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2023-06-15 V. A. #23-003-TRC, Traffic Study dtd 2/2023PARK STREET COMMERCE CENTER TRAFFIC STUDY OKEECHOBEE COUNTY, FLORIDA February 2023 BUCKHOLZ TRAFFIC BUCKHOLZ TRAFFIC 3585 KORI ROAD JACKSONVILLE, FLORIDA 32257 (904) 886-2171 jwbuckho1z@ao1xom February 17, 2023 Mr. Johnny Herbert IV, P.E. American Civil Engineering Company 207 N. Moss Road / #211 Winter Springs, Florida 32708 Re: Park Street Commerce Center Traffic Study Dear Mr. Herbert: Attached is the completed traffic study. If there are any questions or comments regarding this study, please contact me. Sincerely, Digitally signed by Jeffrey W. Buckholz DN: cn=Jeffrey W. Buckholz, o=BUCKHOLZ TRAFFIC ENGINEERING, ou, emai1=jwbuckho1z@ao1.c L ^` om, c=US ":.�,,•. _ Date: 2023.04.1011:19:55 ""' 04'00' Jeffrey W. Buckholz, P.E., PTOE Principal This item has been digitally signed and sealed by Jeffrey W. Buckholz, P.E. on the date indicated on the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PARK STREET COMMERCE CENTER TRAFFIC STUDY INTRODUCTION Page 1 This proposed commercial development will include an automated car wash, a 4600 sf fast food restaurant with drive-thru window, a 110 room hotel, and 107,000 sf of self -storage space. The fast food restaurant will open at 10 AM and the car wash will open at 9:00 AM. The development will be located in the northwest quadrant of the NE Park Street/SE 13th Avenue intersection in Okeechobee, Florida. A loop road system will be installed on site property and access will be provided to the various land uses from this loop road. NE Park Street (SR 70) is a four lane divided urban major arterial with an FDOT access management classification of 7 and a posted speed limit of 35 mph. SE 13th Avenue is a two lane undivided local road with a posted speed limit of 25 mph. Figure 1 shows the site location and surrounding road network while Appendix A contains the proposed site plan. The development is expected to be complete and fully occupied by the end of 2024. Consequently, 2024 was chosen as the design year for this study. EXISTING TRAFFIC VOLUMES Weekday peak period manual turning movement counts were conducted by Buckholz Traffic personnel at the intersection of NE Park Street with SE 13th Avenue and with the Hampton Inn driveway located west of SE 13th Avenue. These counts, which are provided in Appendix B, were conducted during the weekday AM peak period (6:45-8:45 AM) and the weekday PM peak period (3:45 — 6:00 PM) with school in session. The data was recorded at 15-minute intervals and includes a separate tabulation for trucks and pedestrians. Figure 2 graphically summarizes the AM and PM peak hour traffic counts. Appendix C provides daily traffic volumes from two nearby FDOT traffic count stations on SR 70. The existing average daily traffic on NE Park Street in the vicinity of the site is about 29,000 vehicles per day. TRIP GENERATION Trip generation calculations were carried out using the 1 lth edition of ITE's Trip Generation Manual by referencing land use codes 948 (Automated Car Wash), 934 (Fast Food Restaurant with Drive-Thru Window), 312 (Business Hotel) and 151 (Mini -Warehouse). Tables 1 through 4 contain the daily, AM peak hour, and PM peak hour trip generation calculations. During an average weekday the development is expected to generate 47 trips (20 entering and 27 exiting) during the AM peak hour and 267 trips (138 entering and 129 exiting) during the PM peak hour. SITE TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT Weekday AM and PM peak hour site trips for this commercial development were directionally distributed based on engineering judgment after reviewing the trip distribution percentages used in the 2020 traffic study for the nearby RaceTrac commercial development. The results are provided in Figures 3 and 4. BUCKHOLZ TRAFFIC PARK STREET COMMERCE CENTER TRAFFIC STUDY FUTURE TRAFFIC VOLUMES Page 2 The expected weekday 2024 peak hour background (No Build) traffic volumes and total (Build) traffic volumes at intersections of interest are graphically depicted in Figures 5 through 8. The No Build traffic volumes were obtained by multiplying the existing traffic volumes by the appropriate FDOT seasonal adjustment factor (0.96) and then by an annual growth rate. A linear regression analysis of FDOT daily traffic counts in the area (see graphs C-1 and C-2 in Appendix C) indicates that daily traffic volumes have been increasing at an average annual rate of 1.5% over recent years. The 2024 Build traffic volumes were obtained by adding the traffic generated by the new development to the 2024 No Build traffic volumes. TURN LANE EVALUATION A formal analysis was made to determine if a right turn lane is warranted on westbound NE Park Street at the two new roadways: NE 13th Avenue and NE 12th Avenue. The methodology contained in NCHRP Report 279 was used to conduct this analysis. As is indicated in Figures 9 and 10, right turn volumes under expected 2024 Build conditions will be high enough to warrant an exclusive right turn lane at NE 13th Avenue but will not be high enough to warrant an exclusive right turn lane at NE 12th Avenue. However, NCHRP Report 420 - which requires 110 right turns per hour to warrant a right turn lane on a multi -lane roadway with a posted speed of 45 mph or less — does not support the installation of an exclusive right turn lane at either location. UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS The NE Park Street/13th Avenue intersection and the NE Park Street/Hampton Inn Driveway/NE 12th Avenue intersection were analyzed using the two-way stop control methodology contained in the year 2023 version of the Highway Capacity Software. The supporting calculations are provided in Appendix D. Table 5 summarizes the capacity analysis results under existing conditions while Table 6 summarizes the capacity analysis results under 2024 Build conditions. All minor movements currently operate at level of service C or better during both weekday peak hours at the NE Park Street/SE 13th Avenue intersection with minimal queuing and a volume -to -capacity ratio well below one. Under 2024 Build conditions at the new NE Park Street/13th Avenue intersection with dual directional median opening all minor movements are expected to continue to operate at level of service C or better during both peak hours with minimal queuing and a volume -to -capacity ratio still well below one. At the NE Park Street/Hampton Inn Driveway intersection all minor movements currently operate at level of service B or better during both weekday peak hours with minimal queuing and a volume -to -capacity ratio well below one. Under 2024 Build conditions all minor movements at the NE Park Street/Hampton Inn Driveway/NE 12th Avenue intersection are expected to operate at level of service C or better during both weekday peak hours — with one exception. The westbound left turn is expected to operate at level of service E during the PM peak hour. However, minimal queuing and a volume -to -capacity ratio well below one are still expected for all movements. BUCKHOLZ TRAFFIC N STORAGE N.T.S. i HOTEL ra Q L Q L - N M Z Z S CAR WASH FAST FOOD a 1-� T 3�ti dry. j NE PARK ST. +� ��•/ - ' 6k: STOP J :,- STOP 1 i I _ x } }� I STOP 1 r I{r I STOP ♦ ~ 7 M = DIRECTIONAL MEDIAN OPENING L--J FIGURE I SITE LOCATION AND PROPOSED INTERSECTION Buckholz Traffic LAYOUTS 7:15-8:15 AM 1162 1160 1164 4 1166 7 1167 SR 70 :; NE PARK ST. 913 2� I I N CM Nl HAMPTON INN DRIVEWAY 5:00-6:00 PM 1170 1170 20 SR 70 NE PARK ST. 1321 38 o 00 L o 1- HAMPTON INN DRIVEWAY FX-X-X-1 =CALCULATED VALUE * = ILLEGAL TURN x Buckholz Traffic 10 924 916 I 923 N f- 4� �l 1� SE 32ND AVE. - 1183 1190 22 1 1301 1281 � r 1298 N f- 15� �l 1� SE 32ND AVE. FIGURE 2 TRAFFIC COUNTS WEEKDAY PEAK HOURS IT.S. �12 0 TOTAL TRIPS ENTER 20 EXIT 27 STORAGE I N N 1 L6 0---t HOTEL Q Q 2 2 �0 CAR FAST ______ r WASH FOOD ___ _ _ 0---?, I WEST C) 0 EAST 50% +-- o 14 �14 0 ~ 0 13 2+11=13 4- I L 3+7=10 10 ~ SR70 0 10 NE PARK ST. 10 23 10 ---+ 13 131. SF. 10THAVE. HAMPTONINN SE 32ND AVE. DRIVEWAY FIGURE 3 SITE TRAFFIC ASSIGNMENT Buckholz Traffic WEEKDAY AM PEAK HOUR WEST 50% 65 65 �17 69 SE IOTHAVE. �8 0 TOTAL TRIPS ENTER 138 EXIT 129 STORAGE I I � � I I +--8 0� HOTEL Q N 2 33 CAR WASH Co Co Z - 33 Lo 37 117 4+7+36=47 86 0 HAMPTON INN DRIVEWAY 133 Q M 2 FAST FOOD 73 EAST 50% 00 L 39+9+4=52 69 SR70 f-- 17 NE PARK ST. 16 40+9+4 53 64 64 SE 32ND AVE. FIGURE 4 SITE TRAFFIC ASSIGNMENT Buckholz Traffic WEEKDAY PM PEAK HOUR 1160 7 SR 70 �► 0 4--!D 916 c"i r— 4 SE 13TH AVENUE EXISTING TRAFFIC 02/13/23 7:15-8:15 AM N 1114 7 SR 70 �► 0 4--!D 879 N r- 4 ---+ SE 13TH AVENUE 2023 SEASONALLY ADJUSTED TRAFFIC FDOT SEASONAL CORRECTION FACTOR = 0.96 NE 13TH AVENUE �l 1� 1131 h 7 13 110 10 SR 70 �► 0 SR 70 ~ �1 0 ~ 4� 0-!D 892 c"i r- 23 10 --t 13 4� 13 0 SE 13TH SE 13TH AVENUE AVENUE 2024 NO BUILD TRAFFIC AVERAGE ANNUAL GROWTH RATE = 1.5% SITE TRAFFIC NE 13TH AVENUE +--10 M � 1133 1150 0 SR 70 4— D 2 923 � 10 rn 905 4---+ SE 13TH AVENUE 2024 BUILD TRAFFIC FIGURE 5 FSR2024 BUILD TRAFFIC 70 / 13TH AVENUE Buckholz Traffic KDAY AM PEAK HOUR 0 Q U 0 N co N 1183 �32 SR 70 �► 2 1281 " SE 13TH AVENUE EXISTING TRAFFIC 02/13/23 5:00-6:00 PM N 1136 �31 SR 70 �► 2 1230 o SE 13TH AVENUE 2023 SEASONALLY ADJUSTED TRAFFIC MOT SEASONAL CORRECTION FACTOR = 0.96 NE 13TH AVENUE 00l 1� 1153 31 117 00 L 52 69 SR 70 �► 2 0 SR 70 ~ 17 ~ \ 12 8 133 56 51 14 64 -► SE 13TH SE 13TH AVENUE AVENUE 2024 NO BUILD TRAFFIC AVERAGE ANNUAL GROWTH RATE = 1.5% SITE TRAFFIC NE 13TH AVENUE +-52 4 1170 00 21 1255 SR 70 � 2 21 1400 53 -+ m 1312 14 SE 13TH AVENUE 2024 BUILD TRAFFIC FIGURE 6 FSR2024 BUILD TRAFFIC / 13TH AVENUE Buckholz Traffic70 KDAY PM PEAK HOUR 0 Q U 0 N co N 1162 4 SR 70 �j�► j0� 912� N c`o HAMPTONINN DRIVEWAY EXISTING TRAFFIC 02/13/23 7:15-8:15 AM N 1116 4 SR 70 �j�► j0� 872� N N HAMPTONINN DRIVEWAY 2023 SEASONALLY ADJUSTED TRAFFIC FDOT SEASONAL CORRECTION FACTOR = 0.96 NE 12TH AVENUE al �o 1133 L 0 �4 ~0 13 SR 70 �► 0 SR 70 13 888 10 2 10 0 v HAMPTONINN HAMPTONINN DRIVEWAY DRIVEWAY 2024 NO BUILD TRAFFIC AVERAGE ANNUAL GROWTH RATE = 1.5% SITE TRAFFIC NE 12TH AVENUE vI 100 �1133 3 1~ SR 70 �� 1 898 900 2 v HAMPTONINN DRIVEWAY 2024 BUILD TRAFFIC FIGURE 7 2024 BUILD TRAFFIC SR 70 / HAMPTON DRIVEWAY Buckholz Traffic WEEKDAY AM PEAK HOUR 0 Lj- Q U 0 N 00 N 1170 +-- 20 SR 70 �► 0 1283 38 HAMPTONINN DRIVEWAY EXISTING TRAFFIC 02/13/23 5:00-6:00 PM N 1123 19 SR 70 �► 0 1232 36 HAMPTONINN DRIVEWAY 2023 SEASONALLY ADJUSTED TRAFFIC FDOT SEASONAL CORRECTION FACTOR = 0.96 NE 12TH AVENUE ,0l 1M 1140 — 33 i 19 Lo — 37 117 SR 70 �► 0 SR 70 �► 47 4-- 1250 86 0 37 86 133 o r- HAMPTONINN HAMPTONINN DRIVEWAY DRIVEWAY 2024 NO BUILD TRAFFIC AVERAGE ANNUAL GROWTH RATE = 1.5% SITE TRAFFIC NE 12TH AVENUE 1M33 Lo f— 1177 ,It 19 47 1276 SR 70 1336 1373 37 --- HAMPTONINN DRIVEWAY 2024 BUILD TRAFFIC FIGURE 8 2024 BUILD TRAFFIC SR 70 / HAMPTON DRIVEWAY Buckholz Traffic WEEKDAY PM PEAK HOUR WESTBOUND NE PARK STREET @ NE 13TH AVENUE 120 4 - LANE HIGHWAYS 100 FULL -WIDTH TURN LANE 2 d 80 O 2 TAPER Y Q W z60 Z !Y H = 40 C� !Y RADIUS 20 200 400 600 800 1000 1200 1400 TOTAL PEAK HOUR APPROACH VOLUME (VPH) NOMOGRAPH FOR RIGHT TURN LANES SOURCE: TRANSPORTATION RESEARCH BOARD NCHRP REPORT #279 R WEEKDAY AM PEAK O WEEKDAY PM PEAK HOUR HOUR VA 1150 VA 1255 VR 10 VR 52 NCHRP 420 MULTI- LANE _< 45 MPH 10 & 52 < 110 REQUIRED FIGURE 9 RIGHT TURN LANE ANALYSIS WESTBOUND NE PARK STREET @ NE 12TH AVENUE 120 4 - LANE HIGHWAYS 100 FULL -WIDTH TURN LANE d 80 O 2 TAPER Y Q W z60 Z H = 40 !Y RADIUS 20 200 400 600 800 1000 1200 1400 TOTAL PEAK HOUR APPROACH VOLUME (VPH) NOMOGRAPH FOR RIGHT TURN LANES SOURCE: TRANSPORTATION RESEARCH BOARD NCHRP REPORT #279 R WEEKDAY AM PEAK O WEEKDAY PM PEAK HOUR HOUR VA 1150 VA 1276 VR 0 VR 33 NCHRP 420 MULTI -LANE _< 45 MPH 0 & 33 < 110 REQUIRED FIGURE 10 RIGHT TURN LANE ANALYSIS AUTOMATED CAR WASH Land Use Code 948 T = Number of Vehicle Trip Ends 1000 Square Feet = X = 4.6 TIME PERIOD AVERAGE WEEKDAY AM Peak Hour PM Peak Hour TABLE 1 TRIP GENERATION CALCULATIONS TOTAL TOTAL TRIP GENERATION TRIP EQUATION ENDS NOT OPEN T = 14.20 (X) PERCENT PERCENT ENTERING EXITING 500 500 TOTAL TOTAL TRIP ENDS TRIP ENDS ENTERING EXITING 33 33 SOURCE: Institute of Transportation Engineers, "Trip Generation", llth Edition (2021) BUCKHOLZ TRAFFIC TABLE 2 TRIP GENERATION CALCULATIONS FAST-FOOD RESTAURANT WITH DRIVE-THRU WINDOW Land Use Code 934 T = Number of Vehicle Trip Ends Size of Building = 4600 (X = 4.6) TOTAL TOTAL TOTAL TOTAL TRIP GENERATION TRIP PERCENT PERCENT TRIP ENDS TRIP ENDS TIME PERIOD EQUATION ENDS ENTERING EXITING ENTERING EXITING AVERAGE WEEKDAY Daily T = 467.48 (X) 2150 50% 50% 1075 1075 AM Peak Hour NOT OPEN PM Peak Hour T = 33.03 (X) 152 52% 48% 79 73 SOURCE: Institute of Transportation Engineers, "Trip Generation", llth Edition (2021) NEW TRIPS TIME PERIOD PERCENT NEW TRIPS AVERAGE WEEKDAY Daily 52% AM Peak Hour 50% PM Peak Hour 55% NEW NEW NEW TRIP PERCENT PERCENT TRIP ENDS TRIP ENDS ENDS ENTERING EXITING ENTERING EXITING 1118 50% 50% 559 559 102 51% 49% 52 50 84 52% 48% 44 40 SOURCE: ITE, "Trip Generation", llth Edition (2021), Excel Pass -By Tables BUCKHOLZ TRAFFIC TABLE 3 TRIP GENERATION CALCULATIONS BUSINESS HOTEL Land Use Code 312 T = Number of Vehicle Trip Ends X = Rooms = 100 TOTAL TOTAL TOTAL TOTAL TRIP GENERATION TRIP PERCENT PERCENT TRIP ENDS TRIP ENDS TIME PERIOD EQUATION ENDS ENTERING EXITING ENTERING EXITING AVERAGE WEEKDAY Daily T = 2.90 (X) + 151.69 442 50% 50% 221 221 AM Peak Hour T = 0.30 (X) + 6.94 37 39% 61% 14 23 PM Peak Hour T = 0.21 (X) + 12.03 33 55% 45% 18 15 SOURCE: Institute of Transportation Engineers, "Trip Generation", 11th Edition (2021) BUCKHOLZ TRAFFIC TABLE 4 TRIP GENERATION CALCULATIONS MINI -WAREHOUSE Land Use Code 151 T = Number of Vehicle Trip Ends Size of Building = 107,000 gsf (X = 107.0) TOTAL TOTAL TOTAL TOTAL TRIP GENERATION TRIP PERCENT PERCENT TRIP ENDS TRIP ENDS TIME PERIOD EQUATION ENDS ENTERING EXITING ENTERING EXITING AVERAGE WEEKDAY Daily T = 1.45 X 156 50% 50% 78 78 AM Peak Hour T = 0.09 X 10 59% 41% 6 4 PM Peak Hour T = 0.15 X 16 47% 53% 8 8 SOURCE: Institute of Transportation Engineers, "Trip Generation", llth Edition (2021) BUCKHOLZ TRAFFIC TABLE 5 UNSIGNALIZED INTERSECTION CAPACITY RESULTS EXISTING CONDITIONS NE PARK STREET / SE 13TH AVENUE WEEKDAY AM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Eastbound U-Turn C 21.9 sec/veh 0.02 1 Westbound Left Turn B 11.0 sec/veh 0.01 1 Northbound Approach C 15.6 sec/veh 0.03 1 WEEKDAY PM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Eastbound U-Turn C 20.8 sec/veh 0.02 1 Westbound Left Turn B 13.7 sec/veh 0.08 1 Northbound Approach C 16.6 sec/veh 0.06 1 NE PARK STREET / HAMPTON INN DRIVEWAY WEEKDAY AM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Westbound Left Turn B 10.4 sec/veh 0.01 1 Northbound Right Turn B 12.3 sec/veh 0.03 1 WEEKDAY PM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Westbound Left Turn B 12.7 sec/veh 0.04 1 Northbound Right Turn B 14.9 sec/veh 0.05 1 BUCKHOLZ TRAFFIC TABLE 6 UNSIGNALIZED INTERSECTION CAPACITY RESULTS 2024 BUILD CONDITIONS NE PARK STREET / 13TH AVENUE WEEKDAY AM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Eastbound Left Turn C 15.5 sec/veh 0.05 1 Westbound Left Turn B 11.2 sec/veh 0.01 1 Northbound Approach B 13.6 sec/veh 0.02 1 Southbound Approach B 14.2 sec/veh 0.04 1 WEEKDAY PM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Eastbound Left Turn C 19.8 sec/veh 0.25 1 Westbound Left Turn B 14.6 sec/veh 0.09 1 Northbound Approach C 15.3 sec/veh 0.05 1 Southbound Approach C 16.1 sec/veh 0.22 1 NE PARK STREET / NE 12TH AVENUE / HAMPTON INN DRIVEWAY WEEKDAY AM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Westbound Left Turn C 16.1 sec/veh 0.06 1 Northbound Right Turn B 12.5 sec/veh 0.03 1 Southbound Right Turn B 14.2 sec/veh 0.04 1 WEEKDAY PM PEAK HOUR Movement LOS Delay V/C Ratio 95th % Queue (vehicles) Westbound Left Turn E 37.2 sec/veh 0.40 1.8 Northbound Right Turn C 15.8 sec/veh 0.05 1 Southbound Right Turn C 15.2 sec/veh 0.12 1 BUCKHOLZ TRAFFIC APPENDIX A SITE PLAN MASTER SITE PLANS OF: PROJECT DIRECTORY PARK STREET COMMERCE CENTER LEGAL DESCRIPTION PARCEL 1 (PER O.R.B. 527, PG. 869): THE WEST HALF OF THE EAST HALF OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER LYING NORTH OF STATE ROAD NO. 70 (FORT PIERCE ROAD), IN SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, LESS THE FOLLOWING : BEGINNING AT THE SOUTHWEST CORNER OF THE EAST HALF OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 15, RUN NORTH 594 FEET, EAST 186.3 FEET, SOUTH 594 FEET; WEST 186.3 FEET TO THE POINT OF BEGINNING. ALSO LESS THE NORTH 50 FEET WHICH IS RESERVED FOR ROAD PURPOSES. ALSO LESS: A STRIP OF LAND 7 FEET WIDE SITUATE ADJACENT TO AND NORTHERLY OF THE EXISTING 66 FOOT RIGHT OF WAY OF STATE ROAD 70, LYING, WITHIN THE WEST �/ OF THE EAST �/ OF SW 1 /4 OF SE 1 /4, SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, LESS THE WEST 186.3 FEET THEREOF; CONTAINING 0.02 OF AN ACRE, MORE OR LESS. PARCEL 2 (PER O.R.B. 528, PG. 1342): ALL OF LOTS I THROUGH 12, INCLUSIVE, LYING NORTH OF NORTH PARK STREET (A/K/A S.R. 70 F/K/A FORT PIERCE ROAD) AS NOW CONSTRUCTED, IN BLOCK 4, PRICE ADDITION TO OKEECHOBEE CITY, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. PARCEL 3 (PER O.R.B. 528, PG. 1342): COMMENCE AT THE NORTHEAST CORNER OF THE SOUTHWEST ONE -QUARTER OF THE SOUTHEAST ONE -QUARTER OF SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, THENCE RUN SOUTH 00° 18'26" EAST ALONG THE EASTERLY LINE THEREOF, 668.71 FEET TO THE POINT OF BEGINNING: THENCE CONTINUE SOUTH 00° 18'26" EAST, 276.28 FEET TO THE NORTHEAST CORNER OF PRICE ADDITION TO OKEECHOBEE CITY ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 2, PAGE 17; THENCE RUN SOUTH 89° 50'34" WEST, ALONG THE NORTHERLY LINE THEREOF, 336.76 FEET TO THE NORTHWEST CORNER OF SAID PRICE ADDITION; THENCE RUN NORTH 00°17'46" WEST, ALONG THE WEST LINE OF THE EAST ONE HALF OF THE EAST ONE-HALF OF THE SOUTHWEST ONE -QUARTER OF THE SOUTHEAST ONE QUARTER OF SAID SECTION 15, A DISTANCE OF 273.38 FEET; THENCE RUN NORTH 89°20'47" EAST AND PARALLEL WITH THE NORTHERLY LINE OF PREVIOUSLY MENTIONED SOUTHWEST ONE -QUARTER OF THE SOUTHEAST ONE -QUARTER, A DISTANCE OF 336.71 FEET TO THE POINT OF BEGINNING. PARCEL 4 (PER O.R.B. 528, PG. 1342): THE ALLEY IN BLOCK 4, PRICE ADDITION TO OKEECHOBEE CITY, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA, LYING BETWEEN LOTS 1-6 AND 7 -12. PARCEL 5 (PER O.R.B 528, PG 1342): THE STREET KNOWN AS NORTHEAST 2ND STREET (F/K/A CENTER STREET) AS IT RUNS EAST FROM NORTHEAST 12TH AVENUE TO NORTHEAST 13TH AVENUE, PARTICULARLY LOCATED NORTH OF BLOCK 4, PRICE ADDITION TO OKEECHOBEE CITY, ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 2, PAGE 17, PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. PARCEL 6 (PER O.R.B 554, PG. 338): ALL THAT PART OF THE NORTH 668.71 FEET OF THE EAST Y/ OF THE EAST Y/ OF SW 1 /4 OF SE 1 /4 OF SECTION 15, TOWNSHIP 37 SOUTH, RANGE 35 EAST, LESS AND EXCEPT THE NORTH 50 FEET THEREOF. SUBJECT TO THOSE EASEMENTS IN FAVOR OF FLORIDA POWER AND LIGHT RECORDED IN O.R. BOOK 109, PAGE 983 AND O.R. BOOK 23, PAGE 524 AND MATTERS CONTAINED ON THE PLAT OF PRICE ADDITION TO OKEECHOBEE CITY RECORDED IN PLAT BOOK 2, PAGE 17, ALL BEING IN THE PUBLIC RECORDS OF OKEECHOBEE COUNTY, FLORIDA. LOCATED IN SECTION 15; TOWNSHIP 37 SOUTH; RANGE 35 EAST PARCEL ID: 2-15-37-35-OA00-00009-A000; 2-15-37-35-OA00-00009-0000; 2-15-37-35-OA00-0001 1 -0000; 2-15-37-35-OA00-00010-0000; 2-15-37-35-OA00-00010-0010 OWNER: WILLIAM R. GRIGSBY, JR 10282 PAYNE ROAD SEBRING, FLORIDA 33875 DEVELOPER: PARK STREET OKEECHOBEE, LLC 603 EAST FORT KING STREET OCALA, FLORIDA 34471 ENGINEER: AMERICAN CIVIL ENGINEERING CO. 207 N. MOSS ROAD, SUITE 211 WINTER SPRINGS, FLORIDA 32708 JOHNNY HERBERT IV, P.E., JOHNNY®AMERICANCIVILENGINEERING.COM CELL 407-376-1777 , OFFICE 407-327-7700, SURVEYOR: BSM & ASSOCIATES, INC. 80 SE 31ST LANE OKEECHOBEE, FLORIDA 34974 RICHARD BARNES III, RICKY.BARNES@BSMSURVEY.COM (863) 484-8324 OFFICE AUTHORIZED KAITE EDWARDS-WALPOLE, ESQUIRE AGENT: 9321 CHELSEA DRIVE SOUTH PLANTATION, FLORIDA 33324 (305) 281-7323 OFFICE, KATIE@FLFARMLAW.COM NORTH PLANSISSUED FOR: DATE OKEECHOBEE. SITE PLAN REVIEW NDEX OF SHEETS SHEET DESCRIPTION UTILITY COMPANIES C1.0 COVER SHEET C2.0 GENERAL NOTES SANITARY SEWER: OKEECHOBEE UTILITY AUTHORITY (863) 763-9460 WATER DISTRIBUTION: OKEECHOBEE UTILITY AUTHORITY (863) 763-9460 ELECTRICAL POWER: FPL (863) 763-6441 TELEPHONE: CENTURY LINK (855) 263-9576 FIRE: OKEECHOBEE FIRE DEPARTMENT (863) 763-4423 GARBAGE: WASTE MANAGEMENT (866) 909-4458 C3.0 MASTER SWPP PLAN C4.0 MASTER SITE PLAN C5.0 MASTER GRADING PLAN C5.1 CROSS SECTIONS C6.0 - C6.1 NE 12TH AVENUE PLAN & PROFILES C6.2 - C6.3 NE 3RD STREET PLAN & PROFILES C6.4 - C6.5 NE 13TH AVENUE PLAN & PROFILES C7.0 MASTER UTILITY PLAN C8.0 PHOTOMETRIC & TRUCK TURN PLAN VICINITY MAP N.T.S. C9.0-C9.1 SITE DETAILS C10.0 LIFT STATION PLAN ENGINEER OF RECORD JOHN J. HERBERT IV, P.E. LIC # 84698 C11.0 OFF -SITE FORCEMAIN C12.0 - C12.2 I UTILITY DETAILS C13.0 DRIVEWAY CONNECTION PLAN C14.0 DRY STORM POND PLAN C15.0 WET STORM POND PLAN S1.0 SURVEY LA1.0 LANDSCAPE SITE PLAN ,I:IERIC yN 1 / 15/2023 CIVIL ENGINEEFF?IING CO. 207 N. MOSS ROAD, SUITE 211 WINTER SPRINGS, FLORIDA 32708 (407) 327-7700 PLAN DATE: 1/17/2023 C1.0 CERT. OF AUTHORIZATION NO. 8729 - - - - - - - TOP OF SANK \ - - ` TOE OF SLOPE TOE OF SLOPE =�-- _ TOE OF SLOPE _ - - - TOE OF SLOPE I -TOP OFF - --- - / i --------- ---/- - - - - - - ----------- ---- F - - - - I I i, I 0.A / I _ 2-9 Aj A-01 w17.3 m-1.0 TRACT A DRY POND 1.410 AC -11 w16.2 " " I I TRH WETP 9 aR� Ar- illiil I IIIA 1 zo 0 O� 0 O 0 O a Cl) r- O 0 Z M Z� Sf 20 O r / I 0 o Z O OC 1 I I \ �o 1 II I HA-07 , 9. \ \ -22 w18.6 M II 5 m11.0 I I / � \ 0 � O Z M I I III II I / O co co r B-20 1 I I I I I I �� B-21 w15.0 1 I III I I 1 1 w17.6 m 1 I HA-06 o w14.3 I o 0 I I II I I 0 0 4III sr -,a S 0 o 0 �M LOT 4 zCD Z co 4.899 AC `, 012 B-15 11 UT 1 � I�w19.9 0 HA-05 w14.6 B-17 w14.4 I // B-16 / i / Z o IIII o � I OCD I ti ti \ I O o h II I 9 o A-04 co0 O 1 w14.4 m 1.0 / z LO co � M I III Or �w15.5 ` I I II I E � �BB {�w16.8 o I / Y B-14 }-18 -5 r w F_ R-D 8+00 9+00 STl�FE1^------ n 4.50-e O 0 0 '03w17.6 -09 w15.9 - w16.2 \ W Q q m-0.5 � - N \ 0 IIII EHISTING 18CMP 1 1J1 1�1 W w MO > O , o' ,I,�I I ' II 11 IIIII I I II RIM ELEV.=14.69' B-07 1 w16.8 I M CM OU 1 r III 1 O � r - �- II - I C�FB-05 IIIII IIII I LOT 3 B-06 1 + w1 Ily w15.416.o �m-3.1 I II 11 -, I 2.010 AC I - COMMERCIAL 2-15-37-35-OA00-00007-0000 I II 1 II IIII II J III B-03 w18 III B-04 0 v� I I III m13.0 + 1 w a N CD w I L ICD \, I 5 I \ / I B-02 I 0 o W W B-01 I 16.5 N r CD Q IN 5.4 I I I 1 w I W on Cr) L--- ------------------------J O0 rCh�7 N � z [ T ui 001-4-AC _----------------- - ,. _T_ i III--- co l I I I I I I I O M P-1 I I I I I z m1 j.0 sr-u CD CD C I 111 11 I I HA_13 I S a o I I W16.8 II O CD m1 w2 162 J CC CD + J m 2 ww M COMMERCIA Ci 1 I 1 1 C) I w Ln 2-15-37-35-OA00-00007-0000 BIN 69 I / LOT 1 I I I o o p ti� z M OFF -SITE _ i= 1.514 AC i i 12 B:28 i U T PARCEL 3 I / w�.T 2 I 1.00 AC _ _ -HA-09 7 +,1�0 AC T m13.9 1 w / / I Iw 6 Bw18. s I /*-5 -25 I I B-27 I CD I ° ow14.9 I I w18.2 titi_ 1 B-23 g` 24 1 1 B-29 I I o w16.4 w15.3 w14.3 HA-14 w16.8 9 I 4 1 B-29� I � U M B-24 w16.6 w16.6 o O I B-23w15.8 I I / I T I rr o co CD o � MA 1' 1 1 / HA-15 I p M w18 2 I 1 trash 2 , ,. HA-11 / - J x U L2 - -- -- w16.7- ------------- r 10 w - / CONCRETE PJM ELEV. = 20.47' - - / ---R��J RIM 121.92' 33.00' 'IF IY - (S) 18" RCP EW. ELEV.=17.62' STM STM STM - STM STM STM STM STM STM STM STM STM STM RIM ELEV. = 20.38' RIM ELEV. = 20.03' RIM ELEV.=21.49' STM STM UNABLE TO OBTAIN (N) 18' RCP INV. ELEV.=15.58' (N) 18" RCP EW. ELEV. =17.1 INVERT ELEVATION (W) 18" RCP EW. ELEV. =17.1 18" RCP EW. ELEV.=17.19' ELEVATIONS BASED ON NAVD 88, BASE ELEVATIONS PROVIDED BY BSM & ASSOCIATES PAVING SPECIFICATIONS ASPHALT SURFACE/CONC. FINES BASE: GRADING NOTES SPECIFICATIONS FOR THE PARKING AREA AND DRIVES ARE AS FOLLOWS 1. ALL MATERIALS AND CONSTRUCTION METHODS TO MEET CURRENT FDOT STANDARDS AND SPECIFICATIONS. SURFACE COURSE: 2. STABILIZE ALL DISTURBED AREAS A). 1.50" FDOT ASPHALT CONCRETE TYPE 9.5, COMPACTED TO A MIN. OF 95% OF 3. STORM DRAIN INLET LABELS- ADD A NOTE TO THE DRAINAGE PLAN SHEET, DRAINAGE DETAIL SHEET OR SITE DATA NOTES: THE MARSHALL DESIGN DENSITY. AFTER PLACEMENT AND FIELD COMPACTION, "ALL STORM DRAIN INLETS CONSTRUCTED AS PART OF NEW DEVELOPMENT PROJECTS IN ORANGE COUNTY SHALL HAVE METAL THE WEARING SURFACE SHOULD BE CORED TO EVALUATE MATERIAL THICKNESS MEDALLION INLET MARKERS INSTALLED. TEXT ON THE MARKER SHALL BE EVENLY SPACED AND READ 'NO DUMPING, ONLY RAIN IN THE DRAIN'. AND TO PERFORM LABORATORY DENSITIES. CORES SHOULD BE TAKEN AT A FREQUENCY OF ONE (1) CORE PER 10,000 SF OF PLACED PAVEMENT. MARKERS MUST BE COMMERCIAL GRADE STAINLESS STEEL, ALUMINUM, BRASS OR BRONZE AND EITHER STAMPED FROM SHEET METAL OR CAST METAL MARKER COLOR MUST BE NON -REFLECTIVE BLUE OR GREEN. AQUATIC CREATURE OR SYMBOL SHOWN ON MARKER SHALL BE CONSISTENT THROUGHOUT THE SUBDIVISION. MARKERS MUST BE AFFIXED TO A CLEAN, PREPARED SURFACE WITH ADHESIVES, FASTENERS, OR HEAT AS BASE REQUIREMENTS: RECOMMENDED BY THE MANUFACTURER. MARKERS SHALL BE ALIGNED WITH THE CENTER OF DRAINAGE INLETS AT THE TOP OF THE CURB. A). 8" PLACED RECYCLED CRUSHED CONCRETE FINES COMPACTED TO A MINIMUN DENSITY LETTERING MUST BE BETWEEN 0.4 - 0.5 INCHES AND THE TOTAL DIAMETER OF THE MARKER BETWEEN 3.75 - 4.25 INCHES." OF 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY SUB -BASE REQUIREMENTS FOR CRUSHED CONCRETE FINES BASE North A). 12" STABILIZED SUBGRADE TO HAVE A MIN. FBV=75 AND BE COMPACTED TO AT LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY �ASTM D 1557) VALUE. LEAST 98% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY ASTM D 1557 VALUE. STORM STRUCTURE TABLE TOP STATION CONNECTIONS TYPE FDOT P-2 CURB INLET ST-1 21.71 12+62.87 L16.7' OUT 16.67 18" RCP WEST 33.55LF @ 0.20% TO ST-2 ST-2 21 •71 12+62.87 R1 6.7' IN 16.60 18" RCP EAST FDOT P-2 CURB INLET IN 16.60 24" RCP WEST OUT 16.60 24" RCP NORTH 279.57LF @ 0.20% ST-2A 21.64 12+62.87 R18.7' OUT 85.30 24" RCP EAST 88LF @ 0.18% FDOT TYPE-D ST-3 23.08 9+79.42 LO.95' IN 16.04 24" RCP SOUTH MANHOLE OUT 16.04 24" RCP WEST 224.17LF @ 0.20% TO ST-4 IN 15.59 18" RCP NORTH ST-4 21.66 7+49.96 R16.70' IN 15.59 24" RCP EAST FDOT P-2 CURB INLET OUT 15.59 24" RCP WEST 238.34LF @ 0.20% TO ST-5 ST-4A 21.66 7+49.96 L16.70' OUT 15.71 18" RCP SOUTH 33.55LF @ 0.35% TO ST-4 FDOT P-2 CURB INLET ST-5 20.40 5+37.97 L36.97' IN 88.33 24" RCP S.W. FDOT P-2 CURB INLET IN 88.33 24" RCP S.W. OUT 88.33 24" RCP N.W. 127LF @ 0.15% TO ST-5 ST-6 17.60 4+80.70 L36.97' IN 15.04 42" RCP S.E. FDOT TYPE-E ST-7 21.11 2+57.59 R36.82' OUT 16.15 24" RCP N.W. 18.16LF @ 0.20% TO ST-8 FDOT TYPE-D TOP STATION ST-8 21 .1 1 2+57.59 R 16.7' ST-9 21.11 2+57.59 L16.7' ST-10 20.11 4+80.70 R36.82' ST-1 1 20.21 4+80.70 R 1 6.70' ST-12 20.21 4+80.70 L16.70' ST-13 X ST-14 X ST-15 X ST-1 6 X CONNECTIONS TYPE IN 16.11 24" RCP EAST FDOT P-2 CURB INLET OUT 16.11 24" RCP WEST 32.35LF @ 0.20% TO ST-9 IN 16.04 24" RCP EAST FDOT P-2 CURB INLET OUT 16.04 24" RCP NORTH 278.80LF @ 0.20% TO ST-12 OUT 15.70 24" RCP WEST 18.16LF @ 0.20% FDOT TYPE-D OUT 88.53 24" RCP N.E. 127LF @ 0.15% TO ST-4 IN 88.33 24" RCP S.W. FDOT P-2 CURB INLET OUT 88.33 24" RCP N.W. 127LF @ 0.15% TO ST-5 IN 85.13 24" RCP WEST FDOT TYPE-D IN 85.13 24" RCP S.E. OUT 85.12 24" RCP NORTH TO POND EXISTING IN 88.33 24" RCP S.W. FDOT TYPE-D OUT 88.33 24" RCP N.W. 127LF @ 0.15% TO ST-5 IN 88.33 24" RCP S.W. FDOT TYPE-D OUT 88.33 24" RCP N.W. 127LF @ 0.15% TO ST-5 S 0' 30' 60' 120 Scale: 1 inch = 60 feet A E Li � W oW04C C w z z - = 0 - ', W Z O N w a" Z O w 0 z c� t„ A z A z E- Z W o zx�wx w U F a �co co 0 co a Cn �o Wo z� i co co �o � � Q Cn rn 0 0 0 N 0 C�5 CID U N W LL- zW J W� Ir U w o V Z F_ W� w W o cn c.0 0 < �� S (�W 0 Q 0 O Ell O W Q UCn 0 O O JOHN J. HERBERT IV, P.E. HC # 84698 IN 88.33 24" RCP S.W. FDOT TYPE-D OUT 88.33 24" RCP N.W. 127LF @ 0.15% TO ST-5 1/17/2023 GRADING PLAN PROJECT NO.22640 C5.0 APPENDIX B TURNING MOVEMENT COUNTS 6:45-7:00 AM 7:00-7:15 AM 7:15-7:30 AM 7:30-7:45 AM 7:45-8:00 AM 8:00-8:15 AM 8:15-8:30 AM 8:30-8:45 AM AM PEAK PERIOD: TABLE B-1 NE Park Street (SR 70) / Hampton inn Driveway TURNING MOVEMENT COUNTS - ALL VEHICLES Monday, February 13, 2023 NE PARK STREET HAMPTON INN DRIVEWAY EB RightTurn WB U-Turn WB Left Turn NB Left Turn NB Right Turn All 0 0 1 0 0 1 0 0 0 0 0 0 1 0 2 0 1 4 1 0 0 0 4 5 0 0 2 2 4 8 0 0 0 0 4 4 3 0 0 0 3 6 2 0 0 0 2 4 7 1 0 1 5 1 2 1 18 1 32 AM PEAK HOUR: 2 7:15-8:15 AM 3:45-4:00 PM 4:00-4:15 PM 4:15-4:30 PM 4:30-4:45 PM 4:45-5:00 PM 5:00-5:15 PM 5:15-5:30 PM 5:30-5:45 PM 5:45-6:00 PM PM PEAK PERIOD: 0 4 2 13 21 Mondav, February 13, 2023 NE PARK STREET HAMPTON INN DRIVEWAY EB RightTurn WB U-Turn WB Left Turn NB Left Turn NB Right Turn All 4 0 3 0 5 12 4 1 7 0 5 17 1 0 3 0 4 8 3 0 5 0 9 17 13 0 6 0 12 31 8 0 2 0 15 7 0 5 0 16 14 0 5 0 4 23 9 0 8 0 5 22 63 1 44 0 53 161 PM PEAK HOUR: 38 5:00-6:00 PM 0 20 0 N' 18 76 BUCKHOLZ TRAFFIC JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 44444444 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323AM BEGIN TIME (MILITARY):06:45 Hrs Page 1 AUTOMOBILES, COMMERCIAL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North (From East IFrom South IFrom West I Left Thru Right Other I I Left Thru Right I U-TURNI Left Thru Right Other I I Left Thru Right I U-TURNI Total Date02/13/23 ---------------------- -------------------------------------------------- 06:45 0 0 0 0 I 1 220 0 0 0 0 2 0 0 218 1 1 I 443 07:00 0 0 0 0 I 0 169 1 1 0 0 3 0 I 0 249 1 1 I 425 07:15 0 0 0 0 4 220 0 0 0 0 2 0 I 0 209 1 1 I 437 07:30 0 0 0 0 1 314 0 0 0 0 2 0 0 217 1 2) 537 Hr Total 0 0 0 0 6 923 1 1 I 0 0 9 0 I 0 893 4 5 1842 07:45 0 0 0 0 I 2 332 0 0 I 1 0 1 0 I 0 244 1 1 I 582 08:00 0 0 0 0 I 0 294 0 0 1 0 2 0 I 0 246 1 0 I 544 08:15 0 0 0 0 I 2 211 0 0 I 1 0 0 0 I 0 184 0 1 I 399 08:30 0 0 0 0 0 237 0 0 1 0 0 0 0 239 0 0 477 Hr Total 0 0 0 0 4 1074 0 0 4 0 3 0 I 0 913 2 2 I 2002 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 0 1 10 1997 1 1 I 4 0 12 0 1 0 1806 6 7 I 3844 ------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 07:15 to 08:15 on 02/13/23 Peak start 07:15 07:15 I 07:15 I 07:15 Volume 0 0 0 0 I 7 1160 0 0 I 2 0 7 0 0 916 4 4 Percent 01 0% 0% 0% I 1% 99% 0% 0% I 22% 0% 780-. 0% 0% 99% 0% 0% Pk total 0 I 1167 I 9 I 924 Highest 06:45 I 07:45 I 08:00 I 08:00 Volume 0 0 0 0 I 2 332 0 0 I 1 0 2 0 I 0 246 1 0 Hi total 0 I 334 3 I 247 PHF .0 I .87 I .75 I .94 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 44444444 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323AM BEGIN TIME (MILITARY):06:45 Hrs Page 1 AUTOMOBILES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North (From East (From South (From West I Left Thru Right Other I I Left Thru Right I U-TURNI Left Thru Right Other I I Left Thru Right I U-TURNI Total Date 02/13/23 ------------------------------------------------------------------------------------------- ---------------------------- 06:45 0 0 0 0 1 186 0 0 0 0 1 0 I 0 174 1 1 I 364 07:00 0 0 0 0 0 143 1 1 I 0 0 2 0 I 0 208 1 1 I 357 07:15 0 0 0 0 3 195 0 0 I 0 0 1 0 I 0 176 0 1 I 376 07:30 0 0 0 0 1 266 0 0 0 0 2 0 0 177 1 2 449 Hr Total 0 0 0 0 I 5 790 1 1 0 0 6 0 I 0 735 3 5 1546 07:45 0 0 0 0 I 2 288 0 0 I 1 0 0 0 I 0 201 1 1 I 494 08:00 0 0 0 O 0 237 0 0 1 0 2 0 I 0 197 1 0 I 438 08:15 0 0 0 0 1 177 0 0 1 0 0 0 I 0 143 0 1 I 323 08:30 0 0 0 0 0 179 0 0 1 0 0 0 0 195 0 0 375 Hr Total 0 0 0 0 3 881 0 0 4 0 2 0 0 736 2 2 I 1630 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 0 I 8 1671 1 1 I 4 0 8 0 I 0 1471 5 7 1 3176 ------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 07:15 t< Peak start 07:15 07:15 Volume 0 0 0 0 I 6 986 0 0 Percent 0% 0% 0% 0% I 1% 99% 0% 0% Pk total 0 I 992 Highest 06:45 I 07:45 Volume 0 0 0 0 2 288 0 0 Hi total 0 290 PHF .0 .86 ------------------- 08:15 on 02/13/23 07:15 07:15 I 2 0 5 0 0 751 3 4 29% 0% 71% 0% I 0% 99% 0% 1% I 7 I 758 I 08:00 I 07:45 I 1 0 2 0 I 0 201 1 1 3 I 203 I .58 I .93 I JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 44444444 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323AM BEGIN TIME (MILITARY):06:45 Hrs Page 1 COMMERCIAL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North IFrom East IFrom South IFrom West Left Thru Right Other I Left Thru Right Other I Left Thru Right Other I Left Thru Right Other I Total Date 02/13/23--------- - ----------------- ------------------ 06:45 0 0 0 0 0 34 0 0 0 0 1 0 0 44 0 0 79 07:00 0 0 0 0 0 26 0 0 0 0 1 0 0 41 0 0 68 07:15 0 0 0 0 I 1 25 0 0 0 0 1 0 1 33 1 0 I 62 07:30 0 0 0 0 0 48 0 0 0 0 0 0 0 40 0 0 88 Hr Total 0 0 0 0 1 133 0 0 0 0 3 0 1 158 1 0 297 07:45 0 0 0 0 0 44 0 0 0 0 1 0 0 43 0 0 88 08:00. 0 0 0 0 0 57 0 0 0 0 0 0 0 49 0 0 106 08:15 0 0 0 0 1 34 0 0 0 0 0 0 0 41 0 0 76 08:30 0 0 0 0 0 58 0 0 0 0 0 0 0 44 0 0 102 Hr Total 0 0 0 0 1 193 0 0 0 0 1 0 0 177 0 0 I 372 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 0 1 2 326 0 0 1 0 0 4 0 1 1 335 1 0 I 669 ------------------------------------------------------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 07:15 to 08:15 on 02/13/23 Peak start 07:15 07:15 07:15 07:15 Volume 0 0 0 0 1 174 0 0 0 0 2 0 1 165 1 0 Percent 0% 0% 0% 0% 1% 99% 0% 01 0% 0% 100% 0% le 99% 16 0% Pk total 0 175 2 167 Highest 06:45 08:00 07:15 08:00 Volume 0 0 0 0 0 57 0 0 0 0 1 0 0 49 0 0 Hi total 0 ( 57 1 49 PHF .0 .77 .50 .85 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 44444444 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323AM BEGIN TIME (MILITARY):06:45 Hrs Page 1 PEDESTRIAN & BICYCLE ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North (From East IFrom South (From West I Left Thru Right PEDS I I Left Thru Right PEDS I I Left Thru Right PEDS I I Left Thru Right PEDS I I Total Date 02/13/23 ------------------------------------------------------------------------------------------- ---------------------------- 06:45 0 0 0 0 I 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 07:00 0 0 0 0 0 0 0 0 0 0 0 0( 0 0 0 0 I 0 07:15 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 07:30 0 0 0 1 0 0 0 0 0 0 0 0 I 0 0 0 0 I 1 Hr Total 0 0 0 1 0 0 0 0 0 0 0 0 I 0 0 0 0 I 1 07:45 0 0 0 2 I 0 0 0 0 0 0 0 1 I 0 0 0 1 I 4 08:00 0 0 0 2 0 0 0 0 0 0 0 1 I 0 0 0 0 3 08:15 0 0 0 0 I 0 0 0 0 0 0 0 O I 0 0 0 0 I 0 08:30 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 Hr Total 0 0 0 5 0 0 0 0 0 0 0 2 I 0 0 0 1 I 8 ------------------------------------------------------------------------------------------------------------------------------------ -TOTAL* 0 0 0 6 I 0 0 0 0 1 0 0 0 2 0 0 0 1 I 9 ------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 07:15 to 08:15 on 02/13/23 Peak start 07:15 07:15 I 07:15 07:15 Volume 0 0 0 5 0 0 0 0( 0 0 0 2 0 0 0 1 Percent 0% 0% 0% 100% 0% 0% 0% 0% I 0% 0% 0% 100% 0% 0% 0% 100% Pk total 5 0 I 2 1 Highest 07:45 06:45 I 07:45 07:45 Volume 0 0 0 2 0 0 0 0 I 0 0 0 1 0 0 0 1 Hi total 2 0 I 1 1 PHF .62 .0 I .50 I .25 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 02132023 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. : 021323PM BEGIN TIME (MILITARY):15:45 Hrs Page 1 AUTOMOBILES, COMMERCIAL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North IFrom East (From South IFrom West Left Thru Right Other I Left Thru Right U-TURNI Left Thru Right Other I Left Thru Right U-TURNI Total Date 02/13/23 ----------------------------------------------------------------- ------------------------------------------------------ 15:45 0 0 0 0 1 269 0 1 I 1 0 3 0 0 291 3 1 570 16.00 0 0 0 0 4 257 0 0 2 0 5 0 0 324 9 1 602 16:15 0 0 0 0 2 295 0 2 1 0 1 0 I 0 313 4 0 I 618 16:30 0 0 0 0 6 300 2 1 4 0 4 0 0 255 4 3 579 Hr Total 0 0 0 0 13 1121 2 4 8 0 13 0 0 1183 20 5 2369 16:45 0 0 0 0 6 289 0 l 2 0 2 0 0 265 0 2 567 17:00 0 0 0 0 12 306 0 0 1 0 0 2 0 0 375 1 2 698 17:15 0 0 0 0 10 289 0 0 0 0 4 0 0 332 2 1 638 17:30 0 0 0 0 4 277 0 0 1 0 4 0 0 301 5 2 594 Hr Total 0 0 0 0 32 1161 0 1 3 0 12 0 0 1273 8 7 2497 17:45 0 0 0 0 6 311 0 2 1 0 7 0 0 273 7 0 607 Hr Total 0 0 0 0 6 311 0 2 1 0 7 0 0 273 7 0 607 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 0 1 51 2593 2 7 1 12 0 32 0 1 0 2729 35 12 1 5473 ------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 17:00 to 18:00 on 02/13/23 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 0 0 32 1183 0 2 2 0 17 0 0 1281 15 5 Percent 0% 0% 0% 0% 3% 971- 0% 0% 11% 0% 89% 0% 0% 98% 1% 0% Pk total 0 1217 19 1301 Highest 15:45 17:45 17:45 17:00 Volume 0 0 0 0 6 311 0 2 1 0 7 0 0 375 1 2 Hi total 0 319 8 378 PHF .0 .95 .59 .86 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 02132023 DATE: 02/13/23 NE PARK STREET @ SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323PM BEGIN TIME (MILITARY):15:45 Hrs Page 1 AUTOMOBILES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET From North IFrom East (From South IFrom West I Left Thru Right Other I I Left Thru Right I U-TURNI Left Thru Right Other I I Left Thru Right I U-TURNI Total Date02/13/23 ----------------------------------------------------------------------------------------------------------------------- 15:45 0 0 0 0 I 1 236 0 1 1 0 3 0 0 261 3 1 507 16:00 0 0 0 0 4 214 0 0 2 0 5 0 I 0 284 9 1 I 519 16:15 0 0 0 0 2 252 0 2 1 0 1 0 0 267 4 0 I 529 16:30 0 0 0 0 6 258 2 1 4 0 4 0 0 222 4 3 504 Hr Total 0 0 0 0 13 960 2 4 8 0 13 0 I 0 1034 20 5 I 2059 16:45 0 0 0 0 6 257 0 1 2 0 2 0 I 0 221 0 2 I 491 17:00 0 0 0 0 11 279 0 0 0 0 2 O I 0 337 1 2 632 17:15 0 0 0 0 10 259 0 0 0 0 4 0 0 293 2 l 569 17:30 0 0 0 0 4 254 0 0 1 0 4 0 0 276 5 2 546 Hr Total 0 0 0 0 31 1049 0 l 3 0 12 0 0 1127 8 7 2238 17:45 0 0 0 0 6 282 0 2 1 0 7 0 0 247 7 0 552 Hr Total 0 0 0 0 6 282 0 2 I 1 0 7 0 0 247 7 0 I 552 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 0 I 50 2291 2 7 I 12 0 32 0 I 0 2408 35 12 I 4849 ------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 17:00 to 18:00 on 02/13/23 Peak start 17:00 17:00 17:00 17:00 I Volume 0 0 0 0 I 31 1074 0 2 I 2 0 17 0 0 1153 15 5 Percent 0% 0% 0% 0% I 3% 97% 0% 0% I 11% 0% 89% 0% I 0% 98% 1% 0% Pk total 0 I 1107 I 19 I 1173 I Highest 15:45 I 17:00 17:45 17:00 I Volume 0 0 0 0 I 11 279 0 0 1 0 7 0( 0 337 1 2 Hi total 0 I 290 8 I 340 PHF .0 I .95 .59 I .86 JW BUCKHOLZ TRAFFIC ENGINEERING INC DAY: MONDAY MANUAL TURNING MOVEMENT COUNTS Site Code : 02132023 DATE: 02/13/23 NE PARK STREET 0 SE 13TH AVENUE Start Date: 02/13/23 WEATHER: CLEAR & DRY OKEECHOBEE COUNTY, FLORIDA File I.D. 021323PM BEGIN TIME (MILITARY):15:45 Hrs Page 1 COMMERCIAL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- INE PARK STREET ISE 13TH AVENUE INE PARK STREET I From North IFrom East (From South IFrom West Left Thru Right Other I I Left Thru Right Other I I Left Thru Right Other I I Left Thru Right Other I I Total Date 02/13/23------------------ -------------------------------------------- 15:45 0 0 0 0 I 0 33 0 0 0 0 0 0 0 30 0 0 63 16:00 0 0 0 0 0 43 0 0 0 0 0 0 0 40 0 0 I 83 16:15 0 0 0 0 0 43 0 0 I 0 0 0 0 0 46 0 0 I 89 16:30 0 0 0 0 0 42 0 0 0 0 0 0 0 33 0 0 75 Hr Total 0 0 0 0 0 161 0 0 0 0 0 0 0 149 0 0 310 16:45 0 0 0 0 0 32 0 0 0 0 0 0 I 0 44 0 0 I 76 17:00 0 0 0 0 1 27 0 0 I 0 0 0 0 0 38 0 0 I 66 17:15 0 0 0 0 I 0 30 0 0 0 0 0 0 0 39 0 0 69 17:30 0 0 0 0 0 23 0 0 0 0 0 0 0 25 0 0 48 Hr Total 0 0 0 0 1 112 0 0 0 0 0 0 0 146 0 0 259 Hr Total 0 0 0 0 I 0 29 0 0 1 0 0 0 0 1 0 26 0 0 I 55 ------------------------------------------------------------------------------------------------------------------------------------ -TOTAL* 0 0 0 0 1 1 302 0 0 1 0 0 0 0 I 0 321 0 0 I 624 ------------------------------------------------------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 17:00 to 18:00 on 02/13/23 Peak start 17:00 I 17:00 I 17:00 I 17:00 Volume 0 0 0 0 I 1 109 0 0 I 0 0 0 0 I 0 128 0 0 Percent 0% 0% 0% 0% I la 99% 011 0% I 0% 0% 0% 0% 0% 1009. 0% 0% Pk total 0 110 I 0 I 128 Highest 15:45 17:15 15:45 I 17:15 Volume 0 0 0 0 0 30 0 0 0 0 0 0 I 0 39 0 0 Hi total 0 30 0 I 39 I PHF .0 .92 .0 I .82 I DAY: MONDAY DATE: 02/13/23 WEATHER: CLEAR & DRY BEGIN TIME (MILITARY):15:45 Hrs JW BUCKHOLZ TRAFFIC ENGINEERING INC MANUAL TURNING MOVEMENT COUNTS NE PARK STREET @ SE 13TH AVENUE OKEECHOBEE COUNTY, FLORIDA Site Code : 02132023 Start Date: 02/13/23 File I.D. 021323PM Page 1 PEDESTRIAN & BICYCLE ------------------------------------------------- INE PARK ------------------------------------ STREET ISE 13TH AVENUE ------ - ---- ------- INE PARK ------------ STREET - - --------- From North (From East (From South (From West I Left Thru Right PEDS I I Left Thru Right PEDS i I Left Thru Right PEDS I I Left Thru Right I PEDS I Total Date 02/13/23--------------- 15:45 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 0 0 0 0 16:00 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 2 16 : 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hr Total 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 2 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 0 0 0 0 17 : 15 0 0 0 2 0 0 0 0 0 0 0 0 I 0 0 0 0 I 2 17:30 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hr Total 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 17:45 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Hr Total 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 0 0 0 6 I 0 0 0 1 I 0 0 0 1 I 0 0 0 0 I 8 ------------------------------------------------------------------------------------ Peak Hour Analysis By Entire Intersection for the Period: 17:00 to 18:00 on 02/13/23 Peak start 17:00 17:00 17:00 17:00 Volume 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 Percent 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Pk total 6 0 I 0 0 Highest 17:45 15:45 I 15:45 15:45 Volume 0 0 0 3 I 0 0 0 0 0 0 0 0 I 0 0 0 0 Hi total 3 0 0 0 PHF .50 .0 .0 .0 APPENDIX C FDOT TRAFFIC DATA Actual Predicted Year X AADT Y AADT 29000 2017 0 26000 25100 28000 2018 1 25000 25550 2019 2 26000 26000 27000 2020 3 24500 26450 26000 2021 4 28500 26900 2022 5 27350 Q 25000 2023 6 27800 Q 2024 7 28250 24000 23000 22000 21000 i = 1.7% 20000 TABLE C-1 LINEAR REGRESSION ANALYSIS SR 70, West of SR 710 0 1 2 3 4 5 6 7 BUCKHOLZ TRAFFIC FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 0007 - SR 70, WEST OF SR 710/EAST OF OKEECHOBEE YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- 2021 ---------- 28500 C ------------ E 14000 ------------ W 14500 --------- 9.00 -------- 58.00 -------- 18.20 2020 24500 C E 12000 W 12500 9.00 57.20 16.50 2019 26000 C E 13000 W 13000 9.00 57.30 14.80 2018 25000 C E 12500 W 12500 9.00 57.90 17.90 2017 26000 C E 13000 W 13000 9.00 58.80 15.30 2016 25500 C E 12500 W 13000 9.00 57.40 13.00 2015 20000 C E 10000 W 10000 9.00 56.60 13.60 2014 21000 S E 10500 W 10500 9.00 58.10 14.40 2013 21000 F E 10500 W 10500 9.00 58.10 14.40 2012 21000 C E 10500 W 10500 9.00 57.50 14.40 2011 22500 F E 11000 W 11500 9.00 56.90 11.60 2010 22500 C E 11000 W 11500 10.99 56.24 11.60 2009 22000 C E 11000 W 11000 10.97 57.93 13.60 2008 23000 C E 11500 W 11500 11.05 57.88 16.50 2007 23500 C E 11500 W 12000 10.65 60.38 15.70 2006 23500 C E 11500 W 12000 10.64 58.36 15.50 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES COUNTY: 91 STATION: 0007 DESCRIPTION: SR 70, WEST OF SR 710/EAST OF OKEECHOBEE START DATE: 08/11/2021 START TIME: 1730 DIRECTION: E DIRECTION: W COMBINED TIME 1ST 2ND 3RD 4TH TOTAL 1ST 2ND 3RD 4TH TOTAL TOTAL --------------------------------------------------------------------------------------- 0000 22 22 14 15 73 I 30 23 12 14 79 152 0100 11 15 8 11 45 I 8 12 27 14 61 106 0200 9 8 6 8 31 I 17 17 15 21 70 101 0300 11 12 14 17 54 I 19 11 18 23 71 125 0400 36 25 46 62 169 I 15 24 36 50 125 294 0500 66 106 137 162 471 I 56 79 77 106 318 789 0600 175 188 175 204 742 I 123 130 203 233 689 1431 0700 209 193 193 182 777 I 167 239 268 324 998 1775 0800 213 180 186 166 745 I 221 190 207 212 830 1575 0900 161 161 148 178 648 I 179 172 157 196 704 1352 1000 172 170 170 161 673 I 194 183 191 181 749 1422 1100 183 159 191 179 712 I 206 198 227 188 819 1531 1200 211 204 179 200 794 I 184 171 195 212 762 1556 1300 197 179 174 201 751 I 181 187 192 192 752 1503 1400 195 209 201 222 827 I 184 209 227 240 860 1687 1500 254 252 202 223 931 I 213 239 258 212 922 1853 1600 314 255 248 243 1060 I 212 262 274 274 1022 2082 1700 312 300 282 223 1117 I 279 272 224 236 1011 2128 1800 223 188 166 129 706 I 252 227 175 181 835 1541 1900 154 122 125 113 514 I 138 149 133 115 535 1049 2000 114 145 116 115 490 I 132 107 81 78 398 888 2100 106 65 60 53 284 I 79 70 55 63 267 551 2200 60 43 48 51 202 I 50 39 35 49 173 375 2300 50 36 22 20 128 I 32 24 25 17 98 226 --------------------------------------------------------------------------------------- 24-HOUR TOTALS: 12944 13148 26092 --------------------------------------------------------------------------------------- PEAK VOLUME INFORMATION DIRECTION: E DIRECTION: W COMBINED DIRECTIONS HOUR VOLUME HOUR VOLUME HOUR VOLUME A.M. 645 799 715 1052 715 1833 P.M. 1645 1137 1630 1099 1630 2202 DAILY 1645 1137 1630 1099 1630 2202 TRUCK PERCENTAGE 18.25 18.22 18.23 ------------------------------------------------------------------------------- CLASSIFICATION SUMMARY DATABASE DIR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TOTTRK TOTVOL E 174 6138 4243 64 1045 259 41 257 673 21 0 2 0 0 27 2362 12944 W 148 6049 4048 55 897 383 24 279 730 23 2 1 1 0 508 2395 13148 GENERATED BY SPS 5.0.55P 081811I1] Actual Predicted Year X AADT Y AADT 29000 2017 0 26500 25600 28000 2018 1 25500 25950 2019 2 26000 26300 27000 2020 3 25000 26650 26000 2021 4 28500 27000 2022 5 27350 Q 25000 2023 6 27700 Q 2024 7 28050 24000 23000 22000 21000 i = 1.3% 20000 TABLE C-2 LINEAR REGRESSION ANALYSIS SR 70, East of US 441 0 1 2 3 4 5 6 7 BUCKHOLZ TRAFFIC FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2021 HISTORICAL AADT REPORT COUNTY: 91 - OKEECHOBEE SITE: 5012 - SR 70, EAST OF SR 15/700/US 98/441 YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- 2021 ---------- 28500 C ------------ E 14000 ------------ W 14500 --------- 9.00 -------- 58.00 -------- 15.60 2020 25000 C E 12500 W 12500 9.00 57.20 18.00 2019 26000 C E 13000 W 13000 9.00 57.30 16.40 2018 25500 C E 13000 W 12500 9.00 57.90 17.60 2017 26500 C E 13500 W 13000 9.00 58.80 14.00 2016 25500 C E 13000 W 12500 9.00 57.40 13.50 2015 27000 C E 13500 W 13500 9.00 56.60 13.00 2014 28000 C E 14000 W 14000 9.00 58.10 13.20 2013 26000 F E 13000 W 13000 9.00 58.10 11.30 2012 26000 C E 13000 W 13000 9.00 57.50 11.30 2011 29500 F E 14500 W 15000 9.00 56.90 8.20 2010 29500 C E 14500 W 15000 10.99 56.24 8.20 2009 31500 C E 16000 W 15500 10.97 57.93 8.70 2008 29500 C E 15000 W 14500 11.05 57.88 8.00 2007 31500 C E 16000 W 15500 10.65 60.38 8.40 2006 35000 C E 18000 W 17000 10.64 58.36 7.50 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES COUNTY: 91 STATION: 5012 DESCRIPTION: SR 70, EAST OF SR 15/700/US 98/441 START DATE: 08/11/2021 START TIME: 1645 DIRECTION: E DIRECTION: W COMBINED TIME 1ST 2ND 3RD 4TH TOTAL 1ST 2ND 3RD 4TH TOTAL TOTAL --------------------------------------------------------------------------------------- 0000 24 20 14 17 75 I 30 23 12 16 81 156 0100 12 13 6 10 41 I 7 11 26 18 62 103 0200 10 6 9 6 31 I 16 17 14 19 66 97 0300 11 13 14 19 57 I 21 12 17 23 73 130 0400 32 27 47 65 171 I 14 27 30 49 120 291 0500 69 111 141 159 480 I 58 76 73 102 309 789 0600 170 194 187 203 754 I 121 136 204 232 693 1447 0700 209 195 193 185 782 I 166 227 268 331 992 1774 0800 215 192 177 175 759 I 219 199 201 218 837 1596 0900 153 165 154 176 648 I 170 176 157 200 703 1351 1000 180 174 176 165 695 I 191 190 187 189 757 1452 1100 182 165 192 182 721 I 202 204 220 186 812 1533 1200 218 212 179 201 810 I 195 163 208 216 782 1592 1300 205 182 177 201 765 I 184 171 205 196 756 1521 1400 196 216 202 231 845 I 175 201 231 234 841 1686 1500 268 252 210 226 956 I 225 239 260 221 945 1901 1600 303 267 239 226 1035 I 217 259 261 264 1001 2036 1700 300 274 278 222 1074 I 256 274 221 242 993 2067 1800 224 187 163 137 711 I 250 235 171 187 843 1554 1900 150 124 131 109 514 I 149 142 142 117 550 1064 2000 118 144 120 108 490 I 124 103 84 79 390 880 2100 108 64 61 54 287 I 79 65 59 67 270 557 2200 54 48 46 57 205 I 43 42 31 48 164 369 2300 46 35 20 22 123 I 39 27 26 15 107 230 --------------------------------------------------------------------------------------- 24-HOUR TOTALS: 13029 13147 26176 --------------------------------------------------------------------------------------- PEAK VOLUME INFORMATION DIRECTION: E DIRECTION: W COMBINED DIRECTIONS HOUR VOLUME HOUR VOLUME HOUR VOLUME A.M. 645 800 715 1045 715 1833 P.M. 1645 1078 1630 1055 1630 2094 DAILY 1645 1078 1630 1055 1630 2094 TRUCK PERCENTAGE 14.63 16.56 15.60 ------------------------------------------------------------------------------- CLASSIFICATION SUMMARY DATABASE DIR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TOTTRK TOTVOL E 138 7300 3611 50 665 198 40 200 723 27 0 2 1 0 74 1906 13029 W 141 6641 4132 45 874 247 20 220 743 24 2 1 1 0 56 2177 13147 GENERATED BY SPS 5.0.55P APPENDIX D CAPACITY CALCULATIONS UNSIGNALIZED INTERSECTIONS AM PEAK HOUR HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / SE 13th Avenue Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2023 North/South Street SE 13th Avenue Time Analyzed Weekday AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 1 0 2 0 0 1 2 0 0 1 0 0 0 0 Configuration U T TR L T LR Volume (veh/h) 4 879 4 0 7 1114 2 7 Percent Heavy Vehicles (%) 0 0 14 0 29 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type I Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 4.1 7.5 6.9 Critical Headway (sec) 6.40 4.38 6.80 7.48 Base Follow -Up Headway (sec) 2.5 2.2 3.5 3.3 Follow -Up Headway (sec) 2.50 2.34 3.50 3.59 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 5 8 10 Capacity, c (veh/h) 218 605 350 v/c Ratio 0.02 0.01 0.03 95% Queue Length, Qqs (veh) 0.1 0.0 0.1 Control Delay (s/veh) 21.9 11.0 15.6 Level of Service (LOS) C B C Approach Delay (s/veh) 0.1 0.1 15.6 Approach LOS A A C Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 6:45:23 PM 2023_AM_Pa rkSt_SE 13thAve.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / Hampton Inn Driveway Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2023 North/South Street Hampton Inn Driveway Time Analyzed Weekday AM Peak Hour Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 1 0 0 0 Configuration T TR L T R Volume (veh/h) 875 2 0 4 1116 14 Percent Heavy Vehicles (%) 0 2 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) 4.1 6.9 Critical Headway (sec) 4.14 6.94 Base Follow -Up Headway (sec) 2.2 3.3 Follow -Up Headway (sec) 2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 5 16 Capacity, c (veh/h) 676 509 v/c Ratio 0.01 0.03 95% Queue Length, Qqs (veh) 0.0 0.1 Control Delay (s/veh) 10.4 12.3 Level of Service (LOS) B B Approach Delay (s/veh) 0.0 12.3 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 7:05:17 PM 2023_AM_Pa rkSt_H a m ptonIn n.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / SE 13th Avenue Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2024 North/South Street SE 13th Avenue Time Analyzed AM Peak Hr. BUILD Traffic Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 1 0 0 1 0 0 1 Configuration L T TR L T R R R Volume (veh/h) 4 10 905 4 0 7 1133 10 9 13 Percent Heavy Vehicles (%) 0 2 0 14 29 2 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No Median Type I Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 4.1 4.1 6.9 6.9 Critical Headway (sec) 6.40 4.14 4.38 7.48 6.94 Base Follow -Up Headway (sec) 2.5 2.2 2.2 3.3 3.3 Follow -Up Headway (sec) 2.50 2.22 2.34 3.59 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 16 8 10 15 Capacity, c (veh/h) 358 588 430 406 v/c Ratio 0.05 0.01 0.02 0.04 95% Queue Length, Qqs (veh) 0.1 0.0 0.1 0.1 Control Delay (s/veh) 15.5 11.2 13.6 14.2 Level of Service (LOS) C B B B Approach Delay (s/veh) 0.2 0.1 13.6 14.2 Approach LOS A A B B Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 7:00:43 PM 2024_B_AM_Pa rkSt_SE13thAve.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park St. / Hampton Inn / NE 12th Ave. Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2024 North/South Street Hampton Inn Drive / NE 12th Avenue Time Analyzed AM Peak Hr. BUILD Traffic Peak Hour Factor 0.86 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 1 0 0 1 Configuration T TR L T TR R R Volume (veh/h) 898 2 13 4 1133 0 14 14 Percent Heavy Vehicles (%) 2 2 2 2 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 4.1 6.9 6.9 Critical Headway (sec) 6.44 4.14 6.94 6.94 Base Follow -Up Headway (sec) 2.5 2.2 3.3 3.3 Follow -Up Headway (sec) 2.52 2.22 3.32 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 20 16 16 Capacity, c (veh/h) 344 498 406 v/c Ratio 0.06 0.03 0.04 95% Queue Length, Qqs (veh) 0.2 0.1 0.1 Control Delay (s/veh) 16.1 12.5 14.2 Level of Service (LOS) C B B Approach Delay (s/veh) 0.2 12.5 14.2 Approach LOS A B B Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 7:11:47 PM 2024_B_A M_P a r kSt_H a m pto nI n n.xtw PM PEAK HOUR HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / SE 13th Avenue Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2023 North/South Street SE 13th Avenue Time Analyzed Weekday PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 1 0 2 0 0 1 2 0 0 1 0 0 0 0 Configuration U T TR L T LR Volume (veh/h) 5 1230 14 2 31 1136 2 16 Percent Heavy Vehicles (%) 0 0 3 0 0 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type I Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 6.4 4.1 7.5 6.9 Critical Headway (sec) 6.40 6.40 4.16 6.80 6.90 Base Follow -Up Headway (sec) 2.5 2.5 2.2 3.5 3.3 Follow -Up Headway (sec) 2.50 2.50 2.23 3.50 3.30 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 5 36 20 Capacity, c (veh/h) 234 449 329 v/c Ratio 0.02 0.08 0.06 95% Queue Length, Qqs (veh) 0.1 0.3 0.2 Control Delay (s/veh) 20.8 13.7 16.6 Level of Service (LOS) C B C Approach Delay (s/veh) 0.1 0.4 16.6 Approach LOS A A C Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 6:50:35 PM 2023_PM_Pa rkSt_SE13thAve.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / Hampton Inn Driveway Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 2/14/2023 East/West Street NE Park Street Analysis Year 2023 North/South Street Hampton Inn Driveway Time Analyzed Weekday PM Peak Hour Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 1 0 0 0 Configuration T TR L T R Volume (veh/h) 1232 36 0 19 1123 17 Percent Heavy Vehicles (%) 0 2 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) 4.1 6.9 Critical Headway (sec) 4.14 6.94 Base Follow -Up Headway (sec) 2.2 3.3 Follow -Up Headway (sec) 2.22 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 21 19 Capacity, c (veh/h) 487 384 v/c Ratio 0.04 0.05 95% Queue Length, Qqs (veh) 0.1 0.2 Control Delay (s/veh) 12.7 14.9 Level of Service (LOS) B B Approach Delay (s/veh) 0.2 14.9 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated: 2/14/2023 7:07:47 PM 2023_P M_Pa rkSt_H a m ptonIn n.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park Street / SE 13th Avenue Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 4/7/2023 East/West Street NE Park Street Analysis Year 2024 North/South Street SE 13th Avenue Time Analyzed PM Peak Hr. BUILD Traffic Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 1 0 0 1 0 0 1 Configuration L T TR L T R R R Volume (veh/h) 21 53 1312 14 2 31 1170 52 18 84 Percent Heavy Vehicles (%) 2 2 0 3 0 2 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No Median Type I Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 4.1 6.4 4.1 6.9 6.9 Critical Headway (sec) 6.44 4.14 6.40 4.16 6.90 6.94 Base Follow -Up Headway (sec) 2.5 2.2 2.5 2.2 3.3 3.3 Follow -Up Headway (sec) 2.52 2.22 2.50 2.23 3.30 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 81 36 20 92 Capacity, c (veh/h) 324 410 370 416 v/c Ratio 0.25 0.09 0.05 0.22 95% Queue Length, Qqs (veh) 1.0 0.3 0.2 0.8 Control Delay (s/veh) 19.8 14.6 15.3 16.1 Level of Service (LOS) C B C C Approach Delay (s/veh) 1.0 0.4 15.3 16.1 Approach LOS A A C C Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated:4/7/2023 3:25:18 PM 2024_B_P M_Pa rkSt_S E13thAve.xtw HCS Two General Information -Way Stop -Control Report Site Information Analyst J. Buckholz Intersection NE Park St. / Hampton Inn / NE 12th Ave. Agency/Co. BUCKHOLZ TRAFFIC Jurisdiction Okeechobee County Date Performed 4/7/2023 East/West Street NE Park Street Analysis Year 2024 North/South Street Hampton Inn Driveway / NE 12th Avenue Time Analyzed PM Peak Hr. BUILD Traffic Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description #23-1820 Lanes IItyT t'r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 1 2 0 0 0 1 0 0 1 Configuration T TR L T TR R R Volume (veh/h) 1336 37 47 19 1177 33 17 45 Percent Heavy Vehicles (%) 2 2 2 2 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No Median Type I Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) 6.4 4.1 6.9 6.9 Critical Headway (sec) 6.44 4.14 6.94 6.94 Base Follow -Up Headway (sec) 2.5 2.2 3.3 3.3 Follow -Up Headway (sec) 2.52 2.22 3.32 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 73 19 49 Capacity, c (veh/h) 182 351 403 v/c Ratio 0.40 0.05 0.12 95% Queue Length, Qqs (veh) 1.8 0.2 0.4 Control Delay (s/veh) 37.2 15.8 15.2 Level of Service (LOS) E C C Approach Delay (s/veh) 1.9 15.8 15.2 Approach LOS A C C Copyright © 2023 University of Florida. All Rights Reserved. HCS'" TWSC Version 2023 Generated:4/7/2023 3:26:48 PM 2024_B_PM_Pa rkSt_H a m ptonIn n.xtw