2" 0 BAR 3 1/2" LONG TO HANG UP CANE BOLT (WELD TO SQ. TUBING) 1/2"0x24" LONG CANE BOLT (-) .014111 4" 0.D. SECTION D WELD SPACER TO FRAME WELD SLIDER TO SPCAER GATE ASSEMBLY TRIM COMPOSITE AROUND CANE BLOT HOLDER AS REQUIRED. \ 3/4"� X 14" LONG ROUND MECH. TUBE 1/2" SQ. TUBE X 14" LONG DUMPSTER PAD : DRILL (4) 3/4"x 3" LONG. HOLES (1) EACH FOR OPEN POSITION & CLOSED POSITION OF GATES 2 1/2" SQ. TUBE FRAME WELD SPACER TO FRAME 1 1/2" SQ. TUBE SPACER 3/4" RD. TUBE SLIDER SECTION E CURB PLAN DETAIL N.T.S. GATE ASSEMBLY 2 1/2" X 2 1/2" X 3/16" SQUARE MECH. TUBE GATE ASSEMBLY 2 1/2" X 2 1/2" X 3/16" SQUARE MECH. TUBE SYM. CONCRETE CURB(SEE CURB PLAN DETAIL) 1/4" SQ. PLATE ON TOP FOR WATER RUNOFF FILL 4" RD. PIPE WITH CONCRETE PRIOR TO INSTALLING 4 1/2" SQ. \ TUBING. 4 1/2" X 4 1/2" X 3/16" SQUARE MECH. TUBE 3/16" GUSSET 7'-9 1/2" 3/16" GUSSET TYP. I I DUMPSTER ENCLOSURE GATE DETAIL N.T.S. 4 1/2" X 4 1/2" X 3/16" SQUARE MECH. TUBE 4" 0.D. X 3/16" ROUND MECH. TUBE " CURB c.4 4" 0.D. X 3/16" ROUND MECH. TUBE BRICK VENEER WALL (BEYOND) 4 1/2" X 4 1/2" X 3/16" SQUARE MECH. TUBE GATE PULL HANDLE (2 REQ'D) GATE ASSEMBLY 24" CANE BOLT W/SLIDERS (2 REQ'D) BRICK VENEER - DUMPSTER ENCLOSURE DESIGN WIND SPEED: 130 M.P.H. DUMPSTER TO BE: • 4" MASONRY BLOCK W/MODULAR BRICK VENEER. ENDURAMAX PRE -BLENDED MORTAR (GROUT), COLOR "GRAY" • BRICK FINISH COLOR TO BE 'LIGHT SANDSTONE VELOUR' BY ENDICOTT 16' 8" 7'-9 1/2" 16' /110.0 1/2"x8"(MIN.)x7'-10" FIBERTECH COMPOSITE FENCE. COLOR TO BE 'DORMER BROWN' SW #7521, FURNISHED AND INSTALLED BY GC. GATE PULL HANDLE, BOTH SIDES. MONROE PH -0240 OR EQUIVALENT. MIN. SPECS: PROJECTION: 2.06" GRIP WIDTH: 0.56" GRIP HEIGHT: 1.300" 1/2" 7'-9 1/2" 8" 1-0 18'-0" 16'-8" 15' 4" 4. — 4 4 A < #4 BARS © 32" 0.0. GROUT 6"1 DIA. BOLLARD 4 41 • REINFORCED -VOID <" 8" TH. DUMPSTER " 4 PD 4 • 4 '#4 J -BARS ©32" 0.G. 4 CO 6" CONCRETE CURB (SEE PAVING PLAN) F.G. SECTION C FINISH OF FRAMING (ALL EXPOSED METAL SURFACES) - UPON PREPARATION AND CLEANING PER PAINT MANUFACTURER'S RECOMMENDATIONS, CONTRACTOR SHALL UTILIZE THE FOLLOWING COATINGS: 1. PRIMER COAT - CPS -26 ZINC CHROMATE PRIMER (3 TO 4 MILS DFT) 2. FINISH COAT - 100 SERIES INDUSTRIAL ALKYD ENAMEL W/ HARDNER ADDITIVE (3 TO 5 MILS DFr) - COLOR - BLACK WALL FOOTING BEYOND 8" TH. DUMPSTER SLAB DUMPSTER GATE ELEVATION N.T.S. BRICK VENEER DUMPSTER ENCLOSURE (COMPOSITE GATES) N.T.S. 2E 06 1 I F.G. tr) BRICK VENEER W/ BRICK TIES © 24" 0.0. HORIZONTALLY F.G. (21 #4. BARS © 4" O.C.< PLACED FN BOND BEAM AND AEMBEDDED IN CONCRETE BRICK/3 VENEER •/,11 GATE ASSEMBLY 41 21 4 1 2" CLEARANCE SECTION B DUMPSTER FOUNDATION PLAN N.T.S. 8" STONE CAP. COLOR TO MATCH BUILDING EXTERIOR FINISH (2) #4 BARS @ 4" 0.C. PLACED IN BOND BEAM AND EMBEDDED IN CONCRETE 4"x8"x16" MASONRY BOND BEAM PLACE METAL LATHE IN BED JOINT BELOW BOND BEAM 15' 4" < 1 1 1 #4 BARS © 32" 0.0. GROUT REINFORCED VOID 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 8" THICK CONCRETE SLAB W/ #4 BARS 12" 0.C.E.W, 1 1 1 1 • 1777 SEE WALL FOOTING DETAIL 14' COMPACTED BACKFILL OR NATIVE SOIL SECTION A DUMPSTER FOUNDATION SECTION N.T.S. 2' F.G. #4 #4 J - BARS ©32" 0.C. ce 05-03-19 REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL 4'-0" 3'-8" ASPHALTIC EXPANSION JOINT TRASH CAN AREA AIR - VAC HOSE HANGER BRACKET CONCRETE CURB TOP VIEW JUNCTION BOX 0 CONCRETE SLAB ASPHALTIC EXPANSION JOINT CONCRETE CURB #4 SMOOTH DOWEL 24" O.C., 12" LONG. VACUUM tee AIR AIR/VAC UNIT AIR/VAC UNIT CONC. BASE BY MANUFACTURER - 4"x4" WEATHER 10 TIGHT JUNCTION BOX SEAL -OFF NOTE: SLOPE PAD FOR POSITIVE DRAINAGE (0.5% MIN.) AIR/VAC SLAB DETAIL N.T.S. 3A 6x6 W2.9xW2.9 WWF CONCRETE SLAB ELEVATION 5'-0" CANOPY CONCRETE-,\ PAVEMENT. SEE C-7 PAVING/JOINT PLAN FOR MORE INFORMATION ICE BOX UNIT 10 ro TOP VIEW 12" ELECTRICAL JUNCTION BOX ICE BOX UNIT 4"x4" WEATHER TIGHT JUNCTION BOX SEAL -OFF NOTE: 1. SLOPE PAD FOR POSITIVE DRAINAGE (0.5% MIN.) 2. SEE SITE PLAN FOR NUMBER OF ICE UNITS. ICE MACHINE SLAB DETAIL N.T.S. 5B CANOPY CONCRETE PAVEMENT. SEE C-7 PAVING/JOINT PLAN FOR MORE INFORMATION ELEVATION ASPHALTIC EXPANSION JOINT CONCRETE CURB 6" DIA. BOLLARD W/ COVER (TYP.) 7'-0" TOP VIEW PROPANE CAGE 6" DIA. BOLLARD W/ COVER (TYP.) ASPHALTIC EXPANSION JOINT CONCRETE CURB PROPANE CAGE /1 N) NOTE: SLOPE PAD FOR POSITIVE DRAINAGE (0.5% MIN.) PROPANE SLAB DETAIL N.T.S. 5C 6x6 W2.9xW2.9 WWF #4 SMOOTH DOWEL © 24" O.C., 12" LONG. SHORTEN OR ELIMINATE DOWEL IF CONFLICTING WITH BOLLARD(S) ELEVATION CONCRETE SLAB 12" CONCRETE SPECIFICATIONS A. CEMENT 1. PROVIDE AN APPROVED STANDARD BRAND PORTLAND CEMENT CONFORMING TO ASTM C 150. 2. PROVIDE TYPE 1 NORMAL STRENGTH OR TYPE III HIGH EARLY STRENGTH. B. AIR ENTRAINED CEMENT 1. PROVIDE AN APPROVED STANDARD BRAND TYPE I -A PORTLAND CEMENT CONFORMING TO ASTM C 494. C. ALL CONCRETE FLAT WORK SHALL HAVE A MINIMUM OF 4" COMPACTED GRANULAR BEDDING. D. FINE AGGREGATES 1. PROVIDE FINE AGGREGATES CONFORMING TO ASTM C 33 CONSISTING OF NATURAL SAND HAVING CLEAN, HARD, STRONG, DURABLE, UNCOATED GRAINS, FREE OF INJURIOUS AMOUNTS OF DUST, LUMPS, SOFT OR FLAKY PARTICLES, SHALE, ALKALI, ORGANIC MATTER, OR OTHER DELETERIOUS SUBSTANCES. 2. PROVIDE FINE AGGREGATES WITH A MINIMUM OF NINE PERCENT PASSING THROUGH A NO. 100 SIEVE. 3. IN ADDITION NOT MORE THAN 45 PERCENT IS TO BE RETAINED BETWEEN ANY TWO CONSECUTIVE SIEVES. E. COARSE AGGREGATES 1. PROVIDE COARSE AGGREGATES CONFORMING TO ASTM C 33 CONSISTING OF CRUSHED STONE OR WASHED GRAVEL HAVING A CLEAN, HARD, STRONG, DURABLE, UNCOATED, PARTICLE FREE FROM INJURIOUS AMOUNTS OF SOFT OR FLAKY PIECES, ALKALI, ORGANIC MATTER, OR OTHER DELETERIOUS SUBSTANCES. 2. PROVIDE COARSE AGGREGATE WITH A MAXIMUM OF 1-1/2 INCHES, WITH A MINIMUM OF 95 PERCENT PASSING A 1-1/2 INCH SIEVE. 3. NOT MORE THAN FIVE PERCENT IS TO PASS A NO. 4 SIEVE. F. WATER 1. USE CLEAN WATER FREE OF INJURIOUS AMOUNTS OF OILS, ACIDS, ALKALI, SILTS, ORGANIC MATERIALS, OR OTHER SUBSTANCES THAT MAY BE DELETERIOUS TO CONCRETE OR STEEL. G. ALL CONCRETE SHALL BE PLACED ON VAPOR BARRIER OF 4 MIL OR GREATER POLYETHYLENE TO ASSURE COMPLETE HYDRATION OCCURS. H. CONCRETE MIX DESIGN 1. REQUIRE BATCH TICKETS TO BE FURNISHED UPON DELIVERY OF THE CONCRETE TO ENSURE CONCRETE MEETS THE SPECIFICATION. CONTRACTOR TO PROVIDE PLANT BATCH CERTIFICATIONS TO OWNER'S FIELD REPRESENTATIVE. 2. PROVIDE CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS WITH A MINIMUM OF SIX BAGS (564 LBS.) OF CEMENT IN EACH CUBIC YARD OF CONCRETE CONFORMING TO ASTM C 94 FOR READY -MIXED CONCRETE. ALL CONCRETE SHALL BE CERTIFIED AS HIGH -EARLY STRENGTH, 4000 P.S.I. 28 -DAY COMPRESSIVE STRENGTH READY -MIXED CONCRETE. 3. DO NOT EXCEED THE MAXIMUM WATER CEMENT RATIO OF 0.44 (FIVE GALLONS/BAG OF CEMENT). 4. PROVIDE CONCRETE WITH A MAXIMUM FOUR INCH SLUMP WHEN TESTED WITH A STANDARD SLUMP CONE CONFORMING TO ASTM C 143. SLUMP SHALL BE 4-5". a. IF CONCRETE DEVELOPS CONSISTENCY OF DIFFICULT WORKABILITY, THEN A SUPER PLASTICIZER ADMIXTURE MAY BE USED WHEN APPROVED BY MURPHY OIL USA, INC. b. DO NOT ADD WATER TO INCREASE SLUMP. 5. CALCIUM CHLORIDE SHALL NOT BE USED. 6. CURING COMPOUND TO BE MASTER BUILDERS' MASTERKURE OR TAMS INDUSTRIES' TRI -DOR 44, APPLIED PER MANUFACTURER'S SPECIFICATIONS. I. PROVIDE AIR ENTRAINED CONCRETE FOR ALL CONCRETE TO BE FINISHED INCLUDING FOUNDATIONS, WALKS, PAVEMENTS, AND RETAINING WALLS. 1. AIR ENTRAINED IS TO BE A MINIMUM OF FIVE PERCENT AND MAXIMUM OF SEVEN PERCENT BY VOLUME. 2. MEASURE THE AIR CONTENT AT THE POINT OF DISCHARGE INTO FORMS. J. PLACING CONCRETE 1. MIX AND PLACE CONCRETE FOLLOWING ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". 2. SCHEDULE CONCRETING THAT ONCE STARTED REMAINS A CONTINUOUS OPERATION UNTIL THE PARTICULAR SECTION OR PANEL HAS BEEN COMPLETED. 3. PROVIDE CONSTRUCTION JOINTS AS INDICATED. 4. DEPOSIT CONCRETE INTO THE FINAL POSITION AT THE SPECIFIED SLUMPS WITHOUT SEGREGATION BY RE -HANDLING OR FLOWING. a. DEPOSIT CONCRETE AT A RATE THAT CONCRETE REMAINS PLASTIC AND FLOWABLE INTO THE SPACES BETWEEN THE REINFORCING BARS. b. DO NOT DEPOSIT FRESH CONCRETE ON CONCRETE THAT HAS HARDENED SUFFICIENTLY TO CAUSE FORMATION OF SEAMS OR PLANES OF WEAKNESS WITH THE SECTION OR PANEL. c. DO NOT DEPOSIT PARTIALLY HARDENED CONCRETE OR CONCRETE THAT HAS BEEN CONTAMINATED BY FOREIGN MATERIALS. d. DO NOT RE -TEMPER CONCRETE. 5. THOROUGHLY COMPACT CONCRETE BY MEANS OF MECHANICAL VIBRATORS SUPERVISED BY EXPERIENCED PERSONNEL. a. PROVIDE SUFFICIENT VIBRATION INTENSITY TO CAUSE FLOW OR SETTLEMENT AROUND REINFORCEMENT, EMBEDDED ITEMS, AND CORNERS OF THE FORMS: BUT NOT LONG ENOUGH TO CAUSE SEGREGATION OF THE MIX. b. SUPPLEMENT MECHANICAL VIBRATION BY HAND SPADING IN CORNERS AND ANGLES OF THE FORMS AND ALONG FORM SURFACES WHILE THE CONCRETE IS PLASTIC TO ENSURE EVEN DENSE SURFACES FREE FROM AGGREGATE POCKETS OR HONEYCOMBS. 6. PROTECT CONCRETE FROM EXCESSIVE HEAT AND PREMATURE DRYING BY THE USE OF KRAFT PAPER AND WATER MIST. 7. COAT CONCRETE AFTER ALL FINISHING IS COMPLETE USING THE SPECIFIED CURATIVE AGENTS. 8. IF SAW CUTTING IS EMPLOYED, IT MUST OCCUR FROM 8-12 HOURS AFTER INITIAL SET. a) SPALLING DUE TO SAW CUTTING ACTIONS MAY RESULT IN REJECTION OF THE CONCRETE WORK. K. COLD WEATHER REQUIREMENTS 1. FOLLOW THE REQUIREMENTS OF ACI 306.1-90 AND THE FOLLOWING a. REFER TO: "RECOMMENDED PRACTICES FOR COLD WEATHER MASONRY CONSTRUCTION" AS PUBLISHED BY INTERNATIONAL MASONRY INDUSTRY ALL WEATHER COUNCIL FOR TYPICAL COLD WEATHER MASONRY PRACTICES TO BE FOLLOWED. b. PROVIDE ADEQUATE EQUIPMENT FOR HEATING CONCRETE MATERIALS, AND FOR PROTECTION OF THE CONCRETE DURING FREEZING OR NEAR FREEZING WEATHER. c. MAINTAIN CONCRETE MATERIALS, REINFORCEMENT, FORM WORK, FILLERS, AND GROUND TO BE IN CONTACT WITH THE CONCRETE FREE OF FROST. DO NOT USE FROZEN MATERIALS OR MATERIALS CONTAINING ICE. d. PROVIDE CONCRETE, DELIVERED IN COLD WEATHER, WITH THE FOLLOWING TEMPERATURES AIR TEM MIN. CONCRETE TEMP. 30-40 'F 60 'F 0-30 'F 65 'F BELOW 0 'F 70 'F e. WHEN PRODUCING CONCRETE WITH HEATED AGGREGATES, HEATED WATER OR BOTH, DO NOT ALLOW CONCRETE TO EXCEED 90T DURING PRODUCTION OR TRANSPORTATION. f. ALL CONCRETE SLABS PLACED AT AIR TEMPERATURES FROM 20'F TO 50'F MAY HAVE AN ACCELERATING WATER REDUCING ADMIXTURE ADDITIVE ADDED TO ACCELERATE SETTING TIME AND STRENGTH ADMIXTURE COMPLYING WITH ASTM C 494, TYPE C. 1. ACCEPTABLE ADMIXTURES AR EUCLID CHEMICAL COMPANY'S "ACCELGAURD 90", OR EQUAL PRODUCTS BY W.R. MEADOWS, INC. OR W.R. GRACE & CO. (a) ADD ACCELGUARD 80 W./ WATER & AGGREGATE TO THE READY MIX CONCRETE TRUCK, BUT DO NOT DISPENSE ONTO DRY CONCRETE. (b) FOR TEMPERATURES 32' F - 60' F, ADD AT A RATE OF 160Z./100 LBS. OF CONCRETE. (c) FOR TEMPERATURES BELOW 32' F, HEAT AGGREGATE AND USE WARM WATER SO THAT WHEN MIXED CONCRETE TEMPERATURE WILL BE ABOVE 60'. 2. FOLLOW THE MANUFACTURER'S INSTRUCTION FOR THE QUANTITY TO BE ADDED TO THE CONCRETE MIX, DEPENDING UPON THE AMBIENT TEMPERATURE, DESIRED RATE OF ACCELERATION, EARLY STRENGTH GAIN, AND STRIPPING SCHEDULE. g) MAINTAIN CONCRETE ABOVE 50'F IN A MOIST CONDITION FOR A MINIMUM OF SEVEN DAYS AFTER PLACEMENT FOLLOWING THE RECOMMENDATIONS OF ACI 308-92. CONCRETE (CONTINUED) L. HOT WEATHER REQUIREMENTS 1. FOLLOWING THE REQUIREMENTS OF ACI 305R. 2. DURING HOT WEATHER, TAKE STEPS TO REDUCE CONCRETE TEMPERATURE AND WATER EVAPORATION BY PROPER ATTENTION TO INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION, AND CURING. 3. THE PREFERRED PROTECTION IS A COVERING OF KRAFT PAPER, CONFORMING TO ASTM C 171, FOR A TWENTY FOUR HOUR PERIOD AFTER PLACEMENT. M. CONCRETE FORMWORK 1. PROVIDE DRESSED LUMBER OR MANUFACTURED FORMS CONFORMING TO THE SHAPE, LINES, AND DIMENSIONS OF CONCRETE STRUCTURES INDICATED ON THE DRAWINGS: FREE FROM DEFECTS AND SUFFICIENTLY TIGHT TO PREVENT LEAKAGE OF MORTAR. 2. ALL WOODEN FORMS TO BE NO LESS THAN THE SPECIFIED DEPTH OF THE SLAB TO BE POURED, AND NOT LESS THAN NOMINAL 2' X 4' SIZE. 3. STAKING FOR STRAIGHT SECTIONS SHALL OCCUR NOT LESS FREQUENTLY THAN EVERY FOUR FEET AND SHALL BE BOTH INSIDE AND OUTSIDE OF THE FORM. 4. FOR CURVES, STAKING SHALL OCCUR NOT LESS THAN EVERY FOOT, AND SHALL BE BOTH INSIDE AND OUTSIDE OF THE FORM. 5. STEEL FORMS SHALL BE STAKED ACCORDING TO THEIR DESIGN REQUIREMENTS. 6. ALL REMOVABLE FORMS SHALL BE COATED WITH FORM - RELEASE OIL PRIOR TO PLACEMENT OF CONCRETE. 7. CYLINDRICAL FORMS SHALL BE OF NEW SONOTUBE OR EQUIVALENT DISPOSABLE MATERIALS. a. THESE MATERIALS MUST BE REMOVED COMPLETELY AFTER USE. ISLAND FORMS SHALL BE POSITIONED USING MASONRY BLOCKING AND STEEL STAKES BOTH INSIDE AND OUTSIDE OF THE FORM, TO ACHIEVE AN AVERAGE AS PER REVEAL HEIGHT AS MEASURED AT THE CENTER OF ANY LONG SIDE OF THE ISLAND, SEE DRAWINGS FD -1 AND FD -2 8. THE SIDES OF THE ISLAND FORM SHALL BE SHIMMED AGAINST THE STAKES TO PROVIDE A PERFECTLY PLUMB FREEBOARD. 9. ALL EDGES CREATED BY REMOVABLE FORMS SHALL BE TOOL-RADIUSED AFTER SURFACE FINISHING TO PROVIDE A SMOOTH BORDER ON ALL SLABS. 10. FORMS SHALL BE REMOVED NO SOONER THAN 24 HOURS FROM THE TIME OF THE POUR. 11. PROPERLY BRACE OR TIE FORMS TOGETHER TO MAINTAIN SHAPE AND POSITION. 12. PROVIDE SQUARE EDGE WOOD OR, IF AVAILABLE, METAL FORMS FOR FLOOR SLABS. 13. BEFORE POURING CONCRETE, REMOVE ALL DEBRIS FROM THE FORMWORK. 14. WET DOWN FORMWORK PRIOR TO PLACEMENT, OR APPLY A FORM RELEASE AGENT FOLLOWING MANUFACTURER'S RECOMMENDATIONS. 15. DO NOT REMOVE FORMWORK AND BRACING UNTIL CONCRETE HAS GAINED SUFFICIENT STRENGTH TO CARRY ITS OWN WEIGHT, CONSTRUCTION LOADS, AND DESIGN LOADS WHICH ARE LIABLE TO BE IMPOSED ON IT. 16. REMOVE FORMS IN A MANNER TO ASSURE THE COMPLETE SAFETY OF THE STRUCTURE. 17. DO NOT PLACE ANY CONCRETE IF THE SUB GRADE HAS STANDING WATER OR IS MUDDY. N. STEEL REINFORCEMENT 1. PROVIDE REINFORCING BARS CONFORMING TO ASTM A 615, GRADE 60 FREE OF LOOSE FLAKY RUST, MUD, OIL, OR OTHER COATINGS WHICH WILL ADVERSELY AFFECT BONDING CAPACITY. 2. PLACE REINFORCEMENT ACCURATELY AND ADEQUATELY SUPPORTED BY CONCRETE MASONRY UNITS OR OTHER APPROVED SPACERS. 3. SECURE REINFORCEMENT AGAINST DISPLACEMENT WITHIN TOLERANCES SPECIFIED IN "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318). 4. HOLD BARS IN PLACE USING A MINIMUM 18 GAUGE ANNEALED IRON WIRE. 5. SPLICES IN DEFORMED REINFORCING BARS WILL NOT BE PERMITTED UNLESS APPROVED BY MURPHY OIL USA, INC. 6. REINFORCING ROD TO COMPLY WITH ASTM 615, GRADE 60. 0. ALTERNATE WELDED WIRE FABRIC REINFORCEMENT 1. ONLY WHEN INDICATED ON THE DRAWINGS, PROVIDE WELDED WIRE FABRIC CONFORMING TO ASTM A 185 FOR 6X6 W2.9 X W2.9 IN FLAT SHEETS UNLESS OTHERWISE INDICATED. 2. INSTALL WELDED WIRE FABRIC IN LENGTHS AS LONG AS PRACTICAL. 3. THE MINIMUM OVERLAP LENGTH, MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, IS NOT TO BE LESS THAN ONE SPACING OF CROSS WIRES PLUS TWO INCHES. P. FOUNDATIONS 1. PROVIDE SMOOTH FINISH AT ALL EXPOSED SURFACES. 2. CONSTRUCT CORNERS WITH A ONE INCH CHAMFER. 3. INCREASE THE DEPTH OF FOUNDATIONS, IF REQUIRED BY FROST LINE CONDITIONS OR BY LOCAL CODES. 4. OBTAIN MURPHY OIL USA, INC. APPROVAL OF ADDITIONAL DEPTH REQUIREMENTS BEFORE PLACING CONCRETE. 5. CONSTRUCT TOP ELEVATION OF FOUNDATIONS TO WITHIN +1/4 INCH OF THE ELEVATION INDICATED ON THE DRAWINGS. 6. INSTALL ANCHOR BOLTS WITH A HORIZONTAL TOLERANCE OF +1/8 INCH AND A VERTICAL ALIGNMENT OF +1/8 INCH OUT OF PLUMB. Q. GROUT 1. PROVIDE NON-METALLIC, NON -SHRINK, PREMIXED NON -STAINING GROUT CONTAINING SELECTED SILICA SANDS, ASTM C 150 TYPE I PORTLAND CEMENT, AND SHRINKAGE COMPENSATING AGENTS. 2. ACCEPTABLE PRODUCTS ARE "EMBECO" BY MASTER BUILDERS AND "FIVE STAR GROUT" BY U.S. GROUT CORPORATION. AM111/7 a,p©//ivAs13 6NttifN % '44(f cc 0 05-03-19 vJ luu'� z Ris cc o (T. z ce) 0 z REVISION RECORD: DATE: DESCRIPTION: 05-03-19 WM SUBMITTAL Low Isom JCZ CD 0:L USA9 _VAC , >= rr wl 0 w 0 z 0 0 U z 0 0 0 0 011 0 ot CD 0 O o 0 xo rot, n 0 0 orn 0O NI SCALE: 1"=20' 0 10 20 EM EM(5)S. PARROTT AVENUEU.S. HIGHWAY 441STATE ROAD 15DISPENSERDISPENSERDISPENSERDISPENSERDISPENSERDISPENSER1400SF-6(S) 2015v4 VAN0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.3 0.4 0.5 0.5 0.5 0.5 0.4 0.3 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.4 0.5 0.7 0.9 1.0 1.0 1.0 0.9 0.8 0.6 0.4 0.2 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.6 0.9 1.4 1.7 1.6 1.7 1.8 2.0 1.7 1.2 0.8 0.4 0.2 0.1 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 1.0 1.8 2.4 2.8 2.7 2.6 3.0 3.2 1.0 0.4 0.1 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.7 1.3 2.3 3.6 4.1 4.5 4.1 4.2 4.2 1.8 0.9 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.8 1.5 2.9 4.8 5.7 6.2 5.9 5.9 6.0 4.9 3.0 2.5 1.7 1.1 0.7 0.5 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.7 1.3 2.1 3.5 5.8 7.9 9.2 9.6 10.1 9.6 7.5 6.3 5.1 3.2 2.0 1.2 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 1.8 2.6 4.3 8.0 14.9 20.0 22.4 22.6 20.4 13.8 8.8 6.3 4.1 2.5 1.2 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 2.1 3.3 5.9 13.4 32.6 45.3 49.5 47.5 44.3 25.2 11.6 6.9 4.1 2.4 1.3 0.6 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 1.0 2.2 3.8 7.3 17.8 43.9 66.2 64.7 54.3 32.3 13.1 6.4 3.3 1.9 1.1 0.6 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.9 2.0 3.7 7.7 19.5 49.4 68.8 75.2 73.3 67.1 36.2 13.6 5.7 2.7 1.5 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.8 1.7 3.3 7.3 18.9 46.9 66.5 75.8 68.0 63.9 35.9 13.2 5.3 2.3 1.1 0.6 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.7 1.4 2.7 6.2 16.7 42.1 48.8 74.9 63.8 56.6 32.2 12.0 4.7 2.0 0.9 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.6 1.1 2.1 4.9 12.5 31.8 57.8 71.2 70.3 50.5 22.7 10.9 3.8 1.5 0.7 0.4 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.9 1.6 3.5 9.9 13.3 3.1 1.1 0.6 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.8 1.2 2.1 9.1 15.4 2.1 0.8 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.8 1.6 3.4 9.9 6.9 12.6 2.3 0.9 0.5 0.3 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.5 0.9 2.0 4.8 12.8 28.9 52.1 64.7 66.5 45.3 18.6 10.4 2.9 1.1 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.4 0.7 1.2 2.3 5.6 15.0 39.3 62.9 70.4 63.2 56.9 27.4 9.1 3.0 1.1 0.5 0.3 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.5 0.9 1.6 2.8 6.0 14.8 36.8 41.3 60.9 51.0 47.2 26.1 8.3 2.8 1.0 0.5 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.3 2.0 3.4 6.3 11.5 24.7 33.5 37.2 35.4 30.4 16.4 5.9 2.1 0.9 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.2 2.4 3.8 5.7 7.5 10.5 13.6 14.4 13.4 11.0 6.7 3.1 1.3 0.6 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.6 1.2 2.1 3.2 4.6 5.0 5.1 6.2 6.1 5.4 4.2 2.7 1.4 0.8 0.4 0.2 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.5 0.9 1.4 2.1 3.2 3.3 3.0 3.8 3.5 2.8 2.1 1.3 0.8 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.4 0.5 0.9 1.2 1.8 2.1 2.4 2.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.4 0.8 1.4 1.7 2.1 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.6 1.1 1.4 1.7 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.2 0.3 0.6 0.7 0.9 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.2 0.3 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PHOTOMETRIC SITE PLAN1SCALE: 1"=20'-0" CANOPY (TYP. 22) H J POLE BASE PLATE AND BOLT PATTERN PER MANUFACTURER'S RECOMMENDATION NOTE: SEE SITE PLAN FOR ORIENTATION TO BUILDING. BOLT COVER TYPICAL PROVIDE TWO (2) 3/8" COPPER TUBES THROUGH GROUT AND FLUSH WITH TOP OF CONCRETE BASE TO PROVIDE RELIEF FOR CONDENSATION BUILD UP POLE-TO-BASE PLATE WELD SHALL COMPLY WITH AWS SPECS. AT TOP AND BOTTOM OF BASE PLATE CONNECT ALL EQUIPMENT GROUND CONDUCTORS TO GROUNDING LUG IN POLE TEMPORARY CAP (TEMPORARY ALL CONDUIT) 5/8"x 11' COPPERWELD GROUND ROD CONNECTED TO EQUIPMENT GROUND WIRE AT GROUND LUG IN POLE. (4) ANCHOR BOLTS 3/4" DIA.x 30" LONG x 6" HOOK WITH 2 NUTS, 2 FLAT WASHERS AND 1 LOCK WASHER EACH. HAND HOLE WITH COVER 12" FROM BASE OF POLE. 4"x 6" MIN. VERTICAL AND HORIZONTAL BARS SHALL BE FIELD TIED. WELDING NOT PERMITTED. SUPPORT REINFORCEMENT IN ITS PROPER LOCATION FROM THE FORMWORK DURING CONCRETE OPERATION. CONDUIT AS REQUIRED (3/4" MIN.) LIGHT POLE BASE TO BE PAINTED TRAFFIC YELLOW 2'1'3" 6-#3x18" DIA. TIES WITH 1'-6" LAP (TYP.) @ 17"O.C. 7-#5x7'-1" (MIN.) LONG BARS EQUALLY SPACED TYPICAL LIGHT POLE BASE DETAIL 11"DIA. BOLT CIRCLE 8" SQUAREINSTALLATION IN CONCRETE PAVING REQUIRES CONTINUOUS 1/2" EXPANSION JOINT MATERIAL ALL AROUND THE FOUNDATION. SEAL WITH JOINT SEALER PER SPECIFICATIONS. NON-SHRINK GROUT 1-1/4" MIN., THICKNESS 2" MAX., THICKNESS WITH SIDES SLOPED AT 45°. BASE PLATE PER SPECIFICATIONS #4 GROUND CABLE ATTACHED TO GROUND ROD BURNDY COPPER #KPA4C SCRULUG & TIN PLATED NUT AND BOLT OR BURNDY COPPER #KC20 SERVIT ATTACHED TO GROUNDING LUG HANDHOLE WITH COVER REMOVED AA 2' STEEL POLE SUPPLIED BY THE OWNER. SEE POLE SCHEDULE FOR POLE HEIGHT. ANCHOR BOLT LEVELING NUT LOCKING WASHER POLE BASE COVER SUPPLIED BY OWNER GROUNDING LUG WELDED TO INSIDE OF POLE 4" BOLT PROJECTION TYPICAL ANCHOR BOLT SPACING N.T.S. BASE PLATE BOLT HOLE SECTION "A-A" N.T.S. DETAIL "C" N.T.S. 13A DETAIL C CALCULATION SUMMARY LABEL UNITS AVG MAX MIN CANOPY FC 52.53 75.8 24.7 PROPERTY LINE FC 18.15 75.8 0.1 H J H S FOUNDATION NOTES: REFERENCED CODES AND STANDARDS ·INTERNATIONAL BUILDING CODE (IBC) 2012 EDITION, SECTION 1807.3 "EMBEDDED POSTS AND POLES" ·ASCE STANDARD 7-10, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ·ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" ·ACI 318-11 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" WIND DESIGN DATA ·BASIC WIND SPEED (Vult, ULTIMATE DESIGN WIND SPEED)130 MPH ·EXPOSURE CATEGORY C ·RISK CATEGORY I FOUNDATION DESIGN DATA ·ALLOWABLE LATERAL BEARING PRESSURE 100 PSF/FT (CLAY & SILTS) CONCRETE MIX DESIGN REQUIREMENTS ·COMPRESSIVE STRENGTH, 28 DAY 4,000 PSI ·W/CM RATIO 0.50 ·AGGREGATE SIZE, MAXIMUM 1 IN ·AIR CONTENT RANGE 4-7% ·SLUMP, MAXIMUM 5 IN POLE SCHEDULE SYMBOL QTY POLE HEIGHT DESCRIPTIONMODEL NUMBERMOUNTING CONFIG NOTES:ALL AREA SITE LIGHT FIXTURES AND POLES TO BE MOUNTED ON CONCRETE BASE PER DETAIL, THIS SHEET POLES RATED TO 130 MPH WIND VELOCITY 3 24'-0"S LSI LIGHTING, STEEL SQUARE POLE, BOLT-ON ARM MOUNT, BRONZE4SQB3-S11G-24-S-BRZ-5BC 22CANOPY N/A15'-0"18633 LUMINAIRE SCHEDULE SYMBOL QTY POLE HEIGHT DESCRIPTIONMIN. MOUNTING HEIGHT MODEL NUMBERLUMENS NOTES: MOUNTING CONFIG ALL AREA SITE LIGHT FIXTURES AND POLES TO BE MOUNTED ON CONCRETE BASE PER DETAIL, THIS SHEET ALL ANCHOR BOLTS TO BE ORIENTED IN THE SAME DIRECTION (SQUARE) AT INSTALLATION PER MANUFACTURER'S SPECIFICATIONS. 132 TOTAL WATTS LSI LIGHTING, LEGACY SERIES, FLAT LENS CANOPY FIXTURECRUS-SC-LED-HO-50-UE-WHT ALL FIXTURES ARE FULL CUT-OFF FIXTURES 3H N/A8'-3"4109 42 CREE LIGHTING, XSP WALL MOUNT LUMINAIRE, 5700k CCT, XSPWAO3MCUS-UZK WITH PHOTOCELL SENSOR 3 24'-0"26'-0"S 2J N/A8'-3"1800 20 CREE LIGHTING, LR-6 DOWN LIGHT LUMINAIRE, 3500k CCT, 1800 LUMENSLR6-18L-35K-120V-A-DR W/LT6A FULLY RECESSED ENTRY LIGHTS WITH HOUSING RC6-12W-GU24 19664 SLM-18L-SIL-FT-UNV-50-70-BRZ-IL149 LSI LIGHTING, SLICE MEDIUM LED SERIES AREA LIGHT, 18,000 LUMENS PACKAGE, 5000K CCT, 70 CRI, SINGLE HEAD FLAT LENS FIXTURE, FORWARD THROW GallowayUS.com6162 S. Willow Drive, Suite 320Greenwood Village, CO 80111303.770.888424'-0" POLE HEIGHTAND FIXTURE FINISHED GRADE BUILDING LIGHTS SHALL BE DOWN CAST FIXTURES. LIGHTS SHALL NOT IMPACT ADJACENT PROPERTIES. (TYP. POLE LIGHTS AND DARK BRONZE POLE ALL LIGHTS) NOTE: AREA LIGHT DETAIL SCALE: NOT TO SCALE2'-0"26'-0" TOTAL ASSEMBLY HEIGHT2 LED LUMINAIRE WITH INTEGRAL LOUVERS (REAR SHIELD)BASECONCRETE LIGHT POLE BASE S S EXISTING LIGHT POLE ASSEMBLY TO REMAIN NOTES: PLAN WAS BASED ON THE INFORMATION PROVIDED, ALL DIMENSIONS, LUMINAIRE LOCATIONS SHOWN REPRESENT RECOMMENDED POSITIONS. THE ENGINEER AND/OR ARCHITECT MUST DETERMINE APPLICABILITY OF THE LAYOUT TO EXISTING OR FUTURE FIELD CONDITIONS. THE CALCULATED PHOTOMETRIC LEVELS MAY OR MAY NOT MEET CERTAIN STANDARDS OR RECOMMENDED PRACTICES OF IESNA. THE PHOTOMETRIC PLAN REPRESENTS ILLUMINATION LEVELS CALCULATED FROM LABORATORY DATA TAKEN UNDER CONTROLLED CONDITIONS UTILIZING CURRENT INDUSTRY STANDARD LAMP RATINGS IN ACCORDANCE WITH ILLUMINATING ENGINEERING SOCIETY (IES) APPROVED METHODS. LABORATORY TESTS ARE MADE UNDER OPTIMUM CONDITION, WITH LAMP OUTPUT AT RATED VALUE, AND IN ACCORDANCE WITH ILLUMINATING ENGINEERING SOCIETY APPROVED METHODS. ACTUAL ILLUMINANCE LEVELS MAY DIFFER DUE TO VARIABLE FIELD CONDITIONS SUCH AS (BUT NOT LIMITED TO): VARIANCE IN LAMP LUMEN OUTPUT; LAMP TILT FACTOR; BALLAST WATTAGE OUTPUT; LINE VOLTAGE AT BALLAST; REFLECTOR SPECULARITY; LAMP LUMEN DEPRECIATION; AND LUMINAIRE DIRT DEPRECIATION. THE 26'-0" MOUNTING HEIGHT IS THE ACTUAL ASSEMBLY (POLE, BASE, AND FIXTURE) AND MAY DIFFER FROM THE FROM THE LUMINAIRE'S LUMINOUS APERTURE. THIS PLAN IS FOR RELATIVE LAYOUT AND SCOPE OF WORK PURPOSES ONLY. REFER TO SITE PLAN PREPARED BY LOCAL CONSULTANT FOR RELATIONSHIP OF THESE LUMINAIRES AND THEIR LOCATIONS TO EXISTING STRUCTURES AND REFERENCE. MANUFACTURER SPECIFICATION SHEET FOR CANOPY FIXTURE MANUFACTURER SPECIFICATION SHEET FOR SITE FIXTURES EXISTING LIGHT POLE ASSEMBLY TO REMAIN EXISTING LIGHT POLE ASSEMBLY TO REMAIN EXISTING LIGHT POLE ASSEMBLY TO REMAIN CITY OF OKEECHOBEE Application for Site Plan Review Page 1 of 3 A.Of'001.'♦� �ll� S '0 ea +4General m -n � , vs. . r-+. — 1 =. - ,� soirdell City of Okeechobee Services Department 55 S.E. 3rd Avenue, Room 101 Okeechobee, Florida 34974 Phone: (863) 763-3372, ext.9820 Fax: (863) 763-1686 E-mail: pharnette(uicitvufokeechuitee.com Date Received Application No. Fee Paid: Receipt No. Hearing Date: APPLICANT INFORMATION 1 Name of property owner(s): Murphy Oil USA, Inc. 2 Owner mailing address: 200 E Peach Street, El Dorado, Arkansas 71730 3 Name of applicant(s) if other than owner: GreenbergFarrow ("GF"), on behalf of Murphy Oil USA, Inc. 4 Applicant mailing address: 92 E. Main Street, Suite 410, Somerville, NJ 08876 5 Name of contact person (state relationship): Alison Kurtz, Due Diligence Coordinator, GF 6 Contact person daytime phone(s) and email address: 732-977-6557; akurtz@greenbergfarrow.com 7 Engineer: Name, address, phone number and email address: Kathleen Hervol, GreenbergFarrow; t: 508-229-0032; e: khervol@greenbergfarrow.com 153 Cordaville Rd, Suite 210. Southborough. MA 01772 8 Surveyor: Name, address, phone number and email address: Bechtler Greenfield Southeast, LLLP; t: 770-422-8181; e: info@bgsurveying.com 1430 W. Peachtree St. SW, Suite 225, Atlanta, GA 30309 PROPERTY and PROJECT INFORMATION 9 Property address/directions to property: 2109 S Parrott Avenue Okeechobee, FL 34974 10 Parcel Identification Number 3-28-37-35-0050-00510-0050 11 Current Future Land Use designation: CHV - Heavy Commercial/Future Land Use Commercial 12 Current Zoning district: CHV 13 Describe the project including all proposed uses, type of construction and conceptual building layout, how the business or use is expected to operate on the site, including but not limited to: number of employees expected; hours of operation; location, extent and type of any outdoor storage or sales, etc., and fire flow layout. Use additional page if necessary. This is a Murphy USA redevelopment site, to be rebuilt to a new company model which includes a standalone single -story ±1,400 square foot building with six (6) gas pumps. This location will function as a 24/7 gas station and convenience store with no more than 2 employees/shift. Water Distribution System and Wastewater Collection maps for the site provided by the Okeechobee Utility Authority has been attached to this application. 14 Describe existing improvements on property (for example, the number and type of buildings, dwelling units, occupied or vacant, etc.). Use additional page if necessary. There is currently a Murphy USA gas station in operation on site. 15 Total land area in square feet (if less than two acres): ±23,827.27 or acres: ±0.547 16 Is proposed use different from existing or prior use (_Yes) (X No) Rev. 10/18 CITY OF OKEECHOBEE Application for Site Plan Review Page 2 of 3 For questionf'i-elating to tin application packet, call the General Services Dept. at (863) -763-3372, Ext. 9820 Rev. 10/18 Number and description of phases: Single-phase, redevelopment project. 17 Applicant's statement of interest in property. 18 Source of potable water: Public Water (Okeechobee Utility Authority) 19 Method of sewage disposal: Tie in to existing sanitary sewer manhole located in the drive just east of the site. For questionf'i-elating to tin application packet, call the General Services Dept. at (863) -763-3372, Ext. 9820 Rev. 10/18 ATTACHMENTS REQUIRED FOR ALL APPLICATIONS 20 Applicant's statement of interest in property. 21 One (1) copy of last recorded warranty deed. 22 Notarized letter of consent from property owner (if applicant is different from property owner). N/A 23 Three (3) sealed boundary and topographic, "as is" surveys (one to be no larger than 11 x 17) of the property involved including: a. Certified boundary survey, date of survey, surveyor's name, address and phone number b. Legal description of site and parcel number c. Computation of total acreage to nearest tenth of an acre 24 Two (2) sets of aerials of the site. 25 Eleven (11) copies of sealed site plan drawings (see attached checklist for details of items to be included). 26 Eleven (11) copies of drawing indicating facades for all buildings, including architectural elevations. 27 Eleven (11) copies of landscape plan, including a separate table indicating the number of trees and shrubs by type and showing both the official and common name of each type of tree and shrub. 28 Eleven (11) copies of photometric lighting plan (see Code of Ordinances & LDR's Section 78-71(A)(5)). 29 Three (3) copies of sealed drainage calculations. 30 Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer, if the rezoning or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips, pass -bay calculations, internal capture calculations, a.m. and p.m. peak hour trips and level of service on all adjacent roadway links with and without the project. 31 USB flash drive of application and attachments. 32 Nonrefundable application fee: $1,000.00 plus $30.00 per acre. NOTE: Resolution No. 98-11 Schedule of Land Development Regulation Fees and Charges — When the cost for advertising, publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the City on the application, the applicant shall pay the actual costs. NOTE: Submissions will be reviewed by the General Services Coordinator and City Planner for all necessary documentation. The Applicant will be notified at least 10 days prior to the TRC meeting whether or not additional information is required to proceed or if the review will be rescheduled to the next TRC meeting. Confirmation of Information Accuracy I hereby certify that the information in this application is correct. The information included in this application is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the summary denial of this application. �+t re --Printed Name S Date For questionf'i-elating to tin application packet, call the General Services Dept. at (863) -763-3372, Ext. 9820 Rev. 10/18 CITY OF OKEECHOBEE Application for Site Plan Review Page 3 of 3 Rev. 10/18 City of Okeechobee Checklist for Site Plan Review REQUIRED INFORMATION 1 Completed application (1) 2 Map showing location of site (may be on the cover sheet of site plan) 3 Nine (9) copies of sealed site plan drawings with the scale, legend, and author block on 11” by 17” sheet prepared at a scale no less than one inch equals 20 feet & Two (2) copies on 24” by 36” sheet prepared at a scale no less than one inch equals 60 feet, or in the case of small projects, the largest scale that can accommodate the entire site and all areas within 50 feet of the project boundary. The site plan drawings shall include the location of all existing and proposed improvements, including, but not limited to: 3.1 Water courses, water bodies, floodplains, wetlands, important natural features and wildlife areas, soil types, protected trees and vegetation or environmentally sensitive areas 3.2 Streets, sidewalks, property lines and rights-of-way 3.3 Utility lines/facilities, fire hydrants, septic tanks and drainfields 3.4 Bridges, culverts and stormwater management facilities 3.5. Buildings and structures and their distances from boundaries of the property, streets, and other structures 3.6 Setback lines and required yards 3.7 Ingress and egress to the site and buildings 3.8 Vehicular use areas including off-street parking and loading areas 3.9 On-site recreation and open space 3.10 Landscaping, screens, buffers, walls, and fences, 3.11 Method of solid waste collection and locations of and access to dumpsters 3.12 Lighting and signs (location, number, size and type of signs) 4 Drawing notes and tabulations showing the following information shall be included along with the plan: 4.1 Name, address and phone number of owner 4.2 Name, address and phone number of any agent, architect, engineer and planner 4.3 Compete legal description of the property 4.4 Future land use designation, current zoning and existing land use of the property and all abutting properties 4.5 Total acreage of the property (square footage if less than two acres) 4.6 Total # of dwelling units, by bedroom size; square footage of nonresidential uses by type of use (and/or seating, etc. as necessary to indicate the intensity) 4.7 Number of off-street parking spaces provided (including handicapped spaces) and loading spaces and the calculation of, and basis for, the number of such spaces required by the Land Development Regulations 4.8 Impervious surface calculations showing: the square footage and as a % of the total site for existing impervious surfaces, additional proposed impervious surfaces and the resulting proposed total impervious surfaces mit manwrid .:v 1rHl8AB fV0ilflBRiL81Q 1 ✓ AVM -10014 S 111 31110AV LLDLINVd 3Ad IQ ,CI lbb AVMH9IH S fl 311N3AV 1100 5Q .0•C 10 Villtl ON MS 4) M () 0) V` - tp r. 4. 1. IH 4i1 3AV ❑J5 MS 004 .SI ✓ In . N hr) i N n 7 10 I 0) II) N a In x r - / IU• 1 M1 1 M 1 �s co 1. *Y o' z L_ 3 1 0 I m 1 0) 1 0) r. 3f1N3AV Q .0 II —I A•+S -1i � 1 ,' 1 M 1 N- 1 r 1 T 1 1 I I 1 I 1 . __ _L •n .., ! I I ,n I .. 1 1 1 3f1N3AV QtiC 00 -9 1 IN I M N reams Nounewma sae jt1O11Ol1O3 LVAf2113V!A r 1. �a+a }• en da 46u t AVMHDIH S 11 3f1N3AV 110d8Vd 1 ate= as a • ,11 a 11 3 Jb s• i �w 5s� 5a �ar11 dd o � m Vie 11 lY l Cr -� LA VVII W�—H3 1 -I p14 1.1.s iy L AVMH0IH S fl 3f1N3AV 7S F1M 3f1N3AV •u h . 1 11 4, _ m 3f1N3AV ❑k7f� µI 1 !Wd•V r4111 DWG NAME:153 CORDAVILLE ROAD, SUITE 210SOUTHBOROUGH, MA 01772PHONE: (508) 229 0032JOB NO.:LP-1OKEECHOBEE, FL20190124.0LANDSCAPE CALCULATIONS REQUIRED PROVIDED OVERALL SITE LANDSCAPING REQUIREMENTS (1) TREE + (3) SHRUBS PER 3,000 SF OF LOT AREA - PRESERVED VEGETATED AREA 23,861 SF / 3,000 = 7.95 TREES 8 10 + 3 EXISTING 23,861 SF / 3,000 = 7.95 X 3= 23.9 SHRUBS 24 >24 INTERIOR & PERIMETER LANDSCAPING REQUIREMENTS 18 SF OF LANDSCAPE AREA PER (1) PARKING SPACE 18 SF X 5 PARKING SPACES = 90 SF 90 SF > 90 SF (1) TREE PER 72 SF OF REQUIRED LANDSCAPE SPACE 90 SF / 72 SF = 1.25 TREES 1 1 BUFFER LANDSCAPING REQUIREMENTS (10' WIDE) (1) TREE + (3) SHRUBS PER 300 SF OF REQ. BUFFER (50' O.C. MAX.) 1,816 SF / 300 = 6.05 TREES 6 8 1,81G SF / 300 = 6.05 X 3 = 18.15 SHRUBS 18 32 LEGEND PLANT SCHEDULE 05/08/2019 116.7 1" 212.7 1" 5.084 1" 11.95 1" C MC 321.4 112"DWG NAME:153 CORDAVILLE ROAD, SUITE 210SOUTHBOROUGH, MA 01772PHONE: (508) 229 0032JOB NO.:IR-1OKEECHOBEE, FL20190124.0LEGEND C MC IRRIGATION SCHEDULE LEGEND 05/08/2019 5/8" RBF W/CAP STAMPED "LS 5001" 10' UTILITY 4 1/ EASEMENT NO. 2 PER EXCEPTION NO. 15 O 0 0 ALUMINUM DISK W/CAP STAMPED "ECD 5179" w S TOP SIGN +22.47 BENCHMARK SET MAG NAIL IN CONCRETE BASE ELEVATION: 20.78' (NAVD 88) CO2 TANK NOW OR FORMERLY OKEE HOLDINGS, LLC O.R.B. 776, PG. 1057 PIN: 3-28-37-35-0050-00510-002A ZONED: EXISTING ONE STORY STUCCO SIDING BUILDLING EM t!i EM(5) STOP SIGN MAG NAIL FOUND W/WASHER STAMPED "ECD 5179" +22.13 RECIPROCAL ACCESS EASEMENT PER EXCEPTION NO. 14 +22.45 STOP SIGN BENCHMARK SET 22 "X" OF CONCRETE BASE ELEVATION: 20.78' (NAVD 88) 22.39 24.0'- OVERHEAD CANOPY 20' 0' _ T111 20' 40' SCALE - 1" = 20' JUNCTION BOX TOP 21.11 INV. IN (SW) 17.26 INV. IN (NE) 14.91 INV. OUT (SE) 14.26 7, \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ALUMINUM DISK W/CAP STAMPED "ECD 5179" .22.38 EDGE OF BAGGED ICE CONCRETE MERCHANDISER EXISTING ONE STORY BRICK SIDING BUILDING F.F.E. 22.86' +22.29 FUEL PUMPS (TYPICAL) +22.73 / / / \ \ \ / RECIPROCAL ACCESS EASEMENT PER EXCEPTION NO. 14 (22.540 O STORAGE BUILDING 45.36' 22.41 UNDERGROUND FUEL TANKS O O 0. 0 •22.76 /22.66 0 0 • 2286 •• • • •O 0 • +22.13 2 (<iij'EM SCO(4)'� . 22.647 22.60 - ,22.21 COMBINATION INLET TOP (GRATE) 21.44 22.29 INV. OUT 17.89 SSMH / TOP 22.14 INV.(N) 18.09 / IN'k OUT (SW) 17.89 / DRAINAGE / EASEMENT PER / EXCEPTIO NO. 13 / AND N 15 / / +22.77 AIR/VAC 22.62 `SNACK, BEVERAGE AND AUTO CARE MERCHANDISERS +22.12 STOP SIGN +22.57 "22.49 UNDERGROUND FUEL TANKS 0 +21.85 TRACT AREA 23,837.27 S.F. 0.5472 ACRES CATCH BASIN TOP (GRATE) 18.90 INV. IN (N) 12.80 INV. OUT (S) 12.65 KI M COMBINATION. INLET TOP (GRATE) 21.71 INV. OUT 18.16 "GLACIER.' BOTTLED / WATER DISPENSARY +22.19 MAG, NAIL FOUND W/WASHER STAMPED "ECD/5179" / 10' UTILITY EASEMENT NO. 1 PER EXCEPTION NO. 15 / 22.21/ 22.35/ sco p EDGE OF CONCRETE 22.24 +22.12 +22.31 JUNCTION BOX TOP 19.20 INV. IN (N) 12.90 INV. OUT (S) 12.85 P.O.B. 1/2" RBS STOP/RIGHT TURN ONLY SIGN CATCH BASIN TOP (GRATE) 19.11 INV. IN (N) 18.15 INV. IN (E) 14.96 INV. OUT(S) 14.86 SSMH TOP 21.99 INV. INANE) 16.24 / INV. OUT (SW) 16.097 is \// C•21 M 8S 9'59'12" W 110.97' -44,44 SANIT 'Y SE EASE APPROX. LOCATION EXCEPTION -_NO. OF WATER EASEMENT PER EXCEPTION NO. 12 SSMH TOP 22.17 INV. IN (NE) 15.42 INV. IN (NW) 13.97 INV. OUT (SW) 13.27 /\ 5/8" W/CAP STA "LB 696" ALUMINUM DISK \ W/CAP STAMPED "LB 696" /\ S 89'59'12" W, 2.04' FROM .PROPERTY \/ ✓\ CORNER \r 4,;, /\ \, Gr TC \/ tr i \ CATCH BASIN TOP (GRATE) 18.92 INV. IN (N) 18.15 UNABLE TO ACCESS INV. OUT (5) _ _ _ _S 89'30'05" W 359.34' THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28-37-35 SANITARY SEWER EASEMENT PER EXCEPTION NO. 12 P.O.C. THE EAST 1/4 SECTION CORNER OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA \/ \ DRAINAGE EASEMENT PER EXCEPTION NO. 15 NOW OR FORMERLY WAL-MART STORES EAST, LP O.R.B. 668, PG. 1047 PIN: 2 -27 -37 -35 -0A00 -00012-A000 ZONED: ,/.., / GRATE INLET TOP 20.53 INV. IN (NE) 14.13 INV. IN (NW) 13.98 INV. OUT (SW) 13.93 / / / / / LICE TABLE LINE ..8.1' v 160 } L1 45.37'__.4 r. �..,_.. +22.13 2 (<iij'EM SCO(4)'� . 22.647 22.60 - ,22.21 COMBINATION INLET TOP (GRATE) 21.44 22.29 INV. OUT 17.89 SSMH / TOP 22.14 INV.(N) 18.09 / IN'k OUT (SW) 17.89 / DRAINAGE / EASEMENT PER / EXCEPTIO NO. 13 / AND N 15 / / +22.77 AIR/VAC 22.62 `SNACK, BEVERAGE AND AUTO CARE MERCHANDISERS +22.12 STOP SIGN +22.57 "22.49 UNDERGROUND FUEL TANKS 0 +21.85 TRACT AREA 23,837.27 S.F. 0.5472 ACRES CATCH BASIN TOP (GRATE) 18.90 INV. IN (N) 12.80 INV. OUT (S) 12.65 KI M COMBINATION. INLET TOP (GRATE) 21.71 INV. OUT 18.16 "GLACIER.' BOTTLED / WATER DISPENSARY +22.19 MAG, NAIL FOUND W/WASHER STAMPED "ECD/5179" / 10' UTILITY EASEMENT NO. 1 PER EXCEPTION NO. 15 / 22.21/ 22.35/ sco p EDGE OF CONCRETE 22.24 +22.12 +22.31 JUNCTION BOX TOP 19.20 INV. IN (N) 12.90 INV. OUT (S) 12.85 P.O.B. 1/2" RBS STOP/RIGHT TURN ONLY SIGN CATCH BASIN TOP (GRATE) 19.11 INV. IN (N) 18.15 INV. IN (E) 14.96 INV. OUT(S) 14.86 SSMH TOP 21.99 INV. INANE) 16.24 / INV. OUT (SW) 16.097 is \// C•21 M 8S 9'59'12" W 110.97' -44,44 SANIT 'Y SE EASE APPROX. LOCATION EXCEPTION -_NO. OF WATER EASEMENT PER EXCEPTION NO. 12 SSMH TOP 22.17 INV. IN (NE) 15.42 INV. IN (NW) 13.97 INV. OUT (SW) 13.27 /\ 5/8" W/CAP STA "LB 696" ALUMINUM DISK \ W/CAP STAMPED "LB 696" /\ S 89'59'12" W, 2.04' FROM .PROPERTY \/ ✓\ CORNER \r 4,;, /\ \, Gr TC \/ tr i \ CATCH BASIN TOP (GRATE) 18.92 INV. IN (N) 18.15 UNABLE TO ACCESS INV. OUT (5) _ _ _ _S 89'30'05" W 359.34' THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28-37-35 SANITARY SEWER EASEMENT PER EXCEPTION NO. 12 P.O.C. THE EAST 1/4 SECTION CORNER OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA \/ \ DRAINAGE EASEMENT PER EXCEPTION NO. 15 NOW OR FORMERLY WAL-MART STORES EAST, LP O.R.B. 668, PG. 1047 PIN: 2 -27 -37 -35 -0A00 -00012-A000 ZONED: ,/.., / GRATE INLET TOP 20.53 INV. IN (NE) 14.13 INV. IN (NW) 13.98 INV. OUT (SW) 13.93 / / / / / LICE TABLE LINE BEARING DISTANCE L1 N 89'49'37" E 15.00' L2 S 00'00'00" E 5.84' LEGEND 11011111/0 OM, MOW 1111•11•11111111 --OHU OHU- FOT FOT�-- O SCO ' 0 C x 95o,(; (N 47'13'27"E) CURVE TABLE CURVE RADIUS ARC LENGTH CHORD BEARING CHORD LENGTH C1 25.00' 21.75' S 65'48'51" E 21.07' C2 285.27' 107.03' S 30'31'30" W 106.40' C3 375.00' 134.32' N 51'32'06" E 133.60' TITLE EXCEPTIONS !EI EM 0 cSo foo THIS SURVEY WAS PERFORMED WITH THE BENEFIT OF FIRST AMERICAN TITLE INSURANCE COMPANY COMMITMENT FOR TITLE INSURANCE NUMBER NCS -945321 -CHAR DATED DECEMBER 28, 2018 AT 8:00 A.M. SURVEYORS COMMENTS ARE WITH RESPECT TO THAT PARCEL CONVEYED TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, BY VIRTUE OF A SPECIAL WARRANTY DEED RECORDED IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. SURVEY RELATED SCHEDULE B - SECTION 2 EXCEPTIONS 10. THE TERMS, PROVISIONS, AND CONDITIONS CONTAINED IN THAT CERTAIN ORDINANCE NO. 96-R-52 BY THE BOARD OF COUNTY COMMISSIONERS OF OKEECHOBEE COUNTY, FLORIDA, RECORDED IN OFFICIAL RECORDS BOOK 381, PAGE 896. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 11. GRANT OF NON-EXCLUSIVE EASEMENT FOR EMERGENCY ACCESS, GRANTED FROM WAL-MART STORES EAST, INC. TO ETTA MERLE HENDRY, AS TRUSTEE OF THE ETTA MERLE HENDRY REVOCABLE TRUST AGREEMENT DATED DECEMBER 5, 1994 AND WILLIAM LESLIE HENDRY, RECORDED IN OFFICIAL RECORDS BOOK 403, PAGE 425. DOES NOT AFFECT THE SUBJECT PROPERTY. 12. TERMS AND CONDITIONS OF THE UTILITIES EASEMENT AGREEMENT BETWEEN WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION AND OKEECHOBEE UTILITY AUTHORITY RECORDED IN OFFICIAL RECORDS BOOK 420, PAGE 507. AFFECTS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 13. UTILITY EASEMENT, GRANTED FROM WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 410. BENEFITS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 14. TERMS AND CONDITIONS OF THE RECIPROCAL ACCESS EASEMENT AGREEMENT BETWEEN WAL-MART STORES, INC., A DELAWARE CORPORATION AND WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION AND S -SI OKEECHOBEE, L.P. A TEXAS LIMITED PARTNERSHIP RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 1376. AFFECTS AND BENEFITS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 15. DRAINAGE & UTILITY EASEMENT, GRANTED FROM WAL-MART STORES, INC., A DELAWARE CORPORATION TO S -SI OKEECHOBEE, L.P. A TEXAS LIMITED PARTNERSHIP, RECORDED IN OFFICIAL RECORDS BOOK 448, PAGE 1390. AFFECTS THE SUBJECT PROPERTY AS SHOWN ON THE SURVEY. 16. EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND, GRANTED FROM WAL-MART STORES EAST, INC., AN ARKANSAS CORPORATION, FORMERLY A DELAWARE CORPORATION TO MURPHY OIL USA, INC., A DELAWARE CORPORATION, RECORDED IN OFFICIAL RECORDS BOOK 633, PAGE 364; AS AFFECTED BY AMENDED AND RESTATED EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND RECORDED IN OFFICIAL RECORDS BOOK 687, PAGE 709. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 17. THE TERMS, PROVISIONS, AND CONDITIONS CONTAINED IN THAT CERTAIN DECLARATION OF ENVIRONMENTAL RELEASE, RECORDED IN OFFICIAL RECORDS BOOK 633, PAGE 385. AFFECTS THE SUBJECT PROPERTY BUT IS NOT PLOTTABLE. 18. ANY CLAIM THAT THE TITLE IS SUBJECT TO A TRUST OR LIEN CREATED UNDER THE PERISHABLE AGRICULTURAL COMMODITIES ACT (7 U.S.C. §§499A, ET SEQ.) AND/OR THE PACKERS AND STOCKYARDS ACT (7 U.S.C. 0181 ET SEQ.) OR UNDER SIMILAR STATE LAWS. NO DOCUMENTS WERE PROVIDED TO THE SURVEYOR. EXISTING BUILDING LAND LOT LINE (LLL) PROPERTY LINE UTILITY POLE (UP), OVERHEAD LINES & GUY FIBER OPTIC CABLE TREE LINE SANITARY SEWER MANHOLE SANITARY CLEAN-OUT (SCO) SANITARY SEWER STUB OUT TELEPHONE MANHOLE/PEDESTAL STORM DRAIN PIPE WITH HEADWALL DOUBLE -WING CATCH BASIN SINGLE -WING CATCH BASIN JUNCTION BOX (JB) DROP OR CURB INLET (DI OR CI) FENCE DRAINAGE DITCH OR SWALE EXISTING 10 FOOT CONTOUR EXISTING 2 FOOT CONTOUR EXISTING GRADE SPOT ELEVATION DIRECTION OF SURFACE FLOW RECORDED DATA PARKING SPACE COUNT LIGHT POLE (LP) ELECTRICAL TRANSFORMER BOX ELECTRICAL METER ELECTRICAL STUB OUT UNKNOWN UTILITY STUB OUT WATER STUB OUT WV N cv pa WM ❑ GM 0 Oki PIv IM91 roa 'cv R/W RBF OTF CTF CMF BDF AXF RBS CMP RCP HDPE DIP PVC FIRE HYDRANT WATER VALVE GAS VALVE WATER METER GAS METER MONITORING WELL POST INDICATOR VALVE MAILBOX STREET SIGN TRAFFIC SIGNAL POLE TRAFFIC SIGNAL BOX BACKFLOW PREVENTER FIRE DEPT. CONNECTION FIBER OPTIC BOX IRRIGATION CONTROL VALVE DRAINAGE MANHOLE RIGHT-OF-WAY REBAR PIN FOUND OPEN TOP PIPE FOUND CRIMP TOP PIPE FOUND CONCRETE MONUMENT FOUND BRASS DISK FOUND AXLE FOUND REBAR PIN SET CORRUGATED METAL PIPE REINFORCED CONC. PIPE HIGH-DENSITY POLYETHYLENE PIPE DUCTILE IRON PIPE POLYVINYL CHLORIDE PIPE EXHIBIT "A" LEGAL DESCRIPTION TRACT 1 ALL THAT CERTAIN PIECE, PARCEL OR TRACT OF LAND SITUATE LYING AND BEING IN SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST OF TALLAHASSEE BASE MERIDIAN, OKEECHOBEE COUNTY, FLORIDA, ALL OF WHICH IS MORE PARTICULARLY BOUNDED AND DESCRIBED AS FOLLOWS, TO -WIT: COMMENCING FOR REFERENCE AT A FOUND 5/8" IRON ROD WITH CAP (STAMPED PLS 3372), SAID POINT OF COMMENCEMENT BEING THE EAST 1/4 SECTION CORNER OF SAID SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST; THENCE, BEARING SOUTH EIGHTY-NINE DEGREES THIRTY MINUTES ZERO -FIVE SECONDS WEST (S 89' 30' 05" W) ALONG THE SOUTH LINE OF THE NORTHEAST 1/4 OF SECTION 28, TOWNSHIP 37 SOUTH, RANGE 35 EAST, A DISTANCE OF THREE HUNDRED FIFTY-NINE AND THIRTY-FOUR HUNDREDTHS FEET (359.34') TO THE EASTERLY RIGHT-OF-WAY LINE OF U.S. 441 (100' RIGHT OF WAY); THENCE, BEARING NORTH ZERO DEGREES TEN MINUTES TWENTY-THREE SECONDS WEST (N 0'10' 23" W) ALONG SAID EASTERLY RIGHT-OF-WAY LINE, A DISTANCE OF THREE HUNDRED TWENTY AND FIFTY-SIX HUNDREDTHS FEET (320.56') TO A POINT; THENCE, LEAVING SAID RIGHT-OF-WAY LINE BEARING NORTH EIGHTY-NINE DEGREES FORTY-NINE MINUTES THIRTY- SEVEN SECONDS EAST (N 89' 49' 37" E) A DISTANCE OF FIFTEEN AND ZERO HUNDREDTHS FEET (15.00') TO A POINT ON THE PROPOSED RIGHT OF WAY LINE OF U.S. 441 AND THE POINT AND PLACE OF BEGINNING OF THE HEREIN DESCRIBED PARCEL; THENCE, BEARING NORTH ZERO DEGREES TEN MINUTES TWENTY-THREE SECONDS WEST (N 0'10' 23" W) ALONG SAID PROPOSED RIGHT OF WAY LINE A DISTANCE OF ONE HUNDRED EIGHTY-ONE AND FIFTY-SIX HUNDREDTHS FEET (181.56') TO A POINT; THENCE, LEAVING SAID PROPOSED RIGHT-OF-WAY LINE, BEARING NORTH EIGHTY- NINE DEGREES FIFTEEN MINUTES FORTY-SEVEN SECONDS EAST (N 89' 15' 47" E) A DISTANCE OF EIGHTY AND SEVENTEEN HUNDREDTHS FEET (80.17') TO THE BEGINNING OF A CURVE; THENCE, ALONG SAID CURVE TO THE RIGHT, HAVING A RADIUS OF TWENTY-FIVE AND ZERO HUNDREDTHS FEET (25.00') A CENTRAL ANGLE OF FORTY-NINE DEGREES FIFTY MINUTES FORTY-FOUR SECONDS (49' 50' 44") AN ARC LENGTH OF TWENTY- ONE AND SEVENTY-FIVE HUNDREDTHS FEET (21.75') CHORD BEARING OF SOUTH SIXTY-FIVE DEGREES FORTY-EIGHT MINUTES FIFTY-ONE SECONDS EAST (S 65' 48' 51" E) A CHORD DISTANCE OF TWENTY-ONE AND ZERO -SEVEN HUNDREDTHS FEET (21.07') TO A POINT; THENCE, BEARING SOUTH FORTY DEGREES FIFTY-THREE MINUTES TWENTY-NINE SECONDS EAST (S 40' 53' 29" E) A DISTANCE OF ONE HUNDRED -ONE AND TEN HUNDREDTHS FEET (101.10') TO A POINT ON A NON-TANGENTIAL CURVE; THENCE, ALONG SAID CURVE TO THE LEFT, HAVING A RADIUS OF TWO HUNDRED EIGHTY-FIVE AND TWENTY-SEVEN HUNDREDTHS FEET (285.27') A CENTRAL ANGLE OF TWENTY-ONE DEGREES TWENTY-NINE MINUTES FIFTY-ONE SECONDS (21' 29' 51") AN ARC LENGTH OF ONE HUNDRED -SEVEN AND ZERO -THREE HUNDREDTHS FEET (107.03') CHORD BEARING OF SOUTH THIRTY DEGREES THIRTY-ONE MINUTES THIRTY SECONDS WEST (S 30' 31' 30" W) A CHORD DISTANCE OF ONE HUNDRED SIX AND FORTY-ONE HUNDREDTHS FEET (106.41') TO A POINT OF NON- TANGENCY; THENCE, BEARING SOUTH ZERO DEGREES ZERO MINUTES ZERO SECONDS (S 00' 00' 00" E) A DISTANCE OF FIVE AND EIGHTY-FOUR HUNDREDTHS FEET (5.84') TO A POINT; THENCE, BEARING SOUTH EIGHTY-NINE DEGREES FIFTY-NINE MINUTES TWELVE SECONDS (S 89' 59' 12" W) A DISTANCE OF ONE HUNDRED TEN AND NINETY-SEVEN HUNDREDTHS FEET (110.97') TO THE POINT AND PLACE OF BEGINNING; TRACT 2 TOGETHER WITH A DRAINAGE EASEMENT AND UTILITY EASEMENT AS SET FORTH IN INSTRUMENT RECORDED IN 448, PAGE 1390. TRACT 3 TOGETHER WITH A UTILITY EASEMENT FOR THE PURPOSES OF INSTALLING, OPERATING AND MAINTAINING WATER TRANSMISSION AND DISTRIBUTION AS SET FORTH IN O.R.B. 420, PAGE 507. TRACT 4 TOGETHER WITH A SANITARY SEWER EASEMENT AS SET FORTH IN O.R.B. 448, PAGE 410. TRACT 5 TOGETHER WITH THOSE RECIPROCAL EASEMENTS FOR SHARED ACCESS AS SET FORTH IN O.R.B. 448, PAGE 1376. TRACT 6 ALL EASEMENTS APPURTENANT TO THE PROPERTY AS SET FORTH IN THAT CERTAIN EASEMENTS WITH COVENANTS AND RESTRICTIONS AFFECTING LAND (ECR) RECORDED ON JUNE 19, 2007, IN OFFICIAL RECORDS BOOK 00633, PAGE 0364, OF THE PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. SW 21ST ST. SW 22ND ST. 23R0 ST. 25TH LN. SW 2ND AVE. 15 SITE SE 28TH ST. N.T.S. LOCATION MAP GENERAL NOTES 1. SURVEY PROCEDURES: THIS SURVEY IS BASED ON MEASUREMENTS OBTAINED USING AN INSTRUMENT CAPABLE OF READING ANGULAR MEASUREMENTS DIRECTLY TO A MINIMUM OF 5 SECONDS OF ARC AND LINEAR DIMENSIONS DIRECTLY TO 0.01 FEET. 2. THE FIELD DATA UPON WHICH THIS PLAT IS BASED HAS A CLOSURE PRECISION OF ONE FOOT IN 97,869 FEET, AND AN ANGULAR ERROR OF 2.75 SECONDS PER ANGLE POINT AND WAS ADJUSTED BY COMPASS RULE METHOD. 3. THIS PLAT HAS BEEN CALCULATED FOR CLOSURE AND IS FOUND TO BE ACCURATE WITHIN ONE FOOT IN 61,414 FEET. 4. TITLE TO THE SURVEYED PROPERTY IS CURRENTLY VESTED IN MURPHY OIL USA, INC., A DELAWARE CORPORATION, BY VIRTUE OF A SPECIAL WARRANTY DEED RECORDED IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. 5. I HAVE EXAMINED FEMA FLOOD INSURANCE RATE MAP NO. 12093C0480C DATED JULY 16, 2015 AND HAVE DETERMINED BASED SOLELY BY GRAPHICALLY SCALING THE LOCATION ON THE MAP THAT THIS PROPERTY IS SHOWN NOT TO BE LOCATED WITHIN THE LIMITS OF A DESIGNATED FLOOD HAZARD AREA. 6. THE BASIS OF BEARING USED FOR THIS SURVEY IS THE EASTERLY RIGHT-OF-WAY OF S. PARROTT AVENUE AS REFERENCED IN THE EXHIBIT "A" LEGAL DESCRIPTION AS SHOWN IN O.R.B. 633, PG. 357, OKEECHOBEE COUNTY, FLORIDA RECORDS. ELEVATIONS SHOWN ON THIS SURVEY ARE BASED ON GPS OBSERVATIONS (NAVD 88). 7. THE SURVEYED PROPERTY IS ZONED HC (HEAVY COMMERCIAL DISTRICT) ACCORDING TO THE CITY OF OKEECHOBEE, FLORIDA PLANNING & ZONING DEPARTMENT AND IS SUBJECT TO THE REQUIREMENTS AND RESTRICTIONS OF THIS ZONING CLASSIFICATION. THE SETBACK REQUIREMENTS FOR THIS ZONING CLASSIFICATION ARE: FRONT SIDE REAR MAXIMUM BUILDING HEIGHT MAXIMUM BUILDING COVERAGE MAXIMUM IMPERVIOUS SURFACE 20 FT. 8 FT. 10 FT. N/A 50% 85% 8. THE TAX PARCEL ID FOR THE SUBJECT PROPERTY IS 3-28-37-35-0050-00510-0050. 9. UTILITY INFORMATION SHOWN ON THIS SURVEY IS BASED ON ABOVE GROUND EVIDENCE OBSERVED AT THE TIME OF FIELD SURVEY. NO CERTIFICATION, GUARANTEE, OR WARRANTY OF ANY KIND IS MADE AS TO THE ACCURACY OR THOROUGHNESS OF THE INFORMATION CONCERNING UTILITIES SHOWN OR NOT SHOWN ON THIS SURVEY. 10. ALL DISTANCES SHOWN ON THIS SURVEY ARE GROUND DISTANCES. 11. THE CONTOUR INTERVAL IS 1.0 FEET. 12. THERE WAS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING WORK, BUILDING CONSTRUCTION OR BUILDING ADDITIONS AT THE TIME OF THIS SURVEY. 13. THERE ARE NO KNOWN PROPOSED CHANGES IN STREET RIGHT OF WAY LINES AT THE TIME OF THIS SURVEY. 14. THERE WAS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS AT THE TIME OF THIS SURVEY. 15. THERE WAS NO OBSERVED EVIDENCE OF SITE USE A S A:'SOLID WASTE DUMP, SUMP OR SANITARY LANDFILL AT THE TIME OF THIS SURVEY. 16. THERE WERE NO KNOWN WETLAND AREAS (AS DELINEATED BY APPROPRIATE AUTHORITIES) LOCATED ON THE SURVEYED PROPERTY AT THE TIME OF THIS SURVEY. 17. THE PROPERTY LINES SHOWN ALONG S. PARROTT AVENUE IS CONTIGUOUS WITH THE RIGHT-OF-WAY. 18. ALL REBARS SHOWN AS SET BEAR A CAP READING "REA-6429". 19. THIS SURVEY MAP IS NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 20. FLORIDA CERTIFICATE OF AUTHORIZATION NUMBER LB 7621. 21. I HEREBY CERTIFY THAT BEING A LICENSED SURVEYOR AND MAPPER IN THE STATE OF FLORIDA, THAT THE SURVEY SHOWN, TO THE BEST OF MY KNOWLEDGE, MEETS THE REQUIREMENTS OF THE STANDARDS OF PRACTICE OF THE STATE OF FLORIDA (CHAPTER 5J17 -G) FLORIDA ADMINISTRATIVE CODE, PURSUANT TO CHAPTER 472 AND CHAPTER 161 OF THE FLORIDA STATUTES EXCEPT AS NOTED. 22. BOUNDARY LINES SHOWN HEREON ARE BASED ON THE EXHIBIT "A" LEGAL DESCRIPTION BEARINGS AND DISTANCES PER GENERAL NOTE NO. 6 AND ARE IN ACCORDANCE WITH THE PLAT. ALL DISTANCES ARE GROUND DISTANCES. CERTIFICATION TO: MURPHY OIL USA, INC. AND FIRST AMERICAN TITLE INSURANCE COMPANY; THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IS IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/NSPS LAND TITLE SURVEYS", JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 2, 3, 4, 5, 6(A), 7(A)(B)(1), 8, 9, 11, 13, 14, 16, 17, 18, 19, 20, AND 21 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED ON APRIL 3, 2019. DATE OF PLAT OR MAP: APRIL 16, 2019 RODNEY E. ABN R. ' DATE FLORIDA MAPP AND SURVEYOR NO. 4. go- f_ Suite 225 11 CLI Q IL 0 m m W Lu U U o U W ti D Z d- W�- vI g C/) w C) `u Tf-�' al a T = sO W - N CC W N cC O1.;:tt C.) CL O ./ W ' • �/ 4::::) 4::;:) 11.1 a0 OZ �1- E- N W ALTA/NSP PROJECT NO. 19-117-0 DRAWING FILE: 19-117-0 SURVEY.DWG SHEET NO. smmil 1 OF 1 McMAHON ASSOCIATES, INC. 2090 Palm Beach Lakes Boulevard, Suite 400 West Palm Beach, FL 33409 p 561‐840‐8650 | f 561‐840‐8590 PRINCIPALS Joseph J. DeSantis, P.E., PTOE John S. DePalma Casey A. Moore, P.E. Gary R. McNaughton, P.E., PTOE Christopher J. Williams, P.E. ASSOCIATES John J. Mitchell, P.E. R. Trent Ebersole, P.E. Matthew M. Kozsuch, P.E. Maureen Chlebek, P.E., PTOE Dean A. Carr, P.E. Jason T. Adams, P.E., PTOE Christopher K. Bauer, P.E., PTOE FOUNDER Joseph W. McMahon, P.E. Engineering | Planning | Design | Technology mcmahonassociates.com April 29, 2019 VIA E‐MAIL Jillian M. Janovsky GreenbergFarrow 3 Executive Drive, Suite 150 Somerset, NJ 08873 RE: Murphy Express Okeechobee Boulevard Traffic Analysis McMahon Project No. N19323.01 Dear Ms. Janovsky: McMahon Associates, Inc. (McMahon) has completed a traffic analysis associated with the redevelopment of a Murphy Express site located at 2109 South Parrott Avenue, in Okeechobee, Florida. The existing Murphy Express site is an outparcel to a shopping center and includes 120 square feet of convenience store and eight (8) fueling positions. The proposed development will include a Murphy Express with 1,400 square feet of convenience store and 12 fueling positions. Figure 1 graphically depicts the site location. The site plan is attached in Appendix A. Figure 1: Site Location Jillian M. Janovsky April 29, 2019 Page 2 Trip Generation Analysis Using trip generation information obtained from the Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition, trip generation estimates were developed based on Gasoline/Service Station with Convenience Market (ITE Land Use Code 945). Table 1 summarizes the trips associated with the daily, AM peak hour and PM peak hour traffic conditions. Results of the analysis indicate that the proposed redevelopment is expected to generate an increase of 361 net new daily trips, 19 net new AM peak hour trips, and 25 net new PM peak hour trips. Excerpts from ITE are attached in Appendix B. Table 1: Trip Generation Analysis Conclusion Based on the analysis contained herein, the proposed redevelopment is not expected to have a significant impact on the surrounding roadway network. DAILY ITE CODE IN OUT TOTAL IN OUT TOTAL Gasoline/Service Station w/ Convenience Market(2)945 8 FP T = 205.36 *(X) 50% 50% 822 821 1,643 920 56.00% 362 361 723 Gasoline/Service Station w/ Convenience Market(2)945 12 FP T = 205.36 *(X) 50% 50% 1,232 1,232 2,464 1,380 56.00% 542 542 1,084 NET DIFFERENCE 410 411 821 460 180 181 361 AM PEAK HOUR ITE CODE IN OUT TOTAL IN OUT TOTAL Gasoline/Service Station w/ Convenience Market 945 8 FP T = 12.47 *(X) 51% 49% 51 49 100 62 62.00% 20 18 38 Gasoline/Service Station w/ Convenience Market 945 12 FP T = 12.47 *(X) 51% 49% 77 73 150 93 62.00% 31 26 57 NET DIFFERENCE 26 24 50 31 11 8 19 PM PEAK HOUR ITE CODE IN OUT TOTAL IN OUT TOTAL Gasoline/Service Station w/ Convenience Market 945 8 FP T = 13.99 *(X) 51% 49% 57 55 112 63 56.00% 26 23 49 Gasoline/Service Station w/ Convenience Market 945 12 FP T = 13.99 *(X) 51% 49% 86 82 168 94 56.00% 39 35 74 NET DIFFERENCE 29 27 56 31 13 12 25 PROPOSED USE (1) Source: Institute of Transportation Engineersʹ Trip Generation Manual, 10th Edition. LAND USE INTENSITY TRIP GENERATION RATE (1)IN NEW TRIPS OUT TOTAL TRIPS (2) Pass‐By rate for Daily based on the lower of AM and PM rates. LAND USE INTENSITY TRIP GENERATION RATE (1)IN TOTAL TRIPS PASS‐BY(1) PROPOSED USE PASS‐BY(1)NEW TRIPS EXISTING USE EXISTING USE PROPOSED USE EXISTING USE OUT TOTAL TRIPS LAND USE INTENSITY PASS‐BY(1)NEW TRIPS TRIP GENERATION RATE (1)IN OUT Jillian M. Janovsky April 29, 2019 Page 3 Should you have any questions or comments regarding these findings, please do not hesitate to call me. P\S L- E ergl . c ea e C. Bel° • C* er ish.16`68205 State of Florida, Board of Professional Engineers Certificate of Authorization No. 4908 NTL/cec Enclosure F: \ FL \ 19323N_GreenbergFarrow_MurphyExpressOkeechobeeBlvdTrfcAnlys \ N19323_01 \ Reports \ LtrJJ042919.docx APPENDIX A SITE PLAN LEGENDDWG NAME:153 CORDAVILLE ROAD, SUITE 210SOUTHBOROUGH, MA 01772PHONE: (508) 229 0032JOB NO.:C-1OKEECHOBEE, FL20190124.0 APPENDIX B TRIP GENERATION INFORMATION Gasoline/Service Station With Convenience Market (945) Vehicle Trip Ends vs: Vehicle Fueling Positions On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 5 Avg. Num. of Vehicle Fueling Positions: 18 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 205.36 129.50 - 316.45 73.80 Data Plot and Equation Caution – Small Sample Size X = Number of Vehicle Fueling Positions Study Site Average RateFitted Curve Fitted Curve Equation: T = 268.46(X) - 1161.00 R²= 0.61 Trip Generation Manual, 10th Edition Institute of Transportation Engineers 0 5 10 15 20 25 30 0 1,000 2,000 3,000 4,000 5,000 6,000 Gasoline/Service Station With Convenience Market (945) Vehicle Trip Ends vs: Vehicle Fueling Positions On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 14 Avg. Num. of Vehicle Fueling Positions: 15 Directional Distribution: 51% entering, 49% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 12.47 6.19 - 25.57 5.56 Data Plot and Equation X = Number of Vehicle Fueling Positions Study Site Average RateFitted Curve Fitted Curve Equation: T = 19.00(X) - 96.53 R²= 0.55 Trip Generation Manual, 10th Edition Institute of Transportation Engineers 0 5 10 15 20 25 30 0 100 200 300 400 500 Gasoline/Service Station With Convenience Market (945) Vehicle Trip Ends vs: Vehicle Fueling Positions 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: 16 Avg. Num. of Vehicle Fueling Positions: 15 Directional Distribution: 51% entering, 49% exiting Vehicle Trip Generation per Vehicle Fueling Position Average Rate Range of Rates Standard Deviation 13.99 7.67 - 27.35 6.18 Data Plot and Equation X = Number of Vehicle Fueling Positions Study Site Average Rate Fitted Curve Equation: Not Given R²= **** Trip Generation Manual, 10th Edition Institute of Transportation Engineers 0 5 10 15 20 25 30 0 100 200 300 400 500 600 Table E.36 Pass -By and Non -Pass -By Trips Weekday, PM Peak Period Land Use Code 944—Gasoline/Service Station SZE x1Mao FT QF/1,1 YSII.A5 FIN IHC P129111 0449 L0CJH10H N.EEX24..Y 9ugVE1 DATE 113 OF INTER9IE7:5 TINE PERI 11121/4 2/ MIMED TOTAL STREET • ft* ""11R MIIIIIIIMMIIIIIIIM — WM Hrlati Reds — —`hd� 4u--2. Ii 1444 11 2u:-7 f7Erm 21 — — 70 — — :.hdlg -.--.-s. IL 1687 Aa 300-606141 Z — — 75 — Kane CT Hol Hrlati Fleck — — CD edge rxv to Ir. 1487 42 309-600 am • 91 — — 80 — IL1118 O'HD4 HrmS Fka 22 E Crl hap 1902 04 400-9.206.61 61 11 96 60 2721 RBA 21 6 6.12: MD 1062 10 400-9204111 03 70 27 47 4 099 R04. 1.7 0 491m4Drn DO 1212 18 400-820076 91 0 33 3a 2510 R04. 20 Ti Cl rp 1993 47 160.-0.26141 67 23 15 76 26% RO111110. 1.2 6 amalsla 113 1290 28 402$.20 am 58 11 51 42 1 620 ROA 119 12 44.*, MO 1993 47 46(-626141 99 10 57 e3 91195. ROA Average Pass -By Tnp Percentage: 42 —" means no data were provided Table E.37 Pass -By and Non -Pass -By Trips Weekday, AM Peak Period Land Use Code 945—Gasoline/Service Station with Convenience Market EWEYB412E TT ODD 130. FT FUE.1616 LDCATIdI 1451:6DAY Sij 142144.4.11240Y TRIM 04 AEU. STREET alialt pRI17A4i LY 4ER^iEl1 TOTAL 06 a 1-aJWl6 aa06KY 1233 11 7x30-9141041 27 15 25 40 4,11:D4.samin 6p 1.266 9.r17n- Auhrnan 2280n Q6 a 622422 NY 1963 40 700.690 am ST T3 14 32 1,307 27 10 1903 47 7C0 -9.028m e7 11 22 33 44 1,104u 1,311 mow - AKT A1i66 27 a e 1963 — 7CO-6.06 am 96 22 32 Billpeausvea • - -- Aram Q7 10 L0Jw40 0464 KY 1493 — 700-9008m 4G 42 12 54 1.211 Earion- AWYnin Olsson 23 — L pa w86 alba KY 1993 75 722.000 am 72 15 13 2a — Birtn- &unman Moon 28 8 2140 sport erQ' 1993 35 7 0469 a m 47 (6 39 53 3,95 Rat 24 a Ori 1012 41 700-600 am 713 0 25 25 3,770 R9A 22 8 Kingc PM 1992 31 7 00.9.30 a m 47 so 9a 53 1.786 RIM 1 a ''''"`411rt1922 143 35 70242232m 25 9 16 72 7709:.RIM Average Pass -By Trip Percentage: 82 = means no data wore provided Appendix E. Database on Pass -By, Diverted. and Primary Trips 217 Table E.38 Pass -By and Non -Pass -By Trips Weekday, PM Peak Period Land Use Code 945—Gasoline/Service Station with Convenience Market ...,...,0, 9O 9r. PI Lc 1�R6191 . a nCV {nn, K7 nrs!{LY47 151.1994TAO ` Mee 171 T09 Cr MEW 13 9991910111013illl►py 4 131-0 p 41 CO7 19.990T `� $ 709-111.9341V - ',Ammo,pVtXitlG 1 40 MALLnunIr 40 STOW 44101111 4,140 .iii Crrm nr1 Mine 0a 0A a LSI KT fa 4.m-049 pal R1 70 77 41 1,401 ~71.frn R1.11mn AMC 9 r 10 LwYnY KT 1100 — 4133-6 03 9131 41 10 74 43 1042 tear 09.4911119 Ann= 9 r a L°! Rry� TIM 4131.431:11p .h 17 ? 71 71 7,401 01.994- id 949 Aurae 0.7 14.44.14 10 IOW R7 1117 — 4 X-0 W 444 43 10 79 45 7,10? Cw.t icerai .n A�� 0a a Um lira 40V 1107 31 4.00-449 p.1 07 14 19 33 3.095 19.4 601 0A a Comvouq 1177 49 3-.06-01tl pr 46 11 43 34 3. TM 7.1 I a ple � W � 1991 71 Am -rt 99 pr 17 13 71 41 1,141 MA a I 3E009 6�Mr7 100 M 4.03-449 pa! '34 1 43 10 4.940 ' r RBA. Average Pass -By Trip Percentage: 56 means no data 1R9re provided Appendix E. Database on Pass -By, Diverted. and Primary Trips 219 5/1/2019 2109 S Parrott Ave - Google Maps https://www.google.com/maps/place/2109+S+Parrott+Ave,+Okeechobee,+FL+34974/@27.222626,-80.8309119,943m/data=!3m1!1e3!4m5!3m4!1s0x8…1/2 Imagery ©2019 Google, Map data ©2019 Google 200 ft 2109 S Parro Ave Okeechobee, FL 34974 Directions Save Nearby Send to your phone Share Photos 2109 S Parrott Ave Murphy Oil USA, Inc. Description: Okeechobee,FL Document - Book.Page 633.357 Page: 1 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 2 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 3 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 4 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 5 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 6 of 7 Order: k Comment: Description: Okeechobee,FL Document - Book.Page 633.357 Page: 7 of 7 Order: k Comment: May 1, 2019 | Page 1 May 9, 2019 To City of Okeechobee 55 S.E. 3rd Avenue, Room 1010 Okeechobee, FL 34974 Attn: Patty M. Burnette Project Murphy USA 2109 S Parrott Ave Okeechobee, FL Project # 20190124.0 Re Site Plan Application Review Dear Ms. Burnette: Please consider this letter as a statement of interest on behalf of our client, Murphy Oil USA, Inc. (“Murphy”), to redevelop the site located at 2109 S Parrott Avenue in the City of Okeechobee. The scope of work involves demolishing the existing Murphy gas station, including all curbing, pavement, buildings, and the four (4) existing fuel dispensers, to be re-built with six (6) fuel dispensers and a ±1,400 square foot convenience store building, housing both a convenience store and restrooms. Sincerely, Alison Kurtz Due Diligence Coordinator CITY OF OKEECHOBEE Application for Site Plan Review Page 1 of 3 Rev. 6/18 City of Okeechobee General Services Department 55 S.E. 3rd Avenue, Room 101 Okeechobee, Florida 34974 Phone: (863) 763-3372, ext. 9820 Fax: (863) 763-1686 E-mail: pburnette@cityofokeechobee.com Date Received Application No. Fee Paid: Receipt No. Hearing Date: APPLICANT INFORMATION 1 Name of property owner(s): 2 Owner mailing address: 3 Name of applicant(s) if other than owner: 4 Applicant mailing address: 5 Name of contact person (state relationship): 6 Contact person daytime phone(s) and email address: 7 Engineer: Name, address, phone number and email address: 8 Surveyor: Name, address, phone number and email address: PROPERTY and PROJECT INFORMATION 9 Property address/directions to property: 10 Parcel Identification Number 11 Current Future Land Use designation: 12 Current Zoning district: 13 Describe the project including all proposed uses, type of construction and conceptual building layout, how the business or use is expected to operate on the site, including but not limited to: number of employees expected; hours of operation; location, extent and type of any outdoor storage or sales, etc., and fire flow layout. Use additional page if necessary. 14 Describe existing improvements on property (for example, the number and type of buildings, dwelling units, occupied or vacant, etc.). Use additional page if necessary. 15 Total land area in square feet (if less than two acres): or acres: 16 Is proposed use different from existing or prior use (___Yes) (___No) Okeechobee County 304 NW 2nd Street, Okeechobee, FL 34972 Craig Fuller, P.E. Project Engineer 863-646-4771 ext. 243 cfuller@civilsurv.com Craig Fuller, P.E.CivilSurv Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 243 cfuller@civilsurv.com CivilSurv Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 106 bkiernan@civilsurv.comBrian Kiernan, P.S.M. 403 NW 2nd Ave 3-15-35-0010-01070-0070 Public Facilities Public Facilities This site will be used for the Okeechobee County Property Appraiser, Tax Collector's and Driver's License office. The site is vacant, site was a former County facility. 2.07 X CITY OF OKEECHOBEE Application for Site Plan Review Page 2 of 3 Rev. 6/18 17 Number and description of phases: 18 Source of potable water: 19 Method of sewage disposal: ATTACHMENTS REQUIRED FOR ALL APPLICATIONS 20 Applicant’s statement of interest in property. 21 One (1) copy of last recorded warranty deed. 22 Notarized letter of consent from property owner (if applicant is different from property owner). 23 Three (3) sealed boundary and topographic, “as is” surveys (one to be no larger than 11 x 17) of the property involved including: a.Certified boundary survey, date of survey, surveyor’s name, address and phone number b.Legal description of site and parcel number c.Computation of total acreage to nearest tenth of an acre 24 Two (2) sets of aerials of the site. 25 Eleven (11) copies of sealed site plan drawings (see attached checklist for details of items to be included). 26 Eleven (11) copies of drawing indicating facades for all buildings, including architectural elevations. 27 Eleven (11) copies of landscape plan, including a separate table indicating the number of trees and shrubs by type and showing both the official and common name of each type of tree and shrub. 28 Eleven (11) copies of photometric lighting plan (see Code of Ordinances & LDR’s Section 78-71(A)(5)). 29 Three (3) copies of sealed drainage calculations. 30 Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer, if the rezoning or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips, pass-bay calculations, internal capture calculations, a.m. and p.m. peak hour trips and level of service on all adjacent roadway links with and without the project. 31 CD or USB flash drive of application and attachments. 32 Nonrefundable application fee: $1,000.00 plus $30.00 per acre. NOTE: Resolution No. 98-11 Schedule of Land Development Regulation Fees and Charges – When the cost for advertising, publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the City on the application, the applicant shall pay the actual costs. NOTE: Submissions will be reviewed by the General Services Coordinator and City Planner for all necessary documentation. The Applicant will be notified at least 10 days prior to the TRC meeting whether or not additional information is required to proceed or if the review will be rescheduled to the next TRC meeting. Confirmation of Information Accuracy I hereby certify that the information in this application is correct. The information included in this application is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the summary denial of this application. _______________________ ________________________ _____________________ Signature Printed Name Date For questions relating to this application packet, call the General Services Dept. at (863) -763-3372, Ext. 9820 The site and building will be developed at one time Okeechobee Utility Authority Okeechobee Utility Authority CITY OF OKEECHOBEE Application for Site Plan Review Page 3 of 3 Rev. 6/18 City of Okeechobee Checklist for Site Plan Review REQUIRED INFORMATION 1 Completed application (1) 2 Map showing location of site (may be on the cover sheet of site plan) 3 Eleven (11) copies of sealed site plan drawings prepared at a scale no smaller than one inch equals 60 feet, or in the case of small projects, the largest scale that can accommodate the entire site and all areas within 50 feet of the project boundary, and the scale, legend, and author block all on one 24” by 36” sheet. The site plan drawings shall include the location of all existing and proposed improvements, including, but not limited to: 3.1 Water courses, water bodies, floodplains, wetlands, important natural features and wildlife areas, soil types, protected trees and vegetation or environmentally sensitive areas 3.2 Streets, sidewalks, property lines and rights-of-way 3.3 Utility lines/facilities, fire hydrants, septic tanks and drainfields 3.4 Bridges, culverts and stormwater management facilities 3.5. Buildings and structures and their distances from boundaries of the property, streets, and other structures 3.6 Setback lines and required yards 3.7 Ingress and egress to the site and buildings 3.8 Vehicular use areas including off-street parking and loading areas 3.9 On-site recreation and open space 3.10 Landscaping, screens, buffers, walls, and fences, 3.11 Method of solid waste collection and locations of and access to dumpsters 3.12 Lighting and signs (location, number, size and type of signs) 4 Drawing notes and tabulations showing the following information shall be included along with the plan: 4.1 Name, address and phone number of owner 4.2 Name, address and phone number of any agent, architect, engineer and planner 4.3 Compete legal description of the property 4.4 Future land use designation, current zoning and existing land use of the property and all abutting properties 4.5 Total acreage of the property (square footage if less than two acres) 4.6 Total # of dwelling units, by bedroom size; square footage of nonresidential uses by type of use (and/or seating, etc. as necessary to indicate the intensity) 4.7 Number of off-street parking spaces provided (including handicapped spaces) and loading spaces and the calculation of, and basis for, the number of such spaces required by the Land Development Regulations 4.8 Impervious surface calculations showing: the square footage and as a % of the total site for existing impervious surfaces, additional proposed impervious surfaces and the resulting proposed total impervious surfaces Prepared By and Return to John D. Cassels, Jr., Esq. Cassels & McCall P.O. Box 968 Okeechobee, Florida 34973 File No.: 7633 Parcel ID Number: 3-15-37-35-0010-01070-0070 1111111111111111111111111111111111111111 LE NUM 2015006172 OR BK 762 PG 114 SHARON ROBERTSON, CLERK OF CIRCUIT COURT OKEECHOBEE COUNTY, FLORIDA RECORDED 07/01/2015 04:28:39 RM AMT $10,00 RECORDING FEES $0,00 DEED DOC $0.70 RECORDED BY G Mpwbourn Pss 114 - 115; (2 Pss) QUIT CLAIM DEED THIS QUIT CLAIM DEED executed this ,10, day of May, 2015, by OKEECHOBEE REHABILITATION FACILITY, INC., a Florida Non -Profit Corporation, whose mailing address is, 403 NW 2nd Avenue, Okeechobee, FL 34972, first party, to OKEECHOBEE COUNTY, a Political Subdivision of the State of Florida, whose mailing address is, 304 NW 2' Street, Okeechobee, FL 34972, as joint tenants with rights of survivorship, second party. (Wherever used herein, the terms "first party" and "second party" shall include singular and plural, heirs, legal representatives and assigns of individuals and the successors and assigns of corporations, wherever the conte t so admits or requires.) WITNESSETH: T at the said first party, for and in consideration of the sum of $10.00 in hand paid by the said s=cond arty, the receipt whOreof is hereby acknowledged, does hereby remise, release and quit claim unto t e sad second party forever, all the right, title, interest, claim and demand which the said first party has in d to the following described lot, piece or parcel of land, situate, lying and being in the County of K CHOBEE, State of Florida, to wit: ots 7, 8, 9, 10, 1, 12, Block 107 and the South 47 feet of Lots 1, 2, 3, 4, 5, 6, Block 107; and also the 20 foot alley lying between Lots 1, 2, 3, 4, 5, 6, Block 107 and Lots 7, 8, 9, 1 i , , Block 107, Okeechobee, as recorded 1n Plat Book 5, Page 5, Public Records of Okeechobee County, Florida. SUBJECT TO restriction., reservations and easemen}s of ecord, if ar(y. TO HAVE AND belonging or in any wise a whatsoever of the said first p second party forever. LD the same tethe with al and singular the appurtenances thereunto ertaining, and all the state, ght, itle, interest, lien, equity and claim ither in law or e ity, to -eonl roper benefit and behalf of the said IN WITNESS WHEREOF the said first p first above written. Signed, Sealed and Delivered in the presence of: 1Wi ess-Printed Name II TNESS-Signature `W t 1 s a n 2' Witness -Print Name [7633-213654.WPD] ealed these presents the day and year OKEECHOBEE REHABILI FACILITY, A Florida No BY: ISIDORO (SID) E`r3,7�: A, President Page 1 of 2 Book762/Page114 CFN#2015006172 Page 1 of 2 403 NW 2nd Ave Site Location Statement of interest in property Okeechobee County is the owner of the property located at 403 NW 2nd Ave and has proposed to utilize this site for the Okeechobee County Property Appraiser, Tax Collector and Drivers License offices. CITY OF OKEECHOBEE Application for Site Plan Review Page 1 of 3 Rev. 6/18 City of Okeechobee General Services Department 55 S.E. 3rd Avenue, Room 101 Okeechobee, Florida 34974 Phone: (863) 763-3372, ext. 9820 Fax: (863) 763-1686 E-mail: pburnette@cityofokeechobee.com Date Received Application No. Fee Paid: Receipt No. Hearing Date: APPLICANT INFORMATION 1 Name of property owner(s): 2 Owner mailing address: 3 Name of applicant(s) if other than owner: 4 Applicant mailing address: 5 Name of contact person (state relationship): 6 Contact person daytime phone(s) and email address: 7 Engineer: Name, address, phone number and email address: 8 Surveyor: Name, address, phone number and email address: PROPERTY and PROJECT INFORMATION 9 Property address/directions to property: 10 Parcel Identification Number 11 Current Future Land Use designation: 12 Current Zoning district: 13 Describe the project including all proposed uses, type of construction and conceptual building layout, how the business or use is expected to operate on the site, including but not limited to: number of employees expected; hours of operation; location, extent and type of any outdoor storage or sales, etc., and fire flow layout. Use additional page if necessary. 14 Describe existing improvements on property (for example, the number and type of buildings, dwelling units, occupied or vacant, etc.). Use additional page if necessary. 15 Total land area in square feet (if less than two acres): or acres: 16 Is proposed use different from existing or prior use (___Yes) (___No) Okeechobee County 304 NW 2nd Street, Okeechobee, FL 34972 Craig Fuller, P.E. Project Engineer 863-646-4771 ext. 243 cfuller@civilsurv.com Craig Fuller, P.E.CivilSurv Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 243 cfuller@civilsurv.com CivilSurv Design Group, Inc. 2525 Drane Field Rd. Lakeland, FL 33811 863-464-4771 ext. 106 bkiernan@civilsurv.comBrian Kiernan, P.S.M. 403 NW 2nd Ave 3-15-35-0010-01070-0070 Public Facilities Public Facilities This site will be used for the Okeechobee County Property Appraiser, Tax Collector's and Drivers License office. The site is vacant. Site was a former County facility. 2.07 X CITY OF OKEECHOBEE Application for Site Plan Review Page 2 of 3 Rev. 6/18 17 Number and description of phases: 18 Source of potable water: 19 Method of sewage disposal: ATTACHMENTS REQUIRED FOR ALL APPLICATIONS 20 Applicant’s statement of interest in property. 21 One (1) copy of last recorded warranty deed. 22 Notarized letter of consent from property owner (if applicant is different from property owner). 23 Three (3) sealed boundary and topographic, “as is” surveys (one to be no larger than 11 x 17) of the property involved including: a.Certified boundary survey, date of survey, surveyor’s name, address and phone number b.Legal description of site and parcel number c.Computation of total acreage to nearest tenth of an acre 24 Two (2) sets of aerials of the site. 25 Eleven (11) copies of sealed site plan drawings (see attached checklist for details of items to be included). 26 Eleven (11) copies of drawing indicating facades for all buildings, including architectural elevations. 27 Eleven (11) copies of landscape plan, including a separate table indicating the number of trees and shrubs by type and showing both the official and common name of each type of tree and shrub. 28 Eleven (11) copies of photometric lighting plan (see Code of Ordinances & LDR’s Section 78-71(A)(5)). 29 Three (3) copies of sealed drainage calculations. 30 Attach a Traffic Impact Study prepared by a professional transportation planner or transportation engineer, if the rezoning or proposed use will generate 100 or more peak hour vehicle trip ends using the trip generation factors for the most similar use as contained in the Institute of Transportation Engineers most recent edition of Trip Generation. The TIA must identify the number of net new external trips, pass-bay calculations, internal capture calculations, a.m. and p.m. peak hour trips and level of service on all adjacent roadway links with and without the project. 31 CD or USB flash drive of application and attachments. 32 Nonrefundable application fee: $1,000.00 plus $30.00 per acre. NOTE: Resolution No. 98-11 Schedule of Land Development Regulation Fees and Charges – When the cost for advertising, publishing and mailing notices of public hearings exceeds the established fee, or when a professional consultant is hired to advise the City on the application, the applicant shall pay the actual costs. NOTE: Submissions will be reviewed by the General Services Coordinator and City Planner for all necessary documentation. The Applicant will be notified at least 10 days prior to the TRC meeting whether or not additional information is required to proceed or if the review will be rescheduled to the next TRC meeting. Confirmation of Information Accuracy I hereby certify that the information in this application is correct. The information included in this application is for use by the City of Okeechobee in processing my request. False or misleading information may be punishable by a fine of up to $500.00 and imprisonment of up to 30 days and may result in the summary denial of this application. _______________________ ________________________ _____________________ Signature Printed Name Date For questions relating to this application packet, call the General Services Dept. at (863) -763-3372, Ext. 9820 The site and building will be developed at one time Okeechobee Utility Authority Okeechobee Utility Authority CITY OF OKEECHOBEE Application for Site Plan Review Page 3 of 3 Rev. 6/18 City of Okeechobee Checklist for Site Plan Review REQUIRED INFORMATION 1 Completed application (1) 2 Map showing location of site (may be on the cover sheet of site plan) 3 Eleven (11) copies of sealed site plan drawings prepared at a scale no smaller than one inch equals 60 feet, or in the case of small projects, the largest scale that can accommodate the entire site and all areas within 50 feet of the project boundary, and the scale, legend, and author block all on one 24” by 36” sheet. The site plan drawings shall include the location of all existing and proposed improvements, including, but not limited to: 3.1 Water courses, water bodies, floodplains, wetlands, important natural features and wildlife areas, soil types, protected trees and vegetation or environmentally sensitive areas 3.2 Streets, sidewalks, property lines and rights-of-way 3.3 Utility lines/facilities, fire hydrants, septic tanks and drainfields 3.4 Bridges, culverts and stormwater management facilities 3.5. Buildings and structures and their distances from boundaries of the property, streets, and other structures 3.6 Setback lines and required yards 3.7 Ingress and egress to the site and buildings 3.8 Vehicular use areas including off-street parking and loading areas 3.9 On-site recreation and open space 3.10 Landscaping, screens, buffers, walls, and fences, 3.11 Method of solid waste collection and locations of and access to dumpsters 3.12 Lighting and signs (location, number, size and type of signs) 4 Drawing notes and tabulations showing the following information shall be included along with the plan: 4.1 Name, address and phone number of owner 4.2 Name, address and phone number of any agent, architect, engineer and planner 4.3 Compete legal description of the property 4.4 Future land use designation, current zoning and existing land use of the property and all abutting properties 4.5 Total acreage of the property (square footage if less than two acres) 4.6 Total # of dwelling units, by bedroom size; square footage of nonresidential uses by type of use (and/or seating, etc. as necessary to indicate the intensity) 4.7 Number of off-street parking spaces provided (including handicapped spaces) and loading spaces and the calculation of, and basis for, the number of such spaces required by the Land Development Regulations 4.8 Impervious surface calculations showing: the square footage and as a % of the total site for existing impervious surfaces, additional proposed impervious surfaces and the resulting proposed total impervious surfaces 13'-4"FLOORSLAB0'-0"TRUSSBRG.13'-4"8"EAST ELEVATIONSCALE: 1/8"=1'-0"A200213'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"12'-0" 8"DRIVE THRU512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512Okeechobee CountyPAINT ON 8" REINF. CMUALUM.STOREFRONTWINDOW - TYP.13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"NORTH ELEVATIONSCALE: 1/8"=1'-0"A200313'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"12'-0"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEERED WOODTRUSSES @ 24" O.C.512Okeechobee CountyPAINT ON 8" REINF. CMUALUM.STOREFRONTWINDOW - TYP.SOUTH ELEVATIONSCALE: 1/8"=1'-0"A200113'-4"FLOORSLAB0'-0"TRUSS BRG.13'-4"8" 13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512PAINT ON 8" REINF. CMUALUM.STOREFRONTWINDOW - TYP.512BULLET PROOF GLASS/WINDOW BY AMERICAN VAULT1'-4"PRE FINISHED ALUM. COVERFLOOR SLAB0'-0"26'-412" 20'-0"6'-412" 4'-0"16'-0"CL36'-8"5'-0"4'-4"4'-4"5'-0"9'-0"9'-0"12'-0"4'-0"18'-0"ENTRANCE ELEVATIONSCALE: 1/8"=1'-0"A2004PAINT ON 8" REINF. CMUALUM.STOREFRONTSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.STUCCO ON 8"REINF. CMUWEST ELEVATIONSCALE: 1/8"=1'-0"A200413'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON8" REINF.CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512PAINT ON 8" REINF. CMUALUM.STOREFRONTWINDOW - TYP.COUNTY SEAL - 54"DIAMETERALUMINUM LETTERSALFA SLAB ONE FONT12" HIGHALUMINUM LETTERSALFA SLAB ONE FONT8" HIGH512ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.48X30 LOUVER(SEE MECHANICAL)ALUM.DECORATIVEALUM. FENCE℄EQ.EQ.℄EQ.EQ.108.30.18SD DOCS.PH: [863] 665-6205FX: [863] 665-6206StraughTrout.com#DATEISSUED AS1804KMPURSUANT TO SECT ION 1 0 2 OF T HE COPYRIGHT ACT , 1 7 U.S.C., AL L CONCEPT S,IDEAS, DESIGNS, ARRANGEMENT S, DRAWINGS, AND PL ANS INDICAT ED ORREPRESENT ED BY ANY DOCUMENT PRODUCED BY ST RAUGHN T ROUTARCHIT ECTS, L L C (ST A), ARE COPYRIGHTED BY ST A, AS SUCH AL L CONCEPTS,IDEAS, DESIGNS, ARRANGEMENT S, DRAWINGS, AND PL ANS INDICAT ED ORREPRESENT ED BY ANY DOCUMENT ARE OWNED BY AND T HE PROPERTY OF ST AAND WERE CREAT ED, EVOL VED AND DEVEL OPED F OR IT'S OWN USE. NONE OFTHE IDEAS, DESIGNS, ARRANGEMENT S, OR PL ANS SHAL L BE USED BY ORDISCL OSED T O ANY PERSON, ARCHIT ECT URAL OR ENGINEERING FIRM,CONST RUCTION F IRM, SUBCONT RACT ING F IRM, SUPPL IER, OR CORPORAT IONF OR ANY PURPOSE WHAT SOEVER WIT HOUT THE WRITTEN PERMISSION OFSTRAUGHN T ROUT ARCHITECTS, L L C. PURSUANT T O SECTION 1 0 2 OF T HECOPYRIGHT ACT, 1 7 U.S.C., PROT ECT ION FOR AN ARCHITECT URAL WORKCREATED AS A WORK MADE FOR HIRE ON OR AFT ER DECEMBER 1 , 1 9 9 0 , L ASTSF OR 9 5 YEARS F ROM T HE DATE OF PUBL ICATION OF T HE WORK OR F OR 1 2 0YEARS FROM T HE DATE OF CREATION OF T HE UNPUBL ISHED PL ANS,WHICHEVER TERM IS LESS.WARNING: REPRODUCT ION HEREOF IS A CRIMINAL OFFENSE UNDER SECTION1 0 2 OF THE COPYRIGHT ACT , 1 7 U.S.C.; 1 8 U.S.C. SEC. 5 0 6 . UNAUT HORIZ EDDISCL OSURE MAY CONST IT UT E TRADE SECRET MISAPPROPRIAT ION INVIOL AT ION OF I.C.2 4 -2 -3 1 -1 ET . SEQ. AND OT HER L AWS. T HE CONCEPTS, IDEAS,DESIGNS, ARRANGEMENTS, DRAWINGS, AND PL ANS DISCL OSED ARECOPYRIGHT ED AND HEREIN MAY BE PATENTED OR BE THE SUBJECT OFPENDING PAT ENT APPL ICATION. ANYONE VIOL AT ING T HE INTENT OF T HISCOPYRIGHT PROTECT ION WIL L BE PROSECUT ED TO THE FUL L EXT ENT OF T HEFEDERA L S TA TE AND LOCA L LAWS.WRITTEN DIMENSIONS ON THESE DOCUMENTS SHA LL HAVE PRECEDENCE OVERSCALE DIMENSIONS. CONTRACTORS SHA LL VERIFY AND BE RESPONSIB LE FORALL DIMENSIONS AND CONDITIONS ON THE JOB AND THIS OF FICE MUST BENOTI FIED OF ANY VARIA TION FROM THE DIMENSIONS AND CONDITIONS SHOWNBY THESE DRAWINGS. SHOP DRAWINGS AND OR DETAILS MUST BE SUBMI TTEDTO THE ARCHITEC T FOR REVIEW BEFORE PROCEEDING WITH FABRICATION.STRAUGHN TROUT ARCHITECTS, LLCNEW PROPERTY APPRAISER, TAX COLLECTOR & DRIVER'S LICENSE BUILDING for OKEECHOBEE BOCC OKEECHOBEE, FLORIDA 34972 2005 E. Edgewood DriveLakeland, Florida USA33803-3601PROJECT MGR. : STA PROJECT # :CONFIDENTIAL COPYRIGHT 2016FLORIDA LICENSE # AA0002278209.06.18SD DOCS. REV.309.18.18SD DOCS. REV.409.18.18SITE PLAN REV.511.07.18DD DOCS.602.12.1990% CD'S703.26.19100% CD'S804.19.19PERMIT SETA200BUILDINGELEVATIONS 13'-4"FLOORSLAB0'-0"TRUSSBRG.13'-4"8"EAST ELEVATIONSCALE: 1/8"=1'-0"A200213'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"12'-0" 8"DRIVE THRU512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512Okeechobee CountyALUM.STOREFRONTWINDOW - TYP.13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"NORTH ELEVATIONSCALE: 1/8"=1'-0"A200313'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"12'-0"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEERED WOODTRUSSES @ 24" O.C.512Okeechobee CountyALUM.STOREFRONTWINDOW - TYP.SOUTH ELEVATIONSCALE: 1/8"=1'-0"A200113'-4"FLOORSLAB0'-0"TRUSS BRG.13'-4"8" 13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON 8"REINF. CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512ALUM.STOREFRONTWINDOW - TYP.512BULLET PROOF GLASS/WINDOW BY AMERICAN VAULT1'-4"PRE FINISHED ALUM. COVERFLOOR SLAB0'-0"26'-412" 20'-0"6'-412" 4'-0"16'-0"CL36'-8"5'-0"4'-4"4'-4"5'-0"9'-0"9'-0"12'-0"4'-0"18'-0"ENTRANCE ELEVATIONSCALE: 1/8"=1'-0"A2004ALUM.STOREFRONTSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.STUCCO ON 8"REINF. CMUWEST ELEVATIONSCALE: 1/8"=1'-0"A200413'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"13'-4"FLOOR SLAB0'-0"TRUSS BRG.13'-4"8"512CONC. FTG. -SEE STRUCT.GRADESTUCCO ON8" REINF.CMUHARDIE BD.FASCIA & SOFFITSTANDING SEAM METAL ROOFING SYSTEM ON 5/8"EXTERIOR PLYWOOD DECK ON PRE-ENGINEEREDWOOD TRUSSES @ 24" O.C.512ALUM.STOREFRONTWINDOW - TYP.COUNTY SEAL - 54"DIAMETERALUMINUM LETTERSALFA SLAB ONE FONT12" HIGHALUMINUM LETTERSALFA SLAB ONE FONT8" HIGH512ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM GUTTER (SEE A140)ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.ALUM.DOWNSPOUT, TYP.48X30 LOUVER(SEE MECHANICAL)ALUM.DECORATIVEALUM. FENCE℄EQ.EQ.℄EQ.EQ.108.30.18SD DOCS.PH: [863] 665-6205FX: [863] 665-6206StraughTrout.com#DATEISSUED AS1804KMPURSUANT TO SECT ION 1 0 2 OF T HE COPYRIGHT ACT , 1 7 U.S.C., AL L CONCEPT S,IDEAS, DESIGNS, ARRANGEMENT S, DRAWINGS, AND PL ANS INDICAT ED ORREPRESENT ED BY ANY DOCUMENT PRODUCED BY ST RAUGHN T ROUTARCHIT ECTS, L L C (ST A), ARE COPYRIGHTED BY ST A, AS SUCH AL L CONCEPTS,IDEAS, DESIGNS, ARRANGEMENT S, DRAWINGS, AND PL ANS INDICAT ED ORREPRESENT ED BY ANY DOCUMENT ARE OWNED BY AND T HE PROPERTY OF ST AAND WERE CREAT ED, EVOL VED AND DEVEL OPED F OR IT'S OWN USE. NONE OFTHE IDEAS, DESIGNS, ARRANGEMENT S, OR PL ANS SHAL L BE USED BY ORDISCL OSED T O ANY PERSON, ARCHIT ECT URAL OR ENGINEERING FIRM,CONST RUCTION F IRM, SUBCONT RACT ING F IRM, SUPPL IER, OR CORPORAT IONF OR ANY PURPOSE WHAT SOEVER WIT HOUT THE WRITTEN PERMISSION OFSTRAUGHN T ROUT ARCHITECTS, L L C. PURSUANT T O SECTION 1 0 2 OF T HECOPYRIGHT ACT, 1 7 U.S.C., PROT ECT ION FOR AN ARCHITECT URAL WORKCREATED AS A WORK MADE FOR HIRE ON OR AFT ER DECEMBER 1 , 1 9 9 0 , L ASTSF OR 9 5 YEARS F ROM T HE DATE OF PUBL ICATION OF T HE WORK OR F OR 1 2 0YEARS FROM T HE DATE OF CREATION OF T HE UNPUBL ISHED PL ANS,WHICHEVER TERM IS LESS.WARNING: REPRODUCT ION HEREOF IS A CRIMINAL OFFENSE UNDER SECTION1 0 2 OF THE COPYRIGHT ACT , 1 7 U.S.C.; 1 8 U.S.C. SEC. 5 0 6 . UNAUT HORIZ EDDISCL OSURE MAY CONST IT UT E TRADE SECRET MISAPPROPRIAT ION INVIOL AT ION OF I.C.2 4 -2 -3 1 -1 ET . SEQ. AND OT HER L AWS. T HE CONCEPTS, IDEAS,DESIGNS, ARRANGEMENTS, DRAWINGS, AND PL ANS DISCL OSED ARECOPYRIGHT ED AND HEREIN MAY BE PATENTED OR BE THE SUBJECT OFPENDING PAT ENT APPL ICATION. ANYONE VIOL AT ING T HE INTENT OF T HISCOPYRIGHT PROTECT ION WIL L BE PROSECUT ED TO THE FUL L EXT ENT OF T HEFEDERA L S TA TE AND LOCA L LAWS.WRITTEN DIMENSIONS ON THESE DOCUMENTS SHA LL HAVE PRECEDENCE OVERSCALE DIMENSIONS. CONTRACTORS SHA LL VERIFY AND BE RESPONSIB LE FORALL DIMENSIONS AND CONDITIONS ON THE JOB AND THIS OF FICE MUST BENOTI FIED OF ANY VARIA TION FROM THE DIMENSIONS AND CONDITIONS SHOWNBY THESE DRAWINGS. SHOP DRAWINGS AND OR DETAILS MUST BE SUBMI TTEDTO THE ARCHITEC T FOR REVIEW BEFORE PROCEEDING WITH FABRICATION.STRAUGHN TROUT ARCHITECTS, LLCNEW PROPERTY APPRAISER, TAX COLLECTOR & DRIVER'S LICENSE BUILDING for OKEECHOBEE BOCC OKEECHOBEE, FLORIDA 34972 2005 E. Edgewood DriveLakeland, Florida USA33803-3601PROJECT MGR. : STA PROJECT # :CONFIDENTIAL COPYRIGHT 2016FLORIDA LICENSE # AA0002278209.06.18SD DOCS. REV.309.18.18SD DOCS. REV.409.18.18SITE PLAN REV.511.07.18DD DOCS.602.12.1990% CD'S703.26.19100% CD'S804.19.19PERMIT SETA200AALTERNATEBUILDINGELEVATIONSSTUCCO ON 8" REINF. CMUSTUCCO ON 8"REINF. CMUSTUCCO ON 8"REINF. CMUSTUCCO ON 8"REINF. CMUALTERNATE #2STUCCO ON BUILDING EXTERIOR CMU WALLSEQ. TO STO POWERWALL EXTRASEAL SYSTEMSTUCCO CONTROLJOINT, TYP.STUCCO CONTROL JOINT, TYP.STUCCO CONTROLJOINT, TYP.STUCCO CONTROLJOINT, TYP.STUCCO CONTROLJOINT, TYP. SITE DRAINAGE REPORT for Okeechobee County PATCDL Office Prepared for: Straughn Trout Architects, Inc. I STRAUGHN TROUT AR CHITECTS and Okeechobee County Prepared by: CIVILSu 2525 Drane Field, Suite 7 Lakeland FL 33811 (863) 646-4771 April 2019 "-Th ‘Orli \\VG R Eljn:-1,/, �_ Crai�R. duller PSE. Florida Profess`Engxtneer 1Qo. 651.E Okeechobee County PATCDL Office ii Table of Contents 1.0 GENERAL INFORMATION ...........................................................................................1 1.1 Project Location ................................................................................................................1 1.2 Purpose ..............................................................................................................................1 1.3 Existing Drainage Patterns ................................................................................................1 1.4 Floodplains ........................................................................................................................2 1.5 Tailwater ............................................................................................................................2 1.6 Soils ...................................................................................................................................2 1.7 Rules and Regulations .......................................................................................................3 1.8 Existing Permits ................................................................................................................3 2.0 PRE-DEVELOPMENT ANALYSIS ................................................................................4 2.1 Basins ................................................................................................................................4 2.2 Model ................................................................................................................................4 2.3 Hydrology..........................................................................................................................4 3.0 POST-DEVELOPMENT ANALYSIS .............................................................................6 3.1 Basins ................................................................................................................................6 3.2 Model ................................................................................................................................6 3.3 Hydrology..........................................................................................................................7 3.4 Water Quality ....................................................................................................................7 3.5 Hydraulics and Routing .....................................................................................................8 3.6 Conclusions .......................................................................................................................9 4.0 FLOODPLAIN ANALYSIS ............................................................................................10 4.1 Base Flood Elevation ......................................................................................................10 4.2 Floodplain Impacts ..........................................................................................................10 5.0 ON-SITE CONVEYANCE ANALYSIS ........................................................................11 5.1 Storm Sewer System .......................................................................................................11 7.0 REFERENCES .................................................................................................................12 Okeechobee County PATCDL Office iii TABLES Table 1.1 Soil Types Within the Project Area Table 2.1 Basins and Hydrologic Parameters (Pre-Development) Table 2.2 Runoff Volumes and Peak Runoff Rates Table 3.1 Basins and Hydrologic Parameters (Post-Development) Table 3.2 Water Quality Criteria Table 3.3 Peak Stages Summary, 25-year, 3-Day Storm Event, Proposed Conditions Model Table 3.4 POND 1 Peak Flow Rates Summary, 25-year, 3-Day Storm Event Proposed Conditions Model Table 3.5 POND 1 Peak Flow Rate Comparison, 25-year, 3-Day Storm Event, Existing and Proposed Conditions Models FIGURES Figure 1 Project Location, Topo, Soil Types Figure 2 FEMA Flood Insurance Rate Map Figure 3 Basin Area Figure 4 Outfall Profile Okeechobee County PATCDL Office iv APPENDICES Appendix A Maps and Figures 1 through 4 Appendix B Pre-Development Analysis Supporting Calculations and Documentation Appendix C Post-Development Analysis Supporting Calculations and Documentation Appendix D Geotechnical Report Okeechobee County PATCDL Office 1 1.0 GENERAL INFORMATION 1.1 Project Location The project area is located at the address of 403 NW 2nd Avenue, Okeechobee, Florida, 34972 at the NW corner of NW 2nd Avenue and NW 4th Street. Specifically, the site is located in Section 15, Township 37S, Range 35E, within incorporated City of Okeechobee, Florida. The location of the project area is presented on Figure 1. Elevations are shown in feet and are referenced to the North American Vertical Datum of 1988 (NAVD88). 1.2 Purpose Straughn Trout Architects, Inc., on behalf of Okeechobee County, has tasked CivilSurv Design Group Inc. to provide a site drainage report and to develop construction plans for the proposed site of the Okeechobee County Property Appraiser/Tax Collector/Driver’s License Office in Okeechobee County, Florida. As part of the proposed design, improved access to the property will be provided to the site via three entrances along with 84 onsite parking spaces and remarked offsite parking near the facilities. A stormwater management system has been designed to attenuate excess runoff and to provide pollution abatement. A proposed storm sewer system has also been designed to convey runoff produce by the impervious areas to the proposed pond and subsurface treatment system. This Drainage Site Report presents the stormwater management impacts of the proposed facilities, and provides the calculations to support the associated Environmental Resource Permit (ERP) application for the project, to be submitted to the South Florida Water Management District (SFWMD) for approval via the 10-2 rule. 1.3 Existing Drainage Patterns The existing terrain pattern in the project’s site generally flows from center to outside. The project area was previously developed land. Runoff generally runs from center to outside. There are existing catch basins in streets surrounding the property with one in the NE corner, one in the SE corner, and one in the NW corner. There is a large existing drainage system for the roadway network that receives the existing runoff, and it generally proceeds South connecting to the existing large diameter storm network (36” along west, 54” along south) proceeding to the East. Due to the elevation difference between the existing property and the surrounding property, and the presence of an existing drainage network, the existing drainage basin is a single basin with no off-site contribution. Okeechobee County PATCDL Office 2 1.4 Floodplains Flood Insurance Rate Maps (FIRMs) published by the Federal Emergency Management Agency (FEMA) were reviewed to determine the location of floodplains within the project limits and contributing drainage area. The project site is located within FIRM Community Panel 12093C0480C, Okeechobee County, Florida, effective date July 15, 2015. According to this map, the project lies within Flood Zone X, which is defined by FEMA as an area of minimal flood hazard. The relevant portion of the FIRM Map is presented as Figure 2. Inspection of the map shows there will not be any floodplain encroachment attributed to the proposed facilities. 1.5 Tailwater For the storm sewer drainage systems discharging to the stormwater management system, the 100- year 24-hour design high water in the pond was used as the tailwater control elevation regardless of the design frequency for the storm drain system. For the stormwater management system discharge into the outfall system (existing 36-inch receiving system), a top of potential flow elevation of 23 feet was utilized as the tailwater control elevation. That is assuming a nearly completely full pipe. That elevation is below both our proposed bleeder elevation (25.0 feet) and our weir elevation (26.75 feet) which allows free flow into the system. 1.6 Soils The soil types represented within the project area and the contributing drainage area were determined from the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Web Soil Survey of Okeechobee County, Florida (Soil Survey). One main soil type was mapped within the contributing drainage area. The mapped unit includes Immokalee fine sand, 0 to 2 percent slopes (USDA Map Unit 11). The sands are present to depths in excess of 80 inches The soils within the area are listed in Table 1.1, and the soil delineation map is presented within Figure 1. Additional soil information has been included in Appendix D, Geotechnical Report. Okeechobee County PATCDL Office 3 Table 1.1 Soil Types Within the Project Area Soil Type Number Hydrologic Soil Group IMMOKALEE FINE SAND 11 B/D 1.7 Rules and Regulations A South Florida Water Management District (SFWMD) General ERP application under the 10/2 Rule for the Okeechobee Count PATCDL Office will be required. The following items will need to be addressed in order to comply with the SFWMD water quantity permitting criteria:  Demonstrate that discharges from the proposed project area will not cause an adverse impact for a 25-year, 3-day storm event,  Demonstrate that the site will not impede conveyance of contributing off-site flows,  Demonstrate that the project will not increase flood stages up- or downstream of the project area(s), and  Provide equivalent compensating storage for all 100-year, 3-day floodplain impacts. For a Dry Detention System, the following items will need to be addressed in order to comply with the FDEP water quality permitting criteria, as presented in the Environmental Resource Permit Applicant’s Handbook, Volume II:  Detain 75% of either: the first inch of runoff from the develop project or the total runoff of 2.5 inches times the percentage of imperviousness, whichever is greater.  The gravity overflow weir shall begin discharge above that elevation.  The control device/bleed-down mechanism shall be sized based on a maximum design discharge of ½ inch of the volume within 24 hours, incorporating dimensions no smaller than 6 square inches, 2 inches minimum dimension, and 20 degrees for V-notch weirs. Control elevations are generally set at the SHWL in the pond and above wet season tailwater in the receiving water. Control devices are V or circular shaped configuration.  Based on the limitations, the device is set as a 3-inch circular orifice at the determined SHWT (25 feet). 1.8 Existing Permits The vicinity of the project area was assessed for existing SFWMD Environmental Resource Permits. No major developments with associated ERP’s were found in the properties adjacent to the project area. Okeechobee County PATCDL Office 4 2.0 PRE-DEVELOPMENT ANALYSIS The proposed facility is a commercial office facility with a large portion of the area already improved land in the center and east side of the property. The proposed improvements cover the majority of the property with all of the improvements lying within one basin. There are two proposed stormwater ponds with a subsurface retention treatment system for the treatment and attenuation of runoff. The two ponds and subsurface system are interconnected with large conveyance piping to simulate one large pond with a single outfall. Both the subsurface system and the ponds will provide some infiltration but it is projected that the system will not be able to recharge in adequate time for a completely dry retention system. 2.1 Basins The pre-development conceptual model consists of an on-site basin (Basin 1), which was established based on the existing surface water pattern. The area is composed primarily of grassed area and includes a large amount of impervious areas from previously existing driveways, buildings, and parking areas. Runoff drains predominantly from center to outside. Runoff from the entire basin drains as overland flow. 2.2 Model The ICPR model prepared in order to determine the pre-development discharge involves only a hydrologic simulation, as it was assumed there are no hydraulic features in the existing condition that may impact, delay or decrease the discharge rate. This generally agrees with the pre- development conditions as there are limited improvements onsite with no existing culverts or receiving structures. 2.3 Hydrology As noted, there is only one basin (Basin-1) within the proposed improved area. Times of concentration and weighted Curve Number (CN) values for the basins were computed using the TR-55 Methodology from the NCRS. Table 2.1 summarizes some of the hydrologic parameters for each basin. Supporting calculations and documentation for the pre-development analysis are included in Appendix B. Table 2.1 Basins Hydrologic Pre-Development Parameters Basin ID Basin Area (acres) Weighted CN Time of Concentration (min) Basin-1 2.07 69 15 Because Basin-1 is considered an open basin, the 25-year 3-day rainfall event was used for the analysis, which corresponds to a precipitation depth of 9 inches, as read from SFWMD's isohyetal Okeechobee County PATCDL Office 5 rainfall maps. The NCRS Type II Modified 3-day rainfall distribution with an Antecedent Moisture Condition (AMC) II was utilized to distribute the design rainfall and determine the pre- development discharge. Hydrologic results for each basin are presented in Table 2.2. Table 2.2 Runoff Volumes and Peak Runoff Rates Basin ID Runoff Volume (in) Peak Runoff Rate (cfs) Basin 1 5.21 3.10 Based on the hydrologic analysis described above, the 25-year, 3-day pre-development discharge rate for Basin-1 is 3.10 cfs. This value represents the maximum allowable discharge for the on-site basin in the post-development condition. Okeechobee County PATCDL Office 6 3.0 POST-DEVELOPMENT ANALYSIS The proposed stormwater system will consist of two ponds with a subsurface system simulated as one pond (POND 1). This system will provide treatment and attenuation by dry detention. The system will discharge to an existing stormwater collection system west of the project area. The system is the same system that previously received the stormwater. The discharge to the outfall (existing stormwater system) obtained from the post-development analysis will be compared with the maximum allowable discharge determined in the pre-development analysis (Section 2.0). 3.1 Basins 3.1.1. Pond 1 There is one drainage area or sub-basin that drains and contributes runoff to POND 1. This includes the new pervious and impervious areas within the proposed office building site. 3.2 Model To evaluate the proposed stormwater management systems, routing simulations using the software package Advanced Interconnected Pond Routing (ICPR) by Streamline Technologies, Inc., were developed for the project site. 3.2.1. Pond 1 The model consists of a single storage system, labeled POND 1, discharging to the regulatory outfall point (existing stormwater system). This pond was will receive runoff from the contributing basin (parking lot and building improvements) and from its own site pond site. This system will achieve treatment by dry detention, and it will discharge to an existing stormwater piping system swale at high water elevation 23.0 feet. The system will utilize an orifice bleeder located at the SHWT to return the water level to the control elevation of 25.0 feet. A Link-Node connectivity diagram for the post-development model indicating the network of links and nodes for the model area as well as other supporting calculations are presented in Appendix C. Okeechobee County PATCDL Office 7 3.3 Hydrology Times of concentration for the basins were computed using the TR-55 Methodology from the NCRS, or obtained from the Storm Sewer Tabulation in cases where the travel path was through a storm sewer system. Table 3.1 summarizes some of the hydrologic parameters for each basin. Figure 4 shows a plan view of the basins for the post-development condition which is the same as pre-development. Supporting calculations and documentation for the post-development analysis are included in Appendix C. Runoff curve number (CN) calculations for each basin were based on a review of land use, land cover and hydrologic soil group (AMC II). Weighted CN values were then computed for each basin using the procedure outlined in TR-55. Table 3.1 Basins and Hydrologic Post-Development Parameters Sub-Basin ID Sub-Basin Area (acres) Weighted CN Time of Concentration (min) Basin-1 2.07 92 11 For Basin-1, the 25yr-3-day rainfall event was used for the analysis, which corresponds to a precipitation depth of 9 inches. This basin is considered an open basin. 3.4 Water Quality Water treatment will be provided by means of Dry Detention, which detention of 75% of 2.5 inches of rain for the calculated impervious area for achieving stormwater quality treatment. A water quality analysis was performed to evaluate and determine the necessary pollution abatement volumes and to mitigate environmental impacts. These are presented in Table 3.2. Table 3.2 Water Quality Criteria Criteria W.Q. Volume (ac-ft) Basin-1 (Dry Detention) - 75% of 2.5" of runoff from area 0.233 Okeechobee County PATCDL Office 8 Supporting calculations and documentation for the pollution abatement analysis are included in Appendix C. 3.5 Hydraulics and Routing As required by SFWMD, the NCRS Type II Florida Modified 3-day rainfall distribution was utilized to determine the post-development discharge and peak stages. Soil properties and characteristics of the soils, such as Seasonal High-Water Table elevations and permeability rates, were based on the Geotechnical Engineer Report: Subsurface Soil Exploration and Geotechnical Engineering Consulting Property Appraiser, Tax Collector, & Driver’s License (PATCDL) New Office Building, Okeechobee County, Florida prepared by Andersen Andre Consulting Engineers, Inc., October 22, 2018. Supporting documentation is shown in Appendix D. Table 3.3 shows the results of the post-development ICPR model. Refer to Appendix C for pond data supporting documentation and calculation. Table 3.3 Peak Stages Summary, 25-year, 3-Day Storm Event Proposed Conditions Model Node Name Peak Stage (ft NGVD) Time to Peak (hrs) POND 1 27.85 36.23 Table 3.4 POND 1 Peak Flow Rates Summary, 25-year, 3-Day Storm Event Proposed Conditions Model Link Name Peak Flow (ft3/sec) Time to Peak (hrs) OUTFALL (POND 1) 3.06 36.23 Comparison of the on-site peak flows from the existing conditions and proposed conditions for POND 1 is presented in Table 3.5. Okeechobee County PATCDL Office 9 Table 3.5 POND 1 Peak Flow Rate Comparison, 25-year, 3-Day Storm Event Existing and Proposed Conditions Models Model Conditions Peak Flow (ft3/sec) Time to Peak (hrs) Pre-Development Post-Development 3.10 3.06 36.0 36.26 The proposed condition outfall flow rate for the modeled areas for POND 1 does not exceed the existing condition discharge flow rate. Therefore, the proposed stormwater management system is adequate to meet the permit conditions established by the SFWMD. 3.6 Conclusions Comparison of flow rates from the existing and proposed conditions models indicate that the proposed stormwater management plan is adequate for the project area. The improvements as developed to this point meet the project goals for the following reasons:  The Post-Development Analysis shows that discharges from the proposed improvements and new construction will not cause adverse impacts for a 25-year, 3-day storm event, or a 100-yr, 3-day storm event, as applicable to each stormwater management system.  The proposed improvements and new construction will not affect off-site flows.  POND 1’s post-development peak discharge is smaller than that of the pre-development condition. Therefore, the discharge from the proposed project conditions will not increase flood stages up- or downstream of the project area(s),  There was no floodplain encroachment caused by the proposed facilities; therefore, no increase in 100-year flood stage will occur.  Treatment was provided based on 75% of 2.5 inches of the impervious area within the basin for Dry Detention systems (POND 1), in accordance with SFWMD criteria. Okeechobee County PATCDL Office 10 4.0 FLOODPLAIN ANALYSIS 4.1 Base Flood Elevation According to the corresponding FEMA Flood Insurance Rate Map (12105C0165 G, December 22, 2016) the project is located within a Flood Zone X, defined by FEMA as an “Area of Minimal Flood Hazard”. The relevant portion of the FIRM Map is presented as Figure 2. 4.2 Floodplain Impacts There are no floodplain impacts as part of the proposed activities. Okeechobee County PATCDL Office 11 5.0 ON-SITE CONVEYANCE ANALYSIS 5.1 Storm Sewer System A storm sewer system, consisting of a of series inlets, flumes, and pipes, was designed to collect and convey the proposed facility’s runoff into Pond-1. The system was designed for a 25-yr frequency. The 25-yr 3-day design stage from the pond was established as the system’s tailwater condition. As part of the design, an analysis was performed to ensure the HGL remains within the system, and no overtopping of structures occurs during the rainfall event. Supporting calculations and documentation are presented in Appendix C. Okeechobee County PATCDL Office 12 7.0 REFERENCES  Federal Emergency Management Agency, Flood Insurance Rate Map, Polk County, Florida, Community Panel 12105C0165G, Dec. 22, 2016  Federal Emergency Management Agency, April 2005, "Managing Floodplain Development in Approximate Zone A Areas"  Florida Department of Transportation, January 2017, "Drainage Manual"  Florida Department of Transportation, January 2018, "Drainage Design Guide"  Florida Department of Transportation, 2018-19, Standard Plans  Polk County Planning Division, September 1, 2000, "Polk County Land Development Code"  United States Department of Agriculture, Natural Resources Conservation Service, June 1986, "TR-55 Urban Hydrology for Small Watersheds"  SFWMD, May 22, 2016, "Environmental Resource Permit Applicant’s Handbook Volume II, Design Requirements and Management Systems, Water Quality and Water Quantity" Gibson Oaks Water Production Facility Appendix A Maps and Figures 1 through 4 2018 AERIAL PHOTOGRAPH USGS TOPOGRAPHIC MAP (1987 USGS Quadrangle Map of "Okeechobee, Florida") USDA SOIL SURVEY MAP .3 r+ NW 5TH STREET 4414 +"f NW 4TH STREET NOT TO SCALE Source: mapcard.com Section 16 Township 37 South Range 35 East Source: mapcard.com Source: USDA and Google USDA NRCS SOIL TYPES WITHIN SITE BOUNDARY 11) Immokalee fine sand, 0 to 2 percent slopes AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 SITE VICINITY MAPS GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Date: October 2018 Checked by: DPA Date: October 2018 AACE File No: 18-222 Figure No. 1j USGS The National Map: Orthoimagery. Data refreshed October, 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü80°50'13.00"W 27°15'7.16"N 80°49'35.54"W 27°14'35.17"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 4/5/2019 at 9:27:11 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)Feet02040Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4.dwg, 3/28/2019 7:48:47 AM, _AutoCAD PDF (General Documentation).pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4.dwg, 3/28/2019 7:48:54 AM, _AutoCAD PDF (General Documentation).pc3 Gibson Oaks Water Production Facility Appendix B Pre-Development Analysis Supporting Calculations and Documentation Project Computed by Date Location Checked by Date Check one X Pre-Development Post-Development Basin ID Notes: Input data in RED fields * Use only one CN source per line ** FDOT Hydrology Handbook Q =( P - 0.2 S ) 2 (P + 0.8 S) 1. Runoff Curve Number 2. Runoff S =1000 CN -10 Rainfall, P (3-Day) Runoff, Q Runoff, Q …………………………………….. ………………………………………………… ………………………………………………… Frequency ………………………………………………… Storm #1 Storm #2 2yr Storm #3 9.0 5.21 0.897 10.0 6.09 1.049 10025 in in ac-ft 4.0 1.27 0.218 ;69Use CN => Totals => 140.9196 2.0661 = 68.21CN (weighted) = total product total area = 0.00 0.00 0.00 2.066 140.92 12.01 7.29 99.97 0.00 0.123 0.084 1.639 98 87 61 IMPERVIOUS DRIVEWAY DIRT DRIVEWAY OPEN SPACE, GOOD CONDITION - IMMOKALEE FINE SANDS (B) 0.221 21.65- IMPERVIOUS BUILDING - CN * Soil Name and Hydrologic Group Cover Description Product of CN x AreaArea (ac)Table T-7 (FDOT )**98 RUNOFF CURVE NUMBER AND RUNOFF OKEECHOBEE CTY PA/TC/DL CRF 12/7/2018 OKEECHOBEE COUNTY COMPLETE SITE Table 2-2 (TR-55) Project Computed by Date Location Checked by Date Check one x Pre-Development Post-Development Check one x Time of Concentration Travel Time Basin ID Notes: Space for as many as two segments per flow type can be used for each worksheet. Input data in red fields SEGMENT ID => 1. Surface description (table 3-1) …………………….. 2. Manning's roughness coefficient, n (table 3-1) …….. 3. Flow length, L (total L < 300 ft) …………………….. ft 4. Two-year 24-hour rainfall, P2 ………………………… in 5. Land slope, s ……………………………………….. ft/ft 6. Tt = 0.007 (nL) 0.8 Compute Tt …………. hr + = SEGMENT ID => 7. Surface description (paved or unpaved) …………….. 8. Flow length, L ………………………………………… ft 9. Watercourse slope, s ………………………………… ft/ft 10. Average velocity, V (figure 3-1) …………………….. ft/s 11. Tt = L Compute Tt …………. hr + = SEGMENT ID => 12. Cross sectional flow area, a ………………………….ft2 13. Wetted perimeter, p w ………………………………… ft 14. Hydraulic radius, r = a / pw ; Compute r …………. ft 15. Channel slope, s …………………………………….. ft/ft 16. Manning's roughness coefficient, n …………………. 17. V = 1.49 r 2/3 s 1/2 Compute V ………….ft/s 18. Flow length, L ………………………………………… ft 19. Tt = L Compute Tt …………. hr + = 20. Watershed or subarea T C or Tt (add Tt in Steps 6, 11, and 19) …………………………………hr = 21. Watershed or subarea T C or Tt ………………………………………………….……..……..min = Use 15 Min COMPLETE SITE OKEECHOBEE CTY PA/TC/DL OKEECHOBEE COUNTY 12/7/2018CRF 0.000 0.000 14.3 0.238 0.0000.000 Channel Flow n 3600 V 0.238 TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) Shallow Concentrated Flow Sheet Flow (Applicable to TC only) 1 GRASS 0.15 150 P2 0.5 s 0.4 3600 V 4.0 0.0133 0.238 0.000 Gibson Oaks Water Production Facility Appendix C Post-Development Analysis Supporting Calculations and Documentation Project Computed by Date Location Checked by Date Check one Pre-Development X Post-Development Basin ID Notes: Input data in RED fields * Use only one CN source per line ** FDOT Hydrology Handbook RUNOFF CURVE NUMBER AND RUNOFF OKEECHOBEE CTY PA/TC/DL CRF 4/5/2019 OKEECHOBEE COUNTY COMPLETE SITE Table 2-2 (TR-55)98 61 CN * Soil Name and Hydrologic Group Cover Description Product of CN x AreaArea (ac)Table T-7 (FDOT )**-IMPERVIOUS (PARKING, DRIVEWAYS, NEW BUILDING) IMMOKALEE FINE SANDS (B) 1.490 146.02 OPEN SPACE, GOOD CONDITION SWM Ponds 100 0.350 0.230 = 21.35 23.00 0.00 0.00 0.00 0.00 CN (weighted) = total product total area =190.3700 2.0700 Totals => in Storm #1 Storm #2 0.00 2.070 190.37 Storm #3 9.0 8.03 1.386 10.0 91.97 ;92.00Use CN => 10025 9.03Runoff, Q in ac-ft 4.0 3.12 0.538 Frequency …………………………………………………2yr ………………………………………………… Q =( P - 0.2 S ) 2 (P + 0.8 S) ………………………………………………… Rainfall, P (3-Day) 1.557 1. Runoff Curve Number 2. Runoff S =1000 CN -10 Runoff, Q …………………………………….. Project Computed by Date Location Checked by Date Check one Pre-Development x Post-Development Check one x Time of Concentration Travel Time Basin ID Notes: Space for as many as two segments per flow type can be used for each worksheet. Input data in red fields SEGMENT ID => 1. Surface description (table 3-1) …………………….. 2. Manning's roughness coefficient, n (table 3-1) …….. 3. Flow length, L (total L < 300 ft) …………………….. ft 4. Two-year 24-hour rainfall, P2 ………………………… in 5. Land slope, s ……………………………………….. ft/ft 6. Tt = 0.007 (nL) 0.8 Compute Tt …………. hr + = SEGMENT ID => 7. Surface description (paved or unpaved) …………….. 8. Flow length, L ………………………………………… ft 9. Watercourse slope, s ………………………………… ft/ft 10. Average velocity, V (figure 3-1) …………………….. ft/s 11. Tt = L Compute Tt …………. hr + = From Storm SEGMENT ID =>Tabulation 12. Cross sectional flow area, a ………………………….ft2 13. Wetted perimeter, p w ………………………………… ft 14. Hydraulic radius, r = a / pw ; Compute r …………. ft 15. Channel slope, s …………………………………….. ft/ft 16. Manning's roughness coefficient, n …………………. 17. V = 1.49 r 2/3 s 1/2 Compute V ………….ft/s 18. Flow length, L ………………………………………… ft 19. Tt = L Compute Tt …………. hr + = 20. Watershed or subarea T C or Tt (add Tt in Steps 6, 11, and 19) …………………………………hr = 21. Watershed or subarea T C or Tt ………………………………………………….……..……..min = 0.211 12.7 0.193 0.000 0.193 3600 V n 0.000 3600 V Channel Flow 2 (PIPE) 0.000 Shallow Concentrated Flow 0.0200 0.018 0.018 P2 0.5 s 0.4 0.011 100 4.0 COMPLETE SITE Sheet Flow (Applicable to TC only) 1 Concrete TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) OKEECHOBEE CTY PA/TC/DL CRF 4/5/2019 OKEECHOBEE COUNTY Project:Sheet 1 of 1 Subject: Computed By:CRF Date:2/28/2019 Basin ID: Checked By:JEH Date:4/8/2019 Description: WATER QUANTITY 1. Rainfall Event (from SWFWMD) 25-year, 3-day rainfall depth (P) =9.0 inches (On-Site) (Open Basin) 2. Pre-Development SCS Runoff Volume On-Site Area (A) =2.07 ac On-Site Runoff Volume (Q) =0.897 ac-ft (From CN and Runoff Worksheet) Off-Site Area (A) =0.00 ac (Includes off-sites areas A2-1 and A2-2) Off-Site Runoff Volume (Q) =0.000 ac-ft (From CN and Runoff Worksheet) 3. Post-Development SCS Runoff Volume On-Site Area (A) =2.07 ac On-Site Runoff Volume (Q) =1.386 ac-ft (From CN and Runoff Worksheet) Directly Connected Imperv. Area (DCIA) =1.49 ac 4. Post-Development and Pre-Development Runoff Volume Comparison Pre-Development SCS Runoff Volume =0.897 ac-ft Post-Development SCS Runoff Volume =1.386 ac-ft Net Increase SCS Runoff Volume = 0.489 ac-ft WATER QUALITY (Is the project located within the Green Swamp Area of Critical State Concern?):No Water Quality Retention Treatment Volume Required W.Q. Volume, first 2.5-inch of runoff from DCIA = 0.233 ac-ft W.Q. Volume, first 1-inch of rainfall from area = 0.172 ac-ft W.Q. Volume, 2.5-inches of rainfall from DCIA = 0.310 ac-ft W.Q. Volume, 3-inches of rainfall from DCIA = 0.373 ac-ft Post-Development Total Volume Required = 0.722 ac-ft (Treatment & Attenuation) Post-Development Total Volume Provided = 0.750 ac-ft ( POND VOLUMES FROM (Treatment & Attenuation)STAGE-AREA RELATIONS ) OKEECHOBEE CTY PA BLDG WATER QUALITY REQUIREMENTS BASIN 0 FULL PROJECT (SFWMD Criteria) - or - (Most Effective Recharge Areas criteria, as per GSACSC) 75% OF THE 2.5 INCHES OF IMPERVIOUS AREA - or - (Green Swamp ACSC Criteria) (Green Swamp ACSC Criteria) (Green Swamp ACSC Criteria) - or - PROJECT : OKEECHOBEE PAPREPARED BY: DATE:FP ID: N/ASYSTEM: BASIN ZEROCHECKED BY: DATE:\INLETINCR. TOTAL ZONE: FREQ: (YEAR)PIPETOTAL MINOR MINOR 8 25C = 0.95FRICT. FRICT. FREQ. FACTOR: 1.00C = 0.50UPPER LOWER MIN. HGL COVER = 0.50C = 0.25END END MIN. PIPE COVER = 0.50UPPERELEV. ELEV. FALLDIST S LOWER INCR. TOTAL(FT) (FT) (FT)0.07 0.07 0.0728.66 28.65 0.00 0.00 0.00 0.3S-1 DBI 69.0 0.00 0.00 0.00 10.00 0.27 8.31 0.07 0.00 0.56 29.00 27.80 27.50 0.00 0.5 18 0.43 4.3XX' R S-2 M 0.00 0.00 0.00 10.000.00 26.30 26.00 0.30 0.00 0.012 0.15 2.50.30 0.50 0.4728.65 28.61 0.05 0.05 0.03 1.4S-2 DBI 105.0 0.00 0.10 0.05 10.00 0.72 8.18 0.52 0.00 4.27 29.00 28.00 27.900.01 0.5 24 0.10 2.4XX' R S-5 M 0.00 0.00 0.00 10.580.00 26.00 25.90 0.10 0.03 0.012 0.10 2.50.20 0.40 0.3828.00 27.95 0.05 0.02 0.02 1.0S-3 DBI 105.0 0.00 0.00 0.00 10.00 0.72 8.21 0.38 0.00 3.12 29.00 28.00 27.900.01 0.5 24 0.10 2.4XX' R S-6 M 0.00 0.00 0.00 10.470.00 26.00 25.90 0.10 0.02 0.012 0.10 2.50.20 0.20 0.1928.29 28.26 0.03 0.03 0.02 0.9S-4 DBI 100.0 0.00 0.00 0.00 10.00 0.47 8.31 0.19 0.00 1.58 29.00 27.80 27.500.30 0.01 0.5 18 0.30 3.5XX' R S-3 M 0.00 0.00 0.00 10.000.00 26.30 26.00 0.30 0.02 0.012 0.15 2.50.20 0.70 0.6628.61 28.56 0.05 0.05 0.05 1.8S-5 DBI 40.0 0.00 0.10 0.05 10.00 0.17 8.03 0.71 0.00 5.72 29.20 27.90 27.80 0.03 0.5 24 0.25 3.9XX' R S-7 M 0.00 0.00 0.00 11.300.00 25.90 25.80 0.10 0.02 0.012 0.10 2.50.20 0.60 0.5727.95 27.92 0.03 0.03 0.03 1.5S-6 DBI 40.0 0.00 0.00 0.00 10.00 0.17 8.05 0.57 0.00 4.59 29.20 27.90 27.80 0.02 0.5 24 0.25 3.9XX' R S-8 M 0.00 0.00 0.00 11.200.00 25.90 25.80 0.10 0.01 0.012 0.10 2.50.15 0.85 0.8028.56 27.96 0.60 0.07 0.13 2.8S-7 DBI 5.0 0.50 0.60 0.30 10.00 0.00 7.99 1.10 0.00 8.83 29.50 27.80 27.50 0.06 0.5 24 6.00 19.2XX' R S-10 M 0.00 0.00 0.00 11.470.00 25.80 25.50 0.30 0.01 0.012 0.10 2.50.15 0.75 0.7127.92 27.90 0.03 0.03 0.05 1.8S-8 MES 5.0 0.00 0.00 0.00 10.00 0.00 8.02 0.71 0.00 5.71 29.50 27.80 27.50 0.03 0.5 24 6.00 19.2XX' R S-9 M 0.00 0.00 0.00 11.370.00 25.80 25.50 0.30 0.00 0.012 0.10 2.50.00 0.85 0.8027.96 27.85 0.11 0.11 0.13 2.8S-10 MES 36.0 0.00 0.60 0.30 10.00 0.10 7.99 1.10 0.00 8.83 29.50 27.50 27.300.06 0.5 24 0.56 5.8XX' R S-11 M 0.00 0.00 0.00 11.480.00 25.50 25.30 0.20 0.05 0.012 0.10 2.50.00 0.75 0.7127.90 27.85 0.05 0.05 0.05 1.8S-9 MES 36.0 0.00 0.00 0.00 10.00 0.10 8.01 0.71 0.00 5.71 29.50 27.50 27.30 0.03 0.5 24 0.56 5.8XX' R S-12 M 0.00 0.00 0.00 11.370.00 25.50 25.30 0.20 0.02 0.012 0.10 2.50.00 0.85 0.8027.85 27.00 0.85 0.09 0.13 2.8POND STAGE ELEVATIONS-11 MES 20.0 0.00 0.60 0.30 10.00 0.03 7.97 1.10 0.00 8.81 29.50 27.30 27.000.06 0.5 24 1.50 9.6XX' R M 0.00 0.00 0.00 11.580.00 25.30 25.00 0.30 0.03 0.012 0.10 2.50.00 0.75 0.7127.85 27.00 0.85 0.04 0.05 1.8POND STAGE ELEVATIONS-12 MES 20.0 0.00 0.00 0.00 10.00 0.03 7.99 0.71 0.00 5.70 29.50 27.30 27.000.03 0.5 24 1.50 9.6XX' R M 0.00 0.00 0.00 11.470.00 25.30 25.00 0.30 0.01 0.012 0.10 2.5HEAD LOSS (FT)CONST CLXX+XX.XXUPPER ENDBASELINECONST CLXX+XX.XXCRF 4/5/2019JEH 4/8/2019TYPE OF STRUCTURE / LINELENGTH (FT)HYD. GRAD.CONST CLXX+XX.XXLOCATIONSTRUCTURE NUMBEROF AREA (AC)DRAINAGESUB TOTAL C * AINTENSITY (IN/HR)INFLOW (CFS)FLOWLINE MIN. PHYS.CROWN PHYSICALTOTAL C * ASLOPE (%)VELOCITY (FPS)STATIONCONST CLXX+XX.XXTIME OF CONC. (MIN)CONST CLXX+XX.XXINLET OR GUTTER ELEV. (FT)HYD. GRADE LINEDIAMETER (IN)TIME OF FLOW IN SECTION (MIN)LOSS COEFF.TOTAL RUNOFF (CFS)STORM DRAIN TABULATIONCONST CLXX+XX.XXCONST CLXX+XX.XXCONST CLXX+XX.XXREMARKSCONST CLXX+XX.XXCONST CLXX+XX.XXCONST CLXX+XX.XXCONST CLXX+XX.XXStormtab - Updated for StormTech DesignREV1_4/8/2019_9:46 AM Page 1 of 1Project No. 164001004 =================================================================================== ======= ==== Basins ============================================================================== =================================================================================== ======= Name: Post Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 9.000 Time of Conc(min): 10.00 Area(ac): 2.070 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: Pre Node: Pre Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Sfwmd72 Storm Duration(hrs): 72.00 Rainfall Amount(in): 9.000 Time of Conc(min): 15.00 Area(ac): 2.070 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 =================================================================================== ======= ==== Nodes =============================================================================== =================================================================================== ======= Name: Outfall Base Flow(cfs): 0.000 Init Stage(ft): 25.000 Group: BASE Warn Stage(ft): 28.000 Type: Time/Stage Time(hrs) Stage(ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 0.00 25.000 9999.00 25.000 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 26.000 Group: BASE Warn Stage(ft): 29.500 Type: Stage/Area Stage(ft) Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 25.500 0.1000 26.000 0.1900 27.000 0.2500 28.000 0.2800 29.000 0.3000 29.500 0.3150 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐ Name: Pre Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ =================================================================================== ======= ==== Drop Structures ===================================================================== =================================================================================== ======= Name: Outlet Struc From Node: Pond Length(ft): 100.00 Group: BASE To Node: Outfall Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.000 Invert(ft): 26.000 25.000 Exit Loss Coef: 1.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure Outlet Struc *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 10.00 Invert(ft): 26.750 Rise(in): 99999.00 Control Elev(ft): 26.750 *** Weir 2 of 2 for Drop Structure Outlet Struc *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 36.00 Invert(ft): 28.560 Rise(in): 24.00 Control Elev(ft): 28.560 =================================================================================== ======= ==== Hydrology Simulations =============================================================== =================================================================================== ======= Name: 100yr‐3day Filename: V:\Projects\164 ‐ Straughn Trout Architects\001004 ‐ OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Transportation\Documents\Engineering\100yr‐3day.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: Flmod Rainfall Amount(in): 10.00 Time(hrs) Print Inc(min) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 84.000 5.00 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 25yr‐3day Filename: V:\Projects\164 ‐ Straughn Trout Architects\001004 ‐ OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Transportation\Documents\Engineering\25yr‐3day.R32 Override Defaults: Yes Storm Duration(hrs): 72.00 Rainfall File: Flmod Rainfall Amount(in): 9.00 Time(hrs) Print Inc(min) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 84.000 5.00 =================================================================================== ======= ==== Routing Simulations ================================================================= =================================================================================== ======= Name: 100yr‐3day Hydrology Sim: 100yr‐3day Filename: V:\Projects\164 ‐ Straughn Trout Architects\001004 ‐ OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Transportation\Documents\Engineering\100yr‐3day.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 84.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 999.000 15.000 Group Run ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐ BASE Yes ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 25yr‐3day Hydrology Sim: 25yr‐3day Filename: V:\Projects\164 ‐ Straughn Trout Architects\001004 ‐ OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Transportation\Documents\Engineering\25yr‐3day.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 84.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 999.000 15.000 Group Run ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐ BASE Yes Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Outfall BASE 100yr‐3day 0.00 25.00 28.00 0.0000 0 36.23 3.45 0.00 0.00 Pond BASE 100yr‐3day 36.23 27.95 29.50 0.0007 12134 36.00 5.04 36.23 3.45 Pre BASE 100yr‐3day 73.52 405.06 0.00 ********* 113 36.00 3.61 0.00 0.00 Outfall BASE 25yr‐3day 0.00 25.00 28.00 0.0000 0 36.23 3.06 0.00 0.00 Pond BASE 25yr‐3day 36.23 27.85 29.50 0.0007 12005 36.00 4.52 36.23 3.06 Pre BASE 25yr‐3day 73.50 346.42 0.00 ********* 113 36.00 3.10 0.00 0.00 Gibson Oaks Water Production Facility Appendix D Geotechnical Report ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue Port St. Lucie, Florida 34983 Ph: 772-807-9191 Fax: 772-807-9192 www.aaceinc.com SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING CONSULTING PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) NEW OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA AACE FILE NO. 18‐222 TABLE OF CONTENTS SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING CONSULTING PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) NEW OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA AACE FILE NO. 18‐222 PAGE # 1.0 INTRODUCTION ............................................................................. 1 2.0 EXECUTIVE SUMMARY ........................................................................ 1 3.0 SITE INFORMATION AND PROJECT UNDERSTANDING ................................................... 2 3.1 Site Location and Description .................................................... 2 3.2 Review of USDA Soil Survey ...................................................... 2 3.3 Project Understanding .......................................................... 2 4.0 FIELD EXPLORATION PROGRAM.................................................................. 3 Table 1 ‐ Field Exploration Program .............3 5.0 OBSERVED SUBSURFACE CONDITIONS ............................................................. 3 5.1 General Soil Conditions ......................................................... 3 5.2 Measured Groundwater Level ................................................... 4 5.3 Estimated Normal Seasonal High Groundwater Table ................................ 4 5.4 Soil Hydraulic Conductivity Testing ................................................ 4 Table 2 ‐ Soil Hydraulic Conductivity Results .......4 6.0 LABORATORY TESTING PROGRAM ................................................................5 7.0 GEOTECHNICAL ENGINEERING EVALUATION ......................................................... 5 7.1 General....................................................................... 5 7.2 Site Preparation Recommendations ............................................... 5 7.2.1 Clearing .............................................................5 7.2.2 Compaction Procedures ................................................5 7.2.3 Structural Fill and Utility/Storm Drain Trenches .............................6 7.3 Building Foundation and Slab Design .............................................. 6 8.0 PAVEMENT RECOMMENDATIONS ................................................................7 8.1General ....................................................................... 7 8.2 Flexible Pavement Sections ...................................................... 7 8.2.1 Stabilized Subgrade .................................................... 7 8.2.2 Base Course .......................................................... 8 8.2.3 Asphalt Surface ....................................................... 8 8.2.4 Flexible Pavement Summary ............................................ 8 Table 3 ‐ Flexible Pavement Summary............8 8.3 Rigid Pavement Sections ........................................................ 8 8.4 Curbing ....................................................................... 9 9.0 QUALITY ASSURANCE AND TESTING FREQUENCY ...................................................... 9 10.0 CLOSURE ................................................................................10 • Figure No. 1 ‐ Site Vicinity Maps • Figure No. 2 ‐ Field Work Location Plan • Sheet No. 1 ‐ Soil Boring Profiles • Sheet No. 2 ‐ Soil Boring Profiles • Sheet No. 3 ‐ Soil Boring Profiles and Exfiltration Test Results • Appendix I ‐ USDA Soil Survey Information • Appendix II ‐ General Notes (Soil Boring, Sampling and Testing Methods) • Appendix III ‐ AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. WWW.AACEINC.COM ANDERSEN ANDRE CONSULTING ENGINEERS, INC. Geotechnical Engineering Construction Materials Testing Environmental Consulting AACE File No. 18‐222 October 22, 2018 Okeechobee County BOCC 1700 NW 9th Avenue, Ste. C Okeechobee, FL 34972 Attention: Mr. Donnie Oden, Director Facilities, Maintenance & Development Services SUBSURFACE SOIL EXPLORATION AND GEOTECHNICAL ENGINEERING CONSULTING PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) NEW OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA 1.0 INTRODUCTION In accordance with your request and authorization, Andersen Andre Consulting Engineers, Inc. (AACE) has completed a subsurface exploration and geotechnical engineering analyses for the above referenced project. The purpose of performing this exploration was to explore shallow soil types and groundwater levels as they relate to the proposed low‐rise construction, and restrictions which these soil and groundwater conditions may place on the proposed site development. Our work included Standard Penetration Test (SPT) borings, auger borings, soil hydraulic conductivity testing, laboratory testing, and engineering analysis. This report documents our explorations and tests, presents our findings, and summarizes our conclusions and recommendations. 2.0 EXECUTIVE SUMMARY The following summary is intended to provide a brief overview of our findings and recommendations; however, the report should be read in its entirety by the project design team members. • The proposed building site, at the locations explored, was found to be underlain by soils which are generally satisfactory to support the proposed low‐rise office building construction on conventional spread foundations. A maximum design foundation bearing pressure of 2,500 pounds per square foot (psf) is recommended for the proposed structures. • Typical pavement sections consisting of an asphaltic or rigid concrete wearing surface atop a calcareous base, followed by a stabilized subgrade on compacted natural soils is considered appropriate for the project. • Site preparation procedures will include clearing, stripping and grubbing of all surface vegetation and organic topsoil, followed by proofrolling of building and pavement areas. • The groundwater table was encountered at depths of about 6.0 to 7.0 feet below the existing grades. 834 Swan Avenue, Port St. Lucie, Florida 34983 Ph: 772-807-9191 Fx: 772-807-9192 www.aaceinc.com GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐2‐ 3.0 SITE INFORMATION AND PROJECT UNDERSTANDING 3.1 Site Location and Description The subject county‐owned 2‐acre (±) parcel (i.e. the site) is located on the southwest corner of NW 5th Street and NW 2nd Avenue in Okeechobee, Okeechobee County, Florida (within Section 16, Township 37 South, Range 35 East). The site is identified by the Okeechobee County Property Appraiser as Parcel No. 3‐15‐37‐35‐0010‐01070‐0070. The location of the subject site is graphically depicted on the Site Vicinity Map (2018 aerial photograph) as well as on a reproduction of the 1987 USGS Quadrangle Map of “Okeechobee, Florida”, both presented on our Figure No. 1. The USGS Quadrangle Map depicts the subject property as being relatively level with an average surface elevation of about 30 feet relative to the National Geodetic Vertical Datum of 1929. The site is currently vacant/undeveloped with sparse surface vegetation and loose surface sands throughout, in addition to a few mature trees along the eastern edge of the site. Based on our cursory review of readily available historical aerial photographs, the central portion of the site was previously occupied by a single‐story structure which appears to have been demolished around 2016‐2017. 3.2 Review of USDA Soil Survey According to the USDA NRCS Web Soil Survey, the predominant sur ficial soil type in the area where the site is located is the Immokalee fine sand, 0 to 2 percent slopes (USDA Map Unit 11). This soil type consists of sandy marine deposits originating from flatwoods on historical marine terraces, with fine sands present to depths in excess of 80 inches. The location of the subject site is superimposed on an aerial photograph obtained from the USDA NCRS Web Soil Survey and is shown on Figure No. 1. Further, the USDA Web Soil Survey summary report is included in Appendix I. 3.3 Project Understanding Based on our review of the forwarded site plan prepared by Straughn Trout Architects, we understand that it is proposed to construct an approximately 15,000SF low‐rise office building within the northeast quadrant of the subject site, with associated pavement and drainage improvements. We have not been provided with any specific structural or architectural information relative to the building, however, we expect it to be constructed with load‐bearing masonry (CMU) walls and individual columns. For construction of this type we expect maximum wall loads of 2‐4 kips per lineal foot and maximum column loads of 250 kips. Details of the provided Site Plan are presented as our Field Work Location Plan, Figure No. 2. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐3‐ 4.0 FIELD EXPLORATION PROGRAM To explore subsurface conditions at the site, the exploration program summarized in Table 1 below was completed: Table 1 ‐ Field Exploration Program Field Work Type Standard # of Borings Depth Below Grade [feet] Location Standard Penetration Test (SPT) ASTM D1586 825Refer to Figure No. 2 Auger ASTM D1452 45Refer to Figure No. 2 Soil Hydraulic Conductivity Test SFWMD ERPIM(1) 16Refer to Figure No. 2 Note to Table 1: (1) SFWMD Environmental Resource Permit Information Manual, Volume IV (2009 Version) Our field exploration program was completed in the period October 12‐19, 2018. The field work locations shown on Figure No. 2 were determined in the field by our field crew using the provided site plan, obtained aerial photographs, existing site features, and a hand‐held GPS instrument. The locations should be considered accurate only to the degree implied by the method of measurement used. We preliminarily anticipate that the actual locations are within 15 feet of those shown on Figure No. 2. Summaries of AACE’s field procedures are presented in Appendix II and the individual boring and test profiles are presented on the attached on Sheets No. 1 through 3 (No. 1‐3). Samples obtained during performance of the borings were visually classified in the field, and representative portions of the samples were transported to our laboratory in sealed sample jars for further classification. The soil samples recovered from our explorations will be kept in our laboratory for 60 days, then discarded unless you specifically request otherwise. 5.0 OBSERVED SUBSURFACE CONDITIONS 5.1 General Soil Conditions Detailed subsurface conditions are illustrated on the soil boring profiles presented on the attached Sheets No. 1‐3. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. In general, at the locations and depths explored, the majority of our soil borings encountered a thin layer of topsoil (sands with roots/organics) followed by loose to medium dense fine sands (SP) reaching the termination depths of our borings. In addition, most of our borings encountered a thin layer (1 to 2 feet) of slightly silty fine sand (SP‐SM) with hardpan fragments (hardpan‐type soils) between 3 and 5 feet below grade. The above soil profile is outlined in general terms only. Please refer to the attached Sheets No. 1‐3 for individual soil profile details. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐4‐ 5.2 Measured Groundwater Level The groundwater table depth as encountered in the borings during the field investigations is shown adjacent to the soil profiles on the attached Sheets No. 1‐3. As can be seen, the groundwater table was generally encountered at depths ranging from about 6.0 feet to about 7.0 feet below the existing ground surface, with this range likely attributed to similar, localized variations in site topography. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. 5.3 Estimated Normal Seasonal High Groundwater Table The groundwater table will fluctuate seasonally, primarily based on rainfall. The normal seasonal high groundwater level is likely during the rainy season in Southeast Florida, typically between June and September of each year. The water table elevations associated with a 100‐year flood level (or during an extreme storm event) would be much higher than the normal seasonal high water table elevation. The normal seasonal high groundwater table can also be influenced by the presence of relief points such as canals, lakes, ponds, swamps, etc., as well as by the drainage characteristics of the in‐situ soils. Based upon our field exploration, our observation of recovered soil samples and on review of the soil survey, we estimate that the normal seasonal high groundwater level at the boring locations is about 1‐2 feet above the levels encountered in the borings. The estimated normal seasonal high groundwater levels do not provide any assurance that the groundwater levels will not exceed these estimated levels during any given year in the future. Drainage impediments, storm events or other such occurrences may result in groundwater levels exceeding our estimates. Further, as noted, it should be expected that rainwater could perch atop the encountered hardpan‐type soils after periods of intense or prolonged rainfall events at depths shallower than the normal seasonal high level, possibly for extended periods of time. If a more accurate determination of the seasonal groundwater level variations on this site is prudent for the design of the project, we would recommend installing a number of piezometers and performing periodic monitoring of the ambient groundwater levels. 5.4 Soil Hydraulic Conductivity Testing One (1) soil hydraulic conductivity test was performed at the location shown on Figure No. 2. In general, the test was performed in substantial accordance with methods described in the South Florida Water Management District (SFWMD) Environmental Resource Permit Information Manual (ERPIM), Volume IV, and yielded the following results. Table 2 ‐ Soil Hydraulic Conductivity Results Test No. Groundwater Depth (ft‐bls) Flow Rate, Q (cfs) Hydraulic Conductivity, K (cfs/sqf ‐ ft head) EX‐1 Not Encountered (>6.0 ft) 5.3 x 10 ‐3 1.8 x 10‐4 Please refer to Sheet No. 3 for a soil profile at the EX‐1 test location, and for general notes relative to the utilization of the presented hydraulic conductivity value and selection of an appropriate factor of safety. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐5‐ 6.0 LABORATORY TESTING PROGRAM Our drillers observed the soil recovered from the SPT sampler and the augers, placed the recovered soil samples in moisture proof containers, and maintained a log for each boring. The recovered soil samples, along with the field boring logs, were transported to our Port St. Lucie soils laboratory where they were visually examined by AACE’s project engineer to determine their engineering classification. The visual classification of the samples was performed in accordance with the Unified Soil Classification System, USCS. The results of our classifications and laboratory examinations and tests are presented on the soil boring profiles on Sheets No. 1‐3. 7.0 GEOTECHNICAL ENGINEERING EVALUATION 7.1 General Based on the findings of our site exploration, our evaluation of subsurface conditions, and judgment based on our experience with similar projects, we conclude that the soils underlying this site are generally satisfactory to support the proposed low‐rise office building construction on conventional spread foundations. However, in our opinion, the bearing capacity of the loose near‐surface soils should be improved in order to reduce the risk of unsatisfactory foundation performance. The general soil improvement we recommend includes proofrolling the individual building sites site with a heavy vibratory roller. Following are specific recommendations for site preparation procedures, foundation design, and pavement systems for the project. 7.2 Site Preparation Recommendations 7.2.1 Clearing The building area and the areas to be paved should be cleared, grubbed and stripped of all vegetation, topsoil, trash and debris. Stumps should be removed entirely, and their excavations backfilled with clean granular soils, compacted to the specifications noted below. 7.2.2 Compaction Procedures Following clearing, the proposed building and pavement areas should be proofrolled with a 10 ton (minimum) vibratory roller; any soft, yielding soils detected should be excavated and replaced with clean, compacted backfill that conforms with the recommendations below. Sufficient passes should be made during the proofrolling operations to produce dry densities not less than 95 percent of the modified Proctor (ASTM D1557) maximum dry density of the compacted material to depths of 2 feet below the compacted surface, or 2 feet below the bottom of footings, whichever is lower. In any case, the building and pavement areas should receive not less than 10 overlapping passes, half of them in each of two perpendicular directions. After the exposed surface has been proofrolled and tested to verify that the desired dry density has been obtained, the building and pavement areas may be filled to the desired grades. All fill material should conform to the recommendations below. It should be placed in uniform layers not exceeding 12 inches in loose thickness. Each layer should be compacted to a dry density not less than 95 percent of its modified Proctor (ASTM D1557) maximum value. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐6‐ After completion of the general site preparations discussed above, the bottom of foundation excavations dug through the compacted natural ground, fill or backfill, should be compacted so as to densify soils loosened during or after the excavation process, or washed or sloughed into the excavation prior to the placement of forms. A vibratory, walk‐behind plate compactor can be used for this final densification immediately prior to the placement of reinforcing steel, with previously described density requirements to be maintained below the foundation level. Following removal of foundation forms, backfill around foundations should be placed in lifts six inches or less in thickness, with each lift individually compacted with a plate tamper. The backfill should be compacted to a dry density of at least 95 percent of the modified Proctor (ASTM D‐1557) maximum dry density. 7.2.3 Structural Fill and Utility/Storm Drain Trenches All fill material under the building and pavement areas should consist of clean sands, free of organics and other deleterious materials. The fill material should have not more than 12 percent by dry weight passing the U.S. No. 200 sieve, and no particle larger than 3 inches in diameter. Backfill behind walls, if any, should be particularly pervious, with not more than 4 percent by dry weight passing the U.S. No. 200 sieve. The encountered shallow mostly fine sands (SP) should be suitable for use as pipe trench backfill. However, we note that a 1‐ to 2‐foot thick layer of moderately dense dark brown hardpan‐type soils was encountered in our borings within the upper approximately 3 to 5 feet. Hardpan‐type soils can be challenging for several reasons. Hardpan can be difficult to excavate, often requiring special equipment, especially in confined excavations such as utility trenches. Excavated hardpan‐ type soils are often boulder‐size chunks of cemented soils which are not easily broken down for re‐use as structural fill. In addition, when pulverized into fragments that can be compacted to an adequately dense matrix, the in‐place soil often fails the relative compaction test because during laboratory preparation, the soil is pulverized into smaller particles, resulting in a denser laboratory matrix than that which occurs in the field. 7.3 Building Foundation and Slab Design After the foundation soils have been prepared as recommended above, the site should be suitable for supporting the proposed low‐rise office building construction on conventional shallow foundations proportioned for an allowable bearing stress of 2,500 pounds per square foot [psf], or less. To provide an adequate factor of safety against a shearing failure in the subsoils, all continuous foundations should be at least 18 inches wide, and all individual column footings should have a minimum width of 24 inches. Exterior foundations should bear at least 18 inches below adjacent outside final grades. Based upon the boring information and the assumed loading conditions, we estimate that the recommended allowable bearing stress will provide a minimum factor of safety in excess of two against bearing capacity failure. With the site prepared and the foundations designed and constructed as recommended, we anticipate total settlements of one inch or less, and differential settlement between adjacent similarly loaded footings of less than one‐quarter of an inch. Because of the granular nature of the subsurface soils, the majority of the settlements should occur during construction; post‐construction settlement should be minimal. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐7‐ We recommend that representatives of AACE inspect all footing excavations in order to verify that footing bearing conditions are consistent with expectations. Foundation concrete should not be cast over a foundation surface containing topsoil or organic soils, trash of any kind, surface made muddy by rainfall runoff, or groundwater rise, or loose soil caused by excavation or other construction work. Reinforcing steel should also be clean at the time of concrete casting. If such conditions develop during construction, the reinforcing steel must be lifted out and the foundation surface reconditioned and approved by AACE. After the ground surface is proofrolled and filled, if necessary, as recommended in this report, the floor slab can be placed directly on the prepared subgrade. For design purposes, we recommend using a subgrade reaction modulus of 200 pounds per cubic inch (pci) for the compacted shallow sands. In our opinion, a highly porous base material is not necessary. We recommend to use a minimum of 10 mil polyolefin film as the main component of a vapor barrier system. 8.0 PAVEMENT RECOMMENDATIONS We have not been provided with traffic loadings for this project and consequently, we have included two flexible pavement designs for alternate traffic volumes and types. In addition, recommendations for a rigid pavement design are presented for use in delivery areas and dumpster pads. 8.1 General The flexible pavement designs are based on structural number analyses with the stated estimated daily traffic volumes for a 15‐year pavement design life. If loading conditions differ greatly from those presented, additional pavement design analyses should be performed. We recommend that the pavement sections be installed late in construction when most heavy construction traffic has ceased. If base material is placed during construction to provide a working surface it should be proofrolled, leveled, and thickened as required prior to paving at the end of construction. 8.2 Flexible Pavement Sections We recommend a pavement section consisting of an asphaltic concrete wearing surface on a calcareous base course supported on stabilized subbase over well‐compacted subgrade. After clearing and proofrolling the site surface as previously recommended, the surficial soils should be suitable to support the pavement sections. The embankment material should be compacted to a dry density of 98 percent of the modified Proctor (ASTM D1557/AASHTO T‐180) maximum dry density of the compacted soil to a depth of one foot below the surface. 8.2.1 Stabilized Subgrade The subbase material to a depth of 12 inches should have a minimum Limerock Bearing Ratio (LBR) value (FDOT FM 5‐515) of 40 and it should be compacted to at least 98 percent of its modified Proctor (ASTM D1557 or AASHTO T‐180) maximum dry density. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐8‐ 8.2.2 Base Course The base course may consist of crushed limerock or coquina and should have a minimum Limerock Bearing Ratio (LBR) value (FDOT FM 5‐515) of 100 and a minimum carbonate content (FDOT FM 5‐514) of 70 percent (limerock) or 50 percent (coquina). We recommend a base course at least 6 inches thick for standard pavements and a base course of 10 inches for heavy‐duty pavements. The 6‐inch base course may be placed and compacted in a single layer, however, the 10‐inch base course should be placed and compacted in two layers. All base course material should be compacted to at least 98 percent of its modified Proctor maximum dry density. 8.2.3 Asphalt Surface We recommend an FDOT Type SP‐9.5 or SP‐12.5 asphaltic wearing surface. We recommend a wearing surface 1.5 inches thick on standard pavement and 2.5 inches thick on heavy‐duty pavement. The 2.5‐inch wearing surface should be placed and compacted in two layers. Care must be exercised to place the asphalt over dry, well primed base material. 8.2.4 Flexible Pavement Summary The above recommendations should provide high quality pavement. If greater risk of more frequent pavement maintenance and repair is acceptable, then the above recommendations could be relaxed somewhat. Table 3 summarizes the recommended flexible pavement sections. Table 3 ‐ Flexible Pavement Summary Traffic Group Thickness [inches] Structural NumberStabilized Subgrade Base Course Asphalt Surface Light Duty (interior roads): Auto parking area, light panel and pickup trucks; average gross vehicle weight of 4,000 lbs. 12 6 1.5 2.7 Heavy Duty: Bus drop‐off areas, delivery trucks; average gross vehicle weight of 25,000 lbs 12 10 2.5 3.8 8.3 Rigid Pavement Sections After clearing and proofrolling the site surface as previously recommended, the surficial soils should be suitable to support the pavement sections. The subgrade material should be compacted to a dry density of 98 percent of the modified Proctor (ASTM D1557 or AASHTO T‐180) maximum dry density of the compacted soil to a depth of two feet below the surface. The subgrade surface should be saturated immediately prior to concrete placement to provide adequate moisture for curing of the concrete. We recommend a five‐inch thick pavement section of unreinforced Portland cement concrete. The concrete should have a minimum 28‐day compressive strength of 4,000 psi. Construction control joints should be placed no more than 15 feet apart in either direction and should be at least one‐ quarter of the thickness of the concrete. They should be cut as soon as the concrete will support the crew and equipment (8 to 12 hours). The concrete should be cured by moist curing or by application of a liquid curing compound. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐9‐ 8.4 Curbing The curbing around landscaped areas adjacent to pavement should be constructed with full‐depth curb sections. Use of extruded curb sections that lie directly above the final asphalt surface, or omission of the curbing, can allow migration of irrigation water from the landscaped areas. The excess water often causes separation of the asphalt wearing surface from the base and softening of the base material, resulting in early deterioration of the pavement. 9.0 QUALITY ASSURANCE AND TESTING FREQUENCY We recommend establishing a comprehensive quality control program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Andersen Andre Consulting Engineers, Inc. An experienced engineering technician should monitor all stripping and grubbing operations on a full‐time basis to verify that deleterious materials have been removed. The technician should observe the proof‐rolling operation to verify that the appropriate number of passes are applied to the subgrade and that the subgrade soils exhibit an appropriate response to the compaction efforts. In‐situ density tests should be conducted during filling activities and below all footings, floor slabs and pavement areas to verify that the required densities have been achieved. In‐situ density values should be compared to laboratory Proctor moisture‐density results for each of the different natural and fill soils encountered. Finally, we recommend inspecting and testing the construction materials for the foundations and other structural components. In Southeast Florida, earthwork testing is typically performed on an on‐call basis when the contractor has completed a portion of the work. The test result from a specific location is only representative of a larger area if the contractor has used consistent means and methods and the soils and lift thicknesses are practically uniform throughout. The frequency of testing can be increased and full‐time construction inspection can be provided to account for variations. We recommend that the following minimum testing frequencies be utilized: C In proposed parking areas, a minimum frequency of one in‐place density test for each 5,000 square feet of area should be used. The existing, natural ground should be tested to a depth of 12 inches at the prescribed frequency. Each 12‐inch lift of fill, as well as the stabilized subgrade (where applicable) and base should be tested at this frequency. C Utility backfill should be tested at a minimum frequency of one in‐place density test for each 12‐inch lift for each 200 lineal feet of pipe. Additional tests should be performed in backfill for manholes, inlets, etc. C In proposed structural areas, the minimum frequency of in‐place density testing should be one test for each 2,000 square feet of structural area. In‐place density testing should be performed at this minimum frequency for a depth of 2 feet below natural ground and for every 1‐foot lift of fill placed in the structural area. In addition, density tests should be performed in each column footing for a depth of 2 feet below the bearing surface. For continuous or wall footings, density tests should be performed at a minimum frequency of one test for every 50 lineal feet of footing, and for a depth of 2 feet below the bearing surface. GEOTECHNICAL ENGINEERING EVALUATION PROPERTY APPRAISER, TAX COLLECTOR & DRIVER’S LICENCE (PATCDL) ‐ NEW OFFICE BUILDING AACE File No. 18‐222 Page ‐10‐ Representative samples of the various natural ground and fill soils, as well as stabilized subgrade (where applicable) and base materials should be obtained and transported to our laboratory for Proctor compaction tests. These tests will determine the maximum dry density and optimum moisture content for the materials tested and will be used in conjunction with the results of the in‐place density tests to determine the degree of compaction achieved. 10.0 CLOSURE The geotechnical evaluation submitted herein is based on the data obtained from the soil boring and test profiles presented on Sheets No. 1‐3, and our understanding of the project as previously described. Limitations and conditions to this report are presented in Appendix III. This report has been prepared in accordance with generally accepted soil and foundation engineering practices for the exclusive use of Okeechobee County Board of County Commissioners. No other warranty, expressed or implied, is made. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to you or should you have any questions, please contact us. ANDERSEN ANDRE CONSULTING ENGINEERS, INC. WWW.AACEINC.COM 2018 AERIAL PHOTOGRAPH USGS TOPOGRAPHIC MAP (1987 USGS Quadrangle Map of "Okeechobee, Florida") USDA SOIL SURVEY MAP .3 r+ NW 5TH STREET 4414 +"f NW 4TH STREET NOT TO SCALE Source: mapcard.com Section 16 Township 37 South Range 35 East Source: mapcard.com Source: USDA and Google USDA NRCS SOIL TYPES WITHIN SITE BOUNDARY 11) Immokalee fine sand, 0 to 2 percent slopes AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 SITE VICINITY MAPS GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Date: October 2018 Checked by: DPA Date: October 2018 AACE File No: 18-222 Figure No. 1j Figure No. 2 j LEGEND TB-# Standard Penetration Test Boring OHand Auger Boring EX-# SFWMD Exfiltration Test NOTE Shown and noted field work locations are approximate. All field work locations were located using the provided site plan, obtained aerial photographs, existing site features, and a hand-held WAAS enabled GPS instrument. Atmospheric disturbances and local weather conditions may affect the accuracy of the GPS instrument readings. As such, the shown field work locations should be considered accurate only to the degree implied by the method of measurement used. Figure No. 2 Source: Architectural Site Plan prepared by Straughn Trout Architects NOT TO SCALE \\\\\ r i6 I f NW5TH STREET ELEVENTH STREET 1, NEW INTERIOR PAVEMENT - s rh AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 .\\\ \\W \\\ NW 4114 STREET TENTH STREET P"--\\\ \\\.\\\\\\\\\\\\\\\\\ FIELD WORK LOCATION PLAN GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Checked by: DPA AACE File No: 18-222 Date: October 2018 Date: October 2018 DEPTH (BLS) - FEET 0 5 10 15 20 25 TB -1 DATE: 10/19/18 N 65 1 TB -2 DATE: 10/19/18 1 19_GRAY FINE SAND (SP) 1 ii�l ::::•: 1 9 = 10_ 4 BROWN FINE SAND (SP) 15 MC: 20 10C: 3 L-200: 6 J 6 ' r 1 MC: 25 1-200: 2 i L J 1 16_ 1 2 6 1 GRAY FINE SAND (SP) 1- W. SHELL FRGM EOB ® 25' BLS SOIL GRAPHICAL LEGEND: FINE SAND (SP) SLIGHTLY SILTY FINE SAND (SP -SM) W. HARDPAN FRAGMENTS HARDPAN -TYPE] NOTE: 3"-6" of topsoil encountered in most borings (not shown on boring profiles) 1 GRAY FINE SAND (SP) TB -3 DATE: 10/19/18 N 1 19_ DK. BROWN SL. SILTY FINE SAND (SP -SM) W HARDPAN FRGM . [HARDPAN-TYPE]1 6.3'1r LT. BROWN/BROWN FINE SAND (SP) 4 10_ 7 GRAY FINE SAND (SP) 9- TB -4 DATE: 10/18/18 N GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP -SM) W. HARDPAN FRGM [HARDPAN -TYPE] BROWN FINE SAND (SP) IMC: 24 i17_ 1-200: 4 1 L.J. EOB ® 25' BLS - W. SHELL FRGM DRILLING NOTES: TB—# HAB—# EX -1 N x,x's EOB GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP -SM) _ W HARDPAN FRGM [HARDPAN -TYPE] BROWN FINE SAND (SP) 17_ GRAY FINE SAND (SP), T/0 SILT 5_ GRAY FINE SAND (SP) 8_ EOB 25' BLS 1- W. SHELL FRGM STANDARD PENETRATION TEST [SPT] BORING (ASTM D1586) HAND AUGER BORING (ASTM D1452) SFWMD EXFILTRATION TEST SPT RESISTANCE IN BLOWS PER FOOT GROUNDWATER TABLE (FT BELOW EXIST. GRADE) AT TIME DRILLED END OF BORING BLS BELOW LAND SURFACE SP, SP—SM: UNIFIED SOIL CLASSIFICATION SYSTEM [USCS] USCS GROUPS DETERMINED BY VISUAL CLASSIFICATION EXCEPT FOR NOTED LABORATORY TESTS 7_ 3_ GRAY FINE SAND (SP) EOB ® 25' BLS MC NATURAL MOISTURE CONTENT IN PERCENT (ASTM D2216) —200 PERCENT PASSING NO. 200 SIEVE SIZE [PERCENT FINES] (ASTM D1140) OC ORGANIC CONTENT (ASTM D2974) DRILL CREW FIRM: CL & AACE RILL RIG: MOBILE CME -45 DRILLING METHOD: ROTARY—WASH/BENTONITE SLURRY CASING: NOT NEEDED HAMMER TYPE: SAFETY/MANUAL 0 5 10 15 20 25 AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 SOIL BORING PROFILES GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Date: October 2018 Checked by: DPA Date: October 2018 AACE File No: 18-222 Sheet No. 1 DEPTH (BLS) - FEET 0 5 10 15 20 25 TB -5 DATE: 1 0/1 8/1 8 N I 10_:' MC: 19 i 18 OC: 2 -200: 5 i� 6r GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP -SM) W. HARDPAN FRGM [HARDPAN -TYPE] 12 TB -6 DATE: 10/18/18 NI 6_ 18_:: BROWN FINE SAND (SP) 9 GRAY FINE SAND (SP) 68 101':: r MC: 21 1-200: 1 GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP -SM) W HARDPAN FRGM [HARDPAN -TYPE] 14 65 TB -7 DATE: 1 0/1 8/1 8 NI 19_ 1 1 .. LT. BROWN/BROWN FINE SAND (SP) EOB ® 25' BLS SOIL GRAPHICAL LEGEND: FINE SAND (SP) SLIGHTLY SILTY FINE SAND (SP -SM) W. HARDPAN FRAGMENTS HARDPAN -TYPE] NOTE: 3"-6" of topsoil encountered in most borings (not shown on boring profiles) 10_ GRAY FINE SAND (SP) 17 5_ GRAY FINE SAND (SP) BROWN FINE SAND (SP) GRAY FINE SAND (SP) TB -8 DATE: 10/18/18 NI 7.0 EOB ® 25' BLS - W. SHELL FRGM W. SHELL FRGM DRILLING NOTES: TB—# HAB—# EX -1 N x,x's EOB 8 EOB 25' BLS STANDARD PENETRATION TEST [SPT] BORING (ASTM D1586) HAND AUGER BORING (ASTM D1452) SFWMD EXFILTRATION TEST SPT RESISTANCE IN BLOWS PER FOOT GROUNDWATER TABLE (FT BELOW EXIST. GRADE) AT TIME DRILLED END OF BORING BLS BELOW LAND SURFACE SP, SP—SM: UNIFIED SOIL CLASSIFICATION SYSTEM [USCS] USCS GROUPS DETERMINED BY VISUAL CLASSIFICATION EXCEPT FOR NOTED LABORATORY TESTS 7 GRAY FINE SAND (SP) BROWN FINE SAND (SP) GRAY FINE SAND (SP) W. SHELL FRGM EOB ® 25' BLS MC NATURAL MOISTURE CONTENT IN PERCENT (ASTM D2216) —200 PERCENT PASSING NO. 200 SIEVE SIZE [PERCENT FINES] (ASTM D1140) OC ORGANIC CONTENT (ASTM D2974) DRILL CREW FIRM: CL & AACE RILL RIG: MOBILE CME -45 DRILLING METHOD: ROTARY—WASH/BENTONITE SLURRY CASING: NOT NEEDED HAMMER TYPE: SAFETY/MANUAL 0 5 10 15 20 25 AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 SOIL BORING PROFILES GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Date: October 2018 Checked by: DPA Date: October 2018 AACE File No: 18-222 Sheet No. 2 DEPTH (BLS) - FEET DEPTH (BLS) - FEET 0 5 0 5 HAB-1 DATE: 10/12/18 HAB-2 DATE: 10/12/18 TOPSOIL LT. BROWN FINE SAND (SP) LT. GRAY/GRAY FINE SAND (SP) EOB 0 5' BLS GWT N.E. EX -1 DATE: 10/15/18 GRAY FINE SAND (SP), T/0 ROCK FRGM GRAY–BROWN FINE SAND (SP) HAB-3 DATE: 10/12/18 TOPSOIL LT. GRAY/GRAY FINE SAND (SP) EOB 0 5' BLS GWT N.E. DK. BROWN SL. SILTY FINE SAND (SP–SM) W. HARDPAN FRGM [HARDPAN–TYPE] BROWN FINE SAND (SP) EOB 0 6' BLS GWT N.E. SOIL GRAPHICAL LEGEND: FINE SAND (SP) SLIGHTLY SILTY FINE SAND (SP—SM) W. HARDPAN FRAGMENTS HARDPAN—TYPE] NOTE: 3"-6" of topsoil encountered in most borings (not shown on boring profiles) 0 5 TOPSOIL LT. GRAY/GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP–SM) W. HARDPAN FRGM [HARDPAN–TYPE] EOB © 5' BLS GWT N.E. TEST SUMMARY (EX -1): –3 Q = 5.3x10 CFS d = 0.5 FT H2 = 6.0 FT Ds = 0.0 FT K = 1 .8x1 0-4CFS/SQFT — We recommend using a Factor of Safety of 2 when using this value in the design of drainage FT HEAD improvements. DRILLING NOTES: TB–# HAB–# EX -1 N x x's EOB STANDARD PENETRATION TEST [SPT] BORING (ASTM D1586) HAND AUGER BORING (ASTM D1452) SFWMD EXFILTRATION TEST SPT RESISTANCE IN BLOWS PER FOOT GROUNDWATER TABLE (FT BELOW EXIST. GRADE) AT TIME DRILLED END OF BORING BLS BELOW LAND SURFACE SP, SP–SM: UNIFIED SOIL CLASSIFICATION SYSTEM [USCS] USCS GROUPS DETERMINED BY VISUAL CLASSIFICATION EXCEPT FOR NOTED LABORATORY TESTS MC NATURAL MOISTURE CONTENT IN PERCENT (ASTM D2216) –200 PERCENT PASSING NO. 200 SIEVE SIZE [PERCENT FINES] (ASTM D1140) OC ORGANIC CONTENT (ASTM D2974) DRILL CREW FIRM: CL & AACE RILL RIG: MOBILE CME -45 DRILLING METHOD: ROTARY–WASH/BENTONITE SLURRY CASING: NOT NEEDED HAMMER TYPE: SAFETY/MANUAL NOTE: HAB-4 DATE: 10/12/18 TOPSOIL LT. GRAY/GRAY FINE SAND (SP) DK. BROWN SL. SILTY FINE SAND (SP–SM) - W. HARDPAN FROM [HARDPAN–TYPE] EOB 0 5' BLS GWT N.E. The presented hydraulic conductivity value is for an exfiltration trench installed at the same depth as the borehole test. The value (K) represents an ultimate value. The designer should decide on the required factor of safety (minimum of 2, per SFWMD). The hydraulic conductivity value was calculated based on the SFWMD "USUAL OPEN HOLE CONSTANT HEAD" exfiltration test procedure as shown below. 0 5 EXFILTRATION TEST CONFIGURATION (Not To Scale) —II I—I I I-1 I I-1 I I—I I SFWMD EXFILTRATION TESTS K HYDRAULIC CONDUCTIVITY Q STABILIZED FLOW RATE d H2 DS DIAMETER OF TEST HOLE HYDROSTATIC COLUMN SATURATED HOLE DEPTH (BY GWT) NOTE: IF 0, GWT NOT ENCOUNTERED K = 4Q Trd(21 +4H211+H2d) —Q —d— II II' -1 I I—I I H2 WATER 1 I—I 1 I-1 TABLE Ds AACE ANDERSEN ANDRE CONSULTING ENGINEERS, INC. 834 SW Swan Avenue, Port St. Lucie, FL 34983 772-807-9191 www.AACEinc.com Certificate of Authorization No. 26794 SOIL BORING PROFILES AND EXFILTRATION TEST RESULTS GEOTECHNICAL ENGINEERING EVALUATION PROPOSED PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE OFFICE BUILDING OKEECHOBEE COUNTY, FLORIDA Drawn by: PGA Date: October 2018 Checked by: DPA Date: October 2018 AACE File No: 18-222 Sheet No. 3 APPENDIX I USDA Soil Survey Information United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Okeechobee County, Florida Okeechobee County PATCDL Office Building Natural Resources Conservation Service October 16, 2018 9 Custom Soil Resource Report Soil Map (Okeechobee County PATCDL Office Building)3013740301377030138003013830301386030138903013920301395030137403013770301380030138303013860301389030139203013950516480 516510 516540 516570 516600 516630 516660 516690 516720 516750 516780 516810 516840 516480 516510 516540 516570 516600 516630 516660 516690 516720 516750 516780 516810 516840 27° 14' 54'' N 80° 50' 0'' W27° 14' 54'' N80° 49' 47'' W27° 14' 46'' N 80° 50' 0'' W27° 14' 46'' N 80° 49' 47'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,680 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Okeechobee County, Florida Survey Area Data: Version 15, Sep 17, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Mar 21, 2015 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend (Okeechobee County PATCDL Office Building) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 11 Immokalee fine sand, 0 to 2 percent slopes 11.1 100.0% Totals for Area of Interest 11.1 100.0% Map Unit Descriptions (Okeechobee County PATCDL Office Building) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The Custom Soil Resource Report 11 delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Okeechobee County, Florida 11—Immokalee fine sand, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2s3lk Elevation: 0 to 130 feet Mean annual precipitation: 44 to 56 inches Mean annual air temperature: 70 to 77 degrees F Frost-free period: 350 to 365 days Farmland classification: Not prime farmland Map Unit Composition Immokalee and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Immokalee Setting Landform: Flatwoods on marine terraces Landform position (three-dimensional): Riser, talf Down-slope shape: Linear Across-slope shape: Linear Parent material: Sandy marine deposits Typical profile A - 0 to 6 inches: fine sand E - 6 to 35 inches: fine sand Bh - 35 to 54 inches: fine sand BC - 54 to 80 inches: fine sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Low (about 5.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: B/D Forage suitability group: Sandy soils on flats of mesic or hydric lowlands (G155XB141FL) Other vegetative classification: South Florida Flatwoods (R155XY003FL) Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Basinger Percent of map unit: 4 percent Landform: Depressions on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Linear, concave Across-slope shape: Linear, concave Hydric soil rating: Yes Pomello Percent of map unit: 2 percent Landform: Ridges on marine terraces, knolls on marine terraces Landform position (two-dimensional): Backslope, summit Landform position (three-dimensional): Side slope, interfluve, riser Down-slope shape: Linear, convex Across-slope shape: Linear Ecological site: Sand Pine Scrub (R155XY001FL) Other vegetative classification: Sand Pine Scrub (R155XY001FL) Hydric soil rating: No Wabasso Percent of map unit: 2 percent Landform: Flatwoods on marine terraces Landform position (three-dimensional): Tread, talf Down-slope shape: Linear, convex Across-slope shape: Linear Other vegetative classification: South Florida Flatwoods (R155XY003FL) Hydric soil rating: No Margate Percent of map unit: 1 percent Landform: Flatwoods on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Placid Percent of map unit: 1 percent Landform: Depressions on marine terraces, drainageways on marine terraces Landform position (three-dimensional): Tread, dip Down-slope shape: Concave Across-slope shape: Concave Other vegetative classification: Freshwater Marshes and Ponds (R155XY010FL) Hydric soil rating: Yes Custom Soil Resource Report 14 APPENDIX II General Notes (Soil Borings, Sampling and Testing Methods) ANDERSEN ANDRE CONSULTING ENGINEERS, INC. SOIL BORING, SAMPLING AND TESTING METHODS GENERAL Andersen Andre Consulting Engineers, Inc. (AACE) borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be anticipated. The information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long‐term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that groundwater will not be encountered at that boring location at some other point in time. STANDARD PENETRATION TEST The Standard Penetration Test (SPT) is a widely accepted method of in situ testing of foundation soils (ASTM D‐1586). A 2‐foot (0.6m) long, 2‐inch (50mm) O.D. split‐barrell sampler attached to the end of a string of drilling rods is driven 24 inches (0.60m) into the ground by successive blows of a 140‐pound (63.5 Kg) hammer freely dropping 30 inches (0.76m). The number of blows needed for each 6 inches (0.15m) increments penetration is recorded. The sum of the blows required for penetration of the middle two 6‐inch (0.15m) increments of penetration constitutes the test result of N‐value. After the test, the sampler is extracted from the ground and opened to allow visual description of the retained soil sample. The N‐value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The following tables relate N‐values to a qualitative description of soil density and, for cohesive soils, an approximate unconfined compressive strength (Qu): Cohesionless Soils: N‐Value Description 0 to 4Very loose 4 to 10 Loose 10 to 30 Medium dense 30 to 50 Dense Above 50 Very dense Cohesive Soils: N‐Value Description Qu 0 to 2Very soft Below 0.25 tsf (25 kPa) 2 to 4Soft0.25 to 0.50 tsf (25 to 50 kPa) 4 to 8Medium stiff 0.50 to 1.0 tsf (50 to 100 kPa) 8 to 15 Stiff 1.0 to 2.0 tsf (100 to 200 kPa) 15 to 30 Very stiff 2.0 to 4.0 tsf (200 to 400 kPa) Above 30 Hard Above 4.0 tsf (400 kPa) The tests are usually performed at 5 foot (1.5m) intervals. However, more frequent or continuous testing is done by AACE through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, flush‐coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. After completion of a test borings, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed by backfilling, either with accumulated cuttings or lean cement. Representative split‐spoon samples from each sampling interval and from different strata are brought to our laboratory in air‐tight jars for classification and testing, if necessary. Afterwards, the samples are discarded unless prior arrangement have been made. POWER AUGER BORINGS Auger borings (ASTM D‐1452) are used when a relatively large, continuous sampling of soil strata close to the ground surface is desired. A 4‐inch (100 mm) diameter, continuous flight, helical auger with a cutting head at its end is screwed into the ground in 5‐foot (1.5m) sections. It is powered by the rotary drill rig. The sample is recovered by withdrawing the auger our of the ground without rotating it. The soil sample so obtained, is classified in the field and representative samples placed in bags or jars and returned to the AACE soils laboratory for classification and testing, if necessary. HAND AUGER BORINGS Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5‐foot [1.5m]) depth or when access is not available to power drilling equipment. A 3‐inch (75mm) diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6‐inch (0.15m) interval and its contents emptied for inspection. On occasion post‐ hole diggers are used, especially in the upper 3 feet (1m) or so. Penetrometer probings can be used in the upper 5 feet (1.5m) to determine the relative density of the soils. The soil sample obtained is described and representative samples put in bags or jars and transported to the AACE soils laboratory for classification and testing, if necessary. UNDISTURBED SAMPLING Undisturbed sampling (ASTM D‐1587) implies the recovery of soil samples in a state as close to their natural condition as possible. Complete preservation of in situ conditions cannot be realized; however, with careful handling and proper sampling techniques, disturbance during sampling can be minimized for most geotechnical engineering purposes. Testing of undisturbed samples gives a more accurate estimate of in situ behavior than is possible with disturbed samples. Normally, we obtain undisturbed samples by pushing a 2.875‐inch (73 mm) I.D., thin wall seamless steel tube 24 inches (0.6 m) into the soil with a single stoke of a hydraulic ram. The sampler, which is a Shelby tube, is 30 (0.8 m) inches long. After the sampler is retrieved, the ends are sealed in the field and it is transported to our laboratory for visual description and testing, as needed. ROCK CORING In case rock strata is encountered and rock strength/continuity/composition information is needed for foundation or mining purposes, the rock can be cored (ASTM D‐2113) and 2‐inch to 4‐inch diameter rock core samples be obtained for further laboratory analyses. The rock coring is performed through flush‐joint steel casing temporarily installed through the overburden soils above the rock formation and also installed into the rock. The double‐ or triple‐tube core barrels are advanced into the rock typically in 5‐foot intervals and then retrieved to the surface. The barrel is then opened so that the core sample can be extruded. Preliminary field measurements of the recovered rock cores include percent recovery and Rock Quality Designation (RQD) values. The rock cores are placed in secure core boxes and then transported to our laboratory for further inspection and testing, as needed. SFWMD EXFILTRATION TESTS In order to estimate the hydraulic conductivity of the upper soils, constant head or falling head exfiltration tests can be performed. These tests are performed in accordance with methods described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. In brief, a 6 to 9 inch diameter hole is augered to depths of about 5 to 7 feet; the bottom one foot is filled with 57‐stone; and a 6‐foot long slotted PVC pipe is lowered into the hole. The distance from the groundwater table and to the ground surface is recordedand the hole is then saturated for 10 minutes with the water level maintained at the ground surface. If a constant head test is performed, the rate of pumping will be recorded at fixed intervals of 1 minute for a total of 10 minutes, following the saturation period. LABORATORY TEST METHODS Soil samples returned to the AACE soils laboratory are visually observed by a geotechnical engineer or a trained technician to obtain more accurate description of the soil strata. Laboratory testing is performed on selected samples as deemed necessary to aid in soil classification and to help define engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report. THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES The soil descriptions shown on the logs are based upon visual‐manual procedures in accordance with local practice. Soil classification is performed in general accordance with the United Soil Classification System and is also based on visual‐manual procedures. BOULDERS (>12" [300 MM]) and COBBLES (3" [75 MM] TO 12" [300 MM]): GRAVEL:Coarse Gravel: 3/4" (19 mm) to 3" (75 mm) Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm) Descriptive adjectives: 0 ‐ 5% – no mention of gravel in description 5 ‐ 15% – trace 15 ‐ 29% – some 30 ‐ 49% – gravelly (shell, limerock, cemented sands) SANDS: COARSE SAND: No. 10 (2 mm) Sieve to No. 4 (4.75 mm) Sieve MEDIUM SAND: No. 40 (425 µm) Sieve to No. 10 (2 mm) Sieve FINE SAND: No. 200 (75 µm) Sieve to No. 40 (425 µm) Sieve Descriptive adjectives: 0 ‐ 5% – no mention of sand in description 5 ‐ 15% – trace 15 ‐ 29% – some 30 ‐ 49% – sandy SILT/CLAY:< #200 (75µM) Sieve SILTY OR SILT: PI < 4 SILTY CLAYEY OR SILTY CLAY: 4 # PI # 7 CLAYEY OR CLAY: PI > 7 Descriptive adjectives: < ‐ 5% – clean (no mention of silt or clay in description) 5 ‐ 15% – slightly 16 ‐ 35% – clayey, silty, or silty clayey 36 ‐ 49% – very ORGANIC SOILS: Organic Content Descriptive Adjectives Classification 0 ‐ 2.5% Usually no mention of organics in description See Above 2.6 ‐ 5% slightly organic add “with organic fines” to group name 5 ‐ 30% organic SM with organic fines Organic Silt (OL) Organic Clay (OL) Organic Silt (OH) THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Organic Clay (OH) HIGHLY ORGANIC SOILS AND MATTER: Organic Content Descriptive Adjectives Classification 30 ‐ 75% sandy peat Peat (PT) silty peat Peat (PT) > 75% amorphous peat Peat (PT) fibrous peat Peat (PT) STRATIFICATION AND STRUCTURE: Descriptive Term Thickness with interbedded seam ‐‐less than ½ inch (13 mm) thick layer ‐‐½ to 12‐inches (300 mm) thick stratum ‐‐more than 12‐inches (300 mm) thick pocket ‐‐small, erratic deposit, usually less than 1‐foot lens ‐‐lenticular deposits occasional ‐‐one or less per foot of thickness frequent ‐‐more than one per foot of thickness calcareous ‐‐containing calcium carbonate (reaction to diluted HCL) hardpan ‐‐spodic horizon usually medium dense marl ‐‐mixture of carbonate clays, silts, shells and sands ROCK CLASSIFICATION (FLORIDA) CHART: Symbol Typical Description LS Hard Bedded Limestone or Caprock WLS Fractured or Weathered Limestone LR Limerock (gravel, sand, silt and clay mixture) SLS Stratified Limestone and Soils THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES LEGEND FOR BORING LOGS N: Number of blows to drive a 2‐inch OD split spoon sampler 12 inches using a 140‐pound hammer dropped 30 inches R: Refusal (less than six inches advance of the split spoon after 50 hammer blows) MC: Moisture content (percent of dry weight) OC: Organic content (percent of dry weight) PL: Moisture content at the plastic limit LL: Moisture content at the liquid limit PI: Plasticity index (LL‐PL) qu: Unconfined compressive strength (tons per square foot, unless otherwise noted) ‐200: Percent passing a No. 200 sieve (200 wash) +40: Percent retained above a No. 40 sieve US: Undisturbed sample obtained with a thin‐wall Shelby tube k: Permeability (feet per minute, unless otherwise noted) DD: Dry density (pounds per cubic foot) TW: Total unit weight (pounds per cubic foot) APPENDIX III AACE Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. Project Limitations and Conditions Andersen Andre Consulting Engineers, Inc. has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made herein. Further, the report, in all cases, is subject to the following limitations and conditions: VARIABLE/UNANTICIPATED SUBSURFACE CONDITIONS The engineering analysis, evaluation and subsequent recommendations presented herein are based on the data obtained from our field explorations, at the specific locations explored on the dates indicated in the report. This report does not reflect any subsurface variations (e.g. soil types, groundwater levels, etc.) which may occur adjacent or between borings. The nature and extent of any such variations may not become evident until construction/excavation commences. In the event such variations are encountered, Andersen Andre Consulting Engineers, Inc. may find it necessary to (1) perform additional subsurface explorations, (2) conduct in‐the‐field observations of encountered variations, and/or re‐evaluate the conclusions and recommendations presented herein. We at Andersen Andre Consulting Engineers, Inc. recommend that the project specifications necessitate the contractor immediately notifying Andersen Andre Consulting Engineers, Inc., the owner and the design engineer (if applicable) if subsurface conditions are encountered that are different from those presented in this report. No claim by the contractor for any conditions differing from those expected in the plans and specifications, or presented in this report, should be allowed unless the contractor notifies the owner and Andersen Andre Consulting Engineers, Inc. of such differing site conditions. Additionally, we recommend that all foundation work and site improvements be observed by an Andersen Andre Consulting Engineers, Inc. representative. SOIL STRATA CHANGES Soil strata changes are indicated by a horizontal line on the soil boring profiles (boring logs) presented within this report. However, the actual strata’s changes may be more gradual and indistinct. Where changes occur between soil samples, the locations of the changes must be estimated using the available information and may not be at the exact depth indicated. SINKHOLE POTENTIAL Unless specifically requested in writing, a subsurface exploration performed by Andersen Andre Consulting Engineers, Inc. is not intended to be an evaluation for sinkhole potential. MISINTERPRETATION OF SUBSURFACE SOIL EXPLORATION REPORT Andersen Andre Consulting Engineers, Inc. is responsible for the conclusions and recommendations presented herein, based upon the subsurface data obtained during this project. If others render conclusions or opinions, or make recommendations based upon the data presented in this report, those conclusions, opinions and/or recommendations are not the responsibility of Andersen Andre Consulting Engineers, Inc. CHANGED STRUCTURE OR LOCATION This report was prepared to assist the owner, architect and/or civil engineer in the design of the subject project. If any changes in the construction, design and/or location of the structures as discussed in this report are planned, or if any structures are included or added that are not discussed in this report, the conclusions and recommendations contained in this report may not be valid. All such changes in the project plans should be made known to Andersen Andre Consulting Engineers, Inc. for our subsequent re‐evaluation. USE OF REPORT BY BIDDERS Bidders who are reviewing this report prior to submission of a bid are cautioned that this report was prepared to assist the owners and project designers. Bidders should coordinate their own subsurface explorations (e.g.; soil borings, test pits, etc.) for the purpose of determining any conditions that may affect construction operations. Andersen Andre Consulting Engineers, Inc. cannot be held responsible for any interpretations made using this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which may affect construction operations. IN‐THE‐FIELD OBSERVATIONS Andersen Andre Consulting Engineers, Inc. attempts to identify subsurface conditions, including soil stratigraphy, water levels, zones of lost circulation, “hard” or “soft” drilling, subsurface obstructions, etc. However, lack of mention in the report does not preclude the presence of such conditions. LOCATION OF BURIED OBJECTS Users of this report are cautioned that there was no requirement for Andersen Andre Consulting Engineers, Inc. to attempt to locate any man‐made, underground objects during the course of this exploration, and that no attempts to locate any such objects were performed. Andersen Andre Consulting Engineers, Inc. cannot be responsible for any buried man‐made objects which are subsequently encountered during construction. PASSAGE OF TIME This report reflects subsurface conditions that were encountered at the time/date indicated in the report. Significant changes can occur at the site during the passage of time. The user of the report recognizes the inherent risk in using the information presented herein after a reasonable amount of time has passed. We recommend the user of the report contact Andersen Andre Consulting Engineers, Inc. with any questions or concerns regarding this issue. Important lnlormalion about Your Geotechnical Engineering Report Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project -Specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly— from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvi- ronmental information, ask your geotechnical consultant for risk manage- ment guidance. Do not rely on an environmental report prepared for some- one else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engineer for Additional Assistance Membership in ASFE/THE BEST PEOPLE ON EARTH exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with your ASFE-member geotechnical engineer for more information. ASFETHE AL BUSINESS ASSOCIATION 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2012 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be commiting negligent or intentional (fraudulent) misrepresentation. IIGER03135,0MRP x 5' CONCRETE SInFWAI {S 21.5 2 /. / 28.6 x 28.6 x 28.4 28.6 5 10' DIRT DRIVE 2 1.b 2" WELL OH x 29.0 N 89'48'01" E 300.32'-(F) 300'-(P) 4 x 29.5 3 29.1 i 29.0 OKEECHOBEE PLAT BOOK 5, PAGE 5 BLOCK 107 x 28.7 x x 1TAX 28.9 28.4 2 2 N 89'51'33" E 299.73'-(F) 300'-(P) (BASIS OF BEARINGS) x 28.8 27.7 29.4 x 28.9 x 29.2 PARCEL ID.: 3-15-37-35-0010-01070-0070 O.R. BOOK 762, PAGE 114 SITE ADDRESS: 403 N.W. 2nd AVENUE OKEECHOBEE, FL. 34972 28.9 5' CONCRETE SIDEWALK 27.37 "27.4', \ \ \ \ \ \ \ \ 27.33\ \ \ TYPE F CURB \26.78\ \ \ \ \ \ N.W. 4th STREET -(F) TENTH STREET -(P) 28.29 100' R/W WIDTH -(P) N 89'51'33" E 369.63'-(F) 370'-(P) ASPHALT PAVEMENT SANITARY MANHOLE 1 5,..' NORTH ,INVERT = 21.90' 10" STEEL PIPE SO1278 INVERT = 21.89' 10" PVC PIPE SAN' TAR Y MANHOLE 2 MANHOLE IS SEALED 0 NOT ACCESSIBLE STORM MANHOLE 3 RIM = 27.24' NORTH INVERT = 23.44' 24" RCP NORTH INVERT = 23.34' 24" RCP NOTE: 2 NORTHERLY PIPES APPEAR TO GO TO INACCESSIBLE BOX NORTHEAST INVERT = 23.24' 15" RCP SOUTH INVERT = 20.79' 36" RCP WEST INVERT = 23.44' 18" RCP STORM MANHOLE 4 CONFLICT STRUCTURE RIM = 27.48' EAST INVERT = 22.53' 18" RCP WEST INVERT = 22.64' 18" RCP BLOCK 93 SURVEY CONTROL POINT NAIL AND DISK CIVILSURV TRAV PT" NORTHING = 1,059,378.394' EAS77NG = 710, 680.708 ELEVATION = 26.99' 18" RCP INVERT = ? CURB INLET GRI TE = 26.70' WEST , NVERT = 23.48' 18" RCP 26.86 OWV x 27.93 CURB INLET SANITARY 14H 2 INVERT = 22.90' 18" RCP x26.92 0 0 s BLOCK 92 5" CONCRETE SIDEWALK CURB INLET INVERT = 23.36' 18" RCP 26.81\ -x27.79 CUR.3INLET GRATE = 26.77 INVERT 15' RCP( 26.95 Ua U 0 on DIRT DRIVE 0) X EDGE OF PAVEMENT STORM MANHOLE 1 RIM = 27.88' NORTH INVERT = N/A 36" RCP EAST INVERT = N/A 54" RCP SOUTH INVERT = N/A 36" RCP WEST INVERT = N/A 54" RCP BOTTOM OF STRUCTURE = 20.53' ALL PIPES ARE RECESSED IN STRUCTURE SANITARY MANHOLE RIM = 28.31' NORTH INVERT = 23-06' SOUTH INVERT = 23.09' ALL PIPES 10" CLAY Et EDGE OF PAVEMENT i g /70 ml L 2 7�A 299.98-(F) 300'-(P) N 0014'53" W nFOUNi> 5/8" STEEL ROI) AND CAP :.S 4829" TYPE F CURB \ \ \27.09 \ \ \ N 89'48'01" W 370.39'-(C) 370'-(P) x6 N.W. 5th STREET -(F) ELEVENTH STREET -(P) 70' R/W WIDTH -(P) __---SAN SAN SAN - ASPHALT PAVEMENT )(27,25 - SAN -- SAN 27.34 t x 28.30 TYPE F CURB 27.34 ?AN SAN RISE 28.0 28.4 6" C/( 28.6 28.6 < 28.2 FOUND 5/8" STEEL RC D - NO ID 27.9 27.29 28 01 28.26 FOUND NAIL AND DISK "PSM 5178" 29.2 Ix 29.2 28.1 OH 11 6;=-5 'OAK OH SAN- -- SAN i 28.0 6.9 0 rn -K- .78 SAN- zF - SAN BOUNDARY AND TOPOGRAPHIC SURVEY PROPERTY APPRAISER, TAX COLLECTOR AND DRIVER'S LICENSE BUILDING SITE LOCATED IN SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, OKEECHOBEE COUNTY , FLA. FOUND NAIL AND DISK "LB 6719" CURB INLET GRATE = 26.56 NOR INVERT = 24.57' EAST INVERT = 24.52' ALL PIPES 18" RCP 36'1 OAK 180 OAK 29.6 27.6 28.9 27.2 8' DIAMETER PLANTER 241 OAK 24"6-11.�. 29.1 12" i' UNKNOWN 0O OAK 0 co ASPHALT PAVEMENT 12 27.9 > 28.2> TPB PALM FOUND 5/8" STEEL i0 ROD AND CAP "LB 6719" 28.1 CURB INLET GRATE = 26.74' SOUTH INVERT = 23.06' 15" RCP, - \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ x28 03 27.10 (75 cc U 0 U N F w w w w Q_ _L w� z LU N TYPE F CURB co 0 N 5' CONCRETE SIDEWALK BLOCK 125 STORM MANHOLE 2 CONFLICT STRUCTURE NORTH -SOUTH PIPE APPEARS Ti0 BE A 10" SANITARY LINE RIM = 27.73' EAST INVERT = N/A 54" RCP WEST INVERT = N/A 54" RCP BOTTOM OF STRUCTURE = 20.23' THIS SURVEY, AS DEPICTED IN ITS GRAPHIC FORM, IS THE OFFICIAL DEPICTION OF THE SURVEYED LANDS DESCRIBED HEREIN AND WILL IN NO CIRCUMSTANCES BE SUPPLANTED IN AUTHORITY BY ANY OTHER GRAPHIC OR DIGITAL FORM OF THE SURVEY. CO. N N SURVEY O)NTROL POINT NAIL AND DISK "CIVILSURV TRAV PT" NORTHING= 1,058,949.441' EAS77NG = 710,698.943' ELEVATION = 27.97' 5' CONCRETE SIDEWALK BLOCK' 124 CURB INLET GRATE = 26.64' NORTH INVERT = N/A 15" RCP EAST INVERT = 20.11' 54" RCP WEST INVERT = 20.09' 54" RCP N FOUND BOLT 0.28' SOUTH SANT ARY MH 3 S SAN SAN - 37M z 00 N OH SThf ASPHALT PAVEMENT FOUND BOLT 28.77 rn TYPE F CURB c CONCRETE SIDEWALK SA.N \ CURB INLET WEST INVERT = 23.77' WEST PIPE 18" RCP EAST INVERT = 24.52' EAST PIPE 15" HDPE oo O 0 0 UNKNOWN RIM = 27.86' MANfTH INVERT = 22.69' 24" RCP NE INVERT = 22.69' 15" RCP SOUTH INVERT = 22.69' 24" RCP 6 STORM MANHOLE 26.89 BLOCK 123 SAN/ MANHOLE 3 p,S` 27.70' WEST INVERT = 21.00 10" STEEL. PIPE 0.477 INVERT = 19.17' 810 818E LEGAL DESCRIPTION Lots 1 through 12, Block 107, and also the 20 foot alley lying between Lots 1, 2, 3, 4, 5, 6, Block 107 and Lots 7, 8, 9, 10, 11, 12, Block 107, Okeechobee, as recorded in Plat Book 5, Page 5, Public Records of Okeechobee County, Florida. Containing 90,048 square feet, (2.07 acres), more or less. SURVEYOR'S NOTES 1.) North and the bearings shown hereon are based on Florida State Plane Coordinates, Florida East Zone utilizing Champion TKO GNSS RTK receivers and a network solution provided by the Florida Department of Transportation FPRN network. FPRN typically achieves an RTK accuracy of 1-2 cm horizontally and 2-3 cm vertically. For reference, the south line of Block 107 as shown on the plat of Okeechobee, recorded in Plat Book 5, Page 5, public records of Okeechobee County, Florida has bearing of North 89°51'33" East. 2.) Elevations shown are relative to North American Vertical Datum of 1988 (NAVD 88). 3.) There are no bearings shown on the plat of Okeechobee, recorded in Plat Book 5, Page 5, public records of Okeechobee County, Florida 4.) The Tax Parcel number and vesting deed information shown hereon were taken from the Okeechobee County, Florida Property Appraiser's office. 5.) An abstract of title was not performed by or nor furnished to CivilSury Design Group, Inc. Any easements or encumbrances that may appear as a result of said abstract is not certified hereon. 6.) Underground improvements, underground encroachments, underground foundations and/or underground utilities if any, were not located as a part of this survey, except as may be shown. 7.) The horizontal location of non -dimensioned features are plotted to scale, unless noted otherwise. 8.) An assessment of environmental concerns, if existent, was not performed as a part of this survey. 9.) Tree symbols shown hereon are not scale dependent. The size of tree, shown in inches adjacent to symbol, was obtained at breast height of trunk. 10.) Symbols shown within this drawing are not scale dependent. LEGEND SURVEY CONTROL POINT AS NOTED • FOUND CORNER AS NOTES O CALCULATED CORNER NO MONUMENTA T ION SET OR FOUND - (C) - F) -(8' C/L/F ID LB LS No. O.R. P.B. P.S.M. CALCULATED DIMENSION FIELD SURVEY DIMENSION RECORD PLAT DIMENSION CHAIN LINK FENCE IDENTIFICATION LICENSED BUSINESS UCENSED SURVEYOR NUMBER OFFICIAL RECORDS RAT BOOK PROFESSIONAL SURVEYOR AND MAPPER Sir) off sTM BURIED STORM UNE FENCE LINE AS NOTED OVERHEAD UTILITY LINE PARKING STRIPS c- ANCHOR CLEAN OUT FIRE HYDRANT WOOD STREET LIGHT POLE `Q, WOOD POWER POLE © SANITARY MANHOLE -o- SIGN x 28.1 SPOT ELEVATION © STORM MANHOLE 0 * 0 TREE AND SIZE AS NOTED C/0 0 WMp WVO WATER METER WATER VALVE OWELL WELL PREPARED UNDER THE DIRECTION OF CIVILSURV DESIGN GROUP, INC., LB 7805 BY: BRIAN C.KIERNAN, P.S.M. FLORIDA REGISTRATION No. 6101 CIVILSURV DESIGN GROUP, INC. FLORIDA REGISTRATION No. LB 7805 08/06/2018 DATE OF FIELD SURVEY NOT VALID WITHOUT THE ORIGINAL SIGNATURE AND SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. REVISIONS 9, LEGAL DESCRIPTION & SURVE 1- ti 00 Z~ � M () cc U g c m z 21 CD J ILI I) N� CX C) N N 0 0 m ❑ J (O O O O of co r 0 z U W 0 cca ❑ m z ❑ W 0 LU U CO 1- ❑ 0 11 r w -J 0 0 � co O 0 0 0 13 �0 0 0 N 0. 0 "8 Lc a0 0 o a N a L N o .E 9- a 2 a2 O CC am U d SHEET NO. 1 OF 1 Xref 1804_Xref Floor Plan.dwg12DELIVERY EXIT3 14 20 2,544 GSF (FUTURE) 2,544 GSF (FUTURE) DRIVE THRU ENTRY EXIT EXIT ENTRY 16 20 7 7 6 6 127'-0"15'-2"154'-0"15'-2"ENTRANCE 6 10 13 14,670 GSF NEW 1-STORY BLDG. PROJECT ‐ Okeechobee Tax Collector PREPARED BY ‐ Andy Burgess, Tampa Bay Lighting NOTES: ‐ All fixtures mounted at 25' AFG ‐ Templates illustrat 1 and 0.5 fc 0.6 0.6 0.7 0.8 0.8 1.0 1.1 1.2 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.1 1.0 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 0.7 1.2 1.3 1.5 1.6 1.7 1.7 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.7 1.7 1.7 1.6 1.5 1.4 1.3 1.2 1.2 1.3 1.4 1.6 1.8 1.9 1.8 1.6 1.8 2.0 2.1 2.2 2.2 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.2 2.2 2.1 2.0 1.8 1.7 1.5 1.5 1.6 1.8 2.2 2.5 3.0 3.1 1.9 2.3 2.6 2.8 3.0 3.0 3.0 2.9 2.8 2.7 2.7 2.9 3.0 3.0 3.0 3.0 2.7 2.6 2.3 1.9 1.7 1.6 1.7 2.0 2.5 3.1 3.8 4.6 2.1 2.7 3.3 3.7 3.9 3.7 3.4 3.1 3.0 3.0 3.2 3.5 3.8 4.0 3.9 3.5 3.1 2.5 2.1 1.8 1.8 1.8 2.0 2.5 3.9 4.3 2.2 3.0 3.8 4.2 4.4 4.2 3.6 3.2 3.1 3.2 3.4 3.9 4.3 4.4 4.3 4.1 3.5 2.7 2.1 1.9 1.8 1.8 2.1 2.7 4.5 4.8 4.0 4.5 4.8 4.4 3.9 3.3 3.2 3.2 3.5 4.2 4.6 5.0 4.9 4.3 3.7 2.8 2.2 1.9 4.9 5.2 2.2 3.1 4.0 4.4 4.7 4.4 3.8 3.3 3.2 3.2 3.5 4.1 4.5 4.8 4.7 4.3 3.7 2.8 2.2 1.9 1.8 1.9 2.1 2.6 3.3 4.1 4.2 2.2 2.9 3.6 4.0 4.2 4.2 4.0 3.6 3.2 3.1 3.1 3.3 3.8 4.2 4.3 4.1 3.9 3.4 2.6 2.1 1.9 1.8 1.9 2.1 2.5 3.2 3.9 4.7 2.1 2.6 3.1 3.5 3.6 3.6 3.5 3.2 3.0 2.9 2.9 3.1 3.4 3.5 3.7 3.6 3.3 2.9 2.5 2.0 1.8 1.7 1.7 2.0 2.4 2.8 3.4 1.8 2.2 2.4 2.6 2.7 2.7 2.7 1.5 1.5 1.7 1.9 2.2 2.4 1.4 1.6 1.8 1.9 2.0 2.1 2.1 2.1 2.2 2.2 2.2 2.2 2.1 2.1 2.1 2.0 1.9 1.8 1.7 1.5 1.3 1.2 1.2 1.2 1.3 1.4 1.4 1.2 0.5 1.1 1.2 1.4 1.5 1.6 0.7 0.9 1.0 1.1 0.5 0.6 0.8 0.8 0.9 0.9 0.6 0.7 0.8 0.8 0.8 0.8 1.1 1.3 1.3 1.1 1.0 0.9 2.2 2.2 1.9 1.6 1.3 1.0 3.4 3.0 2.5 2.0 1.5 1.1 4.5 3.6 2.9 2.1 1.6 2.9 2.1 5.0 4.5 3.3 2.2 1.5 1.0 5.1 4.6 3.4 2.2 1.5 1.0 4.2 3.8 2.9 2.1 1.5 1.1 4.5 3.6 2.9 2.1 1.5 1.1 3.5 3.0 2.4 1.9 1.4 1.0 2.2 2.1 1.8 1.5 1.2 0.8 1.1 1.0 0.5 0.5 Fixture Lumens Watts 2 G245W GLEON‐AF‐04‐LED‐E1‐5WQ D180 0.912 N.A.25291 450 FIXTURE SCHEDULE Symbol Qty Type Fixture Arrangement LLF Lamp Lumens 2 G144S GLEON‐AF‐05‐LED‐E1‐SL4‐HSS SINGLE 0.912 N.A.24145 279 Avg Max Min Max/Min Avg/Min Units CalcType Grid Z PtSpcLr PtSpcTb Parking and Drive 2.42 5.2 0.5 10.40 4.84 Fc Illuminance 0 10 10 CALCULATION SUMMARY Label PROPOSED LOCATION FOR POWER CO. PAD MTD. TRANSFORMER ArborBrace Tree Guying System (305) 992-4 104 ArborAnchor ArborAnchor driven below grade to necessary depth determined by soil. (1 .5 to 2.5 feet as required) Arborbrace Tree Guying Specifications: ATG -R For up to 4" Caliper Trees (3) Polypropylene guylines 3/4" X 12'=800 Ib test, olive drap, UV resistant (3) Nickel plated spring cam -lock tension clips (3) Arrowhead Nylon Anchors (4" X 3-3/4") Arborbrace Tree Guying Specifications: ATG -J For up to 6" Caliper Trees (3) Polypropylene guylines 1" X 12'=1,000 Ib test, olive drap, UV resistant (3) 1-1/4" Nickel plated, non -rusting spring cam -lock tension clips (1 ,500 Ib break strength) (3) Arrowhead Nylon Anchors (5-1/2" X 4-1/2") Tension Buckle Loop loose end of webbing around leading branch of tree. Tie 1/2 knot onto backside of buckle. Pull buckle towards ArborAnchor to tension line. GUY LINE LCH UNK NEW PLANTING SOIL BACKFILLED TO CREATE WATERING RING EXISTING SOIL • i�� T-AAV, A y1G�1�G - yo .' ` I�l��`'`!� ' Y .. ::off , I PLANTING HOLE 2X DIAMETER OF ROOTBALL LARGE TREE DETAIL MULCH, 3" MIN., 1" OVER ROOTBALL TYP. SOIL BERM TO HOLD WATER, 6" TYP. THREE 2"X4"X8' STAKES Scale: N.T.S. L o1 NYLON STRAPPING KIT WITH 10 GUAGE WIRE, GUY TO STRONGEST TRUNK AT CENTER PREPARE PLANTING SOIL AS SPECIFIED NOTE: CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION MULTI TRUNK TREE DETAIL 6" CLEAN COURSE BUILDERS SAND NOTE: CONTRACTOR SHALL ASSURE PERCOLATION OF ALL PLANTING PITS PRIOR TO INSTALLATION Scale: N.T.S. L -o1 wA MULCH, 3" MIN., 1" OVER ROOTBALL TYP. SOIL BERM TO HOLD WATER, G" MIN. SHRUB DETAIL L-001 Scale: N.T.S. PREPARE PLANTING SOIL AS SPECIFIED Pn this arra Iv I2 26 CONST. 101 LF R f'4" PCP 29 [Ja ED Sb 2 1Ja Sb I2 OF 15" RCP 2 Sec, 90-532, Pequired landscaping, DATE ISSUED AS I used to satisfy the requirements parking and vehicular use areas In landscapebuffer areas for landscapin, ( section 90-533 in and 2 (section 90-534) , Use Pegulrment 09.18.18 All other uses (not residential, adult/ assisted living facilities, nursing home) At least one tree and shrubs shall be plante, every 3,000 square of' lot area, excluding hree for eet :real SITE PLAN REV Building 'rea - 14297 / 5,000 - 50 trees Peguired DD DOCS. 6 52 trees Provided 90 Peguired fd 1"axodium shrubs 214 shrubs Provided 12 5Hf?U135 5ec. 90-53. Landscaping requirements for parking and ve icular use areas. Ua -I -2 At least 18 square fe.t of landscaped area fo required parking space, each 11 56 required 5p.ces Magnolia 56 x 18 - 648 ,f landscapincPeguired At least one tree for 72 square feet o required landscaped each ;r. -ea. 28,002 'f IandscapintProvided Th Tabebuia 648 / 72 - 9 trees I:eguired 52 trees Provided 5ec 90-54O, Native drought tolerant plant materials regul ed, At least 75% of' the otal number of plants required shall be state native very drought tolerant species, 3 Mc I6 6 dlU••i I•U•••••••ai••••••III' •■■I% O ED 4'lII►111R00.i.i.i0 OM.i \I\IWI\I\I\I\I\I\I\I\I\7ati �y\ p�p•;�\1 Il�I��I� III�Il�Il�Il�Il�Il�I�mm�Ilmm�I1 "/� Mr \V \I" wwwNI,wwwww1111, /, If I9 Iv 5 Pn this 3 Th area Vc 2 Th / Md 2 M 2 c Th Vc 519 2 3 CONST. 29 LF 19" X 30 ERCP CONS -i . 29 EF OF 19" X 30" ERCP P2 3 CONE. 100 LF OF 24" RCP Pn — llllllllllllllllll� jiiiiiiiiF �lllllllllj 11119111n111n!!� 19IIIIIIIIIIII1191 Nummum immion III'I'I'III\I6I6I'I `►\6\ P4111111111NN‘Nr4N,11 N111 AL\LL6LLi. a6. 4, sss's s ::::::::1:3:: :::::::::1:3,1111111‘949‘1411 . ®�a�1®1►\,` 2611:69:11T7 IIINI!IllIhb ®I iHHHi1HHI'UiULAi!IIUU /III23IIII a 1. this area —FUTURE -- EXPANSION 2544 SQFT Pn this Th area 7 Vc 512 2 3 lv 4 v 5 4 !IIIUIEIIIU n ooII IlQu,.1n11n1, JpIlil otil „ V c I9 Mc 27 LANDSCAPE 7 Pn disturbed area this e SCALE: 1/20"=1'-0" NOTh5: -ALL Pr125 TO Br MULCHr12 - MULCH TO Pr LOCALLY HAP.VP5T12 PINF 13AK MULCH - 5" INCHr5 THICK -PLANTS TO Pr WAP.PANTh12 r01: Olt YAP. PPOM SUP5TAN11AL COMPLP110N -ALL PLANT MATPIAL SHALL Pr Fkrr OF 12AMAGF, 1215PASP, Pr STS, 511:P55 ANI217POUGHT, -ALL PLANT MATPIAL TO Pr MLOPII2A NUMBPP # 1 Op 13 1 Tht, -ALL PLANT MATPPIAL TO Pr WATPPr17 APPP0PPIAThLY PrrOPr, t7UPING ANt2 AP1tP INSTALLA110N, -PAHIA 5012 TO BP LAIt7 WITHIN LIMIT OP CON5fl UC110N/ LIMIT OP 5012 POUN12APY HNF ANI2 TO Pr A►2PQUAThLY WATh1Pf2 FOP rSTAPLISHMPNT ANI715 PP5PON5IPILI1Y OF CONT1.ACTOP, 7 PLANT 5CHFPULP DATE ISSUED AS I 1 08.30.18 SD DOCS. 2 fPPP5 SYMBOL 3 09.18.18 COMMON NAM 5IZF QUANI1'Y SITE PLAN REV 5 11.07.18 DD DOCS. 6 02.12.19 90% CD'S fd 1"axodium distichum Cypress, Bald 12 5Hf?U135 Ua Ulmus americana var. floridana PIm, Florida 11 Mg Magnolia grand ifl ora Magnolia, Southern I Th Tabebuia heterophylla Pink Trumpet free 8 focal frees 32 GPA55 If Illicium floridanum Florida -Anise 3 gal, 36" oc 97 Iv Ilex vomitoria 'Nana' Holly, 17warf Yaupon 5 gal, 36" oc 117 Total Shrubs 214 5012 Mc Muhlenbergia capillaris Muhly Grass 3 gal. 42" oc 117 5b Spartinia bakerii 5partinia 3 gal. 42" oc 211 PN Papa um notatum Bahia As shown on plan 111.11 lemma 1 ®STRAUGHN TROUT ARCHITECTS 2005 E. Edgewood Drive Lakeland, Florida USA 33803-3601 PH: [863] 665-6205 FX: [863] 665-6206 StraughTrout.com ©CONFIDENTIAL COPYRIGHT 2016 STRAUGHN TROUT ARCHITECTS, LLC FLORIDA LICENSE # M0002278 PURSUANT TO SECTION 102 OF THE COPYRIGHT ACT, 17 U.S.C., ALL CONCEPTS IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS INDICATED OR REPRESENTED BY ANY DOCUMENT PRODUCED BY STRAUGHN TROU ARCHITECTS, LLC (STA), ARE COPYRIGHTED BY STA, AS SUCH ALL CONCEPTS IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS INDICATED 0 REPRESENTED BY ANY DOCUMENT ARE OWNED BY AND THE PROPERTY OF STA AND WERE CREATED, EVOLVED AND DEVELOPED FOR ITS OWN USE. NONE OF THE IDEAS, DESIGNS, ARRANGEMENTS, OR PLANS SHALL BE USED BY 0 DISCLOSED TO ANY PERSON, ARCHITECTURAL OR ENGINEERING FIRM CONSTRUCTION FIRM, SUBCONTRACTING FIRM, SUPPLIER, OR CORPORATIO FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN PERMISSION OF STRAUGHN TROUT ARCHITECTS, LLC. PURSUANT TO SECTION 102 OF TH COPYRIGHT ACT, 17 U.S.C., PROTECTION FOR AN ARCHITECTURAL WOR CREATED AS A WORK MADE FOR HIRE ON OR AFTER DECEMBER 1,1990, LAST FOR 95 YEARS FROM THE DATE OF PUBLICATION OF THE WORK OR FOR 12 YEARS FROM THE DATE OF CREATION OF THE UNPUBLISHED PLANS WHICHEVER TERM IS LESS. WARNING: REPRODUCTION HEREOF ISA CRIMINAL OFFENSE UNDER SECTION 102 OF THE COPYRIGHT ACT, 17 U.S.C.; 16 U.S.C. SEC. 506. UNAUTHORIZED DISCLOSURE MAY CONSTITUTE TRADE SECRET MISAPPROPRIATION IN VIOLATION OF I.C.24-2.31-1 ET. SEQ. AND OTHER LAWS. THE CONCEPTS, IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS DISCLOSED ARE COPYRIGHTED AND HEREIN MAY BE PATENTED OR BE THE SUBJECT OF PENDING PATENT APPLICATION. ANYONE VIOLATING THE INTENT OF THIS COPYRIGHT PROTECTION WILL BE PROSECUTED TO THE FULL EXTENT OF THE FEDERAL STATE AND LOCAL LAWS. WRITTEN DIMENSIONS ON THESE DOCUMENTS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB AND THIS OFFICE MUST BE NOTIFIED OF ANY VARIATION FROM THE DIMENSIONS AND CONDmONS SHOWN BY THESE DRAWINGS. SHOP DRAWINGS AND OR DETAILS MUST BE SUBMITTED TO THE ARCHITECT FOR REVIEW BEFORE PROCEEDING WITH FABRICATION. w Z U 00 w J lm �Q/ - w ^ LI- 'I m o >- ow H L11fl 0 U C) J Z Q w0J Z X m OKEECHOBEE, FLORIDA 34972 [STA PROJECT #: 1804 [PROJECT MGR.: KM # DATE ISSUED AS I 1 08.30.18 SD DOCS. 2 09.06.18 SD DOCS. REV. 3 09.18.18 SD DOCS. REV. 4 09.18.18 SITE PLAN REV 5 11.07.18 DD DOCS. 6 02.12.19 90% CD'S 7 03.26.19 100% CD'S LANDSCAPE PLAN L010 ®DIFFUSER BUG CAP: RAIN BIRD DBC -025 ®UNIVERSAL Y" TUBING STAKE: RAIN BIRD TS -025 OW DISTRIBUTION TUBING: RAIN BIRD XQ TUBING (LENGTH AS REQUIRED) ®TOP OF MULCH 0 SINGLE—OUTLET BARB INLET X BARB OUTLET EMITTER: RAIN BIRD XERI—BUG EMITTER ®X" POLYETHYLENE TUBING: RAIN BIRD XF SERIES TUBING OR RAIN BIRD XT -700 XERI—TUBE OR RAIN BIRD XBS BLACK STRIPE TUBING O FINISH GRADE NOTES: 1. USE RAIN BIRD XERIMAN TOOL XM—TOOL TO INSERT EMITTER DIRECTLY INTO JS" POLYETHYLENE TUBING. 2. RAIN BIRD XERI—BUG BARB X BARB EMITTERS ARE AVAILABLE IN THE FOLLOWING MODELS: XB-05PC 0.5 GPH XB-10PC 1.0 GPH XB-20PC 2.0 GPH XERI-BUG WITH TUBING FINISH GRADE UNDISTURBED SOIL TRENCHING DETAIL (USE CODE DEPTHS, IF GREATER) 3/4"x18" FLEX PVC PVC TEE ffm[(`A PVC LATERAL LINE FINISH GRADE X3/4" PVC ST STREET ELL POP-UP ROTOR HEAD IRRIGATION LEGEND MAINLINE LATERALS SLEEVE 6 Seris VAN Ralnblyd 6 Seris VAN Ralnblyd 8 Sens VAN Ralnblyd 8 Sens VAN Ralnblyd 3504 Seriss Nozzle Ralnblyd 2" PR- 160 PVC CLASS 200 (SIZE AS NOTED) SCHEDULE 40 PVC (SIZE AS NOTED) DRIP ZONES 3 4 6 9 PLANT # OF DRIP EMITTERS TYPE OF EMITTER Trees 2 Shrubs Grasses XBT-20PC Ralnblyd XBT- I OPC Ralnblyd XBT-05PC Ralnblyd \) ,, 5 t ST' == 7 • 1/2 VL \T STR 12' 3/4' \ \I 3/ ri-A-.FatTilTell.-J _xi IN !I 1-4301*.a.-"vosimP Iii lio #*1###* iii*k *►06.1:11;4617:0;tt * #,c; v I/ 3/4' rris agt 1000111r 6747_ T.T41. rvl I/4 OH //e / A RRIGATION CIN -ROLLER TH S .- /4' WATER METER 1/ 3/4' imiumiummium ion INI� \\\Nss \\\ sAL6 6\61 1 \ \\\ M1144141 19 7191911414141 :\\\ \\ 1;6\ \\\ G\\\ I \� /111144144141`, 1,1141414141V \iw\�\6\► ��1' ► ALkL %\`\\`l\ \malq�1\\\\§� \\\\\\\�\\\�\; ®�� %x\114 \104\4\\\ 7\\\►\1\N\1\1► _4k6616\i.6000X66 1 %\L11 7116\,\1 II\%\\\\\\\\\\""1 I %II\I\\�� \`I� II S1171*64§0§§§ \\\\\\ FreA To 11RliO 'to 46\\ \6\6\6\6\11L6\11\6\61x1 iIUh1i1DIi11I11i1i1H r4141414NINIII N414141441 �00000000000o`0000000000lo \\\\\ 6\\\\\ 466L 611 kNk W.6a4 miUHHhlilIiIIlilflUii4 EMI Kill 11111Bal EMI II p ------ — -- ----,s�r�rE.rss�srrrrrrrin, grrsrsslp_.",rarszsfit_r „ I. a dbNip „Top 0 P SCALE: 1/20"=I -O" OH OH 7 7 7 7 NOTES: BAHIA SOD TO BE WATERED IN UNTIL ESTABLISHED AND MAINTAINED. ALL SOD AND PLANTS ON SITE TO BE WATERED IN UNTIL ESTABLISHED AND MAINTAINED. ALL SOD AND PLANTS TO BE WATERED ON A PROPER SCHEDULE FOR THE LOCAL FLORIDA CONDITIONS. ALL IRRIGATION PIPING TO BE PINK SCHEDULE 40 PIPE OR PERFORATED DRIP IRRIGATION MANIFOLD. CONTRACTOR TO VERIFY PIPE SOURCE SIZE , FLOW VOLUME, FLOW RATE CONTROL BOX TO BE INSTALLED ON BUILDING AND LOCKED CONTRACTOR TO DETERMINE WATER SCHEDULE IRRIGATION AND IRRIGATION PARTS TO BE INSTALLED AT INDUSTRY STANDARD MAINLINE TO BE BURIED AT PROPER DEPTH OF 18" OR MORE MAINLINES ARE TO BE SLEEVED AT THE EDGES , UNDER ALL WALKS, DRIVES, CONCRETE, ASPHALT, PAVERS LATERALS LINES CAN BE PVC OR POLYETHYLENE IRRIGATION PIPE AND MUST HAVE PROPER ADAPTORS FOR SUB LATERALS AND DRIP LINES CONTRACTOR TO INSTALL PROPER DRIP TUBING AND EMITTORS TO EACH INDIVIDUAL PLANT REFER TO INDUSTRY STANDARDS SCHEDULE FOR GPH EMITTERS FOR DIFFERENT SPECIFIC PLANTS LATERALS AND DRIPLINES ARE NOT TO BE BURIED IN BEDS THEY ARE TO BE COVERED WITH 3" OF MULCH AS PRESCRIBED FOR PLANTS ON THE PLANTING PLAN LATERALS ARE TO BE STAKED DOWN EVERY THREE FEET FLUSH VALVES TO BE INSTALLED AT END OF EVERY LATERAL LINE BACK FLOW, PRESSURE REGULATOR AND RAIN SENSOR TO BE INSTALLED NOTE: ALTERNATIVE MATERIALS, SUCH AS C-900 PVC, HDPE, OR DUCTILE IRON PIPE WILL ALSO BE CONSIDERED, IF PROPERLY SUBMITTED FOR APPROVAL. COVER ENDS AND STAKE LOCATION OR STUB UP WITH PIPE\I-i MARK BACK i I OF CURB I I 31"(OR CODE DEPTH, IF GREATER) L24" SCH.40 SOLVENT -WELD PVC (CEMENT JOINTS - USE PVC CLEANER AND PRIMER) SLEEVING DETAIL (REQUIREMENTS VARY - CHECK CODES FIRST) jll II'r'11'I'I Ilil�tl �dl,I:tl DRI -SPLICE CONNECTORS EXPANSION/ PVC COUPLING W/BUSHING FINISH GRADE Ad1114tl!sil 10" ROUND REINF. PLASTIC VALVE BOX SCH.80 PVC / TT ELL IMININ OM a I% • 1 6" PEA GRAVEL / PVC MAIN LINE PVC SCH.80 NIPPLE ST PVC TEE ELECTRIC CONTROL VALVE JUNCTION TEE W/3 -WIRE ARRESTOR CONTROLLER ELECTRICAL CONDUIT PVC CONDUIT GROUND ROD �24V WIRING TO VALVES 120V POWER WIRING WALL -MOUNT CONTROLLER (ALL WIRING SHALL CONFORM TO ELECTRICAL CODES) IRRIGATION PLAN IS PRESCRIPTIVE STANDARD DESIGN ONLY CONTRACTOR HAS AUTHORITY AND DISCRETION TO SUBSTITUTE DESIGN AND INSTALL A DIFFERENT SYSTEM OR MODIFY THIS SYSTEM, THE END RESULT BEING THAT PLANTS ARE ADEQUATELY WATERED TO INDUSTRY STANDARDS AND ESTABLISHED 1111 5 I ®STRAUGHN TROUT A R C H I T E CT S 2005 E. Edgewood Drive Lakeland, Florida USA 33803-3601 PH: [863] 665-6205 FX: [863] 665-6206 StraughTrout.com ©CONFIDENTIAL COPYRIGHT 2016 STRAUGHN TROUT ARCHITECTS, LLC FLORIDA LICENSE # M0002278 PURSUANT TO SECTION 102 OF THE COPYRIGHT ACT, 17 U.S.C., ALL CONCEPTS IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS INDICATED OR REPRESENTED BY ANY DOCUMENT PRODUCED BY STRAUGHN TROU ARCHITECTS, LLC (STA), ARE COPYRIGHTED BY STA, AS SUCH ALL CONCEPTS IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS INDICATED 0 REPRESENTED BY ANY DOCUMENT ARE OWNED BY AND THE PROPERTY OF STA AND WERE CREATED, EVOLVED AND DEVELOPED FOR ITS OWN USE. NONE OF THE IDEAS, DESIGNS, ARRANGEMENTS, OR PLANS SHALL BE USED BY 0 DISCLOSED TO ANY PERSON, ARCHITECTURAL OR ENGINEERING FIRM CONSTRUCTION FIRM, SUBCONTRACTING FIRM, SUPPLIER, OR CORPORATIO FOR ANY PURPOSE WHATSOEVER WITHOUT THE WRITTEN PERMISSION OF STRAUGHN TROUT ARCHITECTS, LLC. PURSUANT TO SECTION 102 OF TH COPYRIGHT ACT, 17 U.S.C., PROTECTION FOR AN ARCHITECTURAL WOR CREATED AS A WORK MADE FOR HIRE ON OR AFTER DECEMBER 1,1990, LAST FOR 95 YEARS FROM THE DATE OF PUBLICATION OF THE WORK OR FOR 12 YEARS FROM THE DATE OF CREATION OF THE UNPUBLISHED PLANS WHICHEVER TERM IS LESS. WARNING: REPRODUCTION HEREOF ISA CRIMINAL OFFENSE UNDER SECTION 102 OF THE COPYRIGHT ACT, 17 U.S.C.; 16 U.S.C. SEC. 506. UNAUTHORIZED DISCLOSURE MAY CONSTITUTE TRADE SECRET MISAPPROPRIATION IN VIOLATION OF I.C.24-2,31-1 ET. SES. AND OTHER LAWS. THE CONCEPTS, IDEAS, DESIGNS, ARRANGEMENTS, DRAWINGS, AND PLANS DISCLOSED ARE COPYRIGHTED AND HEREIN MAY BE PATENTED OR BE THE SUBJECT OF PENDING PATENT APPLICATION. ANYONE VIOLATING THE INTENT OF THIS COPYRIGHT PROTECTION WILL BE PROSECUTED TO THE FULL EXTENT OF THE FEDERAL STATE AND LOCAL LAWS. WRITTEN DIMENSIONS ON THESE DOCUMENTS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. CONTRACTORS SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB AND THIS OFFICE MUST BE NOTIFIED OF ANY VARIATION FROM THE DIMENSIONS AND CONDITIONS SHOWN BY THESE DRAWINGS. SHOP DRAWINGS AND OR DETAILS MUST BE SUBMITTED TO THE ARCHITECT FOR REVIEW BEFORE PROCEEDING WITH FABRICATION. U ew0 wUm CO J LLJ (1)7_, w n0- LI -Io < D fY a-0® U J Z 0 wOJ Z U X m OKEECHOBEE, FLORIDA 34972 [STA PROJECT # : 1804 [PROJECT MGR.: KM # DATE ISSUED AS I 1 08.30.18 SD DOCS. 2 09.06.18 SD DOCS. REV. 3 09.18.18 SD DOCS. REV. 4 09.18.18 SITE PLAN REV 5 11.07.18 DD DOCS. 6 02.12.19 90% CD'S 7 03.26.19 100% CD'S IRRIGATION PLAN 1010 Pop.4,225OKEECHOBEECOUNTYOKEECHOBEEAIRPORT1. ALL INDEX REFERENCES IN THIS SET OF PLANS REFER TO F.D.O.T. "STANDARD PLANS" DATED 2018-19.2. GOVERNING SPECIFICATIONS STATE OF FLORIDA, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION DATED JANUARY 2018 AND SUPPLEMENTS THERETO IF NOTED IN THE SPECIAL PROVISIONS FOR THIS PROJECT.3. ATTENTION IS DIRECTED TO THE FACT THAT THESE PLANS MAY BEEN REDUCED IN SIZE BY REPRODUCTION THIS MUST BE CONSIDERED WHEN OBTAINING SCALED DATA.4. UNDERGROUND UTILITIES: THE LOCATIONS OF UNDERGROUND UTILITIES AS SHOWN ON THE PLANS HAVE BEEN OBTAINED BY FIELD SURVEYS AND SEARCHES OF AVAILABLE RECORDS. IT IS BELIEVED THAT THIS DATA IS ESSENTIALLY CORRECT. HOWEVER, THESE PLANS DO NOT GUARANTEE THEIR ACCURACY OR COMPLETENESS. THE CONTRACTOR WILL BE REQUIRED TO VERIFY THE EXACT LOCATION OF EACH FACILITY WITH THE UTILITY COMPANY WHEN THE POTENTIAL EXISTS FOR INVOLVEMENT AND SHALL TAKE DUE CARE IN ALL PHASES OF THE CONSTRUCTION TO PROTECT ANY SUCH FACILITIES WHICH MAY BE AFFECTED BY THE WORK. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE.PROJECT LOCATIONPROJECT LOCATIONOKEECHOBEE COUNTYBOARD OF COUNTY COMMISSIONERSOKEECHOBEE, FLORIDAOKEECHOBEE COUNTY PROPERTYAPPRAISER, TAX COLLECTOR, AND PROJECT No 164001004INDEX OF PLANSSHEET NO.SHEET DESCRIPTION G-1COVER SHEET C-1 GENERAL CIVIL NOTES C-2SITE AND UTILITY PLAN C-3GRADING AND DRAINAGE PLAN C-4CROSS SECTIONS C-5STRUCTURE INFORMATION/DETAILSC-6 - C-8DETAILSC-9 - C-14SUBSURFACE DRAINAGEBOARD OF COUNTY COMMISSIONERSDISTRICT 1DAVID E. HAZELLIEFDISTRICT 2BRYANT H. CULPEPPERDISTRICT 3BRADLEY G. GOODBREADDISTRICT 4TERRY W. BURROUGHSDISTRICT 5KELLY OWENSENGINEER OF RECORDCRAIG R. FULLER P.E.P.E.No656052525 Drane Field Rd. Suite 7 Lakeland, FL 33811 Tel: 863-646-4771100% PLANSDATE: 03/2019KNOW WHAT'S BELOWALWAYS CALL 811BEFORE YOU DIGIt's fast. It's free. It's the law.www.callsunshine.comDRIVERS LICENSE (PATCDL) OFFICE Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:35:03 AM, DWG To PDF.pc3 N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)±20' SETBACK20' SETBACK Feet02040Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:35:39 AM, DWG To PDF.pc3 N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)N.W. 4th STREET-(F) TENTH STREET-(P)N.W. 2nd AVENUE-(F) KISSIMMEE STREET-(P)N.W. 5th STREET-(F) ELEVENTH STREET-(P)N.W. 3rd AVENUE-(F) MIAMEE STREET-(P)Feet02040 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:36:16 AM, DWG To PDF.pc3 2"4"1'-0"VARIES6"1'-0"6"Wall Depth Varies (15' Max.)#4 Bars@ 12" Ctrs.#4 Bars@ 11" Ctrs.GrateHoriz. Wall Reinf.(See Table 2)Center Of BoxSta./Offset LocationEyeboltSee Index 425-001PLANSECTION5'-5" C-I-P5'-1" Precast214"C-I-PPrecast8"6"4'-1"4'-1"3'-1"3'-1" 6" 8"8"6"4'-1" Precast4'-5" C-I-P214"8" 6" C-I-P Precast 6"8" 2"Cl.3"Cl.4'-1"5'-5" C-I-P5'-1" Precast2"534" C-I-P334" Precast534" C-I-P334" PrecastPrecastC-I-P Wall Depth Varies (15' Max.)#4 Bars@ 12" Ctrs.#4 Bars@ 11" Ctrs.GrateHoriz. Wall Reinf.(See Table 2)Center Of BoxSta./Offset LocationEyeboltSee Index 425-001PLANSECTION5'-5" C-I-P5'-1" Precast214"C-I-PPrecast8"6"4'-1"4'-1"3'-1"3'-1" 6" 8"8"6"4'-1" Precast 4'-5" C-I-P 214"8" 6" C-I-P Precast 6" 8" 2"Cl.3"Cl.4'-1"5'-5" C-I-P5'-1" Precast2"534" C-I-P334" Precast534" C-I-P334" PrecastPrecast C-I-P 2" OF SP 9.5 SURFACE4" OF SP 19.5 BASE12" OF STABILIZEDSUB BASEZ:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:36:45 AM, DWG To PDF.pc3 (15' Max.)Wall Depth Varies #4 Bars@ 12" Ctrs.#4 Bars@ 12" Ctrs.GrateCenter Of BoxSta./Offset LocationEyeboltSee Index 425-001PLANSECTION3'-4" C-I-P3'-0" Precast8" 6" 3'-1" 3'-1"214"C-I-PPrecast8"6"2'-0"2'-0"8"6"214"4'-5" C-I-P4'-1" Precast C-I-P Precast 8" 6"3'-4" C-I-P3'-0" Precast2'-0"2"3" Cl.2" Cl.8"6"534" C-I-P334" Precast534" C-I-P334" PrecastPrecastC-I-P TYPE CApprox. Weight 235 Lbs.2'-4"11"11"2"2"2"21 8"212"3'-0"21 2"112"2"112"2"2'-4"3 4"13 4"3'-0"℄ Inlet Type 4 Symmetrical About ℄℄ InletSee Slab ReinforcingDetail This Sheet5" Ø ConcreteSupport Post2' Dia. CoverF.L. Of GutterSta./Offset LocationSECTION BB (INLET TYPE 4 SYMMETRICAL ABOUT ℄)PLAN (INLET TYPE 4 SYMMETRICAL ABOUT ℄)INLETS TYPES 3 AND 4BABA6" 6"Trans.3'-0"Gutter6'-0"3'-0"10" 6" 4"For As C. & G.To Be PaidLimits Of Inlet Construction9'-0"3'-0"6'-0"6' Rad.6"4 ' - 0 " D i a . 3 ' - 6 " D i a . O r 6 "6"4'-0" 6"1'-6"To Be PaidFor As C. & G.6" 6" 10"3'-0"Trans.GutterGENERAL NOTES1.The finished grade and slope of the inlet topsare to conform with the finished cross slopeand grade of the proposed sidewalk and/orborder.2.When inlets are to be constructed on a curve,refer to the plans to determine the radius and,where necessary, modify the inlet detailsaccordingly. Bend steel when necessary.3.All steel in inlet top shall have 114" minimumcover unless otherwise shown. Inlet tops shallbe either cast-in-place or precast concrete.4.For precast units the rear wall and apron maybe precast as a separate piece from the topslab. Provide a minimum of 7 ~ #4 dowels inaccordance with Index No. 201 "OPTIONALCONSTRUCTION JOINTS".5.For supplemental details see Index No. 425-001.6.Only round concrete support post will beacceptable.7.These inlets are designed for use withstandard curb and gutter Types E and Type F.Locate inlet outside of pedestrian crosswalks.8.For structure bottoms see Index No. 425-010.9.Inlet to be paid for under the contract unitprice for inlets (Curb) (Type_), Each.SILT FENCE DETAILSILT FENCE DETAILN.T.S.N.T.S.Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:37:47 AM, DWG To PDF.pc3 OTHER PIPESHORIZONTALSEPERATIONCROSSING (1)JOINT SPACING @CROSSINGS(FULL JOINT CENTERED)STORM SEWER,STORMWATER FORCE MAIN,RECLAIM WATER (2)VACUUM SANITARYSEWERGRAVITY OR PRESSURESANITARY SEWER,SANITARY SEWERFORCEMAINRECLAIM WATER (4)ON-SITE SEWAGETREATMENT & DISPOSALLOCATION OF PUBLIC WATER SYSTEM MAINS IN ACCORDANCE WITH F.A.C. RULE 62-555.314Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:38:11 AM, DWG To PDF.pc3 TYPE DCONCRETE CURB34" R6"2"R18"6"8"Note:For use adjacent to concrete or flexible pavement, concreteshown. Expansion joint, preformed joint filler and joint seal arerequired between curbs and concrete pavement only, see Sheet 2.Joint SealConc. Pavt.12" Exp. Joint AndPreformed Joint Filler64460.02Varies (See Sheets 3 & 4)SIDEWALK WITHOUT UTILITY STRIP4Min.Drop CurbG DGA 1 4 Min. Option BSidewalk Flare Option ASidewalk Flare5Min.Match Driveway Flare45°LONGITUDINAL SECTIONSAWED JOINTS120' Max.30' Max.30' Max.30' Max.ADDDDDEDDFDDA120' Max.SIDEWALK JOINTSGENERAL NOTES:LEGEND:Rigid Structure125555555555124"A- 12" Expansion Joints (Preformed Joint Filler) between the sidewalk and; driveways, sidewalk-intersections, and all other fixed objects (e.g. drainage inlets and utility poles).B- 18" Dummy Joints, TooledC- 18" Formed Open JointsD- 316" Saw Cut Joints, 112" Deep (within 96 hours) Max. 5' CentersE- 316" Saw Cut Joints, 112" Deep (within 12 hours) Max. 30' Centers Joint(s) Required When Length Exceeds 30'F- 12" Expansion Joint When Run Of Sidewalk Exceeds 120'. Intermediate locations when called for in the plans or at locations as directed by the Engineer.G- Cold Joint With Bond Breaker, Tooled1. Construct sidewalks in accordance with Specification 522.Use 6" concrete for Sidewalks and Curb Ramps Locatedwithin Curb Returns (See Plan View). Install all otherconcrete with thickness as shown, unless otherwise detailedin the Plans.2. Include detectable warnings on sidewalk curb ramps inaccordance with Index 522-002.3. For Driveways see Index 522-003.4. Bond breaker material can be any impermeable coated orsheet membrane or preformed material having a thickness ofnot less than 6 mils not more than 12".5. Construct sidewalks with Edge Beam through the limits ofany surface mounted Pedestrian/Bicycle Railing or PipeGuiderail shown in the plans. (See RAILING DETAIL)0.02 Max.SidewalkVaries (6' Min.)SECTION B-BZ:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:43:13 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:43:44 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:44:06 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:44:28 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:44:47 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:45:15 AM, DWG To PDF.pc3 Z:\Projects\164 - Straughn Trout Architects\001004 - OKEECHOBEE PROPERTY APPRAISER AND TAX COLLECTOR BUILDING\Civil\Drawings\164001004_Design_R4 Color change.dwg, 4/23/2019 8:45:32 AM, DWG To PDF.pc3