US 41AT CR - 340 - - STAGE 2 ICE Alachua County (26030000; MP 25.586) Prepared by I Peters and Yaffee, Inc. Prepared for I FDOT District Two FDOT Professional Engineer Certificate I, Austin Chapman, PE 72474, certify that currently hold an active license in the State of Florida and am competent through education or experience to provide engineering services in the civil discipline contained in this plan, print, specification, or report. Project US 41 at CR 340 Stage 2 ICE Location Alachua, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY 2025.01.22 19:19:09 Austin P Chapman -05'00' ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE - - € NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED No 72474 ON ANY ELECTRONIC COPIES. * PETERS AND YAFFEE, INC. STATE OF 9822 TAPESTRY PARK CIRCLE, SUITE 205 G LORIDP JACKSONVILLE, FL 32246 ONAL €t AUSTIN CHAPMAN, P.E. 72474 US 41 AT CR 340 STAGE 2ICE Table of Contents Background 1 ICE Purpose. - 1 Stage 2 ICE Key Variables Stage 2 ICE Evaluation 1 Stage 2 ICE Results. Appendices Appendix A FDOT Stage 2 ICE Forms Appendix B SPICE Worksheets Appendix C FDOT Economic Analysis Tool for ICE Worksheets Appendix D Concept Diagrams Appendix E Cost Estimates Appendix F Synchro Capacity Analysis Worksheets Appendix G Stage 1 ICE Analysis US 41 AT CR 340 STAGE 2 ICE Background FDOT District Two Traffic Operations initiated an investigation into whether the US41/CR 340 intersection met warrants for signalization. US 41 is a two-lane undivided rural principial arterial that runs in a north/south alignment, with a posted speed limit of 40 mph, which reduces to 30 mph approximately 300 feet north of the intersection. US 41 is in the C3C context classification south of CR 340 and the C2T context classification north of CR 340, The intersection was found to meet MUTCD Warrant 1 (eight-hour) and Warrant 2 (four-hour) at the 70% threshold for signalization. Warrant 1 was met at the 100% threshold even if a turn lane was added to CR340.. A delay study identified a level of service "E" for eastbound CR 340 vehicles during the AM and PM peak period. There were seven potentially correctable crashes from 1/1/2019 until 8/16/2024. The maximum number of potentially correctable crashes that occurred within a 12- month period was three collisions between April 2023 and March. 2024. There were no fatal crashes. Following the signal warrant analysis, a Stage 1 Intersection Control Evaluation (ICE) was completed. It was determined that a Traffic Signal and one-lane roundabout should be advanced to Stage 2 for further analysis. ICE Purpose The purpose of ICE is to consider the projected safety and operations of multiple context-sensitive control strategies for new or modified intersections. This analysis promotes thoughtful consideration of alternative intersection types using quantitative analysis for each control type. Stage 1 is a screening stage and uses FHWA's Capacity Analysis for Planning of Junctions (CAP-X) for operational analysis and FHWA's Safety Performance of Intersection Control Evaluations (SPICE) for safety analysis to determine which options proceed to Stage 2. Stage 2 utilizes more detailed project data and analysis to perform a benefit to cost calculation which considers both projected safety and operational data. Stage 2 ICE Key Variables The annual traffic growth rates determined in Stage 1 (1% for US 41, 2% for CR 340) were used to determine the 2036 Design Year volumes for the traffic operations analysis. The critical peak hour was determined to be the PM peak hour (5:00 PM - 6:00 PM). The opening year for the modified intersection is projected to be 2026 with a design year of 2036. Stage 2 ICE Evaluation Conceptual designs were created for the Traffic Signal and One-lane Roundabout options. These were used to establish the intersection alignment, geometry, lane requirements and right-of-way (ROW) requirements. A review of potential ROW and utility impacts of traffic control options was conducted using readily available information, RW maps and Phase Il Roadway Plans (FPI 207779-3-52-01) provided by FDOT. No design, survey, or subsurface utility exploration was completed. Therefore, this is preliminary and will need to be confirmed in design. For the Traffic Signal option, right-of-way acquisition is not anticipated. However, installing a sidewalk on the southwest corner would require relocating the electric pole at that corner. The design recommends reconstructing part of the existing sidewalk and adding pedestrian signalization on the northwest quadrant. The design also includes lane shifts through the intersection with a deflection angle of 1.5 degrees which is acceptable for the 40 mph design speed. For the One-lane Roundabout option, the concept design shows impact to properties on the northwest and southwest quadrants; therefore, right-of-way acquisition is anticipated. Two parcels in the northwest quadrant will bei impacted. According to the Alachua County Property Appraiser website, these parcels were sold in 2016 for $160,000 each, SO $300,000 is considered for the acquisition of half of each parcel. One parcel in the southwest quadrant is also anticipated to be impacted, andi it was sold in 2024 for $275,000, sO $400,000 is considered for its acquisition. The total anticipated cost for right-of-way acquisition for the One-lane Roundabout is $700,000. The Page 1 US 41 AT CR 340 STAGE 2 ICE roundabout would cut access to the southernmost Sam's Pizza and Subs driveway. This concept does not address access to the southern driveway but should be addressed during final design. Attempting to place the roundabout solely on the northwest parcels was not feasible because the approach alignment would impact an additional parcel to the west of NW 237th Street, exclude the existing east approach, and fail to accommodate the WB-62FL design vehicle. Preliminary construction cost estimates were developed based on the concepts and design knowledge. Iti is estimated that the Signalized Control will cost $1,162,322.61 to construct, and the One-lane Roundabout will cost $1,858,993.46 for both construction and right-of-way acquisition. Synchro 11 software using Highway Capacity Manual (HCM) methodologies was used to evaluate critical peak hour operations at the intersection under each control type. The Signalized Control option is expected to operate with an average delay of 19.5 seconds (LOS B) during the Design Year AM peak hour, and the One-lane Roundabout option is expected to operate with an average delay of 8.0 seconds (LOS A) during the Design Year PM peak hour. All turning movement queues can be accommodated within the proposed turn lane lengths for the Traffic Signal option. The average delays for the Signalized Control option and the One-lane Roundabout comes directly from Synchro. The SPICE Tool was used to determine the anticipated safety performance of the two options. The One-lane Roundabout received the better Crash Prediction Rank and the Safe System Intersection (SSI) rank than the Traffic Signal. The benefit to cost (B/C) analysis indicates that, as compared to Signalized Control, the One-lane Roundabout is expected to have a BIC ratio of 10.93. Stage 2 ICE Results Based on the Stage 2 ICE Analysis, it is recommended that a One-lane Roundabout be installed at the US 41/CR 340 intersection. The One-lane Roundabout received a better BICI ratio, a better Crash Prediction Rank, and a better Safe System Intersection rating compared to the Traffic Signal option. Itis also expected to operate with an acceptable level of service during the PM peak hour of the 2026 Design Year. Attached are the FDOT Stage 2 ICE Forms, SPICE Worksheets, FDOT Economic Analysis Tool for ICE Worksheets, Concept Designs, Cost Estimates and Synchro Capacity Analysis Worksheets. The Stage 1 ICE Analysis is also attached. Page 2 US 41 AT CR 340 STAGE 2 ICE Appendix <A FDOT Stage 2 ICE Forms Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Stage 2: Initial Control Strategy Assessment To fulfill the requirements of Stage 2 (Intersection Control Strategy) of FDOT's ICE procedures, complete the following form and append all supporting documentation. A selection must be made in the' "Project Funding Source" cell below for the Stage 21 form tof fully populate. Completed forms are to be submitted tot the District Traffic Operations Engineer (DTOE) and District Design Engineer (DDE) for the project's approval. Project Name US 17a at CR3 340 Stage 2 ICE FDOT Project: # Date 01/10/25 Submitted By Denis Monyo Agency/Company Peters and' Yaffee Email ameye@wtmanoafwe.unt Project Funding Source Non-federal List all viable intersection control strategies identified in Stage 1 (Screening): Signalized Control Roundabout (1-ane) Operational Analyses Summarize the results of the peak hour analysis performed for each controls strategy. Select analysis year based on guidance in the ICE procedures document. Refer to Exhibit 19-8 ofthe Highway Capacity Manual, 6th Edition (HCM6) to determine the appropriate LOS based on intersection delay (hover over this cell for Exhibit 19-8). DesignV Vehicle Florida Interstate Semitrailer (WB-62FL) Control Vehicle Florida Interstate Semitrailer (WB-62FL) Opening) Year 2026 Critical Peak Hour Control Strategy LOS Delay (sec.) AII Queues Accommodated? Signalized Control B 19.5 Yes Roundabout (1-ane) A 8.0 Yes Critical peak hourt for signalized control was the 2036 AM peak hour and critical peak hour for the roundabout control was the 2036 PM peak hour. Provide any additional discussion necessary regarding the results of he operational analysis: Safety Performance Enter the most recent five (5) years of crash data from the CAR System. Most recent year of crash data available Crash Type Total Total Combined Fatal/lnjuryl PDO Total Single-Vehicle FatalInjury PDO Total Multi-Vehicle Fatal/lnjury PDO Vehicle-Pedestian Fatal/njury Vehicle-Bicycle Fatallnjury Total All Applyt the FDOT SPICE Tool to model anticipated safety performance of each control strategy. Fori intersection types not accommodated int the tool, manually apply crash modification factors detailedi ini the ICE procedures document or qualitatively describe anticipated safety impacts. Opening Year Design) Year Control Strategy Anticipated Impact on Safety Performance Predicted Predicted SSI Predicted Predicted SSI Total Fatal+injury Score Total Fatal+lInjury Score Crashes Crashes Crashes Crashes Signalized Control 6.74 2.19 97 7.58 2.48 97 Roundabout (1-ane) 2.22 0.43 100 2.38 0.47 100 Multimodal Accommodations Notet the existinglanticipated level ofp pedestrian/bicycist activity ati the study intersection during a typical day. After fillingi in the daiy number ofp pedestrians crossing, the levelf field will auto-populate. activity Daily # of peds. crossing (all approaches) Pedestrian Volume by Activity Level Daiy#o ofbicyclists crossing (ail approaches): Summarize the ability of each viable control strategy to accommodate the existinglanticipated level of: Control Strategy Pedestrians and Bicyclists Transit Services Freight Needs No anticipated issues. No anticipated issues. No anticipated issues. Signalized Control No anticipated issues. No anticipatedi issues. No anticipated issues. Roundabout (1-ane) Environmental, Utility, and Right-of-Way Impacts Summarize any issues related to environmental, utility, or right-ofway (including relocation) impacts specifici to each control strategy. Be sure to consider the NEPA requirements fore each controit type. Pedestrian features ont the southwest comer of the intersection would require relocating the electric pole at the same corner.lti is anticipated that Signalized Control the utility owner will move the pole at the utility's expense. Widening the pavement ont the southwest comer of the intersection wouldr require relocating the electric pole at the same comer. Itis anticipated Roundabout thatt the utility owner will move the pole att the utility's expense. (1-lane) Public Input/Feedback (if appropriate) Summarize any agency orp publici inputr regarding the control strategies: Control Strategy Evaluation Provide a brief justiication ast tov why each oft the followingi is either viable or not viable. lfa single control strategy is recommended, selecti ita as the only strategy to be advanced. Strategy to be Control Strategy Advanced? Justification This alternative is not expected to require rightofw way and has a lower construction cost, but when factoring in future delays ands safety performance, has a higher Total Net Present Cost than a One-lane Roundabout. Signalized Control No When considering construction cost, cost of delays and safety performance, this altemative has al lower Total Net Present Cost anda a higher benefit-cost (B/C) ratio of 10.93 relative to Signalized Control. Roundabout (1-lane) Yes Recommendation Asingle control strategy is recommended Resolution To be filled out by FDOT District Traffic Operations Engineer and District Design Engineer Accept Recommendation 0 Reject Recommendation 0 DTOE Name James F. Hannigan, Jr. PE Signature Date DTOE Comments DDE Name Kathryn D. Thomas, PE Signature Date DDE Comments US 41 AT CR 340 STAGE 2 ICE Appendix B SPICE Worksheets 8 - DE o a 1n d 2 2 2 3 2 2 2 2 2 2 2 2 2 2 NW 2 DE de la in At-Grade Intersection Inputs Provide inputsr needed to compute and apply PartCCMFs. Control Strategy Input Traffic. Signal 1-lane Roundabout Openingy Year Major Road AADT 11847 11847 Openingy Year Minor Road AADT Optional AADT 6959 6959 Alls strategies will have the same AADT ast the Design Year Major Road AADT Overrides 13009 13009 Base Conditions uniess overridden by user. Design) Year Minor Road AADT 7642 7642 Number of Approaches with Left-Turn Lanes 0 Number of Approaches with Right-1 Turn Lanes Additional Required 0 Do not Include stop controlled approaches Control Strategy forr minor stop Number of Uncontrolled Approaches with Left- Turn Lanes Inputs Number of Uncontrolled Approaches with Right-T Turn Lanes Keep default values below here for planning- level analysis, override with actual values forf full HSM Analysis PartCCMFs Optional For Stage 1ICE, Requiredf for Stage2ICE Skew Angle N/A Lighting Present Yes #ofA Approaches Permissive LT Signal Phasing 4 HofA Approaches Perm/Prot LT Signal Phasing 0 #ofA Approaches Protected LTS Signal Phasing 0 Number of Approaches with Right- Turn-on-Redi Prohibited 0 Redlight Cameras Present Ally yellow cells will No Ally yellow cells willl be automatically Number of Major Street Through Lanes be: automatically 0 Scroll Down for populated by a macro. If users want to doa Number of Minor Street Lanes populatedb bya 0 Roundabout CMF planning- level analysis, they can leave the #of Major St Approaches w/ Right-T Turn Channelization macro. If users want Inputs automatic inputs as-is Number of Approaches with U-Turn Prohibited to do ap planning- -level analysis, they can Pedestrian Volume by Activity Level leave the automatic Low (20) inputs as-is. User Specified Sum of all daily pedestrian crossing volumes 50 Max: #o of Lanes Crossed byF Pedestrians 5 Number of Bus Stops within 1000' ofl Intersection 0 Schools within 1000' ofi intersection No Number of Alcohol Sales Establishments within 1000' of Intersection 0 Roundabout CMF Inputs Inscribed Circle Diameter (ft) 130 Leg 1 (Major Leg #1) leg1 (Major Leg #1) Opening Year EnteringA AADT 5,924 Leg has Right-Turn Bypass No #ofA Access Points within 250' of Yield Line 0 Entering Width (Ft) # of Entering Lanes #ofC Circulating Lanes Leg2/Major Leg" #2) leg2 (Major Leg# #2) Opening Year Entering AADT 5,924 Leg! has Right-T Turn Bypass No #ofA Access Points within 250 of Vield Line 0 Entering Width (ft) #of Entering Lanes # of Circulating Lanes N/A N/A Leg 3/Minor Leg #1) leg3 (Minor Leg#1) Opening) Year EnteringA AADT 3479.5 Leg has Right- -Turn Bypass No #ofA Access Points within 250' of Vield Line 0 Entering Width (ft) #ofE Entering Lanes #of Circulating Lanes Leg4 (Minor Leg #2) Leg4(Minor Leg! #2) Opening) Year Entering AADT 3,480 Leg has Right-T Turn Bypass No #ofA Access Points within 250' of Yield Line 0 Entering Width( (ft) #ofEntering Lanes #of Circulating Lanes #U-Turns # of Major Roadway Lanes (one direction) # of Minor Roadway Lanes (one direction) Total Offset Distance (ft) Number of Driveways Total Deceleration Lane Length (Ft) N/A N/A N/A Total Acceleration Lane Length (Ft) Number of Left-Turn Lanes From Major Road Major Road Speed Limit (mph) Total Median Width (ft) Maximum Median Width (Ft) SafeSyste or nter as Spedfy thes geomtric, expasure. ev ver nty, nd onf ing raffic an SSlanolysis .Roadway Geometry Lanes Majors Street Designation Requiredi Inputs Majorn numbert thru lanes (oned direction) Selectr major street direction N-S Default Available, Overrided Optional Minorn number thrul lanes (onec direction) Median Presence an Major Road NO Planning- Level Default Input Median Presence on Minor Road No Value, 2. Completet the "Exposureinputs." Thesei inputs willa apply toalli interesections selected for analysis. Computed Computed Value- NoOverride Override Optional Complete the" "Severityi inputs Disabled Celi (Often based on 4. Complete the "Conficting Traffic Complexiti inputs input selections) 2.Exposure- -Allntersections Average Daily Traffic (veh/day) Open Design ADT Directional Split NonmotorizedT TotalA ADBP (ped-bike/day) Activity Level ADBP Value (ped Major 1137 11002 Major 0.50 Open Year Total Intersection! NM Low/(20) Minor 6.359 Z642 Minor 0.50 Design Vear Total Intersection NM Low/20) (or overwrite pedn movement ADBPS below) Are turning movement ADT values areavallable? yes", inputv valuesi in Table2-A NonmotorizedN MovementA ADBPI (ped-bike/day) p Are peak chourt turning movemento countsa available? : "" "Yes", input valuesi nTable2-B Major NM: (NM mumto crossing Majl) Ifnoturningm movmenty volumeso ord counts area available,a auserc can Major NM2 optionally overridethep planning-leveld default turning movment Minor NM1 proportionsi in] Tablezc Minor NM2 Table2-A:T Turning Movement (vol/day) Table2-B: Tuming Moyemento Counts Optionan Table2-CT TuringP Proportions (optional) Open Design Mvmt AMPeak AM% PMPeak PMX Ave* Major Thrui 3376 3708 Major Thrui NBT 287 0.89 273 0.76 0.83 Majort Decimal Majori Left Turni 1066 1171 Majorl Left Turni NBL 0.11 85 0.24 0.18 Majort Thrui Left 0.57 Major Rightl Turn1 1481 1626 Majork Right Turni NBR 0 oL 1 0.002786 Major Rightl Turni Turni 0.18 0.25 MajorT Thru2 2770.7 759 3042525 Majort Thruz SBT 258 0.65 50 0.46729 0.56 Major Thru2 Majorl LeftT Tumn2 296.175 325.225 Major LeftT Turn2 SB 18 0.05 27 0.050467 0.05 Majori LeftT Turn2 0.467757009 Major Right Turn2 2856.566 3136.75 Major Right Turn2 SBR 123 0.31 258 0.482243 Major RigheT Turn2 0,482242991 0.05 Minor Thru 1 B3.91735 92.15353 Minort Thrul EBT 0.06 8 0.047059 0.05 Minor Minori LeftT Turni 2331265_256007 Minork Left Turn1 EBL M 0.7 110 0.647059 0.67 Minor LeT Thrul 0.024117647 0.67 Minor RightT Turn1 10543 318_1168.776 Minor Right Turn1 EBR 57 0.23 52 0.305882 0.27 Minor Right Tumi Turni L0305882353 MinorT Thru2 1739.75 1910.5 Minort Thru2 WBT o oL 14 0.378378 0,19 Minor Thru? 05 Minork LeftT Tumnz 869.875 955.25 Minork left Tum2 WBL 0,054054 0.03 Minor Left MinorR RightT Tum2 869.875 I 955.25 Minor RightTumn2 WBR 21 0.567568 0.78 Minor RightTum2 Tum2 0.25 0.25 3.Severity KCAMKAIRTAKCNBN Vehicles Speeds mph TrafficControl Decimal Major Posted Speedlimit 40 BaseT Traffic cControl Adjustmenty Value (BTCAVfor permitted Minor Posted Speedl Limit 45 BaseT Traffic ControlA IAdjustmenty tValue BTCAV,for protected/permited 0.85 Base7 Traffic Control lAdjustmenty tValue/BTCAV)for; protected 0.01 thru 40 BaseT Traffic Control Adjustment Value( (BTCAV) for stop-controlled 45 left 20 right 15 Weight, for permitted 05 thru 38.2 25 E Weight,f, forprotectedpermited 0.5 Minorke left 20 weight,f.f forp protected 05 Minorr right 15 Weight, , for stop-controlled 05 Stopn near 15 stopfar Major T signal phasing! idrop-down) Proteted/Permited signalnear 25 Minor LT signalg phasing (drop- down) Permitted Sgnalfar Exdusive Pedestrianp phasing! (drop-down) No RABentering RABC circulating 25 FrafiecomroiParamter (a traffic control) RABe exiting 30 Permitted Nonmotorized Protected/permited 0.925 Protected 0.505 Collision Angles deg Stop-controlled 0.725 crossing 90 Crossing- LT 230 Driver Mergingw Weights (W) Crossing- RAB 60 uane1w1) Merging 45 Lane 2(w2) Diverging 10 Lane3 3+(W34) PIFSI)R RegressionP Parameters alpha 6729 Nonmotorized Complexity 3.79 Nonmotorized Turn Score Weights (w) tane1(W1) 1 Lane2(w2) 0.75 Lane3+w3) 05 Calibration Optional- Input locaily developed calibrationf factors for SPFS. At-Gradel Intersection SPFS Traffic Control Facility Type #legs 1way/2 #oflanes on Calibration Default Optional User Use Value way arterial Factor Override OnR Rural Two Lane Highway Bleg 1.00 1.00 4leg 0.92 0.92 OnRurain Multilane Highway 3leg 1.00 1.00 4leg 0.45 0.45 Traffics Signal 3leg 2x2 Sorf fewer 2.50 2.50 leg 2x2 Sorf fewer 2.27 2.27 (Forr more information on determining signal type, 3leg 2x2 2x2 6ormore 6or 1.00 1.00 refer tot the' "Definitions" worksheet) On Urban and Suburban Arterial 4leg more 1.00 1.00 3leg 1x2 1.00 1.00 4leg 1x2 1.00 1.00 3leg 1x1 1.00 1.00 4leg 1xi 1.00 1.00 OnHighs Speed (50+ MPH) Urbana and 3leg 1.00 1.00 SuburbanA Arterial 4leg 1.00 1.00 On Rurall Twol Lane Highway 3leg 1.27 1.27 4leg 0.74 0.74 On Rural Multilane Highway 3leg 2.20 2.20 4leg 1.64 1.64 3leg 2x2 Sorfewer 1.14 1.14 4leg 2x2 Sorf fewer 187 1.87 Minor Road! Stop 3leg 2x2 6or more 1.00 1.00 On Urban and Suburban Arterial 4leg 2x2 6orn more 1.00 1.00 3leg 1x2 1.00 1.00 4leg 1x2 - 1.00 1.00 3leg 1xi : 1.00 1.00 4leg 1x1 - 1.00 1.00 OnHighs Speed (50+ MPH) Urban and 3leg 1.00 1.00 uburban Arterial 4leg 1.00 1.00 On Rurall Two Lanel Highway 3leg 1.00 1.00 4leg 1.00 1.00 All-Way Stop OnR Rurai Multilane Highway Sleg 1.00 1.00 4leg 1.00 1.00 On Urban ands Suburban Arterial 3leg 1.00 1.00 4leg 1.00 1.00 1-lanen roundabout 3leg - 1.00 1.00 Roundabout 4leg 1.00 1.00 2-lane roundabout 3leg 1.00 1.00 4leg 1.00 1.00 Signalized Restricted Crossing U-Turn (RCUT) 3leg 1.00 1.00 4leg 1.00 1.00 Unsignalized Restricted Crossing U-Turn (RCUT) 3leg 1.00 1.00 4leg 1.00 1.00 RampT Yemhalitenertionses Control Rampa andl Intersection Type SPF Calibration Optional User Use Value Factor Override Diamond Signalired Four-legt terminalsy with diagonalr ramps/D4) 1.00 1.00 DivergingD Diamond Allypes 1.00 1.00 Single-Point Diamond AIIE Itypes 1.00 Diamonds Stop Control Fourlegt terminalsw withd diagonalramps (D4) 1.00 1.00 1.00 Signalized Tight Diamond 1.00 1.00 Roundabout 1-lane roundabouty Ewithdlegs 1.00 1.00 2-laner roundabouty with4legs 1.00 Halfo Diamonds Signalized 1.00 1.00 1.00 HaDlamonds Stop Control 1.00 1.00 TwoQuadrantp Partial dovereafAignalred 1.00 1.00 Twoc QuadrantP Partial CoverteafAStopContrel 1.00 1.00 FourQuadrant Partial cloverieafASignaized 1.00 1.00 Four Quadrant Partial CloverleafAStop Control 1.00 Twog QuadrantP Partial CloverleafB Signalized 1.00 1.00 1.00 TwoquadrantP Partial Cloverleaf fBS StopContre 1.00 Four QuadrantP Partial CloverleafBS Signalized 1.00 1.00 1.00 FourQuadrantP Partial CloverleafBS StopControl 1.00 1.00 LocalCMFS Optional- Override defoult CMFSW with locall-developedo or new_CMFs Control Intersection Default Base Typec of Crashes Default CMF Optional Override User Use Value Partial Displaced LeftT Turn (DLT) Traffic Signal Total 0.88 0.88 Fatal &injury 0.88 0.88 Full Median U-Turn (MUT) Traffic Signal Total 0.63 0.63 Fatal &1 Injury 0.76 0.76 Continuous Green-T Intersection Traffics Signal Total 0.96 0.96 Fataiginjury 0.85 0.85 Jughandle Traffic Signal Total 0.74 0.74 Fatal &injury 0.74 0.74 Other 1 User Selection Total 1.00 1.00 Fatal I&Injury 1.00 1.00 Other2 User Selection Total 1.00 1.00 Fatal&Injury 1.00 1.00 Crossover Traffic Signal (of Diverging Diamondi Interchange) Traffic Signal Total 0.71 0.71 Fatal& Injury 0.59 0.59 E 1 - o E 4 9 o o 11 I : a 1 o 1 1 3 1 2 3 1 1 o 1 o 1 2 o o o 0 0 4 1 3 4 o 4 N 2 4 2 - E de 8 de 5 8 3 3 3 do I E E a e a I 3 g DE E 3 I e 5 de a la y de de o 2 1 I E 1 a : € E of : le o la M 5 : a S C 5 5 m E E E 6 - - 4 5 E e 3 E 9 a D8 6 a E 2 E 5 E 9 dA US 41 AT CR 340 STAGE 2 ICE Appendix C FDOT Economic Analysis Tool for ICE Worksheets At-Grade Intersection List This sheet is used to manage the at- grade intersections list. After entering all inputs, use the "Setup Worksheets" button at the bottom of thet tab! before proceeding with the economic analysis. Open) Year Design Year Operating Cycle 2026 2036 Demandf forecasts fort the opening year must be providedbelow, and travel time/delay forecasts must be giveni in the Delay worksheet. Peak Hours Start From To Enter peak period begin AMp peak 7:15AM 8:15AM ande end times: PMp peak 5:00PM 6:00PM Weekendp peak 10:00AM 11:00AM Select Analysis Basis: Typical Day/Unknown V Select facility type: 04- RuralPrincipal Arterial - Other V Ati intersections of varying facilities select the roadway that will be more representative of the volume, or interpolate between values. Specify total volumes or Turning Counts (Select from drop- turning counts? down menu) Enter thet turning movement counts int the Deman 1d dCounts worksheet for the peak hours. If data is not availablef for the weekend peak hour please leave blank. Year Units Opening Design 2026 2036 Intersection 1 AMp peak hourv volume veh/hr 1,045 1,175 PMpeak hour volume veh/hr 1,150 1,290 Weekend peak hour veh/hr volume: Averagea annual auto occupancy Passengers per vehicle 1.0 1.0 Averagea annual %t trucks Average % 2.4% 2.4% Selecti intersection types from the following table toi include in the economic analysis. Toi include ani intersection, select "Yes" in the include column, and to exclude an intersection, select "No" in the include column. At-Grade Controls Strategies Control - Include Short Name Description Notes No TWSC Two-Ways Stop Control 2 No AWSC AIIWay Stop Control 3 Yes Trafficsignal Traffics Signal 4 No TrafficsignalAlt Traffics Signal AI.) 5 Yes Roundabout1 Roundabout (1-lane) 6 No Roundabout2 Roundabout (2-Lane) 7 No DLT Displaced Left Turn(DLT) 8 No MUT Medanu-TumMUT 9 No SignaIRCUT Signalized Restricted Crossing U-Turn RCUT) 10 No UnsignaIRCUT Unsignalized Restrictedo Crossing U-Tur (RCUT) 11 No Greent ContinuousG Green-Tintersection 12 No Jughandlel jughandle (ForwardR Ramps) 13 No Jughandle2 Jughandle Reverse Ramps) 14 No Quadrant Itx Quadrant Roadway! Intersection Notet thatr nos safetyi informationi is available 15 No SigThrucut SeralzedT Thrucut Notet thatnos safetyi informationi is available 16 No Unsignalhrucut Unsignalizedi Thrucut Notet thatr no safety informationi is available 17 No Bowtie Bowtie Notet thatr no safetyi informationis available 18 No Otherl Other1 1 Safetyl informationr must bep provided 19 No Other2 Other2 Safetyi informationr must! be provided Presst the' "Setup' Worksheets" button toc createl hidden worksheets that compute performance measures for each selected control strategy. I S 8 df - I 8 8 8 f 0 2 2 a a o o o o E a o o o o E E 1 o o o o o o o o I 3 I o 0 0 o 0 0 o a o o o o o o o o o 8 : 8 8 3 I S a LA 5 s 3 a 5 D0 5 8 S 3 E 3 E I 9 1 8 3 I 1 9 8 8 o ( E E E un 8 DE 9 3 8 W > o o o o 2 o o o o 3 8 8 8 8 3 8 8 00 a 8 DE 0 9 1 H W o 9 à E a R o 3 B I 8 o E 8 a E B o 9 a 8 o 4? W a o o o o a o o o o e of E 3 de E LE a 5 5 a Be 3 a De 3 da de This sheet compiles the data from summary tables in individual alternatives sheets. To populate the output Outputs sheet press the "Setup Worksheets" button in the Alternatives MasterList tab. Agency: Florida Department of Transportation Project Name: US 41/CR 340 Stage 2 ICE Project Reference: 2024.0173 Intersection: US 41/CR 340 City: High Springs State: Florida Performing Department or Department of Transportation Organization: Date: 1/10/2025 Analyst: Denis Monyo Analysis Type At-Grade Intersection Analysis Summary Net Present Value of Costs Cost Categories Base Case -Traffic Traffic Signal Roundabout (1-lane) Signal Planning, Construction & Right of Way Costs $ 1,162,323 $ 1,162,323 $ 1,858,993 Post- -Opening Costs $ 62,464 $ 62,464 $ 45,554 Auto Passenger Delay $ 3,427,431 $ 3,427,431 $ 1,664,446 Truck Delay $ 229,329 $ 229,329 $ 111,366 Safety $ 6,960,386 $ 6,960,386 $ 1,408,436 Total cost $11,841,933 $11,841,933 $5,088,797 Select Base Case for Benefit- Cost Comparison: Traffic Signal (Choosef from list) Net Present Value of Benefits Relative to Base Case Benefit Categories Traffic Signal Roundabout (1-Lane) Auto Passenger Delay $ 1,762,985 Truck Delay $ 117,963 Safety $ 5,551,950 Net Present Value of Benefits $ 7,432,897 Net Present Value of Costs $ 679,761 Net Present Value ofl Improvement $ 6,753,136 Benefit- -Cost (B/C) Ratio 10.93 Delay B/C 2.77 Safety B/C 8.17 € (aue-t) anogepunoy jeu8is pyeu 3 anag S! 75O) JaMo7) S4sc ) jo anjeA quasaud IaN je1o. US 41 AT CR 340 STAGE 2 ICE Appendix D Concept Diagrams e E 1 3 AI ODE 83 E - a 1 5 0 - OPE 82 - M - US 41 AT CR 340 STAGE 2 ICE Appendix E Cost Estimates ENGINEER'S OPINION OF PROBABLE COST - PRELIMINARY US 41 at CR3 340 in Alachua County - Traditional Signal Area 06 ands Statewide Average Unit Cost ITEMI NUMBERDESCRPTION PRICE ROADWAY IEMS 672521.53 2 SIGNING AND PAVEMENTI MARKINGI ITEMS 11,547.08 3 SIGNALE LIZATION ITEMS 419,41647 4 LIGHTING ITEMS 53,171.84 PROJECTS SUBTOTAL 1,056,656.92 PROJECT SUBTOTAL (WITH 10.CONTNGENCY 1,162,322.61 RIGHT-OF WAYA ACQUISIATION $ PROJECT GRAND TOTAL (WITH1 10%0 CONTINGENCY) $ 1,162,322.61 DISCLAIMER: THIS ESTIMATE OFF PROBABLECOST TISAPPROXIMATE. ACTUAL CONSTRUCTIONE BIDSN MAY VARY SIGNIFICANTLYF FROM THISSTATEMENT OF PROBABLE COSTS DUE TOT TIMING OFCONSTRUCTION. CHANGED CONDITIONS. LABORE RATE CHANGES. OR OTHERF FACTORS BEYONDT THE CONTROL OF1 THEE ESTIMATORS. BID_TEM ITEMD DESCRIPTION - QUANTITY I UNIT UNIT COST TOTAL ROADWAY 01011 MOBILIZATION LS $88,054.74 B8,054.74 0102 1 MANTENANCE OF TRAFFIC LS $88,054.74 $ 88.054.74 010410 3 SEDIMENTE BARRIER 800 LF $2.42 1,935.00 0110 1 CIEARNGÈGRUBBNG 0.43 AC $41,835.70 17,989.35 0120 REGULA ARE EXCAVATION 1,687 CY $58.24 98:247,00 01604 IVPEBSTABLEATION 2,530 SY $20.46 51.771.98 0285709 OPTIONAL BASE, BASE GROUP09 2,097 SY $33.01 69221.97 0327705 MLLNGEXISTING ASPHALTPAVEMENT: 2"AVGD DEPTH 3,508 SY $3.41 11,962.43 0334112 SUPERPAVE ASPHAL TICCONC, TRAFFICB 231 TN $157.87 36,467.97 0337781 SAVITCOXGKTFRCTON COURSE, TRAFCBFCSP72 462 TN $180.03 83,173.86 0520110 CONCRETECURB & GUTTER,TYPEF 240 LF $29.29 7,029.60 0522 1 CONCRET TE SIDEWALKA KANDDRVEWAYS, 4'THICK 39 SY $69.68 2,709.78 0522 2 CONCRETE SIDEWALKA ANDDRIMEWAYS. 6'THICK 139 SY $88.28 12.261.11 05272 DETECTABEWARNNGS 80 SF $40.63 3250.40 057012 PERFORMANCE TURF,SOD 90 SY $4.34 390.60 SUBTOTAL- -ROADWAY $ 572,521.53 SIGNINGA INDPAVEMENTHARKNO 0700160 SNGLEPOSTS SIGN, REMOVE 2 AS $37.42 $ 74.84 070613 RAISEDPAVEMENTI MARKER. TYPEB 98 EA $5.38 $ 526.16 071111123 THERMOPLASTIC, STANDARD, WHITE, SOLID, 12'FOR CROSSWALKA ANDROUNDABOUT 360 LF $4.67 $ 1,681.20 0711 11125 THERMOPLASTIC, STANDARD, WHITE, SOLID, 24'FORS STOPLINE ANDO CROSSWALK 324 LF $8.10 $ 2,624.40 071111170 THERMOPLASTIC, STANDARD, WHITE, ARROW 9 - EA $86.35 777.15 071111224 THERMOPLASTIC, STANDARD,YELOW, SOLID, WPSKDOSAORGEON 216 LF $5.85 $ 1,263.60 071116101 THERMOPLASTIC, STANDMDONERKNACEY WHITE, SOLID, 6" 0.453 GM $5,767.83 $ 2.612.83 071116201 THERMOPLASTIC, STANDARD- OTHER SURFACES, YELLOW, SOLID,6" 0.341 GM $5,826.70 $ 1,986.90 SUBTOTAL -SIGNING ANDF PAVEMENT MARKING s 11,547.08 SIGNALZATION 0630211 STISSTESTISAIT TRENCH 350 LF $20.27 $ 7,09450 0630212 CONDUIT. FURNISHE LINSTAILDRECTONAT BORE 250 LF $31.42 s 7,855.00 0632 71 SIGNAL CABLE- NEW ORI RECONSTRUCTED INTERSECTION, FURNISHAINSTALL 1 - PI $11,453.69 $ 11,453.69 0635211 FTIEYEVASIE 16 - EA $1,578.36 $ 25,253.76 ELECTRICALF POWER SERVICE, FATUNDERGROUND? METERP PURCHASEDBY 0639 1122 CONTRACTOR 1 AS $5,464.47 5,464.47 063921 ELECTRICALS SERVICEWIRE, FURNSHENSTALL 300 LF $5.41 $ 1,623.00 0646 111 UISMERIREEYE 6 EA $3,122.71 $ 18.736.26 0649213 STEEL MAST ARMA ASSEMELV,FURNSH? NONSAISRGEABNE EA $58,000.00 58,00.00 0649216 STEEL MAST ARMA ASSEMBLV,FURNESHA ANDINSTALL, SINGLE ARM50 EA $81,139.06 81,139.06 0649215 STEELI MASTA ARMA ASSEMBLY,F FURNISH ANDI INSTALL,DOUBLE? ARM4 40'-40 EA $102,568.53 102,568.53 0650114 VEHICULAR TRAFFIC SIGNAL, FURNISHE &INSTALL? ALUMINUM, 3S SECTION,1WAY AS $1,767.A 46 14,139.68 0650116 VEHICULAR TRAFFICSIGNAL FURNISHE INSTALLA ALUMINUM, 4 SECTION, 1WAY AS $2,197.37 4,394.74 0653111 PEDESTRIAN SIGNAL, FURNISH& INSTALLL LEDCOUNTDOWN, 1WAY AS $986.53 789224 06601110 LOOPDETECTORI NDUCTMVE, FRL,TYPE1 10 6 EA $423.13 $ 2,538.78 06602106 COAEMEVFNRF 6 AS $1,681.73 $ 10,090.38 0665 111 PEDESTRANDETECTOR. FURNISHE & INSTALL,STANDARD 8 EA $386.25 $ 3,090.00 0670 5111 TRAFFICCONTROLIERA ASSEMBLY,FRL, NEMA, 1PREEMPTION AS $37,301.38 $ 37,301.38 0682 1133 mSCCTV CAMERA, F&1, DOME ENCLO LOSURE- -NON-PRESSURZED, IP, HIGH DEFINITION EA $6,811.38 6,811.38 0684 11 MANAGEDFIELDE ETHERNET SWITCH,FURNSHE INSTALL EA $4,581.74 4,581.74 0700 3201 SIGN PANEL,FURNISHE INSTALL DMEOMCIUDIONE EA $1,074.27 4,297.08 07003202 SIGN PANEL, FURNISHEINSTALL OVERHEADI MOUNT,1 12-20SF 4 EA $1,272.70 $ 5,090.80 SUBTOTAL. -SIGNALZATIONS 419,416.47 LIGHTING 0630 211 OMUIRKURMSHIESALO OPENT TRENCH 150 LF $20.27 $ 3,040.50 0630'212 HNY BORE 110 LF $31.42 3,456.20 0715113 LIGHTINGO BEESACST 290 LF $3.83 $ 1,110.70 TUMEIGEKTANECAMETTETAIKEMUARARENC 0715532 ARMONN NEWIEXISTINGPOLE 4 EA $2.200.00 $ 8,800.00 ECALIEYITSTITMRONEORITTANOMCTONTORSTHCNTRC 071561121 HEIGHT, 10 ARML LENGTH 4 EA $9,191.11 $ 36,764,44 SUETOTAL-UGHTNO 53171.84 NOTE: Unit Costs are from the FDOT Area 06 Item Average Moving Costs fror m 2023/12/0 to 2024/11/30 and the FDOT Statewide Item Average! Month Costs. Pagelofi ENGINEER'S OPINION OF PROBABLE COST PRELIMINARY US 41 at CR 340 in Alachua County One-Lane Roundabout Area 06a ands Statewide Average Unit Cost ITEM DESCRIPTION PRICE NUMBER 1 ROADWAY ITEMS $ 982,393.39 2 SIGNING AND PAVEMENT MARKING ITEMS $ 16,322.9 .99 3 LIGHTING ITEMS $ 54,914.04 PROJECT SUBTOTAL 1,053,630.42 PROJECT SUBTOTAL (WITH 10% CONTINGENCY) $ 1,158,993.46 RIGHT OF -WAY ACQUISIATION S 700,000.00 PROJECT GRAND TOTAL d$ 1,858,993.46 DISCLAIMER: THISE ESTIMATEC OF PROBABLEC COSTISA APPROXIMATE. ACTUAL CONSTRUCTIONE BIDSN MAY VARY SIGNFICANTLYFROM THISSTATEMENT OF PROBABLE COSTS DUE TO1 TIMING OF CONSTRUCTION, CHANGED CONDITIONS, LABOR RATE CHANGES, OR OTHER FACTORS BEYONDT THE CONTROL OF THE ESTIMATORS. BID ITEM ITEM DESCRIPTION - QUANTITY - UNIT - UNIT COST TOTAL ROADWAY 0101 1 MOBILI IZATION 1 LS $87,818.67 $ 87,818.67 0102 1 MAINTENANCE OF TRAFFIC 1 LS $87,625.07 $ 87,625.07 0104.10 3 SEDIMENTI BARRIER 800 LF $2.42 $ 1,936.00 011011 CLEARING & GRUBBING 0.45 AC $41,835.70 $ 18,826.07 0110 41 10 REMOVAL OF EXISTING CONCRETE 1,150 SY $73.17 $ 84,145.50 0120 1 REGULAR EXCAVATION 2,035 CY $58.24 $ 118,510.25 0160 4 TYPE B: STABILIZATION 3,275 SY $20.46 $ 66,996.27 0285709 OPTIONAL BASE, BASE GROUP 09 3,052 SY $33.01 $ 100,756.42 032770 5 MILLING EXISTINGA ASPHALTPAVEMENT, 2" AVG DEPTH 1,714 SY $3.41 $ 5,843.64 0334 112 SUPERPAVE/ ASPHALT TIC CONC,TRAFFICB 336 TN $157.87 $ 53,044.32 0337 781 ASPHALTCONCRETE FRICTION COURSE, TRAFFICE B, FC-12.5, PG7 76-22 393 TN $180.03 $ 70,751.79 0425 1361 INLETS, CURB, TYPEP-6, <10" 4 EA $9,906.04 $ 39,624.16 0425 261 MANHOLES, P-8, <10' 1 EA $8,290.86 $ 8,290.86 0430174124 PIPE CULVERT, OPTIONAL MATERIAL, ROUND, 24"SD 400 LF $202.81 s 81,124.00 0520 17 CONCRETE CURB & GUTTER, TYPEE 920 LF $32.01 $ 29,449.20 0520 110 CONCRETE CURB & GUTTER, TYPE F 830 LF $29.29 $ 24,310.70 0520 2 4 CONCRETE CURB, TYPED 180 LF $30.28 $ 5,450.40 0522 1 CONCRETE SIDEWALK/ AND DRIVEWAYS, 4'THICK 488 SY $69.68 $ 33,988.36 0522 2 CONCRETE SIDEWALK, TRUCK APRON, SPLITTERI ISLAND, AND DRIVEWAYS, 6" THICK 671 SY $88.28 $ 59,245.69 0527 2 DETECTABLE WARNINGS 60 SF $40.63 $ 2,437.80 0570 1 2 PERFORMANCE TURF, SOD 511 SY $4.34 $ 2,218.22 SUBTOTAL-ROADWAY $ 982,393.39 SIGNING ANDF PAVEMENT MARKING 0700111 SINGLEPOST SIGN,F&I GROUNDI MOUNT, UP TO 12SF 13 AS $436.72 s 5,677.36 0700_160 SINGLE POST SIGN, REMOVE 2 AS $37.42 $ 74.84 0706 13 RAISEDF PAVEMENTI MARKER, TYPEB 184 EA $5.38 $ 989.92 071111123 THERMOPLASTIC, STANDARD, WHITE, SOLID, 12" FOR CROSSWAL LI K AND ROUNDABOUT 360 LF $4.67 $ 1,681.20 071111125 THERMOPLASTIC, STANDARD, WHITE, SOLID, 24" FOR STOP LINE AND CROSSWALK 376 LF $8.10 $ 3,045.60 071111160 THERMOPLASTIC, STANDARD, WHITE, MESSAGE ORSYMBOL 4 EA $215.56 $ 862.24 THERMOPLASTIC, STANDARD, WHITE, 2-2DOTTED! EXTENSIONLINE, 12"F FOR 07111 11144 ROUNDABOUT 0.038 GM $2,550.00 $ 96.90 071111170 THERMOPLASTIC, STANDARD, WHITE, ARROW 1 EA $86.35 $ 86.35 071111224 THERMOPLASTIC, STANDARD, YELLOW, SOLID, 18"FOR DIAGONAL OR CHEVRON 70 LF $5.85 s 409.50 071116101 THERMOPLASTIG, STANDARD-OTHER: SURFACES, WHITE, SOLID, 6" 0.360 GM $5,767.83 $ 2,076.42 0711 16201 THERMOPLASTIC, STANDARD-OTHER: SURFACES, YELLOW, SOLID, 6" 0.227 GM $5,826.70 $ 1,322.66 SUBTOTAL-SIGNING ANDP PAVEMENT MARKING $ 16,322.99 LIGHTING 0630 211 CONDUIT, FURNISH & INSTALL, OPENT TRENCH 180 LF $20.27 $ 3,648.60 0630 212 CONDUIT, FURNISH & INSTALL, DIRECTIONAL BORE 140 LF $31.42 $ 4,398.80 0715 113 LIGHTING CONDUCTORS, F&I, INSULATED, NO4TONO2 340 LF $3.83 $ 1,302.20 LUMINAIRE & BRACKETT ARM- GALVSTEEL, FURNISHEINSTALLT NEWLUMINAIRE7 AND 0715 532 ARMO ON NEWIEXISTING POLE 4 EA $2,200.00 $ 8,800.00 LIGHT POLE COMPLETE, F&I, STANDARD? POLES STANDARD FOUNDATION, 30'MOUNTING 071561121 HEIGHT, 10 ARMI ILENGTH 4 EA $9,191.11 $ 36,764.44 SUBTOTAL-LIGHTING $ 54,914.04 NOTE: Unit Costs aret from the FDOT Area 06 Item Average Moving Costs from 2023/12/01 to 2024/11/30 andt theF FDOT: Statewide Item Average! Month Costs. Page 1of1 US 41 AT CR 340 STAGE 2 ICE Appendix F Synchro Capacity Analysis Worksheets 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 AM Peak 4 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 1 5 1 Traffic Volume (vph) 185 20 60 0 0 30 40 295 0 18 265 130 Future Volume (vph) 185 20 60 0 0 30 40 295 U 18 265 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 0 0 200 0 200 0 Storage Lanes 0 1 0 0 1 U 1 0 Taper Length (R) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 0.951 Flt Protected 0.957 0.950 0.950 Satd. Flow (prot) 0 1767 1583 0 1611 0 1770 1863 0 1770 1754 0 Flt Permitted 0.723 0.413 0.564 Satd. Flow (perm) 0 1335 1583 0 1611 0 769 1863 0 1051 1754 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 479 39 Link Speed (mph) 45 30 40 40 Link Distance () 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 203 22 66 0 0 33 44 324 0 20 291 143 Shared Lane Traffic (%) Lane Group Flow (vph) 0 225 66 0 33 0 44 324 0 20 434 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(t) 0 0 0 0 Crosswalk Width() 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (#) 20 100 20 20 100 20 100 20 100 Trailing Detector (#) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size/ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex Cl+Ex CI+Ex Cl+Ex Cl+Ex Cl+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 AM Peak 1 t - Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Spit (s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 29.4 29.4 29.4 29.4 29.4 9.6 36.0 9.6 36.0 Total Split (%) 39.2% 39.2% 39.2% 39.2% 39.2% 12.8% 48.0% 12.8% 48.0% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 AlI-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 LeadLag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 16.0 16.0 17.1 38.9 35.7 37.2 32.0 Actuated g/C Ratio 0.24 0.24 0.25 0.58 0.53 0.55 0.48 vic Ratio 0.71 0.14 0.04 0.08 0.33 0.03 0.51 Control Delay 36.2 1.6 0.1 7.5 12.1 7.4 16.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 1.6 0.1 7.5 12.1 7.4 16.0 LOS D A A A B A B Approach Delay 28.4 0.1 11.6 15.6 Approach LOS C A B B Queue Length 50th (#) 87 0 0 7 66 3 121 Queue Length 95th (ft) 156 7 0 22 177 13 236 Internal Link Dist (ft) 558 227 517 779 Turn Bay Length () 150 200 200 Base Capacity (vph) 455 619 883 522 989 637 856 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vic Ratio 0.49 0.11 0.04 0.08 0.33 0.03 0.51 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 67.1 Natural Cycle: 60 Control Type: Actuated-Uncorinated Maximum vlc Ratio: 0.71 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1:US418 & CR: 340 01 Toz 4 9.6s 36s 9. 105 06 08 9.65 36 e 4 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 PM Peak & 4 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 # 4 1 1 5 1 Traffic Volume (vph) 115 10 55 5 15 25 90 280 5 30 255 265 Future Volume (vph) 115 10 55 5 15 25 90 280 5 30 255 265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (F) 0 150 0 0 200 0 200 0 Storage Lanes 0 1 0 0 1 1 0 Taper Length () 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.925 0.997 0.924 Flt Protected 0.956 0.995 0.950 0.950 Satd. Flow (prot) 0 1719 1553 0 1714 0 1770 1839 1770 1721 0 Flt Permitted 0.708 0.961 0.357 0.579 Satd. Flow (perm) 0 1273 1553 0 1656 0 665 1839 0 1079 1721 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 26 1 90 Link Speed (mph) 45 30 40 40 Link Distance () 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 6% 2% 4% 2% 2% 2% 2% 3% 2% 2% 2% 2% Adj. Flow (vph) 120 10 57 5 16 26 94 292 5 31 266 276 Shared Lane Traffic (%) Lane Group Flow (vph) 0 130 57 0 47 0 94 297 0 31 542 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(t) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector () 20 100 20 20 100 20 100 20 100 Trailing Detector (A) 0 0 0 0 0 0 0 0 0 Detector 1 Position/) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex Cl+Ex CI+Ex CI+Ex Cl+Ex CI+Ex CH+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size() 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 PM Peak 4 1 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split (s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 25.0 25.0 25.0 25.0 25.0 9.8 40.4 9.6 40.2 Total Split (%) 33.3% 33.3% 33.3% 33.3% 33.3% 13.1% 53.9% 12.8% 53.6% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 12.1 12.1 12.6 45.7 43.1 43.7 39.1 Actuated g/C Ratio 0.18 0.18 0.19 0.68 0.64 0.65 0.58 vlc Ratio 0.57 0.15 0.14 0.17 0.25 0.04 0.52 Control Delay 36.2 1.1 14.2 6.1 10.2 5.5 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 1.1 14.2 6.1 10.2 5.5 13.3 LOS D A B A B A B Approach Delay 25.5 14.2 9.2 12.9 Approach LOS C B A B Queue Length 50th () 51 0 7 12 49 4 130 Queue Length 95th (F) 101 3 32 34 144 15 266 Internal Link Dist (ft) 558 227 517 779 Turn Bay Length (F) 150 200 200 Base Capacity (vph) 346 511 496 538 1174 750 1035 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.38 0.11 0.09 0.17 0.25 0.04 0.52 Intersection Summary Area Type: Other Cycle Length:7 75 Actuated Cycle Length: 67.5 Natural Cycle: 60 Control Type: Actuated-Uncoorinated Maximum vlc Ratio: 0.57 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1:US418CR340 P 01 Toz 04 9.6s 40.4s 25s - 05 06 08 .8 40.2 2 25s 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036 AM Peak & t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 1 5 1 Traffic Volume (vph) 220 20 75 0 0 35 45 325 0 25 290 140 Future Volume (vph) 220 20 75 0 0 35 45 325 0 25 290 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (") 0 150 0 0 200 0 200 0 Storage Lanes 0 1 0 0 1 U 1 Taper Length (#) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 0.951 Flt Protected 0.956 0.950 0.950 Satd. Flow (prot) 0 1765 1583 0 1611 0 1770 1863 0 1770 1754 0 Flt Permitted 0.716 0.373 0.520 Satd. Flow (perm) 0 1322 1583 0 1611 0 695 1863 0 969 1754 U Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 439 38 Link Speed (mph) 45 30 40 40 Link Distance (F) 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 242 22 82 0 0 38 49 357 0 27 319 154 Shared Lane Traffic (%) Lane Group Flow (vph) 0 264 82 0 38 0 49 357 0 27 473 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(t) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width() 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (F) 20 100 20 20 100 20 100 20 100 Trailing Detector () 0 0 0 0 0 0 0 0 0 Detector 1 Position() 0 0 0 0 0 0 0 0 0 Detector 1 Size() 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Cl+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(t) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex Cl+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036 AM Peak - - 1 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split (s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 30.0 30.0 30.0 30.0 30.0 9.5 35.5 9.5 35.5 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 12.7% 47.3% 12.7% 47.3% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 17.5 17.5 18.6 36.3 32.1 35.4 30.3 Actuated g/C Ratio 0.26 0.26 0.28 0.54 0.48 0.53 0.45 vlc Ratio 0.76 0.16 0.05 0.11 0.40 0.05 0.58 Control Delay 38.2 2.6 0.1 8.4 15.4 8.1 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 2.6 0.1 8.4 15.4 8.1 18.4 LOS D A A A B A B Approach Delay 29.7 0.1 14.6 17.9 Approach LOS C A B B Queue Length 50th () 105 0 0 8 82 5 147 Queue Length 95th (f) 185 15 0 25 199 16 269 Internal Link Dist (ft) 558 227 517 779 Turn Bay Length () 150 200 200 Base Capacity (vph) 466 636 871 458 895 573 816 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.57 0.13 0.04 0.11 0.40 0.05 0.58 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 66.9 Natural Cycle: 60 Control Type: Actuated-Uncordinated Maximum vlc Ratio: 0.76 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 62.9% ICULevel of Service B Analysis Period (min) 15 Splits and Phases: 1: US41 & CR: 340 01 Toz 9.5s 35.5s U 05 06 08 5 35. 35 305 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036 PMI Peak 4 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 f 5 1 Traffic Volume (vph) 140 10 65 5 20 30 100 310 5 35 280 290 Future Volume (vph) 140 10 65 5 20 30 100 310 5 35 280 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length () 0 150 0 0 200 0 200 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (#) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.927 0.998 0.924 Flt Protected 0.955 0.996 0.950 0.950 Satd. Flow (prot) 0 1716 1553 0 1720 0 1770 1841 0 1770 1721 0 Fit Permitted 0.698 0.970 0.299 0.562 Satd. Flow (perm) 0 1254 1553 1675 0 557 1841 0 1047 1721 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 31 1 90 Link Speed (mph) 45 30 40 40 Link Distance () 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 6% 2% 4% 2% 2% 2% 2% 3% 2% 2% 2% 2% Adj. Flow (vph) 146 10 68 5 21 31 104 323 5 36 292 302 Shared Lane Traffic (%) Lane Group Flow (vph) 0 156 68 0 57 0 104 328 0 36 594 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width() 16 16 16 16 Two way! Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (F) 20 100 20 20 100 20 100 20 100 Trailing Detector () 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(f!) 94 94 94 94 Detector 2 Size(f) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions 2036 PMF Peak Signalized Control 4 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split(s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 25.0 25.0 25.0 25.0 25.0 9.8 40.4 9.6 40.2 Total Split (%) 33.3% 33.3% 33.3% 33.3% 33.3% 13.1% 53.9% 12.8% 53.6% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 AlI-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead Lead Lag Lead/Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 13.5 13.5 14.6 45.0 40.7 42.9 36.6 Actuated g/C Ratio 0.19 0.19 0.20 0.63 0.57 0.60 0.51 vlc Ratio 0.66 0.17 0.16 0.24 0.31 0.05 0.64 Control Delay 40.1 2.2 13.8 6.9 11.2 5.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 2.2 13.8 6.9 11.2 5.8 16.4 LOS D A B A B A B Approach Delay 28.6 13.8 10.2 15.7 Approach LOS C B B B Queue Length 50th (ft) 63 0 9 15 59 5 162 Queue Length 95th () 120 9 36 37 160 16 309 Internal Link Dist (t) 558 227 517 779 Turn Bay Length (#) 150 200 200 Base Capacity (vph) 319 486 475 440 1047 680 923 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.14 0.12 0.24 0.31 0.05 0.64 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 71.5 Natural Cycle: 65 Control Type: Actuated-Uncoorinated Maximum vlc Ratio: 0.66 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1:US418 & CR 340 01 Toz 34 9.6s 40.4s 25s 05 06 08 .85 10.25 255 11 01/16/2025 Synchro Report Page 2 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2026. AM Peak Intersection Intersection Delay, s/veh 6.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 291 33 368 454 Demand Flow Rate, veh/h 298 34 375 467 Vehicles Circulating, veh/h 320 584 251 45 Vehicles Exiting, veh/h 192 42 367 573 Ped Vol Crossing Leg, #h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1,000 Approach Delay, s/veh 6.8 5.3 7.0 6.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway,s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 298 34 375 467 Cap Entry Lane, veh/h 996 761 1068 1318 Entry HV Adj Factor 0.975 0.971 0.980 0.973 Flow Entry, veh/h 291 33 368 454 Cap Entry, veh/h 971 738 1047 1282 VIC Ratio 0.299 0.045 0.351 0.354 Control Delay, slveh 6.8 5.3 7.0 6.1 LOS A A A A 95th %tile Queue, veh 1 0 2 2 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2026 PM Peak Intersection Intersection Delay, slveh 7.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 187 47 391 573 Demand Flow Rate, veh/h 196 48 402 585 Vehicles Circulating, veh/h 308 524 169 117 Vehicles Exiting, veh/h 394 47 335 455 Ped Vol Crossing Leg, #h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, slveh 5.6 5.2 6.6 8.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway,s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 196 48 402 585 Cap Entry Lane, veh/h 1008 809 1161 1225 Entry HVAdj Factor 0.953 0.973 0.973 0.979 Flow Entry, veh/h 187 47 391 573 Cap Entry, veh/h 961 786 1130 1199 VIC Ratio 0.194 0.059 0.346 0.478 Control Delay, slveh 5.6 5.2 6.6 8.1 LOS A A A A 95th %tile Queue, veh 1 0 2 3 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2036 AM Peak Intersection Intersection Delay, slveh 7.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 346 38 406 500 Demand Flow Rate, veh/h 355 39 414 516 Vehicles Circulating, veh/h 357 663 299 50 Vehicles Exiting, veh/h 209 50 413 652 Ped' Vol Crossing Leg, #h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, siveh 8.0 5.9 8.1 6.6 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2,609 2.609 Critical Headway,s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 355 39 414 516 Cap Entry Lane, veh/h 959 702 1017 1311 Entry HV Adj Factor 0.973 0.974 0.980 0.970 Flow Entry, veh/h 346 38 406 500 Cap Entry, veh/h 933 684 997 1272 VIC Ratio 0.370 0.056 0.407 0.394 Control Delay, s/veh 8.0 5.9 8.1 6.6 LOS A A A A 95th %tile Queue, veh 2 0 2 2 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2036 PM Peak Intersection Intersection Delay, s/veh 8.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 224 57 432 630 Demand Flow Rate, veh/h 236 58 444 643 Vehicles Circulating, veh/h 340 594 202 132 Vehicles Exiting, veh/h 435 52 374 520 Ped Vol Crossing Leg, #h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, slveh 6.3 5.7 7.4 9.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway, S 4.976 4.976 4.976 4.976 Entry Flow, veh/h 236 58 444 643 Cap Entry Lane, veh/h 976 753 1123 1206 Entry HV Adj Factor 0.948 0.976 0.974 0.980 Flow Entry, veh/h 224 57 432 630 Cap Entry, veh/h 925 735 1093 1182 VIC Ratio 0.242 0.077 0.395 0.533 Control Delay, slveh 6.3 5.7 7.4 9.1 LOS A A A A 95th %tile Queue, veh 1 0 2 3 01/14/2025 Synchro 11 Report Page 1 US 41 AT CR 340 STAGE 2 ICE Appendix G Stage 1 ICE Analysis US 41AT CR 340 STAGE 1 ICE Alachua County (26030000; MP 25.586) Prepared by I Peters and Yaffee, Inc. Prepared for I I FDOT District Two FDOT Professional Engineer Certificate PE certify that currently hold an active license in the State of Florida and am competent through education 1, Austin Chapman, 72474, services in the civil discipline contained in this plan, print, specification, or report. or experience to provide engineering Project US 41 at CR 340 Stage 1 ICE Location Alachua, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY ON THE DATE ADJACENT TO THE SEAL LA PRINTED COPIES OF THIS DOCUMENT ARE € NOT CONSIDERED SIGNED AND SEALED No 72474 AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. * * STATE OF PETERS AND YAFFEE, INC. 9822 TAPESTRY PARK CIRCLE, SUITE 205 FLORIDE ENG JACKSONVILLE, FL 32246 IONAL AUSTIN CHAPMAN, P.E. 72474 US 41 AT CR 340 STAGE 1 ICE Table of Contents Background Figure 1: Site Location.. ICE Purpose. Stage 1 ICE Key Variables. 2 Stage 1ICE Results. 2 Figure 2: Roundabout Footprint Appendices Appendix A FDOT ICE Worksheets Appendix B CAP-X Worksheets Appendix C SPICE Worksheets Appendix D FDOT Level of Service Report Appendix E Signal Warrant Analysis US 41 AT CR 340 STAGE 1 ICE Background Due to a request for a traffic signal, FDOT District Two Traffic Operations initiated an investigation into whether the US 41/CR 340 intersection met warrants for signalization. US 41 is at two-lane undivided rural principial arterial that runs in a north/south alignment, with a posted speed limit of 40 mph, which reduces to 30 mph approximately 300 feet north of the intersection. The roadway is an access management classification 6 facility. The site location is shown in Figure 1. The nearest signalized intersection is US 41/US 27 (0.61 miles north). The intersection was found to meet MUTCD Warrant 1 (eight-hour) and Warrant 2 (four-hour) at the 70% threshold for signalization. Warrant 1 was met at the 100% threshold even if a turn was added to CR 340. A delay study identified a level of service "E" for eastbound CR 340 vehicles during the AM and PM peak period. There were seven potentially correctable crashes from 1/1/2019 until 8/16/2024. The maximum number of potentially correctable crashes that occurred within a 12-month period was three collisions between April 2023 and March 2024. There were no fatal crashes. Figure 1: Site Location US 41/CR 340 6 Intersection 5 CR 340 / INw 182 Ave) NW 182 Ave F ICE Purpose The purpose of ICE (Intersection Control Evaluation) is to consider the projected safety and operations of multiple context-sensitive control strategies for new or modified intersections. This analysis promotes thoughtulconsideration of alternative intersection types using quantitative analysis for each control type. Stage 1 is a screening stage and uses FHWA's Capacity Analysis for Planning of Junctions (CAP-X) for operational analysis and FHWA's Safety Performance of Intersection Control Evaluations (SPICE) for safety analysis to determine which options proceed to Stage 2. Stage 2 utilizes more detailed project data and analysis to perform a benefit to cost calculation which considers both projected safety and operational data. Page 1 US 41 AT CR 340 STAGE 1 ICE Stage 1 ICE Key Variables The traffic counts collected on Wednesday, August 28, 2024, for the signal warrant analysis were used for the ICE analysis turning movement counts. The FDOT Level of Service Report showed negative growth as compared to the most recent AADT, therefore a 1% annual minimum growth rate was used for US 41. The CR 340 AADT was estimated based on the 12-hour turning movement counts. CR 340 west approach primarily serves as access to recreational parks like Poe Springs, Ginnie Springs Outdoor, a church and a built- out residential neighborhood. No historical data is known for CR 340; therefore, a 2% annual growth rate has been used for CR 340. The opening year for the modified intersection is projected to be 2026 with a design year of 2036. Stage 1 ICE Results Given that this intersection is a four-legged intersection with a two-lane undivided roadway, as well as considering traffic volume, distance between adjacent signals, speed, land use, and roadway configuration at and approaching the intersection, several intersection options were not considered. These include All-Way Stop Control, Partial Displaced Left-Turn, Displaced Left-Turn, Signalized Restricted Crossing U-Turn, Unsignalized Restricted Crossing U-Turn, Median U-Turn, Bowtie, Signalized ThruCut, Unsignalized ThruCut, a Mini- roundabout, a Continuous Green Tee, Quadrant, and a two-lane Roundabout. In addition to the existing Two-Way Stop Control, a traffic signal, and a one-lane Roundabout were evaluated. Based on the CAP-X outputs, the Two-Way Stop Control is over capacity for AM and close to capacity for PM. However, traffic signal and one-lane Roundabout options are projected to be less than half capacity under 2036 volume conditions. The one-lane Roundabout is projected to have the best crash prediction rank and Safe Systems for Intersections (SSI) Score, while the traffic signal has second rank and the Two-Way Stop Control has last rank. An initial review of potential RW and utility impacts of traffic control options was conducted using readily available information and RW maps provided by FDOT R/W department. No design, survey, or subsurface utility exploration was completed. Therefore, this is preliminary and will need to be confirmed in design. One proposed option for improving the US 41/CR 340 intersection includes installing a signal, adding left-turn lanes on both the northbound and southbound sides of US 41, and widening CR 340 to accommodate a right-turn lane. The design speed for US 41 has been confirmed as 70 kilometers per hour or 43.5 MPH with a posted speed of 40 mph. Using a design speed of 40 mph and RRR criteria, the roadway widening and signal poles can be added without relocating four existing utility poles or requiring additional right-of- way (RW). We would need to petition to lower the design speed to 40 mph, request a variance, or purchase RW and move four utility poles to implement this option. CR 340 has a 45-mph posted speed limit. Widening CR 340 to add a right-turn lane, the electric pole at the southwest corner of the intersection does fall within the clear zone and will need to be relocated. It is worth noting that this pole already appears to be within the clear zone under current conditions. Mast arm signalization is likely to be needed to avoid conflicts with overhead power lines. For the roundabout option, using a WB 62FL as the design vehicle, the RW footprint is anticipated to be 150 feet in diameter. This footprint will impact the properties at all four corners of the intersection. Additional R/Wi is also likely to be required for the construction of splitter islands on the US 41 approaches and for drainage improvements. The utility poles at the southwest and southeast corners will need to be relocated. As a result, the roundabout option will require RWW acquisition from properties in each quadrant of the intersection. An initial layout of this roundabout would indicate that a full take of the residential properties on the west side of US 41 will not be needed; however, significant business damages are likely on the east side of US 41. A graphic showing the roundabout footprint is shown in Figure 2. The traffic signal and one-lane roundabout are recommended for further evaluation in Stage II ICE. Attached are the ICE Worksheets, CAP-X Worksheets, SPICE Worksheets, FDOT Level of Service Report, and the original Signal Warrant Analysis. Page 2 - Ih sn 9 & US 41 AT CR 340 STAGE 1 ICE Appendix A FDOT ICE Worksheets Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Initial Inputs This spreadsheet was developed by FDOT to support the ICE Policy. This spreadsheet tool shall be used to document the findings oft the ICE procedure. Selections must be made in the "Intersection Type" and "Project Funding Source" cells below for the appropriate Stage 1a and Stage 2 forms to fully populate. Project Name US41a at CR3 340 Stage 1 ICE FDOT Project # Submitted! By Setul Shah Agency/Company Peters and' Yaffee. Inc. Date 10/28/2024 Email shahepterandafrecom FDOT District District2 Countyl Alachua ProjectLocality (City/TownVillage High Springs Intersection Type At-Grade Intersection FDOT Context Classification C3C Suburban Commercial ProjectF Funding Source Non-federal Project Type Other At Grade Control Strategies To Be Considered? Two-Way Stop-Control Yes AI-Way Stop-Control No Signalized Control Yes Roundabout (1-ane) Yes Roundabout (2-ane) No Median U-Turn No Median U-Tum (Partial) No Restricted Crossing U-turn (Signalized) No Restricted Crossing U-turn (Unsignalized) No Jughandle (Forward Ramps) No Jughandle (Reverse Ramps) No Displaced Left-Tum (Partial) No Continuous Green Tee No Quadrant Roadway No Thru-Cut (Signalized) No Thru-Cut (Unsignalized) No Bowtie No Other 1(Type) Other 2(Type) Dther3(Type) Other r4Type) Other 5(Type) Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Stage 1: Screening To fulfill the requirements of Stage 1 (Screening) of FDOT's ICE procedures, complete the following form and append all supporting documentation. Completed forms are to be submitted to the District Traffic Operations Engineer (DTOE) and District Design Engineer (DDE) for the project's approval. Project Name US 41 at CR 340 Stage 1 ICE FDOT Project # Submitted By Setul Shah Agency/Company Peters and' Yaffee. Inc. Date 10/28/2024 Email shhopteranoalescon FDOT District District 2 County Alachua Project Locality (CityTownMVillage) High Springs Intersection Type At-Grade Intersection FDOT Context Classification C3C Suburban Commercial Project Funding Source Non-federal Project Type Other As part of a signal warrant analysis, FDOT recommended further study of the intersection because it meets signal Project Purpose (What warrant threshold. is the catalyst for this project and why is it being undertaken?) US 41 is a two-lane undivided rural principal arterial that runs in a north-south direction with a posted speed limit of 40 Project Setting Description mph which reduces to 30 mph approximately 300 feet north of the intersection. CR 340 is a two-lane undivided facility (Describe the area surrounding the that runs in an east-west alignment with a posted speed limit of 45 mph. CR 340 west approach provides access to a intersection) church, built-out residential neighbourhood and recreational parks (Ginnie Springs Outdoor and Poe Springs). There is a sidewalk on the west side of US 41, north of CR 340. Sidewalk exists along the north side of the CR 340 Multimodal Context west approach. There are no bike lanes along US41/CR 340. There are no marked pedestrian crossings on either US (Describe the pedestrian, bicycle, and 41 or CR 340 approaches. During the 12-hour TMCs, six pedestrians and seven bicyclists were observed. transit activity in the area and the potential for activity based on surrounding land uses and development patterns) Major Street Information Route #: US4 41 Route Name(s) High Springs Main Street Milepost 25.586 Existing Control Type Two-way Stop-Control Existing AADT 11,615 Design Year AADT 13,009 Design' Vehicle Florida Interstate Semitrailer (WB-62FL) Control Vehicle Florida Interstate Semitrailer (WB-62FL) Primary Functional Classification' Rural Principal Arterial - Other Design Speed (mph) 40 Secondary Functional Classification (if fapp.) Target Speed (mph) [ifa fapp.] Direction Northbound Number of Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: Neither side oft the approach Left-Turn 0 Volumes Volumes * Crosswalk on Approach? No Left-Through 0 Weekday AM Peak Weekday PMI Peak On-Street Bike Facilities? No Through 0 Left 37 Left 85 Multi-Use Path? No Left-Through-Right 1 Through 287 Through 273 Scheduled Bus Service? No Through-Right 0 Right 0 Right 1 Bus Stop on Approach? No Right-Turn 0 Daily Truck % 2.5% Direction Southbound Number of Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: One side of the approach Left-Turn 0 Volumes Volumes * Crosswalk on Approach? No Left-Through 0 Weekday. AM Peak Weekday PMI Peak On-Street Bike Facilities? No Through 0 Left 18 Left 27 Multi-Use Path? No Lef-Through-Right 1 Through 258 Through 250 Scheduled Bus Service? No Through-Right 0 Right 123 Right 258 Bus Stop on Approach? No Right-Turn 0 Daily Truck % 1.5% Minor Street Information Route # CR340 Route Name(s) NW 182nd Avenue Milepost (if app.) Existing Control Type Two-way Stop-Control Existing AADT 6,823 Design Year AADT 7,642 Design Vehicle Intermediate Semitrailer (WB-50) Control Vehicle Intermediate Semitrailer (WB-50) Primary Functional Classification Rural Major Collector Design Speed (mph) 45 Secondary Functional Classification (if app.) Target Speed (mph) [if app.] Direction Eastbound Number of Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: One side of the approach Left-Turn 0 Volumes Volumes * Crosswalk on Approach? No Left-Through 0 Weekday AM Peak Weekday PM Peak C On-Street Bike Facilities? No Through 0 Left 174 Left 110 9 Multi-Use Path? No Left-Through-Right 1 Through 16 Through 8 Scheduled Bus Service? No Through-Right 0 Right 57 Right 52 Bus Stop on Approach? No Right-Tur 0 Daily Truck % 5.3% Direction Westbound Number of Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: Neither side of the approach Left-Turn 0 Volumes Volumes * Crosswalk onApproach? No Left-Through 0 Weekday AM Peak Weekday PM Peak On-Street Bike Facilities? No Through 0 Left 0 Left 2 Multi-Use Path? No Left-Through-Right: 1 Through 0 Through! 14 Scheduled Bus Service? No Through-Right 0 Right 25 Right 21 Bus Stop on Approach? No Right-Turn 0 Daily Truck % 0.0% Direction Number of Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: Left-Turn Volumes Volumes * Crosswalk on Approach? Left-Through Weekday AM Peak Weekday PM Peak On-Street Bike Facilities? Through Left Left Multi-Use Path? Lef-Through-Right Through Through Scheduled Bus Service? Through-Right Right Right Bus Stop on Approach? Right-Turn Daily Truck % Crash History (Existing Intersections Only) Append the most recent five-years of crash data for the intersection from the CAR System. If the crash data evidences any issues relating to safety performance, discuss briefly here: Crash data from FDOT's Crash Analysis Reporting (CAR) database and Signal Four Analytics for the period of January 1, 2019, through August 16, 2024 was used. At total of 14 collisions were within the study area and seven were identified as being potentially correctable ift the intersection were to be signalized. There were zero fatalities, 12 injuries ins six injury crashes, and eight property damage only crashes. There were seven angle crashes, four sideswipe crashes, one backing crash, one off-road crash, and one rear-end crash. Control Strategy Evaluation Provide a brief justification as to why each oft the following control strategies should be advanced or not. Justification should consider potential environmental impacts. CAP-XOutputs SPICE Outputs VIC Ratio Ped Bike Crash Justification Weekday. AM Weekday PM Accom. Accom. Prediction SSI Strategy to be Control Strategy Peak Peak Score Score Rank Rank Advanced? Over capacity and an existing crash issue Two-Way Stop- 1.07 0.96 2.74 NA 3 3 No Control Roadway widening is required and signal poles can be Signalized 0.46 0.49 4.31 NA 2 2 Yes added without relocating existing utility poles or Control requiring additonal RW if design speed lowered or variancei is granted. Additional RWW is required for this option. Roundabout 0.36 0.51 5.62 NA 1 1 Yes (1-lane) Resolution To be filled out by FDOT District Traffic Operations Engineer and District Design Engineer Project Determination Multiple Viable Alternatives Identified: Continue to Stage 2 Comments DTOE Name James F. Hannigan, Jr. PE Signature Date DDE Name Kathryn D. Thomas, PE Signature Date US 41 AT CR 340 STAGE 1 ICE Appendix B CAP-X Worksheets Capacity Analysis for Planning of Junctions Detailed Report Page 1 of4 Project Name US41 at CR340 Stage 1 ICE ProjectNumber AR2 2024.0173 Location High Springs,FL Date 10/15/2024 AMF Peak (7:15AM-815AM) Number ofintersection! Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right $ 1 Heavy Vehicles Volume Growth a U - Eastbound 0 174 16 57 5.30% 24.00% Westbound 0 0 0 25 0.00% 0.00% Southbound 0 18 258 123 1.50% 12.00% Northbound 0 37 287 0 2.50% 12.00% Facior 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck to PCE Factor Suggested-2.00 2.00 FDOT Context Zone C6-Urban Core E-WI Crossing East-WestLegs Low Low Low N-SI Crossing! North-South Legs Low Low Low 2-phase signal Suggested= = 1800 1800 Critical Lane Volume 3-phase signal Suggested: =1 1750 1750 Threshold 4-phase signal Suggested =1 1700 1700 Capacity Analysis for Planning of Junctions Detailed Report- -Page 2 of4 Number of Lanes for Non-roundabout Intersections Northbound Southbound Eastbound Westbound TYPE OF INTERSECTION Sheet U TR U - L - T L T U L R Traffic Signal FULL Two-Ways Stop Control N-S Number of Lanes for Ramp Terminal Intersections TYPEOFR RAMP TERMINAL Northbound Southbound Eastbound Westbound INTERSECTION Sheet T R U U T R UL T R Capacity Analysis for Planning of Junctions Detailed Report- Page 3 of4 Results for Non-roundabout Intersections (North) Zone (South) Zone2 Zone 3(East Zone (West) (Center) Zone 5 Ped Accom Bicycle TYPE OF INTERSECTION Sheet verall vlc Ratio Score Accom. CLV VIC CLV VIC CLV vIc CLV VIC CLV VIC Score Traffic Signal FULL 775 P4E 0.46 431 Two-Way Stop Control N-S - 4,07 2.74 Capacity Analysis for Planning of Junctions Detailed Report- Page 4 of4 Results for Roundabouts TYPEOF Zone 1(North) Zone 3(East) Zone2/South) Zone 4(West) verall vlc Ratio PedA Accom Accom. Bicycle ROUNDABOUT Lane1 Lane? Lane 3 Lane1 Lane2 Lane3 Lane1 Lane2 Lane3 Lanei Lane2 Lane3 Score Score 1X1 935 033 0.36 pe 0.36 5,62 Results for Ramp Terminal Intersections Zone Lt ne Zone (Ctr. (LI (Rt Bicycle TYPEC OFF RAMP TERMINAL Sheet Mrg) Mrg Mrg) Mrg) rall vic Ratio Ped Accom Accom. INTERSECTION CLV VIC CLV VIc CLV vIc CLV VIC CLV vIc CLV VIC Score Score Capacity Analysis for Planning of Junctions Summary Report Page 1 of2 ProjectN Name US 41 at CR 340 Stage 1 ICE Project Number AR 2024.0173 Location High Springs,FL Date 10/15/2024. AM Peak (7:15 AM -8:15 AM) Number ofl Intersection Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right 1 Heavy Vehicles Volume Growth a - Eastbound 0 174 16 57 5.30% 24.00% Westbound 0 0 0 25 0.00% 0.00% Southbound 0 18 258 123 1.50% 12.00% Northbound 0 37 287 0 2.50% 12.00% Adjustment Factor 0.80 0.95 0.85 Suggesled 0.80 0.95 0.85 Truck to PCE Factor Suggested =: 2.00 2,00 FDOT Context Zone C6-Urban Core E-W/ Crossing East-West Legs Low Low Low N-S /Crossing North-South Legs Low Low Low 2-phase signal Suggested = 1800 1800 Critical Lane Volume Threshold 3-phase signal Suggested = 1750 1750 4-phase signal Suggested = 1700 1700 Capacity Analysis for Planning of Junctions Summary Report Page 2 of2 Overall vlc VIC Pedestrian Bicycle TYPE OF INTERSECTION Ratio Ranking Accommodation Accommodation Score Score 1X1 0.36 1 5.62 Traffic Signal 0.46 2 4.31 Two-Way Stop Control N-S 1.07 3 2.74 - = = - - - - - - - - - - - - - - - = - - Capacity Analysis for Planning of Junctions Detailed Report -Page 1of4 Project Name US4 41 at CR340 Stage 11 ICE Project Number AR2 2024.0173 Location High Springs, FL Date 10/15/2024 PMF Peak (5:00 PM-6:00 PM) Number ofintersectionlegs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right A 4 1 Heavy Vehicles Volume Growth - U - Eastbound 0 110 8 52 5.30% 24.00% Westbound 0 2 14 21 0.00% 0.00% Southbound 0 27 250 258 1.50% 12.00% Northbound 0 85 273 1 2.50% 12.00% Factor 0.80 0.95 0,85 Suggested 0.80 0.95 0.85 Truck tol PCE Factor Suggested- - 2.00 2.00 FDOT Context Zone C6-Urban Core E-W/ Crossing East-WestLegs Low Low Low N-S / Crossing! North-Southl Legs Low Low Low 2-phase signal Suggested = 1800 1800 Critical Threshold Lane' Volume 3-phase signal Suggested- = 1750 1750 4-phases signal Suggested= 1700 1700 Capacity Analysis for Planning of Junctions Detailed Report -Page 20 of4 Number ofl Lanes for Non-roundabout Intersections Northbound Southbound Eastbound Westbound TYPE OF INTERSECTION Sheet L T U R Traffic Signal FULL 0 Two-Way Stop Controi NS Number ofLanes for Ramp Terminal Intersections TYPE OFF RAMP TERMINAL Sheet Northbound Southbound Eastbound Westbound INTERSECTION R U K K U L R Capacity Analysis for Planning of Junctions Detailod Report -Page 3 of4 Results for Non-roundabout Intersections (North) Zone Zone Zones 3(East) Zone 4(West) Zone Accom Bicycle TYPE OFI IN TION Sheet (South) (Center) Overall vic Ratio PedA Score Accom, CLV vIc CLV vIc CLV VIC CLV VIC CLV VIC Score Traffic Signal FULL 830 949 0.49 4.31 Two-Ways Stop Control N-S 036 036 2.74 Capacity Analysis for Planning of Junctions Detailed Report -Page 4of4 Results for Roundabouts TYPEC OF Zone1 (North) Zone3(East) Zone2/South) Zone4(West) PedA Accom. Bicycle ROUNDABOUT Overall vic Ratic Accom. Lane1 Lane? Lanes Lane1 Lane2 Lanes Lane1 Lane2 Lanes Lane1 Lane2 Lane3 Score Score 1X1 0.51 9.23 asz 00s 0.51 5.62 Results for Ramp Terminal Intersections Zone (Ctr (Ctr. Zones Lt Zone 6 (Rt Bicycle TYPE OF RAMP TERMINAL Sheet Mrg) Mr Mrg) Mrg) Overall vic Ratio PedA Accom INTERSECTION Score Accom, CLV VIC CLV VIC CLV vIc CLV vIc CLV VIC CLV VIC Score Capacity Analysis for Planning of Junctions Summary Report -Page 1 of2 ProjectName US 41 at CR 340 Stage 1 ICE Project Number AR: 2024.0173 Location High Springs, FL Date 10/15/2024 PMI Peak (5:00 PM- 6:00 PM) Number ofl Intersectionl Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right € - Heavy Vehicles Volume Growth A - L L Eastbound 0 110 8 52 5.30% 24.00% Westbound 0 2 14 21 0.00% 0.00% Southbound 0 27 250 258 1.50% 12.00% Northbound 0 85 273 1 2.50% 12.00% Adustment Factor 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck to PCE Factor Suggested: = 2.00 2.00 FDOT Context Zone C6-Urban Core E-W / Crossing East-West Legs Low Low Low N-S Crossing North-South Legs Low Low Low 2-phase signal Suggested = 1800 1800 Critical Lane Volume Threshold 3-phase signal Suggested = 1750 1750 4-phase signal Suggested =1 1700 1700 Capacity Analysis for Planning of Junctions Summary Report Page 2 of2 Overall vic VIC Pedestrian Bicycle TYPE OF INTERSECTION Ratio Ranking Accommodation Accommodation Score Score Traffic Signal 0.49 1 4.31 1X1 0.51 2 5.62 Two-Way Stop Control N-S 0.96 3 2.74 - - - - - - - - - - - - - - - - US 41 AT CR 340 STAGE 1 ICE Appendix C SPICE Worksheets 1 2 a 1 I - E E 9 I 9 a I E I I a E E s E a I E gl el 8 A $ - I 8 I I gl 0 8 : : S I : o I : I I I 3 2 3 I I E 3 I I 1 I 3 2 3 e - I of 5 2 3 1 Dn I de : e 1 I & I E e I 1 3 8 a S . I E A E I I I a a 3 / E I 3 3 I 3 5 3 3 3 a I 3 38 53 a - E 9 a - B E E E E a a - E 5 E E I E 9 3 E e - E . E E - 3 lE US 41 AT CR 340 STAGE 1 ICE Appendix D FDOT Level of Service Report $ 1 - & f 6 a / & 1 - & S e & e S & - A 3 $ M S 47p MN 9 US 41 AT CR 340 STAGE 1 ICE Appendix E Signal Warrant Analysis US 41 at CR - 340 Signal Warrant Analysis Alachua County (26030000; MP 25.586) Prepared by I Peters and Yaffee, Inc. Prepared for I I FDOT District Two FDOT Professional Engineer Certificate I, Austin Chapman, PE 72474, certify that - currently hold an active license in the or experience to provide engineering services in the civil State of Florida and am competent through education discipline contained in this plan, print, specification, or report. Project US41 at CR 340 Signal Warrant Analysis Location Alachua County, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE -A NOT CONSIDERED SIGNED AND SEALED C AND THE SIGNATURE MUST BE VERIFIED No 72474 ON ANY ELECTRONIC COPIES. * * PETERS AND YAFFEE, INC. 9822 TAPESTRY PARK CIRCLE, SUITE 205 STATE OF JACKSONVILLE, FL 32246 FLORID AUSTIN CHAPMAN, P.E. 72474 VAL EN 1G US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Table of Contents Introduction Figure 1: Site Location Access Classification. Traffic Data Collection Table 1:2024 Existing Traffic - US 41 at CR 340 Table 2: 2024 Existing Traffic - CR 340 at US 41 3 Table 3: 2024 Adjusted Traffic - CR 340 at US 41 Table 4: 2024 Adjusted Traffic - CR 340 at US 41 4 Delay Study. 5 Table 5: CR 340 at US 41 Delay Study. 5 Future Roadway Improvements. 5 Crash History. 5 Table 6: Crash Summary of US 41 at CR 340. 6 Signal Warrant Analysis 6 Table 7: Signal Warrant Types. 6 Conclusions and Recommendations Appendix A Straight-Line Diagram Appendix B Condition Diagram Field Review Photos Appendix C 2024 Turning Movement Counts Appendix D Pagones Theorem Appendix E Delay Study Appendix F FDOT 5-Year Tentative Work Program Appendix G Collision Summary Collision Diagram Appendix H Traffic Signal Warrant Forms US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Introduction A signal warrant analysis has been prepared to determine if a traffic signal is warranted and should be installed at the US 41/CR 340 (NW 182 Ave) intersection in Alachua County, Florida. The site location is shown in Figure 1. Figure 1: Site Location US41/CR 340 Intersection S CR 340 NW 182 Avel NW 182 Ave 4 - Access Classification US 41 is an Access Management Classification 6 facility in the vicinity of the US 41/CR 340 intersection. As such, signalized intersections are permitted every 1,320 feet (0.25 mile). The signalized US 41/CR 340 intersection is the nearest signalized intersection and is located 0.59 miles (approximately 3,140 feet) north of the US 41/CR 340 intersection. Therefore, a signal at this location would meet access management standards. The straight-line diagram for this segment of US 41 is contained in Appendix A. Traffic Data Collection In the vicinity of the US 41/CR 340 intersection, US 41 is a two-lane undivided rural principal arterial that runs in a north/south alignment. The speed limit on US 41 is 40 mph at CR 340. The speed limit is 30 mph about 315 feet north of the US 41/CR 340 intersection. CR 1 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS 340 is a two-lane undivided facility (near the intersection) that runs in a westleast alignment. The posted speed limit for CR 340 is 45 mph. Near the intersection, land use along US 41 consists primarily of residential and commercial uses. As shown in Figure 1, CR 340 intersects US 41 to form a 4-way intersection. The US 41/CR 340 intersection is unsignalized and the geometry is as follows: Northbound (US 41): This road has one shared ert/hrough/ngnt-tum lane. Southbound (US 41): This road has one shared leftthrough/right-tum lane. Eastbound (CR 340): This road is stop controlled with one shared leflhrough/ight-tum lane. Westbound (CR 340): This road is stop controlled with one shared lef/hrough/right-tum lane. There are paved shoulders on US 41 and CR 340. There is a sidewalk along the west side of US 41 north of the intersection and on the north side of CR 340 west of the intersection. There are no crosswalks at the US 41/CR 340 intersection. The nearest marked US 41 pedestrian crossing is located at the mid-block crosswalk just north of the NW 185th Road intersection which is a little more than % mile north of the CR 340 intersection. A field review was conducted on Thursday, August 22, 2024, between 5:00 PM and 6:00 PM. It should be noted that this field review was conducted on a day in which it rained sporadically all day, SO there may have been less traffic on CR 340 due to reduced demand for springs access. CR 340 is stop controlled with one exiting lane marked. There was one vehicle observed to use the shoulder to turn right instead of waiting behind al left-turning vehicle. There is a short portion of CR 340 east of US 41 with little traffic that provides access to a service station. There were several trucks observed on US 41 as well as turning to and from CR 340. On both US 41 approaches, there are post-mounted CR 340 trailblazer signs. On the CR 340 approach, there are post-mounted US 41 and US 27 trailblazer signs. The US 41 speed limit at CR 340 is 40 mph and changes to 30 mph approximately 350 north of CR 340. There are no left or right-turn lanes on US 41. US 41 is centered within the right of way and utility poles were measured approximately 17 feet from the edge of the through travel lane. There was significant traffic on CR 340 that used Northwest 237th Street (adjacent street to the west of US 41) and avoided US 41. No bicyclists or pedestrians were observed during the field review. Adequate sight distance based on a design speed of 40 mph and a passenger vehicle is available for the US 41/CR 340 intersection. FDOT sight distance criteria and pictures of the intersection are provided in Appendix B. On Wednesday, August 28, 2024, turning movement counts were collected at the US 41/CR 340 intersection from 7 AM to 7 PM. The turning movement counts are provided in Appendix C. The 2024 Existing hourly turning movement traffic volumes for US 41 are summarized in Table 1. The 2024 Existing hourly turning movement traffic volumes for CR 340 are summarized in Table 2. Pagones Theorem is a good guide to follow the MUTCD's guidance to determine what, ifany, portion of the right-turn traffic should be subtracted from the minor-street traffic count. The Pagones Theorem formula is Radj = Rx[1 - (fminor fmain)]. Based on the lane configuration, the fminor factor for CR 340 is 0.6 when the right-turn volume is greater than 70% of the minor street total volume, 0.4 when the right-turn volume is greater than 35% of the minor street total volume and less than or equal to 70% of the minor street total volume, and 0.2 when the right-turn volume is less than or equal to 35% of the minor street total volume. In the case of both minor street approaches, the fmain factor adjusts depending on the main street volume. Pagones Theorem is provided in Appendix D. Tables 3 and 4 contain the calculations and adjusted volumes for CR 340 based on Pagones Theorem. 2 e 8 8 8 3 3 e 8 E 8 8 8 6 & a 8 6 8 e 8 6 8 8 e E B 3 8 8 de $ a 8 3 e de e E 8 8 8 8 8 e 6 0 e 8 8 E 8 E E 3 e 8 8 a a 80 00 3 4 00 1 8 a $ E 8 e B 8 a a 8 6 8 16 1 9 :" 48 11 U 6 18 18 1 6 11 a 88 e 2 2 S E 8 8 3 e E 3 e E e 8 8 3 R 6 3 8 8 1 N 8 & 6 2W & 3 3 1 : B 8 e F e e a a a R & ls $ & of 60 o6 9 lo 8 6 L N Dm 8 B 6 e E 8 e e e e de 2 N a 8 5 8 9 8 8 3 ? 5 6 a e d0 N & 8 & 8 d0 E e & de E d0 e 48 62 0 2 6 6 & N 8 E - e e e e 8 e 8 N W 2 ) 0 66 9 B W 5 d0 d0 46 5 of 3 16 3 3 e 8 e a a 8 3 de B E e a 8 : 8 E 3 8 & 6 6 3 & e 8 9 $ $ 8 s e S & $ 8 6 E 8 6 6 de Dh n a N a a dC : DW 3 o de S - f 2 6 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Delay Study On Wednesday, August 28, 2024, a delay study was conducted at the US 41/CR 340 intersection from 7:00 AM to 8:00 AM, and 5:15 PM to 6:15 PM. These hours were selected as they were anticipated to have the greatest level of delay on CR 340 based on the traffic volumes. The full study is provided in Appendix E. The delay study was conducted for eastbound CR 340 vehicles exiting onto US 41. The results are summarized in Table 5. The observed stopped delay was adjusted to add four seconds based on the acceleration- deceleration delay correction factor shown in Table 7-3 of FDOT's MUTS. According to the Level of Service Criteria for Unsignalized Intersections from the Highway Capacity Manual 2010, the CR 340 eastbound movement operates with LOS E from 7:00 AM to 8:00 AM (with a total average control delay of 41 seconds), and LOS E from 5:15 PM to 6:15 PM with a total average control delay of (41 seconds). Table 5: CR 340 at US 41 Delay Study Eastbound CR 340 Eastbound CR 340 7:00 AM - 8:00 AM 5:15 PM - 6:15 PM Sharedlet/lnoughRont Shared Lef/Through/Right Number of Lanes One One Number of Vehicles 272 Vehicles 188 Vehicles Maximum Vehicle Stopped Time at Stop 246 Seconds 152 Seconds Sign Average Vehicle Stopped Time at Stop Sign 37 Seconds 37 Seconds ArceleratiomDeceleration CF 4 Seconds 4 Seconds Total Average Control Delay 41 Seconds 41 Seconds Maximum Vehicle Queue 13 Vehicles 10 Vehicles Control Delay in Vehicle Hours 3.10 Hours 2.14 Hours Level of Service E E Future Roadway Improvements The FDOT Tentative 5-Year Work Program was reviewed to determine if any roadway improvements are planned near the US 41/CR 340 intersection. No projects were found in the area. The current FDOT Tentative 5-Year Work Program is provided in Appendix F. Crash History Crash data was obtained from FDOT's Crash Analysis Reporting (CAR) database and Signal Four Analytics for the period of January 1, 2019, through August 16, 2024. The crash summary and collision diagram are contained in Appendix G. The crash data is summarized and sorted by collision type in Table 6. A total of 14 collisions were within the study area and seven were identified as being potentially correctable if the intersection was to be signalized. Of these, three potentially correctable crashes occurred within a 12-month period (April 2023 - March 2024). A total of 11 crashes happened during the day and three crashes occurred at night. All 14 crashes occurred with dry pavement conditions. There were 12 injuries from six injury crashes, eight property damage only crashes, and no fatalities. 5 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Table 6: Crash Summary ofUS 41 at CR 340 Potentially % of Crash Type 2019 2020 2021 2022 2023 2024* Total Correctable? Total Angle Yes 3 1 0 0 2 1 7 50% Backing No 0 1 0 0 0 0 1 7% Off-Road No 0 0 0 1 0 7% Rear-End No 0 0 0 0 1 0 1 7% Sideswipe No 1 2 U 1 0 4 29% Total 4 4 2 3 1 14 100% *2024 crashes are from 01/01/2024 8/16/2024. Crash reports that reveal the identity, home or employment telephone number or home or employment address of, or other personal information concerning the parties involved in the crash and that are held by any agency that regularly receives or prepares information from or concerning the parties to motor vehicle crashes are confidential and exempt from S. 119.07/1) and s. 24(a), Art.loft the State Constitution for a period of6 60 days after the date the report is filed. According to the FDOT, there is a maximum time frame of 10 days from the occurrence of a crash to its submission to the S4 system. Consequently, crash data utilized in studies will be at least 70 days old to adhere to the amended F.S. 316.066. Signal Warrant Analysis A traffic signal warrant analysis was conducted for the US 41/CR 340 intersection. The 2024 traffic volumes at the intersection were compared to the guidelines set forth in the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD describes nine warrants to be considered as justifying criteria necessary to be met before at traffic signal installation should be approved. The nine warrants are listed in Table 7. Table 7: Signal Warrant Types MUTCD Signal Warrants Warrant 1 Eight-Hour Vehicular Volume Warrant 2 Four-Hour Vehicular Volume Warrant 3 Peak Hour Warrant 4 Pedestrian Volume Warrant 5 School Crossing Warrant 6 Coordinated Signal System Warrant 7 Crash Experience Warrant 8 Roadway Network Warrant 9 Intersection Near a Grade Crossing The installation of a traffic signal must improve the overall safety and/or operation of the intersection. Satisfying one or more warrants alone does not in itself provide justification to construct a signal. A thorough analysis that considers crash history, field conditions such as sight distances and speed limits, and good engineering judgment must all be considered before the installation of a traffic signal is proposed. The posted speed limit is 40 mph on US 41. Per the MUTCD guidelines, the 70% reduction warranting threshold is used when the intersection is in a built-up area of an isolated community with a population less than 10,000. Therefore, for the purpose oft this study, the 70% values were used. As per the lane configuration, both US 41 and CR 340 will be considered as one lane approaches. Warrant 1 Warrant 1 (Eight-Hour Vehicular Volume) is intended for application at locations where a large volume ofintersecting traffic is the principal reason to consider installing a traffic signal or where the traffic volume on a major street is SO heavy that traffic on a minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Warrant 1 has two conditions but is intended to be treated as a single warrant. Ifeither Condition A or Bi is satisfied, then the criteria for Warrant 1 is satisfied. 6 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS To meet the requirements for Warrant 1A (Minimum Vehicular Volume), the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. Any 8 hours of an average day are needed to satisfy this warrant. At a minimum, there needs to be at least 105 vehicles per hour exiting CR 340 and 350 vehicles per hour total on both approaches of US 41. At the US 41/CR 340 intersection, eight hours are satisfied. Therefore, Warrant 1A is satisfied. To meet the requirements for Warrant 1B (Interruption of Continuous Traffic), the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. At least 8 hours are needed to satisfy this warrant. At a minimum, there needs to be at least 53 vehicles per hour exiting CR: 340 and 525 vehicles per hour total on both approaches ofUS41. Att the US 41/CR 340 intersection eight hours are satisfied. Therefore, Warrant 1B is satisfied. Therefore, Warrant 1 is satisfied. (Warrant 1 - Satisfied) Warrant 2 Warrant 2 (Four-Hour Vehicular Volume) is intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic signal. To meet the requirements for Warrant 2, the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. Any 4 hours are needed to satisfy this warrant. At a minimum, the four highest hour volume points must lie above the curve on Figure 4C-2 of the MUTCD. At the US 41/CR 340 intersection, four hours are satisfied. Therefore, Warrant 2 is satisfied. (Warrant 2- Satisfied) Warrant 3 Warrant 3 (Peak Hour) is intended to be applied where traffic conditions are such that for a minimum of 1 hour of an average day, the minor street traffic suffers undue delay when entering the major street. This warrant is usually applied only in the vicinity of facilities that attract or discharge large numbers of vehicles over a short time, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities. As such, this warrant is not applicable to the US 41/CR 340 intersection. (Warrant 3 - Not Applicable) Warrant 4 Warrant 4 (Pedestrian Volume) is intended for application where the traffic volume on a major street is SO heavy that pedestrians experience excessive delay in crossing the major street. Warrant 4 has two conditions but is intended to be treated as a single warrant. Ifeither Condition A orBi is satisfied, then the criteria for Warrant 4 is satisfied. It should be noted that the maximum number of pedestrians observed crossing US 41 at the project's intersection during any hour of the traffic count period was five. To meet Warrant 4A, the total number of vehicles per hour on the major street and the corresponding pedestrians crossing the major street should meet the required minimum volume. Any 4 hours are needed to satisfy this warrant. At a minimum, the highest four-hour volume points must lie above the curve on Figure 4C-6 of the MUTCD. At the US 41/CR 340 intersection, the peak four hours do not meet this requirement. Therefore, Warrant 4A is not satisfied. To meet Warrant 4B, the total number of vehicles per hour on the major street and the corresponding pedestrians crossing the major street should meet the required minimum volume. Any 1 hour is needed to satisfy this warrant. At a minimum, the highest hour volume point must lie above the curve on Figure 4C-8 of the MUTCD. At the US 41/CR 340 intersection, the peak hour does not meet this requirement. Therefore, Warrant 4B is not satisfied. (Warrant 4- Not Satisfied) 7 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Warrant 5 Warrant 5 (School Crossing) is intended for application where the fact that school children cross the major street is the principal reason to install a traffic signal. The warrant is not applicable. (Warrant 5 - Not Applicable) Warrant 6 Warrant 6 (Coordinated Signal System) is applicable in situations where a coordinated signal system necessitates the installation of a traffic signal to maintain proper platooning of vehicles. The warrant is not applicable. (Warrant 6- - Not Applicable) Warrant 7 Warrant 7 (Crash Experience) is intended for application wherei the severity and frequency of crashes are the principal reasons to consider installing a traffic signal. Based on the analyzed crash data, there were seven angle collisions that were potentially correctable with the installation of a traffic signal at the study intersection. Three criteria must be satisfied to meet Warrant 7, including remedial measures to correct the crash history, a minimum of five potentially correctable crashes that are potentially correctable with a traffic signal occurring within a 12-month period, and a minimum level of vehicular volumes. At the US 41/CR 340 intersection, there were three potentially correctable crashes within a 12-month period. Therefore, Warrant 7 is not satisfied. (Warrant 7 - Not Satisfied) Warrant 8 Warrant 8 (Roadway Network) is applicable in situations where a traffic signal is justified to encourage concentration and organization of traffic on a roadway network. The warrant is not applicable. (Warrant 8 - Not Applicable) Warrant 9 Warrant 9 (Intersection Near a Grade Crossing) is intended for use at a location where none oft the conditions described in the other eight traffic signal warrants are met but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Since there are no railroad crossings in the vicinity of the project's intersection, the warrant is not applicable. (Warrant 9. - Not Applicable) Signal Warrant Summary The signal warrants for the US 41/CR 340 intersection were evaluated. Year 2024 traffic volumes meet Warrant 1 and Warrant 2 of the applicable MUTCD signal warrants at the 70% threshold. At the 100% threshold, Warrant 1 is satisfied. Warrant 2 is satisfied for three hours at 100% (four hours needed). If a turn lane were added on CR 340, Warrant 1 would still be satisfied at the 100% threshold. The completed Traffic Signal Warrant Forms are provided in Appendix H. 8 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Conclusions and Recommendations Traffic counts at the US 41/CR 340 intersection were conducted on Wednesday, August 28, 2028. US41 is an Access Management Classification 6 facilityi in the vicinity of the US 41/CR 340 intersection. A: signal at this location would meet access management standards. The sight distances for traffic exiting CR 340 are sufficient as per the FDOT sight distance criteria for stop-controlled intersections. A delay study was conducted for eastbound CR 340 vehicles exiting onto US 41. Motorists experienced an average control delay of 41 seconds on CR340 between 7:00 AM - 8:00 AM and a delay of 41 seconds between 5:15 PM - 6:15 PM. The delay corresponds with a Level of Service E. Between January 1, 2019 and August 16, 2024, 14 collisions occurred at the US 41/CR 340 intersection. Seven out of 14 crashes were potentially correctible by signalization. The maximum number of potentially correctable crashes that occurred within a 12-month period was three collisions (all angle crashes) between 1/28/2019 and 8/20/2019. The traffic volumes meet MUTCD Warrant 1 and Warrant 2 at the 70% volume level. Warrant 1 is met at the 100% volume level. Ifai turn lane were added to CR 340, Warrant 1 would still be met at the 100% threshold. At traffic signal is warranted and recommended. Per FDOT policy, this intersection should be reviewed using FDOT's Intersection Control Evaluation (ICE) procedure. Options to consider are whether to install a left-turn lane on US 41, a right-turn lane for eastbound CR: 340, or if a roundabout would be beneficial. 9 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix A Straight-Line Diagram 8 8 * 1 A - $ e 55 92 BIPSE BIPSE SZE9E 9 5 a 26 E 3 ga E - n w 2 : SI AN A : E 97 E 4 IM 45 - E 9: e 0 3 8 = F66 3 - I MN nSsz M'SZ 3WY PSLA MN 8 rSZ DeRSZ CH MN SHSE SRLMN * A 64 BL N us 99 4z MN NIR CK 4155 N 08L MN Z9ESZ a IzSE SWRCI AN AE 0995E BAVL VN PB : EYE Bwyo9 E6L 23 MN : o : s 3 : 25 I - E 5 5 3 II I - US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix B Condition Diagram Field Review Photos - 9 5 - - & 5 6 e 1 E I 3 / $ 8 49 6 8 e 5 - EA a doIs 4 1b SA STOP 6 - N B A A 8 3 / / Eg % 6 9 a 8 I 5 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Looking South on US 41 Eastbound CR 340 Looking North on US 41 a * 274 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Looking across US 41 89 Westbound CR 340 Looking Across US 41 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Westbound CR 340 Looking North on US 41 27140 Westbound CR 340 Looking South on US 41 34 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Queue Eastbound Right Tum Vehicle Passing Another Vehicle in Single Lane on CR3 340 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Vehicle Stopping Past Stop Bar 20 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix C 2024Turning Movement Counts Location: 1 MAIN ST & SOUTHEAST 9 AVENUE AM Date: Wednesday, August 28, 2024 ats ALL TRAFFIC DATAS SERVICES Peak Hour: 05:00 PM - 06:00 PM (303).2 216-2439 www.litraflicdata.net Peak 15-Minutes: 05:30 PM - 05:45 PM Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour Pedestrians (4,353) 535 0.89 404 (4,278) 1 MAINST * 0 e 9 N o NORTHWEST 182NDAVEN o (2,530) (295) L 0 21 357 - N - 37 0 110 14 0.89 W 0.96 E 0.77 0 o 8 C 2 0 170 S 36 52 - - (2,246) a - (340) o 49 a SOUTHEASTS T9AVENUE 0 MAINS ST 0 (2,790) 304 0.91 359 (3,044) Note: Total study counts contained inj parentheses. Traffic Counts - Motorized Vehicles NORTHWEST 182ND SOUTHEAST! 9 AVENUE MAINS ST MAINS ST Interval EaybNWd Westbound Northbound Southbound Rolling Pedestrian Crossings Start Time U-Tum Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North 7:00AM 0 60 2 14 0 0 0 4 0 3 66 1 0 1 36 22 209 983 0 0 0 0 7:15AM 0 55 2 10 0 0 0 7 0 6 76 0 0 7 47 24 234 995 0 0 0 0 7:30AM 0 46 5 12 0 0 0 7 0 10 99 0 0 5 57 26 267 947 0 0 0 0 7:45AM 0 37 7 22 0 0 0 6 0 7 67 0 0 3 89 35 273 858 0 0 0 0 8:00AM 0 36 2 13 0 0 5 0 14 45 0 0 3 65 38 221 759 0 0 0 8:15AM 0 40 2 20 0 0 0 5 39 2 0 6 50 18 186 701 0 0 0 8:30AM 0 48 3 13 0 0 0 7 38 0 0 2 49 13 178 667 0 0 0 8:45AM 0 33 5 12 0 U 5 43 0 0 1 52 19 174 660 0 0 0 9:00AM 0 38 1 11 0 6 43 0 0 1 31 28 163 675 0 0 0 9:15AM 0 27 5 6 0 14 32 2 0 3 35 25 152 683 0 0 0 9:30AM 0 32 1 14 0 10 45 2 0 5 36 22 171 693 0 0 0 9:45AM 0 41 2 18 0 14 41 2 0 4 42 23 189 666 0 0 0 10:00AM 0 31 5 9 0 9 41 0 0 3 32 37 171 630 0 0 0 10:15AM 0 30 6 3 U 0 10 36 0 0 1 38 33 162 619 0 0 U 10:30AM 0 36 2 & 0 5 29 0 0 2 38 20 144 614 0 0 0 10:45AM 0 38 0 5 35 0 0 2 29 28 153 680 0 0 0 11:00AM 0 30 9 40 0 0 2 31 32 160 718 0 0 0 11:15AM 0 39 2 8 37 0 0 1 29 31 157 751 0 0 11:30AM 0 29 4 10 55 0 0 4 55 37 210 773 0 0 0 11:45AM 0 37 2 5 10 49 0 0 2 45 33 191 758 0 0 0 12:00 PM 0 35 3 10 6 44 0 0 7 42 40 193 752 0 0 0 12:15 PM 0 30 2 11 11 36 1 0 1 44 37 179 726 0 0 0 12:30PM 0 35 2 10 0 7 44 0 0 0 40 48 195 738 0 0 0 12:45 PM 0 22 4 4 9 43 0 0 5 44 46 185 742 0 0 1:00 PM 0 33 2 8 9 37 0 0 2 35 37 167 740 0 0 1:15 PM 0 17 2 12 12 58 0 0 5 50 28 191 784 0 0 0 1:30 PM 0 36 5 8 8 47 0 0 3 38 47 199 801 0 0 0 1:45PM 0 31 4 2 8 65 0 0 1 32 35 183 836 1 0 2:00PM 0 29 1 10 3 64 1 0 4 44 47 211 870 0 0 0 2:15PM 0 31 3 08 Z 13 40 0 5 57 46 208 860 0 0 0 2:30 PM 0 30 6 13 60 0 0 4 63 45 234 878 0 0 0 2:45PM 0 30 3 0 14 50 0 0 3 58 45 217 896 0 0 0 0 3:00F PM 0 31 3 0 13 39 0 0 0 57 42 201 905 1 0 0 0 3:15PM 0 38 3 10 1 2 11 57 0 0 6 57 41 226 967 0 0 0 3:30F PM 0 33 3 16 0 1 6 0 15 64 0 0 7 52 54 252 968 0 0 0 3:45 PM 0 29 3 11 0 3 3 0 18 54 0 0 3 51 51 226 975 0 0 0 4:00 PM 0 30 5 17 0 1 5 0 18 62 1 0 5 60 58 263 986 0 0 0 U 4:15 PM 0 35 1 11 0 0 5 0 24 61 0 0 3 45 42 227 994 0 0 0 0 4:30 PM 0 32 4 16 0 2 5 0 23 64 0 0 5 56 52 259 1,046 0 0 0 0 4:45PM 0 27 3 11 0 U 4 0 24 64 0 0 5 53 46 237 1,075 0 0 0 0 5:00PM 0 20 1 9 U 1 2 6 0 23 78 0 0 7 60 64 271 1,101 0 0 0 0 5:15 PM 0 30 4 20 0 0 5 7 0 23 68 0 0 5 62 55 279 1,055 0 0 0 0 5:30F PM 0 29 1 15 0 1 3 4 0 21 63 1 0 8 76 66 288 1,010 0 1 0 0 5:45 PM 0 31 2 8 0 0 4 4 0 18 64 0 0 7 52 73 263 911 0 0 0 0 6:001 PM 0 39 3 6 0 0 5 0 18 50 1 0 4 38 60 225 819 0 1 0 6:15PM 0 28 2 7 0 U 6 5 0 14 41 1 0 9 57 64 234 0 0 0 6:30 PM 0 27 4 10 0 2 1 3 0 11 44 0 0 3 33 51 189 0 0 0 6:45F PM 0 20 4 7 0 1 0 9 12 46 0 4 29 39 171 0 0 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Tum Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Articulated Trucks 0 1 0 0 0 0 0 0 0 0 1 0 0 0 2 5 9 Lights 0 103 8 50 0 2 14 21 0 83 266 1 0 27 248 252 1,075 Mediums 0 6 0 2 0 0 0 0 0 2 6 0 0 0 0 1 17 Total 0 110 8 52 2 14 21 0 85 273 1 0 27 250 258 1,101 Heavy Vehicle Percentage and Peak Hour Factor Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Heavy Vehicle % 5.3% 0.0% 2.5% 1.5% 2.4% Heavy Vehicle % 0.0% 6.4% 0.0% 3.8% 0.0% 0.0% 0.0% 0.0% 0.0% 2.4% 2.6% 0.0% 0.0% 0.0% 0.8% 2.3% 2.4% Peak Hour Factor 0.89 0.77 0.91 0.89 0.96 Peak Hour Factor 0.00 0.83 0.57 0.77 0.00 0.50 0.58 0.89 0.00 0.98 0.78 0.75 0.00 0.78 0.73 0.90 0.96 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix D Pagones Theorem NDOT Research Report Report No. 123-13-803 Right-Turn Traffic Volume Adjustments in Traffic Signal Warrant Analysis January 2015 Nevada Department ofTransportation 1263 South Stewart Street Carson City, NV 89712 MEVADA DOT SAFE AND CONNECTED RIGHT-TURN TRAFFICVOLUME. ADJUSTMENTS IN TRAFFICSIGNAL WARRANT ANALYSIS 2015 be discussed below, to reduce the number of right turns on the minor street; District Seven just leaved the right-turn reduction to the judgment of engineers; Districts Three, Five, Six, Eight and Nine did not reduce any right turns from the minor street when performing signal warrant analysis. The State of Tennessee DOT was divided into four regions and all of them used engineering judgment to perform right-turn reduction. If the approach had one lane or no right-turn lane, the approach volume was generally not reduced. Reductions were based on traffic volume, storage capacity and geometrics. In many cases, the assumption was made that the geometry of the approach could be modified to handle an exclusive right-turn lane if the lane would help reduce the need for a signalized intersection. The author also concluded that the engineer should be aware that inter-state and intra-state variations in determining right-turn reduction. Manual ofTraffic Signal Design (MTSD) published by the ITE suggested that all right turns might be excluded in the analysis if the approach had a separate right-turn lane and a large-radius curb return. This exclusion could also apply when the right turns were made from a through lane and only a small-radius curb return was available. A formal right-turn adjustment methodology has been developed by the IIlinois DOT and also been used bythe Alabama DOT (61 It is a two-step methodology called Pagones Theorem that uses a minor street equivalent factor and a mainline congestion factor to estimate the portion of right turn volumes. The adjusted right-turn volume is calculated as following, R-RxDI-(w -fmain) (1) where: Radj-adjusted right turn volume; R= original right turn volume; fminor = minor street adjustment factor; fmain = mainline congestion factor. Note: if fminor - fmain < 0,t then Radj = R. The minor street adjustment factor reflects whether minor street geometry and traffic volumes permit the free movement of right turns and reduce right-turn volumes accordingly. The mainline congestion factor adjusts to account for the amount of congestion on the mainline. In essence, fminor considers what portion ofvehicles could get to the intersection to make a right-turn without delay while fmain determines whether there are enough gaps in mainline traffic to permit them to actually make that right-turn. The suggested values for fminorand fmain are listed in Table 1 and 2 according to lane configuration and volume condition. For the mainline right-turn reduction, if there is no mainline right-turn lane, mainline right-turn volumes are added to the through volumes 2013-2014NDOT Contract Tasks 13 RIGHT-TURN TRAFFICVOLUME/ ADJUSTMENTSIN TRAFFIC SIGNAL WARRANT ANALYSIS 2015 for the lane volume calculations; if a right-turn lane is present, mainline right turn volumes are excluded from the calculation. Table 1 Pagones Theorem Right-turn Adjustment Factors Minor Street Adjustment Factor (fminor) Case Lane Configuration Volume Condition fmingr R>0.7V 0.60 1 0.7V2R>0.35V 0.40 RS0.35V 0.20 R>3T 0.60 3T2R>T/3 0.40 2 V RSTI3 0.20 T Any configuration with an 3 exclusive right turn lane > 500 ft. long. (See note" for shorter right 0.75 turn lanes) T R> (T+L) 0.65 L> (T+R) Use Case 2 L=T=R(10 veh) 0.40 4 T L=T>3R 0.20 R=T>3L 0.50 V all other conditions 0.30 R>T 0.75 5 TxR>TI2 0.50 T2R>T/4 0.30 ll V R<T/4 0.15 Table 2 Pagones Theorem Mainline Congestion Factors Mainline Congestion Factor (fmain) Mainline volume per Mainline volume per lane (veh/hr/lane) fmain lane (veh/hr/lane) fmain 0-3 399 0.0 1100 - 1199 0.40 400 - 499 0.05 1200 - 1299 0.45 500 - 599 0.10 1300 - 1399 0.50 600 - 699 0.15 1400 - 1499 0.55 700 - 799 0.20 1500 - 1599 0.60 800 - 899 0.25 1600 - 1699 0.65 900 - 999 0.30 1700 - 1799 0.70 1000 - 1099 0.35 1800 - 1899 0.75 2013-2014 NDOT Contract Tasks 14 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix E Delay Study ata ALL TRAFFIC DATA SERVICES Job No : FL-J 32471 - CR 340 & US 41 - High Springs - Delay-Study Site No :-2 07:00:00 08:00:00 Date : 08/28/2024 EB Movements No Joined Queue Released From Queue Delay Queue EB 1 7:00:00 7:00:01 1 U EB 2 7:00:09 7:00:13 4 1 EB 3 7:00:30 7:00:31 1 0 EB 4 7:00:41 7:00:47 6 1 EB 5 7:00:42 7:00:55 13 2 EB 6 7:00:47 7:01:03 16 2 EB 7 7:01:11 7:01:16 5 1 EB 8 7:01:21 7:01:31 10 1 EB 9 7:01:40 7:01:50 10 1 EB 10 7:01:42 7:01:58 16 2 EB 11 7:01:59 7:02:00 1 0 EB 12 7:02:06 7:02:12 6 1 EB 13 7:02:16 7:02:21 5 1 EB 14 7:02:27 7:02:29 2 1 EB 15 7:02:32 7:02:33 1 0 EB 16 7:02:36 7:02:54 18 1 EB 17 7:03:03 7:03:06 3 1 EB 18 7:03:27 7:03:42 15 1 EB 19 7:03:46 7:04:01 15 1 EB 20 7:03:48 7:04:08 20 2 EB 21 7:04:12 7:04:18 6 1 EB 22 7:04:25 7:04:54 29 1 EB 23 7:04:34 7:05:03 29 2 EB 24 7:04:43 7:04:44 1 0 EB 25 7:05:17 7:05:20 3 1 EB 26 7:05:25 7:05:26 1 0 EB 27 7:05:29 7:05:32 3 1 EB 28 7:05:34 7:05:50 16 1 EB 29 7:05:44 7:05:51 7 1 EB 30 7:05:45 7:06:00 15 2 EB 31 7:06:12 7:06:48 36 1 EB 32 7:06:38 7:06:41 3 1 EB 33 7:06:55 7:06:56 1 0 EB 34 7:06:58 7:07:00 2 1 EB 35 7:07:04 7:07:13 9 1 EB 36 7:07:17 7:07:24 7 1 EB 37 7:07:29 7:07:30 1 0 EB 38 7:07:36 7:07:38 2 1 EB 39 7:07:45 7:07:50 5 1 EB 40 7:07:47 7:07:53 6 2 EB 41 7:07:48 7:08:09 21 3 EB 42 7:08:02 7:08:03 1 0 EB 43 7:08:06 7:08:23 17 2 EB 44 7:08:06 7:08:27 21 3 EB 45 7:08:07 7:08:32 25 4 EB 46 7:08:07 7:08:36 29 5 EB 47 7:08:07 7:08:44 37 6 EB 48 7:08:15 7:08:44 29 7 EB 49 7:08:15 7:08:50 35 8 EB 50 7:08:58 7:09:02 4 1 EB 51 7:09:07 7:09:14 7 1 EB 52 7:09:08 7:09:34 26 2 EB 53 7:09:10 7:09:40 30 3 EB 54 7:09:11 7:09:48 37 4 EB 55 7:09:12 7:09:52 40 5 EB 56 7:09:35 7:10:01 26 4 EB 57 7:10:11 7:10:14 3 1 EB 58 7:10:23 7:10:24 1 0 EB 59 7:10:42 7:10:44 2 1 EB 60 7:11:04 7:11:11 7 1 EB 61 7:11:33 7:11:42 9 1 EB 62 7:11:35 7:11:50 15 2 EB 63 7:11:38 7:11:55 17 3 EB 64 7:11:59 7:12:07 8 1 EB 65 7:12:04 7:12:12 8 2 EB 66 7:12:05 7:12:20 15 3 EB 67 7:12:08 7:12:25 17 3 EB 68 7:12:33 7:12:34 1 0 EB 69 7:12:40 7:12:49 9 1 EB 70 7:12:45 7:12:54 9 2 EB 71 7:12:58 7:13:01 3 1 EB 72 7:13:03 7:13:04 1 0 EB 73 7:13:08 7:13:09 1 0 EB 74 7:13:13 7:13:16 3 1 EB 75 7:13:41 7:13:44 3 1 EB 76 7:13:48 7:13:49 1 U EB 77 7:13:53 7:14:05 12 1 EB 78 7:14:19 7:14:25 6 1 EB 79 7:14:40 7:14:41 1 0 EB 80 7:15:20 7:15:28 8 1 EB 81 7:15:33 7:15:34 1 0 EB 82 7:15:38 7:15:46 8 1 EB 83 7:15:41 7:15:52 11 2 EB 84 7:15:43 7:15:57 14 3 EB 85 7:15:44 7:16:03 19 4 EB 86 7:15:44 7:16:08 24 5 EB 87 7:15:52 7:16:08 16 4 EB 88 7:16:19 7:16:33 14 1 EB 89 7:16:20 7:17:08 48 2 EB 90 7:16:21 7:17:12 51 3 EB 91 7:16:21 7:17:34 73 4 EB 92 7:16:22 7:17:49 87 5 EB 93 7:16:33 7:17:53 80 5 EB 94 7:16:48 7:18:07 79 6 EB 95 7:16:49 7:18:17 88 7 EB 96 7:17:31 7:18:27 56 6 EB 97 7:18:03 7:18:27 24 4 EB 98 7:18:34 7:18:40 6 1 EB 99 7:18:34 7:18:52 18 2 EB 100 7:18:48 7:18:57 9 2 EB 101 7:19:03 7:19:04 1 0 EB 102 7:19:08 7:19:09 1 1 EB 103 7:19:12 7:19:13 1 0 EB 104 7:19:20 7:19:27 7 1 EB 105 7:19:25 7:20:13 48 2 EB 106 7:19:25 7:20:17 52 3 EB 107 7:19:25 7:20:41 76 4 EB 108 7:19:29 7:20:51 82 4 EB 109 7:19:32 7:20:56 84 5 EB 110 7:19:46 7:21:04 78 6 EB 111 7:21:23 7:21:40 17 1 EB 112 7:21:28 7:22:00 32 2 EB 113 7:21:29 7:22:12 43 3 EB 114 7:21:29 7:22:26 57 4 EB 115 7:21:30 7:22:35 65 5 EB 116 7:21:38 7:23:02 84 1 EB 117 7:21:56 7:23:09 73 2 EB 118 7:23:13 7:23:17 4 1 EB 119 7:23:22 7:23:23 1 0 EB 120 7:23:45 7:23:56 11 1 EB 121 7:24:06 7:24:41 35 1 EB 122 7:24:09 7:24:47 38 2 EB 123 7:24:50 7:24:51 1 0 EB 124 7:24:59 7:25:28 29 1 EB 125 7:25:00 7:25:43 43 2 EB 126 7:25:08 7:25:21 13 3 EB 127 7:25:26 7:25:55 29 3 EB 128 7:26:09 7:26:15 6 1 EB 129 7:26:29 7:26:30 1 0 EB 130 7:26:35 7:26:45 10 1 EB 131 7:27:10 7:27:25 15 1 EB 132 7:27:20 7:27:21 1 0 EB 133 7:27:30 7:27:55 25 1 EB 134 7:28:01 7:28:02 1 0 EB 135 7:28:08 7:28:09 1 0 EB 136 7:28:13 7:28:15 2 1 EB 137 7:28:30 7:28:33 3 1 EB 138 7:28:37 7:29:09 32 1 EB 139 7:28:48 7:29:15 27 2 EB 140 7:29:01 7:29:21 20 3 EB 141 7:29:02 7:29:28 26 4 EB 142 7:29:32 7:29:37 5 1 EB 143 7:29:33 7:29:41 8 2 EB 144 7:29:44 7:29:51 7 1 EB 145 7:29:50 7:29:53 3 1 EB 146 7:29:57 7:29:58 1 0 EB 147 7:30:05 7:30:12 7 1 EB 148 7:30:42 7:30:45 3 1 EB 149 7:30:50 7:31:03 13 1 EB 150 7:31:17 7:31:26 9 1 EB 151 7:31:18 7:31:30 12 2 EB 152 7:31:25 7:31:36 11 0 EB 153 7:31:41 7:31:44 3 1 EB 154 7:32:06 7:32:35 29 1 EB 155 7:32:10 7:33:18 68 2 EB 156 7:32:13 7:33:41 88 3 EB 157 7:32:50 7:34:03 73 3 EB 158 7:32:53 7:34:08 75 4 EB 159 7:33:38 7:34:17 39 4 EB 160 7:33:52 7:34:44 52 4 EB 161 7:33:56 7:34:47 51 5 EB 162 7:33:58 7:35:04 66 6 EB 163 7:34:01 7:35:09 68 7 EB 164 7:34:09 7:35:13 64 6 EB 165 7:34:15 7:35:16 61 7 EB 166 7:34:15 7:36:12 117 8 EB 167 7:34:35 7:35:37 62 8 EB 168 7:34:40 7:36:08 88 1 EB 169 7:35:42 7:36:28 46 2 EB 170 7:36:07 7:36:29 22 3 EB 171 7:36:10 7:36:31 21 4 EB 172 7:36:12 7:36:38 26 5 EB 173 7:36:17 7:36:44 27 6 EB 174 7:36:21 7:37:01 40 7 EB 175 7:36:28 7:37:20 52 5 EB 176 7:36:33 7:37:29 56 3 EB 177 7:36:59 7:37:34 35 4 EB 178 7:37:01 7:37:31 30 4 EB 179 7:37:15 7:37:44 29 5 EB 180 7:37:17 7:37:49 32 6 EB 181 7:37:22 7:38:09 47 7 EB 182 7:37:59 7:38:38 39 2 EB 183 7:38:02 7:38:50 48 3 EB 184 7:38:02 7:38:52 50 4 EB 185 7:38:34 7:38:57 23 4 EB 186 7:38:43 7:39:22 39 4 EB 187 7:38:43 7:39:43 60 5 EB 188 7:38:46 7:40:03 77 6 EB 189 7:38:49 7:40:10 81 6 EB 190 7:39:11 7:40:30 79 5 EB 191 7:39:16 7:40:51 95 6 EB 192 7:39:21 7:40:58 97 7 EB 193 7:39:45 7:41:10 85 7 EB 194 7:42:02 7:42:12 10 1 EB 195 7:42:29 7:42:37 8 1 EB 196 7:42:31 7:42:53 22 2 EB 197 7:42:34 7:43:26 52 3 EB 198 7:42:36 7:43:33 57 3 EB 199 7:42:38 7:43:38 60 4 EB 200 7:42:54 7:43:44 50 4 EB 201 7:42:54 7:43:47 53 5 EB 202 7:43:00 7:44:12 72 5 EB 203 7:43:17 7:44:24 67 6 EB 204 7:43:17 7:44:28 71 7 EB 205 7:43:17 7:44:34 77 8 EB 206 7:43:27 7:44:46 79 5 EB 207 7:43:27 7:44:57 90 6 EB 208 7:44:03 7:45:01 58 7 EB 209 7:44:46 7:44:58 12 4 EB 210 7:44:47 7:45:05 18 5 EB 211 7:45:15 7:45:40 25 1 EB 212 7:45:19 7:45:51 32 2 EB 213 7:45:19 7:45:56 37 3 EB 214 7:45:28 7:46:00 32 4 EB 215 7:45:28 7:46:05 37 5 EB 216 7:46:08 7:46:09 1 0 EB 217 7:46:15 7:46:18 3 1 EB 218 7:46:23 7:46:24 1 0 EB 219 7:46:27 7:46:30 3 1 EB 220 7:46:34 7:46:47 13 1 EB 221 7:46:44 7:46:51 7 2 EB 222 7:47:05 7:47:07 2 1 EB 223 7:47:11 7:47:14 3 1 EB 224 7:47:17 7:47:25 8 1 EB 225 7:47:19 7:47:30 11 2 EB 226 7:48:00 7:48:03 3 1 EB 227 7:48:03 7:48:04 1 1 EB 228 7:48:14 7:48:17 3 1 EB 229 7:48:21 7:49:12 51 1 EB 230 7:48:43 7:49:34 51 2 EB 231 7:48:44 7:49:36 52 3 EB 232 7:48:56 7:50:15 79 4 EB 233 7:48:57 7:50:23 86 5 EB 234 7:48:59 7:50:46 107 6 EB 235 7:49:13 7:50:52 99 6 EB 236 7:49:51 7:51:39 108 5 EB 237 7:49:56 7:52:22 146 6 EB 238 7:49:56 7:52:50 174 7 EB 239 7:50:00 7:53:16 196 EB 240 7:50:02 8 7:53:40 218 EB 241 7:50:02 9 7:53:48 226 EB 242 7:50:04 9 7:53:55 231 EB 243 7:50:04 10 7:54:00 236 EB 244 7:50:04 11 7:54:10 246 EB 245 7:51:47 11 7:54:18 151 EB 246 7:51:47 12 7:54:26 159 EB 247 7:52:22 7:54:36 13 134 EB 248 7:52:50 7:54:44 12 114 EB 249 7:53:35 7:54:50 9 75 EB 250 7:54:55 10 7:54:58 3 EB 251 7:55:04 1 7:55:07 3 EB 252 7:55:04 1 7:55:15 11 EB 253 7:55:22 7:56:30 2 68 EB 254 7:55:23 3 7:56:35 72 EB 255 7:55:27 7:56:38 4 71 EB 256 7:55:34 7:56:49 5 75 EB 257 7:55:40 6 7:56:50 70 EB 258 7:56:08 7:57:02 7 54 EB 259 7:56:09 7 7:57:06 57 EB 260 7:56:11 7:57:31 8 EB 261 80 9 7:56:25 7:57:25 60 EB 262 7:56:26 7:57:38 8 72 EB 263 7:57:42 9 7:57:47 5 EB 264 7:57:43 1 7:58:08 25 EB 265 7:57:45 2 7:58:35 50 EB 266 7:58:41 3 7:58:50 9 EB 267 7:58:43 7:58:56 1 13 EB 268 7:59:01 2 7:59:04 3 EB 269 7:59:02 7:59:15 1 13 EB 270 7:59:03 7:59:19 2 EB 271 7:59:03 16 3 7:59:26 23 EB 272 7:59:54 8:00:00 4 6 1 Summary Information 07:00:00 - 08:00:00 EB Delayed Vehicle Count: 272 Average Stopped Time: 36.73 Maximum Stopped Time: 246 Min. Secs. for Delay: 1 Maximum Queue: 13 Delayi in Vehicle Hour: 2.78 Total Delay 9991 ata ALL TRAFFIC DATA SERVICES Job No : FL-J32471 CR 340 & US 41 High Springs - Site No :-2 Delay-Study 17:15:00 - 18:15:00 Date : 08/28/2024 EB Movements No Joined Queue Released From EB 1 17:13:53 Queue Delay Queue EB 2 17:15:28 95 1 17:13:54 17:15:46 EB 3 17:13:59 112 2 EB 4 17:15:42 103 17:14:14 3 EB 5 17:16:03 109 4 17:14:28 17:16:00 EB 6 17:14:34 92 5 EB 7 17:16:24 110 6 17:14:37 17:16:24 EB 8 17:14:43 107 7 EB 9 17:17:15 152 8 17:14:56 17:17:19 EB 10 17:15:25 143 9 EB 11 17:17:22 117 10 17:16:48 17:17:31 EB 12 17:16:48 43 4 EB 13 17:17:36 48 17:17:41 17:18:49 5 EB 14 17:18:36 68 1 EB 15 17:18:54 17:19:01 25 2 EB 16 17:19:05 11 17:19:17 17:19:22 2 EB 17 17:19:33 5 1 EB 18 17:19:36 3 1 17:19:41 17:19:42 EB 19 17:19:46 1 0 EB 20 17:19:52 6 17:19:49 17:19:56 1 EB 21 17:19:51 7 2 EB 22 17:20:02 11 17:20:31 3 EB 23 17:21:53 82 1 17:20:33 17:21:49 EB 24 17:20:34 76 2 EB 25 17:20:47 17:21:54 80 3 EB 26 17:21:59 72 4 17:20:50 17:22:10 EB 27 17:21:26 80 5 EB 28 17:21:43 17:22:15 49 6 EB 29 17:22:20 37 17:22:39 7 EB 30 17:22:42 3 1 17:22:42 17:22:43 EB 31 17:22:54 1 0 EB 32 17:23:04 10 1 17:23:08 17:23:16 EB 33 17:23:12 8 1 EB 34 17:23:26 14 17:23:51 2 EB 35 17:24:52 61 1 17:24:18 17:24:59 EB 36 17:24:22 41 2 EB 37 17:25:07 45 17:24:51 17:25:12 3 EB 38 17:25:05 21 4 17:25:20 15 3 EB 39 17:25:05 17:25:28 23 4 EB 40 17:25:49 17:25:50 1 0 EB 41 17:25:53 17:25:55 2 1 EB 42 17:25:56 17:26:03 7 1 EB 43 17:26:23 17:26:30 7 1 EB 44 17:26:40 17:26:52 12 1 EB 45 17:26:50 17:26:56 6 1 EB 46 17:26:58 17:27:00 2 0 EB 47 17:27:07 17:27:54 47 1 EB 48 17:27:11 17:27:12 1 1 EB 49 17:27:35 17:28:07 32 2 EB 50 17:28:17 17:28:52 35 1 EB 51 17:28:21 17:29:17 56 2 EB 52 17:28:27 17:29:21 54 3 EB 53 17:28:29 17:29:23 54 4 EB 54 17:28:52 17:29:51 59 4 EB 55 17:28:53 17:30:21 88 5 EB 56 17:30:25 17:30:26 1 0 EB 57 17:30:45 17:30:57 12 1 EB 58 17:31:15 17:31:26 11 1 EB 59 17:31:16 17:31:35 19 2 EB 60 17:31:21 17:31:48 27 3 EB 61 17:31:43 17:32:00 17 2 EB 62 17:31:44 17:32:02 18 3 EB 63 17:31:57 17:32:10 13 1 EB 64 17:32:14 17:32:43 29 1 EB 65 17:32:17 17:32:52 35 2 EB 66 17:32:20 17:33:25 65 3 EB 67 17:32:21 17:33:38 77 4 EB 68 17:32:21 17:33:43 82 5 EB 69 17:32:21 17:33:53 92 6 EB 70 17:32:22 17:34:26 124 7 EB 71 17:32:44 17:34:30 106 7 EB 72 17:33:23 17:34:34 71 7 EB 73 17:34:40 17:34:59 19 1 EB 74 17:35:31 17:35:32 1 1 EB 75 17:35:39 17:35:48 9 1 EB 76 17:36:48 17:36:52 4 1 EB 77 17:37:24 17:37:39 15 1 EB 78 17:37:47 17:38:23 36 1 EB 79 17:38:16 17:38:29 13 2 EB 80 17:38:17 17:38:36 19 3 EB 81 17:38:45 17:39:05 20 1 EB 82 17:38:48 17:39:08 20 2 EB 83 17:38:48 17:38:55 7 1 EB 84 17:39:14 17:39:21 7 1 EB 85 17:39:42 17:40:33 51 1 EB 86 17:39:50 17:40:40 50 2 EB 87 17:39:50 17:40:48 58 3 EB 88 17:39:50 17:40:30 40 1 EB 89 17:40:14 17:40:54 EB 90 17:40:17 40 4 EB 17:41:05 48 91 17:41:03 17:41:27 5 EB 92 17:41:26 24 2 17:42:22 EB 93 17:41:58 56 2 17:42:33 EB 94 17:41:59 35 2 17:43:52 EB 95 17:42:01 113 3 17:43:56 EB 96 17:42:46 115 4 17:44:01 EB 97 17:43:40 75 3 17:44:04 EB 98 17:44:20 24 4 17:44:26 EB 99 17:44:21 6 1 17:44:34 EB 100 17:44:58 13 2 EB 17:45:04 6 101 17:45:08 17:45:15 1 EB 102 17:45:12 7 1 17:45:15 EB 103 17:45:32 3 1 17:45:35 EB 104 17:45:46 3 1 17:46:25 EB 105 17:45:52 39 1 17:46:29 EB 106 17:46:14 37 2 17:46:33 EB 107 17:46:39 19 3 17:46:40 EB 108 17:46:46 1 0 17:46:48 EB 109 17:46:52 2 1 17:47:03 EB 110 17:47:18 11 1 17:47:53 EB 111 17:47:25 35 1 EB 17:48:10 45 112 17:47:51 2 17:48:19 EB 113 17:48:05 28 3 17:48:40 EB 114 17:48:16 35 3 17:48:58 EB 115 17:48:27 42 3 17:49:04 EB 116 17:48:28 37 3 EB 117 17:49:17 49 4 17:48:55 17:49:17 EB 118 17:48:55 22 4 17:49:22 EB 119 17:48:56 27 5 17:49:28 EB 120 17:48:56 32 6 17:49:37 EB 121 17:49:25 41 7 17:49:57 EB 122 17:49:43 32 1 17:50:05 EB 123 17:50:08 22 2 17:50:09 EB 124 17:50:25 1 0 17:51:51 EB 125 17:52:26 86 1 17:52:33 EB 126 17:52:58 7 1 17:53:03 EB 127 17:53:01 5 1 17:53:15 EB 128 17:53:10 14 2 17:54:17 EB 129 17:53:13 67 2 17:54:21 EB 130 17:53:14 68 3 17:54:23 EB 131 17:53:42 69 3 EB 17:54:31 49 132 17:55:12 4 17:55:13 EB 133 17:55:18 1 0 17:55:52 EB 134 17:55:21 34 1 EB 17:56:02 41 135 17:56:43 17:56:58 2 EB 136 17:56:53 15 1 17:57:04 EB 137 17:57:20 11 2 17:57:24 EB 138 17:57:45 4 1 17:58:05 20 1 EB 139 17:58:02 17:58:03 1 J EB 140 17:58:09 17:58:10 1 J EB 141 17:58:59 18:00:17 78 1 EB 142 17:59:01 18:00:28 87 2 EB 143 17:59:29 18:00:44 75 3 EB 144 18:00:00 18:00:51 51 4 EB 145 18:00:04 18:01:33 89 5 EB 146 18:00:13 18:01:47 94 6 EB 147 18:00:39 18:01:52 73 5 EB 148 18:01:00 18:01:58 58 4 EB 149 18:01:05 18:02:12 67 5 EB 150 18:01:49 18:02:30 41 3 EB 151 18:01:50 18:03:03 73 4 EB 152 18:01:50 18:03:11 81 5 EB 153 18:01:51 18:03:16 85 6 EB 154 18:02:14 18:03:22 68 6 EB 155 18:02:14 18:03:28 74 7 EB 156 18:03:46 18:04:21 35 1 EB 157 18:04:26 18:04:38 12 1 EB 158 18:04:48 18:05:09 21 1 EB 159 18:04:55 18:05:17 22 2 EB 160 18:05:26 18:05:28 2 1 EB 161 18:05:32 18:05:34 2 0 EB 162 18:05:37 18:05:54 17 1 EB 163 18:05:44 18:06:11 27 2 EB 164 18:05:49 18:06:14 25 3 EB 165 18:06:22 18:06:25 3 1 EB 166 18:06:22 18:06:32 10 2 EB 167 18:06:52 18:07:03 11 1 EB 168 18:07:33 18:07:39 6 1 EB 169 18:07:36 18:08:04 28 2 EB 170 18:08:38 18:08:46 8 1 EB 171 18:08:51 18:09:00 9 1 EB 172 18:08:54 18:09:05 11 2 EB 173 18:08:56 18:09:12 16 3 EB 174 18:09:17 18:09:24 7 1 EB 175 18:09:18 18:09:39 21 2 EB 176 18:10:11 18:10:30 19 1 EB 177 18:10:48 18:10:51 3 1 EB 178 18:11:50 18:12:41 51 1 EB 179 18:11:51 18:12:51 60 2 EB 180 18:11:51 18:12:59 68 3 EB 181 18:12:22 18:13:22 60 4 EB 182 18:13:07 18:13:14 7 1 EB 183 18:13:19 18:13:30 11 1 EB 184 18:13:22 18:13:32 10 1 EB 185 18:13:38 18:13:40 2 1 EB 186 18:14:01 18:14:05 4 1 EB 187 18:14:19 18:14:22 3 1 EB 188 18:14:31 18:14:38 7 1 Summary Information 17:15:00 - 18:15:00 EB Delayed Vehicle Count: 188 Average Stopped Time: 37.38 Maximum Stopped Time: 152 Min. Secs. for Delay: 1 Maximum Queue: 10 Delayi in Vehicle Hour: 1.95 Total Delay 7027 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix F FDOT 5-Year Tentative Work Program DISTRICT 2 FDOT TENTATIVE WORK PROGRAM PUBLIC HEARING REPORT FISCAL YEAR 2025 TO FISCAL YEAR 2029 - @ a SUMMARY REPORT ALACHUA COUNTY AS OF 10/11/2023-3:07 PM SUBJECT TO CHANGE FLORIDA DEPARTMENT OF TRANSPORTATION DISTRICT 2 PROJECTS FUNDED JULY 1, 2024 TOJUNE30, 2029 VISIT US AT WWWFDOT.GOV/WPPWIDISTRICT2 Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 447233-2 CITY OF GAINESVILLE; MULTIPLE LOCATIONS Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $590,000 Total for Project 447233-2 $590,000 447476-1 CR231 AT NW156TH AVENUE Type of Work: INTERSECTION IMPROVEMENT Phase Funding Source 2025 2026 2027 2028 Construction Federal $632,417 2029 Total for Project 447476-1 $632,417 413517-1 D2-ALACHUA COUNTY TRAFFIC SIGNAL MAINTENANCE. AGREEMENT Type of Work: TRAFFIC CONTROL DEVICES/SYSTEM Phase Funding Source 2025 2026 2027 2028 2029 Operations State $1,212,691 $1,249,071 $1,287,794 $1,327,714 $1,368,872 Total for Project 413517-1 $1,212,691 $1,249,071 $1,287,794 $1,327,714 $1,368,872 423071-3 1-75(SR93) @ SR121 Type of Work: INTERCHANGE ADD LANES Phase Funding Source 2025 2026 2027 2028 Right of Way Federal $2,206,154 2029 Total for Project 423071-3 $2,206,154 423071-5 I-75(SR93) FROM: SOUTH OF CR234 TO: SOUTH OF SR121WILLISTON ROAD) Type of Work: ADD LANES & RECONSTRUCT Phase Funding Source 2025 2026 2027 2028 PD& E State $1,550,000 2029 Total for Project 423071-5 $1,550,000 214952-2 - I-75(SR93) NB ALACHUA COUNTY REST AREA Type of Work: REST AREA Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $2,200,000 Total for Project: 214952-2 $2,200,000 Page 7 Sorted By: Project Description SUBJECT TO CHANGE FDOT Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 427326-2 NW 141ST STREET AND NW 166TH PLACE Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering Federal $83,614 2029 Construction Federal $421,803 Total for Project 427326-2 $83,614 $421,803 211209-2 - NW 43RD ST NORTH OF NW16TH BLVD AND NW 23RD AVE Type of Work: MEDIAN MODIFICATION Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $235,987 Construction Federal $1,151,665 Total for Project 211209-2 $235,987 $1,151,665 445573-1 - NW 45TH DR FROM BLACK FOREST WAY TO C.W. NORTON ELEM SCHOOL. Type ofV Work: PEDESTRIAN SAFETY IMPROVEMENT Phase Funding Source 2025 2026 2027 2028 Construction Federal $360,646 2029 Total for Project 445573-1 $360,646 435889-1 SR120(NW 23 AVE) & SR25US441)NW 13 ST) Type ofWork: TRAFFIC SIGNAL UPDATE Phase Funding Source 2025 2026 2027 2028 Construction State 2029 Total for Project 435889-1 $2,413,303 $2,413,303 207712-6 SR121(34TH STREET) FROM SR331(SE WILLISTON RD) TO NW 16TH BLVD Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering State $1,844,399 2029 Construction Federal $5,108,933 State $8,525,190 Total for Project 207712-6 $1,844,399 $13,634,123 443701-1 SR20 EAST ON-RAMP IN HAWTHORNE RR CROSSING #625010J Type of Work: RAILROAD CROSSING Phase Funding Source 2025 2026 2027 Railroad & Utilities State 2028 2029 $450,000 Total for Project443701-1 $450,000 Page 8 Sorted By: Project Description SUBJECT TO CHANGE - FDOT) Draft Tentative Five-Year Work Program Public Hearing Summary Report - As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 443695-1 SR20 W ON-RAMP IN HAWTHORNE RR CROSSING NUMBER 927690S Type of Work: RAILROAD CROSSING Phase Funding Source 2025 2026 2027 2028 2029 Railroad & Utilities State $361,504 Total for Project 443695-1 $361,504 207648-7 SR20(US441)N MLK MEM HWY FROM CR2054 TO NW 167TH BLVD Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Railroad & Utilities Federal $50,000 Construction Federal $4,676,062 State $4,143,939 Total for Project 207648-7 $50,000 $8,820,001 207794-4 SR200(US301) AT SE 57TH AVE Type of Work: TRAFFIC SIGNALS Phase Funding Source 2025 2026 2027 2028 2029 Right of Way Federal $126,744 Total for Project 207794-4 $126,744 207794-3 SR200(US301) FROM SR20 TO SR26 Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $14,952,067 State $3,972,139 Total for Project 207794-3 $18,924,206 434318-2 SR200(US301) FROM THE MARION COUNTYI LINE TO NORTH OF 203RD STREET Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $5,977,650 State $4,476,859 Total for Project 434318-2 $10,454,509 447032-2 SR222(39TH. AVE) FROM W OF I-75 TO SR121(NW 34TH ST) Type of Work: LANDSCAPING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $1,059,359 Construction State $1,896,649 Total for Project 447032-2 $1,059,359 $1,896,649 Page 9 Sorted By: Project Description SUBJECT TO CHANGE FDOT) Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 2023 July 1, 2024 through June 30, 2029 11, Florida Department of Transportation District Two ALACHUA COUNTY Highways 207611-5 SR222(NW39TH AVE) FROM NW 43RD STREET TO NW 24TH BLVD Type of Work: RESURFACING Phase Funding Source 2025 2026 Construction Federal 2027 2028 2029 $1,826,185 Local $66,885 State $2,424,144 Total for Project 207611-5 $4,317,214 449844-2 SR24(ARCHER RD). AT SW 143RD ST AND SW 111TH TERR Type of Work: ADD LEFT TURN LANE(S) Phase Funding Source 2025 2026 Construction Federal $2,505,950 2027 2028 2029 Total for Project 449844-2 $2,505,950 443638-1 SR24(ARCHER ROAD) FROM SOUTHWEST 16TH AVENUE TO SOUTHWEST 13TH Type of Work: LANDSCAPING STREET Phase Funding Source 2025 2026 2027 Preliminary Engineering State 2028 2029 Construction State $265,000 Total for Project 443638-1 $1,336,680 $265,000 $1,336,680 447203-1 - SR24/KENNARD ST) IN WALDO FROM NE 148TH AVE TO NE 144TH AVE Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 Preliminary Engineering Federal $616,252 2028 2029 State $149,266 Construction Federal State $5,843,763 Total for Project 447203-1 $765,518 $471,302 $6,315,065 439489-2 SR24(NE WALDO RD) FROM SOUTH OF SR26 TO NORTH OF SR222 Type of Work: RESURFACING Phase Funding Source 2025 2026 Construction Federal $7,072,791 2027 2028 2029 Local $30,056 State $617,529 Total for Project 439489-2 $7,720,376 Page 10 Sorted By: Project Description SUBJECT TO CHANGE - FDOT) Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through. June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 449844-1 SR24(SW ARCHER RD) AT SR121(SW34TH ST) Type of Work: TRAFFIC SIGNAL UPDATE Phase Funding Source 2025 2026 2027 2028 2029 Right of Way State $35,711 Construction Federal $2,040,122 Total for Project 449844-1 $35,711 $2,040,122 432240-4 SR2AUS4SWISTHMLK JR HWY FROM MUSEUM ROAD TO INNER ROAD Type of Work: BIKE PATH/TRAIL Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $452,794 Construction Federal $2,888,176 Total for Project 432240-4 $452,794 $2,888,176 207555-4 SR24ASR228/SWI6TH: AVE) FROM SR24(ARCHER RD) TO SR331(SE WILLISTON RD) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $997,473 Construction Federal $4,217,524 State $430,081 Total for Project 207555-4 $997,473 $4,647,605 207761-2 SR26 AT HATCHET CREEK BRIDGE #260033 Type of Work: BRIDGE-REPAIRREEHABILITATION Phase Funding Source 2025 2026 2027 2028 2029 Right of Way State $1,265 Construction State $5,091,991 Total for Project 207761-2 $5,093,256 207850-2 SR26 CORRIDOR FROM GILCHRIST C/L TO CR26A E OF NEWBERRY Type of Work: ADD LANES & RECONSTRUCT Phase Funding Source 2025 2026 2027 2028 2029 Right of Way State $6,244,100 $2,218,969 $98,380 Railroad & Utilities State $7,500,112 Construction Local $8,881 State $57,260,260 Total for Project 207850-2 $6,244,100 $2,218,969 $64,867,633 Page 11 Sorted By: Project Description SUBJECT TO CHANGE FDOT Draft Tentative Five-Year Work Program Public Hearing Summary Report - As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 207668-3 SR26/NEWBERRY RD) FROM WEST OF CR241 SOUTH TO WEST OF 1-75(SR93) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 Construction Federal $11,514,672 2028 2029 State $2,364,171 Total for Project 207668-3 $13,878,843 207658-3 SR26(W UNIVERSITY AVE) FROM SR26A(SW 2ND AVE) TO SR25(US441)SW 13TH ST Type of Work: LIGHTING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $832,863 Construction State Total for Project 207658-3 $832,863 $4,425,732 $4,425,732 207817-5 SR26(W UNIVERSITY AVE) FROM SW 38TH ST TO GALE LEMERAND DR Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering State $1,098,827 2029 Construction Federal $2,206,012 State $1,688,931 Total for Project 207817-5 $1,098,827 $3,894,943 435890-1 SR331 AT SE 4TH AVE, SE 2ND AVE, SR26, NE 16TH AVE, SR120 Type of Work: TRAFFIC SIGNAL UPDATE Phase Funding Source 2025 2026 2027 2028 Construction Local 2029 $12,056 State $4,896,037 Total for Project 435890-1 $4,908,093 207798-8 SR45(US27) FROM SR24(ARCHER RD) TO SW 15TH AVENUE Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering State $1,577,540 2029 Construction Federal $3,922,795 State $4,289,793 Total for Project 207798-8 $1,577,540 $8,212,588 Page 12 Sorted By: Project Description SUBJECT TO CHANGE FDOT) Draft Tentative Five-Year Work Program Public Hearing Summary Report - As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 207779-3 SR45(US27) FROM SW15TH AVENUE TO SR25(US441) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Railroad & Utilities Federal $50,000 Construction Federal $3,031,217 State $8,782,210 Total for Project 207779-3 $50,000 $11,813,427 439176-1 - SR45(US41) FROM SW 15TH AVE TO SOUTH OF SR26 Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $654,750 Total for Project 439176-1 $654,750 432240-3 SW 170TH/SW 134TH TO US41 Type of Work: BIKE PATH/TRAIL Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $337,881 Total for Project 432240-3 $337,881 207648-6 - US441/N/MLK MEM HWY) FROM NW 125TH STREET TO WEST OF NW 129TH TERRACE Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $500,601 Construction Federal $575,108 Total for Project 207648-6 $500,601 $575,108 Page 13 Sorted By: Project Description SUBJECT TO CHANGE FDOT US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix G Collision Summary Collision Diagram I I E E N 6 I I € o6 E de I E a E e E I I 9 & I E E de et I a - de de a E E E 3 a E DE E 8 g E 1 8 E E a 9 3 I 5 - a A S 3 4 a / 4 I - I - 3 8 C 8 E E e 35 9 E 5 NW E - N I E E e b 9 g a s: e E E a 3 B4 g E E - - - E € EEE s 9 66 I B E s I B 9222 225 o e 3 N 2992l2299 a 3 32 I 2 I E € P E de ee I E B E 9 e a 9 9999 3 de I - E E IE E g 3 3 a B5 a b D d I ( 8 0 8 I - I I 2 3 gggi829988 9 a E &= I E B I C 5 £ Se Re E - e 8 = Be = a 8 - I - 5 n 9 € Blg 8 I E g I n E E £ wnsln ojo! - FSPE A t "t tt S 3 > LSa - 2 b y y 6 6 603 C B - DE E a E I B I B - - < * 18 bose a - - US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix H Traffic Signal Warrant Forms 16 of 2 8 G 9 dt Form 750-020-01 State of Florida Department of Transportation TRAFFICE ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26. - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4: tpmutahwadslaits29812manknt Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? Yes No 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? - Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" MAY 70% J 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B. is "100%" satisfied for eight hours. Yes No Warrant 1 is also satisfied if both Condition A and Condition B are "80%" satisfied (should only be applied after an adequate trial of other alternatives that could cause less delay and Yes No inconvenience to traffic has failed to solve the traffic problems). Warrant 1 is satisfied if Condition A or Condition B is "70%" satisfied for eight hours. Yes No Condition A - Minimum Vehicular Volume Applicable: Yes No Condition A is intended for application at. locations where a large volume of 100% Satisfied: Yes V No intersecting traffic is the principal reason to consider installing a traffic control 80% Satisfied: Yes No signal. 70% Satisfied: Yes No Number of Lanes for moving Vehicles per hour on major- Vehicles per hour on minor- traffic on each approach street (total of both street (one direction only) approaches) Major Minor 100% 80%P 70% 100%* 80% 70% 1 1 500 400 350 150 120 105 2 or more 1 600 480 420 150 120 105 2 or more 2 or more 600 480 420 200 160 140 1 2 or more 500 400 350 200 160 140 Basic Minimum hourly volume Used for combination of Conditions A and B after adequate trial of other remedial measures "May be used when the major-street speed exceeds 40 mph or in ani isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes in the Instructions Sheet. Eight Highest Hours a E E E a a a a Street 00 9 T N 3 4 s 6 a a E E E E E E 7 do 1 2 s 4 s Major 687 514 555 557 679 692 771 894 Existing Volumes Minor 260 215 161 154 161 182 184 165 WARRANT 1 EIGHT-HOUR VEHICULAR VOLUME Page 3 of 15 Form 750-020-01 State of Florida Department of Transportation TRAFFICE ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY Condition B. Interruption of Continuous Traffic Applicable: Yes No Condition B. is intended for application where Condition A. is not satisfied and 100% Satisfied: Yes V No the traffic volume on a major street is sO heavy that traffic on the minor 80% Satisfied: Yes No intersecting street suffers excessive delay or conflict in entering or crossing the major street. 70% Satisfied: Yes No Number of Lanes for moving Vehicles per hour on major- Vehicles per hour on minor- street (total of both traffic on each approach street (one direction only) approaches) Major Minor 100% 80% 70% 100%* 80% 70% 1 1 750 600 525 75 60 53 2 or more 1 900 720 630 75 60 53 2 or more 2 or more 900 720 630 100 80 70 1 2 or more 750 600 525 100 80 70 Basic Minimum hourly volume PUsedf for combination of Conditions A and B after adequate trial of other remedial measures "May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding major-street and minor-street volumes ini the Instructions Sheet. Eight Highest Hours E E : a E E E 8 - 2 € 4 s 6 Street . E E E E : E a M S 1 N 3 4 1 Major 687 555 557 679 692 771 894 629 Existing Volumes Minor 260 161 154 161 182 184 165 151 WARRANT 1 EIGHT-HOUR VEHICULAR VOLUME Page 4 of 15 Form 750-020-41 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4: mtv/mwdtadaiovntdls20p12penéndt Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? Yes No 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" V MAY 70% - 100% WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Ifall four points lie above the appropriate line, then the warrant is satisfied. Applicable: Yes No Satisfied: Yes No Plot four volume combinations on the applicable figure below. 100% Volume Level FIGURE 4C-1: Criteria for "100%" Volume Level 500 Volumes Four 2ORN MOREL LANES820 ORI MORE LANES Highest Major Minor 5 400 Hours Street Street o / 300 2ORN MOREL LANES8 1L LANE 7/ AM 8AM 687 260 3PM 4 PM 692 182 200 a 1LANE& &1LANE 41 PM- 5 PM 771 184 F 100 5PM- 6 PM 894 165 115 *80 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET TOTAL OF BOTH APPROACHES VPH "Note: 115ph. applies as the lower threshold volume fora minor street approach with two or more lanes and 80 mph applies as the lower threshold volume threshold for a minor street approach with one lane. FIGURE 4C-2: Criteria for "70%" Volume Level 70% Volume Level (Community Less than 10,000 population ora above 70km/hr. (40 mph) on Major Street) 400 Volumes E Four 20RI MORE LANES82ORN MOREL LANES Highest Major Minor 300 Hours Street Street 20RI MORE LANES d1 LANE 7AM-8 AM 687 260 200 - - 3PM -4F PM 692 182 1LANE&1 LANE 4 PM-5 PM 771 184 100 T / *80 5PM-6PM 894 165 *60 0 200 300 400 500 600 700 800 900 1000 MAJO R STREET TOTAL OF BOTH APPROACHES VPH *Note: 80ph. applies as the lower threshold volume for a minor street approach with fwo or more lanes and 60ph. applies as the lower threshold volume threshold fora a minor street approach with one lane. WARRANT: 2 FOUR-HOUR VEHICULAR VOLUME Page 5 of 15 Form 750-020-D1 State of Florida Department of Transportation TRAFFICE ENGINEERING October 20po TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4: te.mavdfwadaisvihats200ri2panand Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? Yes V No 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" V MAY 70% V 100% WARRANT 3 - PEAK HOUR Yes No Ifall three criteria are fulfilled or the plotted, point lies above the appropriate Applicable: line, then the warrant is satisfied. Satisfied: Yes No Unusual condition justifying use of Plot volume combination on the applicable figure below. warrant: FIGURE 4C-3: Criteria for "100%" Volume Level 600 2ORMORE LANES &2 ORI MORE LANES Record hour when criteria are fulfilled 5 500 and the corresponding delay or volume in boxes provided. la 400 20RI MORE LANES81 1LANE Peak Hour 100% Volume 300 Time Major Vol. Minor Vol. 1LANES & 1LANE 51 PM-6 PM 894 165 200 - *150 Peak Hour 70% Volume 100 *100 Time Major Vol. Minor Vol. 0 5F PM-6 PM 894 165 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET. TOTAL OF BOTH APPROACHES VPH Criteria *Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 1. Delay on Minor Approach 100 vph applies as the lower threshold volume threshold for ar minor street approach with one lane. "(vehicle-hours) Approach Lanes 1 2 FIGURE 4C-4: Criteria for "70%" Volume Level Delay Criteria* 4.0 5.0 (Community Less than 10,000 population or above 70 km/hr. (40r mph) on Major Street) Delay" 500 Fulfilled?: Yes No 20RI MORE LANES &2 ORM MORE LANES E 400 2. Volume on Minor Approach One-Direction *(vehicles per hour) 20 ORI MORE LANES&1 1LANE Approach Lanes 1 2 300 Volume Criteria* 100 150 1LANE& 1LANE Volume" 200 Fulfilled?: Yes No 5 A I 100 *100 3. Total Intersection Entering *75 Volume *(vehicles per hour) No. of Approaches 3 4 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Volume Criteria* 650 800 MAJOR STREET TOTAL OF BOTH APPROACHES VPH Volume* Note: 100ph. applies as the lower threshold volume fora minor. street approach with two or more. lanes and Fulfilled?: Yes No 75phi applies as the lower threshold volume threshold for a minor street approach with one lane. WARRANT: 3 - PEAK HOUR Page 6 of 15 State of Florida Department of Transportation Form7 750.020-01 TRAFFIC SIGNAL TRAFFICE ENGINEERING WARRANT SUMMARY Octop per 2020 City: High Springs County: 26 - Alachua Engineer: Setul Shah District: Two Date: September 10, 2024 Major Street: US 41 Minor Street: CR 340 Lanes: 1 Major Approach Speed: 40 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter MMsARONN. Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 35 mph? 2. Is the intersection in a built-up area of an isolated Yes No community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" V MAY 70% V 100% Option percentile crossing speed of pedestrians is less than 3.5 was conducted which reported a f/sec. A walking speed study percentile. pedestrian speed less than 3.5 ft/sec for the 15th Yes V No WARRANT 4 - PEDESTRIAN VOLUME Fore each of any 4 hours ofa an average day, the lie appropriate line, then the warrant is satisfied. plotted points above the Applicable: Yes No Satisfied: Yes No Plot four volume combinations on the applicable figure below. 100% Volume Level Figure 4C-5. Criteria for "100%" Volume Level 500 Volumes Four Highest Hours Major Pedestrian 400 Street Total E a 300 1PM-2PM 557 2 I 4PM-5PM 771 E 200 5PM-61 PM 894 I 100 0 107 5PM-6F PM 629 0 300 400 500 a 600 a 700 800 900 1000 MAJOR STREET TOTAL OF BOTH APPROACHES 1100 VPH 1200 1300 1400 Note: 107 pph. applies as thel lower threshold volume for 100% volumek level 70% Volume Level Figure 4C-6 Criteria for "70%" Volume Level 400 Volumes Four Highest Hours Major Pedestrian 300 Street Total - e 1 PM-2F PM 557 2 E 200 4PM-5PM 771 s 8 5PM-6PM 894 100 o 6PM- -7PM 629 75 0 200 300 400 500 600 700 800 900 - 1000 MAJOR STR REET TOTAL OF BOTH APPROACHES VPH "Note: 75 pph applies as the lower thresholdy volume for 70% volume level WARRANT 4. PEDESTRIAN VOLUME Page 7 of 15 Form7 752020-01 TRAFFIC ENGINE ERING Octop per 2020 WARRANT 4 - PEDESTRIAN VOLUME For 1 hour (any four consecutive 15-minute periods) of an average day, the Applicable: Yes No plotted point falls above the appropriate line, then the warrant is satisfied. Satisfied: Yes No Plot one volume combination on the applicable figure below. Figure 4C-7. Criteria for "100%" Volume Level Peak Hour 100% Volume Level 700 Volumes Peak Hour Major Pedestrian 600 Street Total 500 18 PM- 2 PM 557 2 400 E 300 s 200 N 0 133- 100 - 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET TOTAL OF BOTHAPPROACHES VPH Note: 133, pph applies as the lower threshold volume Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour 70% Volume Level 500 Volumes Peak Hour Major Pedestrian 400 Street Total 1PM-2PM 557 2 300 200 E df 100 93* 200 300 400 500 600 700 800 900 1000 1100 1200 MAJOR STREET TOTAL OF BOTH APPROACHES -VPH *Note: 93pph applies as the lower threshold volume WARRANT 4 - PEDESTRIAN' VOLUME Page 8 of 15 Form 750-020-41 TRAFFIC ENGINEERING State of Florida Department of Transportation October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter htplmutditsadaisuibis20et2maréand WARRANT 5 - SCHOOL CROSSING Record hours where criteria are fulfilled and the corresponding volume or Applicable: Yes No gap frequencyi in the boxes provided. The warrant is satisfied if all three of the criteria are fulfilled. Satisfied: Yes No Fulfilled? Criteria Yes No Students: Hour: There are a minimum of 20 students crossing the major street 1. during the highest crossing hour. There are fewer adequate gaps in the major street traffic stream during the Minutes: Gaps: 2. period when the children are using the established school crossing than the number of minutes in the same period. The nearest traffic signal along the major street is located more than 300 ft. (90 m) away, or the 3. nearest signal is within 300 ft. (90 m) but the proposed traffic signal will not restrict the progressive movement of traffic. WARRANT 5 SCHOOL CROSSING Page 9 of 15 Form 750-020/01 State of Florida Department of Transportation TRAFFICE ENGINEERING October 2920 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter hte.muaifsaditopibatopuinls20pri2manéadf WARRANT 6 - COORDINATED SIGNAL SYSTEM Indicate. if the criteria are fulfilled in the boxes provided. The warrant is Applicable: Yes No satisfied if either criterion is fulfilled. This warrant should not be applied Satisfied: when the resulting signal spacing would be less than 300 m (1,000 fL.). Yes No Fulfilled? Criteria Yes No 1. On a one-way street or a street that has traffic predominately in one direction, the adjacent signals are soi far apart that they do not provide the necessary degree of vehicle platooning. 2. On a two-way street, adjacent signals do not provide the necessary degree of platooning, and the proposed and adjacent signals will collectively provide a progressive operation. WARRANT 6 COORDINATED SIGNAL SYSTEM Page 10 of 15 State of Florida Department of Transportation TRAFFIC Form 750-020-01 ENGINEERING TRAFFIC SIGNAL WARRANT SUMMARY October 2020 City: High Springs County: 26 - Alachua Engineer: Setul Shah District: Two Date: September 10, 2024 Major Street: US 41 Minor Street: CR3 340 Lanes: 1 Major Approach Speed: 40 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4 http:llmutcd. fhwa. tgaialazi2marsat WARRANT 7 - CRASH EXPERIENCE Record hours where criteria are fulfilled, the corresponding volume, and other information in the boxes provided. The warrant is satisfied if all of the Applicable: Yes No are fulfilled. three criteria Satisfied: Yes No Criteria Fulfilled? Yes No 1. Adequate trial of other remedial measure has Measure failed to reduce crash frequency. tried: No Five or more reported crashes, oft types Observed 2. susceptible to correction by signal, have occurred Crash Number of crashes within a 12-month period. Types: Angle per 12 months: 3 No 3. One of the following volume warrants is met: Met? Warrant 1, Condition A (80% satisfied), or Yes Warrant 1, Condition B (80% satisfied), or Yes Hour Major Street Ped Volume Crossings 7AM - 8 AM 687 8A AM-9 AM 514 Yes Warrant 4, Pedestrian Volume satisfied at 80% 121 PM 1 PN 555 of volume requirements for any 8 hours of an average day. 1 PM- 2 PM 557 2 2PM-3F PM 679 3PM-41 PM 692 4PM-5PM 771 5PM-6 PM 894 Figure 4C-5. Criteria for "100%" Volume Level 500 - 400 E 100% Volume Levelfrom Wam rant4 (4 hours) 300 E in 80% Volume Level from Warrant (4 hours) 200 a 3 6 s 100 A 86" 0 - - 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET TOTAL OF BOTH APPF ROACHES VPH *Note: 86p pph applies as the lower threshold volume for the 80% volume threshold. WARRANT 7- CRASH EXPERIENCE Page 11 of 15 Form 750-020-01 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter p.matedDadsiswrsounis20Ar12pamant WARRANT 8 - ROADWAY NETWORK Record hours where criteria are fulfilled, and the corresponding volume or other Applicable: Yes No information in the boxes provided. The warrant is satisfied ifat least one of the Satisfied: Yes No criteria is fulfilled and if all intersecting routes have one or more of the Major Route characteristics listed. Met? Fulfilled? Criteria Yes No Yes No Both of a. Total entering volume of at least 1,000 veh/hr during a Entering Volume: the typical weekday peak hour. 1. criteria to the right b. Five-year projected volumes that satisfy Warrant: 1 2 3 are met. one or more of Warrants 1, 2, or 3. Satisfied?: 2. Total entering volume at least Hour 1,000 veh/hr for each of any! 5 hrs of a non-normal business day (Sat. or Sun.) Volume Met? Fulfilled? Characteristics of Major Routes Yes No Yes No Part of the street or highway system that serves as the principal roadway Major Street: 1. network for through traffic flow. Minor Street: Major Street: 2. Rural or suburban highway outside of, entering, or traversing a city. Minor Street: Major Street: 3. Appears as a major route on an official plan. Minor Street: WARRANT 8 ROADWAY NETWORK Page 12 of 15 Form 750-020/01 State of Florida Department of Transportation TRAFFIC ENGINEERING October2 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US41 Lanes: Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter mtp/imatoafmadaisouinaitkai Approach Lane Criteria 1. How many approach lanes are there at the track crossing? 1 2or more Ift there is 1 lane, use Figure 4C-9 and if there are 2 or more, use Figure 4C-10. Fig 4C-9 Fig 4C-10 WARRANT 9 - INTERSECTION NEAR A GRADE CROSSING This signal warrant should be applied only after adequate consideration has been given to other alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the grade crossing. Indicate if both criteria are fulfilled in the boxes provided. The warrant is Applicable: Yes V No satisfied if both criteria are met. Satisfied: Yes No Fulfilled? Criteria Yes No 1. Ag grade crossing exists on an approach controlled by a STOP or YIELD sign and the center oft the track nearest to I thei intersection is within 140 feet oft the stop line or yield line on the approach; and 2. Durngtnez nignesrtranc voume nouraurng WIeITRTAIrusESTIE crossing, mepiotea poner Talls abovete 1 applicable curve for thee existing combination of approach lanes over the track and the distance D (clear storage distance) Use the following tables (4C-2, 4C-3, and 4C-4 to appropriately adjust the minor-street approach volume). Inputs Adjustment Factors from Tables Occurrences of Rail traffic per day % of High Occupancy Buses on Approach Lane at Track Crossing 1.00 Enter D (feet) % of Tractor-Trailer Trucks on Approach Lane at Track Crossing 0.50 Table 4C-2. Adjustment Factor for Daily Frequency Table 4C-3. Adjustment Factor for Percentage of High- of Rail Traffic Occupancy Buses Raill Traffic per Day Adjustment Factor % of High-Occupancy Buses* on Adjustment Factor 0.67 Minor Street Approach 2 0.91 0% 1.00 3to5 1.00 2% 1.09 6to8 1.18 4% 1.19 9to11 1.25 6% or more 1.32 12ormore 1.33 AF high-occupancy bus is defined as al bus occupied by at least 20 people Table 4C-4. Adjustment Factor for Percentage of Tractor-Trailer Trucks % of Tractor-Trailer Trucks on Adjustment Factor Minor-Street. Approach D less than 70 feet D of7 70 feet or more 0% to 2.5% 0.50 0.50 2.6% to 7.5% 0.75 0.75 7.6% to 12.5% 1.00 1.00 12.6% to 17.5% 2.30 1.15 17.6% to 22.5% 2.70 1.35 22.6% to 27.5% 3.28 1.64 More than 27.5% 4.18 2.09 WARRANT 9 - INTERSECTION NEAR A GRADE CROSSING Page 13 of 15 Form 750-920/01 TRAFFIC ENGINEERING October 2d20 Input the major and minor street volumes before FIGURE 4C-9: Criteria for 1. Approach Lane at the Track Crossing adjustment factors are applied 350 # 1 Approach Lane - 300 - - St 250 D( (F) Major Vol. Minor Vol. oJ 200 oy D: 6 90 oA . 150 I After adjustment factors are applied 05 POA 1A Approach Lane w/Factors 100 50 Orst "25 D() Major Vol. Minor Vol. 0 100 200 300 400 500 600 700 800 MAJOR STREET -TOTAL OF BOTH APPROACHES VPH Note: 25 vph applies as the lower threshold volume **Note: VPH after applying the adjustment factors in Tables 4C-2, 4C, andor 4C-4, ifa fappropriate Input D and the major and minor street volumes before adjustment factors are applied FIGURE 4C-10: Criteria for 2+ Approach Lanes at Track Crossing 2 or more Approach Lanes 350 Majer ire 0 N 300 , nor Strest D() Major Vol. Minor Vol. 250 o a R 200 After adjustment factors are applied * 150 à h I 2+ Approach Lane w/Factors 100 0 e D() Major Vol. Minor Vol. 50 6 o, "25 ? 0 100 200 300 400 500 600 700 800 MAJOR STREET TOTAL OF BOTH APPROACHES VPH *Note: 25 vpha applies as the lower threshold volume "Note: VPH after applying the adjustment factors in Tables 4C-2, 4C, and or 4C-4, ifa appropriate WARRANT 9 INTERSECTION NEAR A GRADE CROSSING Page 14 of 15 Form 750-020-01 State of Florida Department of Transportation TRAFFIC ENGINEERINE October 202D TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4 tp/mwdhsadsiswpls2p12banént CONCLUSIONS Remarks: Warrants 1 and 2 met at the 70% threshold; Warrant 1 met at the 100% threshold. WARRANTS SATISFIED: Warrant 1 Not Applicable Met Not Met Warrant 2 Not Applicable Met Not Met Warrant 3 Not Applicable Met Not Met Warrant 4 Not Applicable Met Not Met Warrant 5 Not Applicable Met Not Met Warrant 6 V Not Applicable Met Not Met Warrant 7 Not Applicable Met Not Met Warrant 8 E Not Applicable Met Not Met Warrant 9 Not Applicable Met Not Met Warrant Summary Page 1 of 1 Alachua 12 SE 1st Street County, FL Gainesville, Florida AlachuaCounty, Florida Agenda Item Summary File #: 25-00313 Agenda Date: 6/5/2025 Agenda Item Name: High Springs CRA Update Presenter: Amy Bohannon, FRA-RP, High Springs, CRA Manager Description: Hear updates on the High Springs CRA accomplishments and work plan. Alachua County, FL Page 1 of1 INTERLOCAL AGREEMENT BETWEEN ALACHUA COUNTY, CITY OF HIGH SPRINGS, AND THE CITY OF HIGH SPRINGS COMMUNITY REDEVELOPMENT AGENCY This Interlocal Agreement (hereinafter Agreement") by and between Alachua County, a charter county and political subdivision of the State of Florida by and through its Board of County Commissioners (hereinafter "County"), the City of High Springs, a Florida municipality, (hereinafter "City"), and the City of High Springs Commypity Redevelopment Agency (hereinafter "City CRA"), is made and entered into on the 5# day of sly 2016, and shall be effective on the date of execution. WHEREAS, Chapter 163, Florida Statutes, authorizes public agencies to enter agreements to provide services and to exercise jointly any power, privilege, or authority they share in common and which each might exercise separately; and WHEREAS, on December 11, 1986, the City passed Resolution 86-K in which it found and determined that certain areas of the City met the definition of blight" in the Community Redevelopment Act of 1969; and WHEREAS, on December 18, 1986, the City adopted a redevelopment plan with a 30 year term for the area identified in Resolution 86-K and designated the City Commission as the community redevelopment agency; and WHEREAS, the City CRA has operated since 1986, during which time it received tax increment annually from the County; and WHEREAS, the City failed to provide for deposit of the City's tax increment into the City CRA trust fund during the years 2002-2003, 2003-2004, 2004-2005 and 2005-2006, as it was obliged to do by Sec. 163.387, Fla. Stat.; and 1 WHEREAS, the Parties agree that a court would have to determine what the consequences would be of the City failing to deposit the City's tax increment into the City CRA trust fund; and WHEREAS, in 1986 (the year of the creation of the City CRA), Sec. 163.387, Fla. Stat. (1986) read, in part, that "No community redevelopment agency may receive or spend any increment revenues pursuant to this section unless and until the governing body has, by ordinance, provided for the funding of the redevelopment trust fund for the duration of a community redevelopment plan;" and WHEREAS, there is no evidence that the City adopted an ordinance to provide for the funding of a redevelopment trust fund, as required by statute, until April 14, 2016, when the City adopted Ordinance 2016-05, providing for the funding a redevelopment trust fund; and WHEREAS, the Parties agree that a court would have to determine what the consequences would be oft the City CRA receiving and spending tax increment funds without the City first adopting an ordinance to provide for the funding of a trust fund; and WHEREAS, the City CRA is scheduled to expire in December of 2016, after 30 years of operation; and WHEREAS, the City and the City CRA wish to extend the term of the High Springs Community Redevelopment Plan, thereby obligating the County to deposit tax increment into the newly-established City CRA trust fund; and WHEREAS, in the face of the uncertainty and risk of litigating the issues, the Parties enter into this Agreement to resolve the terms by which the Parties agree to the City extending its Community Redevelopment Plan; and NOW, THEREFORE, in consideration of the mutual covenants declared herein and other good and valuable consideration each Party agrees as follows: Section 1. Intent of Parties. It is the intent of the Parties that, upon completion of the terms and obligations of this Agreement, all issues related to the City's past failure to deposit tax increment into the City CRA trust fund and to the existence or non-existence of an ordinance providing for the funding of a redevelopment trust fund prior to the City CRA receiving and spending tax increment shall be settled. Section 2. Term of Agreement. The Parties agree that: 2 1) The City may extend the City CRA for a term of 15 years. The City may choose to further extend the City CRA for an additional term of 15 years if the City first obtains affirmative approval ofthe additional term extension from the County. 2) For purposes of calculating the tax increment to be deposited into the City CRA trust fund pursuant to Sec. 163.387(1)(a), Fla. Stat., the date of "most recent assessment roll used in connection with the taxation of such property by each taxing authority prior to the effective date of the ordinance providing for the funding of the trust fund" shall be 1986. 3) The County delegates to the City all the powers for redevelopment in the Community Redevelopment Act of 1969, as it appears on the date of execution of this Agreement, except those which are inconsistent with this Agreement. Section 3. City and City CRA's Obligations. The City and the City CRA agree to the following. 1) The City shall deposit 95% of an amount based on the calculation of increment using the City's millage in that year into the City CRA trust fund, unless otherwise provided by this Agreement. 2) Over the period of the first 5 years of the extended term of the CRA (2016-17 though 2021-22) (herein "Replacement Period"), the City shall repay the City CRA trust fund in equal amounts annually for funds not paid during the years 2002-2003, 2003-2004, 2004- 2005 and 2005-2006, together totaling $199,824.02. The City pledges water utility services fees to secure its repaying into the trust fund. 3) The City may, at its discretion, prepay all or any part of the balance outstanding hereunder at any time without penalty. 4) During the Replacement Period, the City and the City CRA shall not sell bonds or execute notes or other indebtedness secured with the CRA trust fund, obtain financing secured with the trust fund, or otherwise leverage the current or anticipated funds in the trust fund unless the County gives prior approval as to the amount, duration and purpose of such bonds, notes or other indebtedness. 5) Following the Replacement Period, the City and the City CRA may sell bonds and execute notes and other forms ofi indebtedness, as well as collateral documents, to finance capital improvements deemed necessary by the City CRA redevelopment purposes. However, County approval as to amount, duration and purpose of such bonds, notes or other indebtedness, included advances pledging or obligating tax increment revenues, must be obtained prior to issuance of any such bond, note or other form of indebtedness including advances pledging or obligating tax increment revenues. Without explicit approval from the County, the City and the City CRA shall not issue indebtedness which would have the effect of obligating the County to contribute tax increment revenue beyond the 15 year term of this extension or the additional 15 year term if the City chooses to extend the CRA per the terms of Section 2 of this Agreement, 6) The City shall provide any amendments to the Redevelopment Plan to the County for review and shall obtain County approval prior to adopting an amended plan. The Redevelopment Plan and all amendments to the Redevelopment Plan shall meet all the requirements of statute, including the requirement that the plan contain a detailed statement of the projected costs of redevelopment, "including the amounts to be 3 expended on publicly funded capital projects in the redevelopment area and any indebtedness of the community redevelopment agency... if such indebtedness is to be repaid with increment revenues. 7 See Sec. 163.362(9), Fla. Stat. 7) The City and the City CRA shall abide by all provisions of the Community Redevelopment Act of 1969 (currently codified as Florida Statutes, Title IX, Chapter 163, Part III) and any implementing regulation, or its successor statutes or regulations, as amended from time to time, SO long as those provisions are not inconsistent with this Agreement. Section 4. County's Obligations. The County agrees to the following. 1) The County shall deposit 95% of an amount based on the calculation of increment using the City's millage in that year into the CRA trust fund, unless otherwise provided by this Agreement. 2) The County shall abide by all provisions of the Community Redevelopment Act of 1969 (currently codified as Florida Statutes, Title IX, Chapter 163, Part III) and any implementing regulation, or its successor statutes or regulations, as amended from time to time, SO long as those provisions are not inconsistent with this Agreement. Section 5, Premature Ending of County's Obligations. The County shall be relieved of all obligations under this Agreement if any of the following occur: 1) The City fails to make any payment (annual or repayment); or 2) If all major objectives of the Redevelopment Plan, as amended pursuant to this Agreement, are met. The City shall be given an opportunity to correct, pursuant to Section 7. of this Agreement, prior to the premature ending of the County's obligations under this Agreement. Section 6. Entire Agreement. This Agreement constitutes the entire agreement, including all attachments, and supersedes all prior written or oral agreements, understandings or representations. Section 7. Default and Termination. This Agreement shall be effective on the effective date above and remain in effect until terminated as follows: A. If any Party fails to fulfill its obligations under this Agreement in a timely and satisfactory manner, or if any Party breaches any of the provisions, covenants or stipulations under this Agreement, another party may give a written notice to all Parties, whether in default or not, stating the failure or breach and provide a reasonable time period for correction of same. In the event the correction is not made 4 in the allotted time, the Administrating Officials of all Parties, or their designee, shall meet to resolve the dispute. B. Ifthe Administrating Officials, or their designees, are unable to resolve the dispute, a non-breaching party may terminate this Agreement. The termination would then be effective at the time the next payment to the City CRA trust fund by the non- breaching party is due. C. If any unallocated funds remain in the City CRA trust fund at the termination of the City CRA, the funds shall be divided equally between the County and the City. Section 8. Indemnification. Each Party hereby assumes responsibility for, and hereby agrees to indemnify and hold the other Parties harmless from any and all liability, claims or damages imposed on another Party up to the monetary limits provided in Sec. 768.28, Fla. Stat., arising out of or in connection with the negligent acts, omissions or misconduct of the Parties, and their agents or employees relating to the responsibilities ofthe Parties under this Agreement. Section 9. Liability. Each Party shall be solely responsible for the negligent acts or omissions of its employees, volunteers and agents which in any way relate to or arise out of this Agreement. Nothing contained herein shall be construed as consent to be sued by third parties in any matter arising out of this Agreement or constitute a waiver by any Party of its sovereign immunity or provisions of Sec. 768.28, Fla. Stat. This Agreement does not create any relationship with, or any rights in favor of any third party. Section 10. Filing of Agreement. The County, upon execution of this Agreement, shall file the same with the Clerk ofthe Circuit Court in the Official Records of Alachua County, as required by Sec. 163.01(11), Fla. Stat. Section 11. Project Records. Each Party shall meet the requirements of Chapter 119, Fla. Stat., for retaining public records and transfer, at no cost, to any other requesting Party, copies of all public records regarding the subject of this Agreement which are in the possession of the Party. All records stored electronically shall be provided to the requesting Party in a format that is compatible with the information technology systems of the requesting Party. Section 12. Applicable Law. The laws of the State of Florida shall govern this Agreement; venue is Alachua County, Florida. Section 13. Notices. Except as otherwise provided herein, any notice, acceptance, request or approval from any Party to any other Party shall be in writing and, sent by certified mail, return receipt requested, to all Parties and shall be deemed to have been received when either deposited in a United States Postal Service mailbox or personally delivered with signed proof of delivery. For the purposes of this Agreement, the Parties' representative are: COUNTY County Manager Alachua County, Florida PO Box 2877 Gainesville, FL 32602-2877 5 With a copy to: Clerk of the Court PO Box 939 Gainesville, FL 32602 Attn: Finance and Accounting and Office ofManagement and Budget 105 SE 1St Avenue, Suite 6 Gainesville, Florida 32601 Attn: Contracts CITY AND CITY CRA City Manager City of High Springs, Florida 23718 W. US Hwy 27 High Springs, Florida 32643 With a copy to: High Springs Community Redevelopment Agency 23718 W. US Hwy 27 High Springs, Florida 32643 Attn. Executive Director Section 14. Non-Waiver. Waiver or breach of any provision of this Agreement shall not be deemed to be a waiver of any other breach, and shall not be construed to be a modification of the terms of this Agreement. Section 15, Amendment. The Parties may amend this Agreement only by a mutual written agreement. Section 16. Severability. If any provisions of this Agreement shall be declared illegal, void, or unenforceable the other provisions shall not be affected but shall remain in full force and effect. Section 17. Waiver of Claims. The County and its successors and assigns release the City and City CRA of and from all actual or potential claims of any nature whatsoever regarding the alleged improper formation ofthe City CRA, and failure ofthe City to make contributions to the City CRA. The County releases, acquits and discharges the City and the City CRA from any and all actual or potential actions, causes of action, claims, suits, liabilities, judgments and demands, whether in law or in equity, whether known or unknown from the beginning of the formation of the City CRA until the present. Section 18. Covenant Not to Sue. The County agrees and warrants that it will not commence or maintain any suit, action or proceeding with respect to any claim that it may have against the 6 City or the City CRA that accrued prior to the date of this Agreement as it relates to the formation ofthe City CRA and failure of the City to make contributions to the CRA. REMAINDER OF PAGE INTENTIONALLY LEFT BLANK 7 IN WITNESS WHEREOF, the Parties hereto have caused this Agreement to be executed on the day and year first written above. ALACHUA COUNTY, FLORIDA By: : - - Chairman Board of County Commissioners (SEAL) ATTEST APPROVED AS TO FORM Alachua County Clek Alachua County Attorney HIGH SPRINGS, FLORIDA By: By A - Chairman City Commission (SEAL) ATTEST APPROVED AS TO FORM Clerk &aBana e City of High Springs Attorney 8 HIGH SPRINGS CRA By: G Chairyan ason D. Evons Community Redevelopment Agency (SEAL) ATTEST APPROVED AS TO FORM City Clerk SanyikBalh Gaewwn City ofHigh Springs/Attorney 9 2023-2024 CITY OF HIGH SPRINGS CRA ANNUAL REPORT 1III fifil COMMUNITY HIGH REDEVELGPMENT SPRINGS AGENCY IIII fiiil - HIGH SPRINGS COMMUNITY REDEVELOPMENT AGENCY INTRODUCTION Redevelopment Agency (CRA) is a dependent special district A Community in values within the district are in which any future increases property activities to eliminate conditions of set aside to support redevelopment economic vitality of the district, and slum and blight, improve the activities and the enhance the tax base through redevelopment within the district. establishment of public/private partnerships Florida Statute Redevelopment Agencies are authorized by Community and created at the local level by cities and (Chapter 163, Part III) out redevelopment activities that counties for the purpose of carrying and neighborhoods, improving include revitalizing dilapidated buildings creating jobs, and enhancing the public infrastructure and amenities, quality of life for residents. Redevelopment District was created by The High Springs Community 1986 to implement the the City of High Springs in December outlined in Chapter 163, Florida community redevelopment. activities CRA is set remain in effect through Statutes. The High Springs CRA District currently encompasses Fiscal Year 2030-2031. The of the downtown business district approximately, 109 acres comprised Chamber Members serve as the and surrounding area. The five City concerning the City of High CRA Board and help make decisions Springs CRA district. Redevelopment Agency Plan serves as the primary The Community and Community Redevelopment guide for all CRA activities projects. trust fund and expend those Districts must maintain an independent Redeyelopment funds only in their designated districts. the Community CRA District. Community Agencies administer the projects within of the CRA. The High Redevelopment Boards direct the activities increment financing Springs CRA is funded through and tax the City of High Springs. (iF)contributions by Alachua County 02LANNUAL REPORT 2024 FY 2024 (October 1,2023 - September 30, 2024) was a successful and productive year for the High Springs Community Redevelopment Agency (CRA). This report celebrates CRA achievements and an optimistic look to future FYs to come in the CRA by providing a brief highlight of the and activities supported by the CRA. The report also provides a programs brief financial overview of the CRA Trust Fund. IGB CRA BOARD (FROM RIGHT TO LEFT) Vice Chair Wayne Bloodsworth, JR Chair Andrew Miller Board Member Byran Williams Mayor/Board Member Katherine Weitz Vice Mayor/Board Member Tristan Grunder CRA STAFF City Manager/Executive Director: Jeremy Marshall CRA Manager: Amy Bohannon, FRA-RP 03 I ANNUAL REPORT 2024 CURRENT CRA DISTRICT Community Redevelopment District Unimproved Right-of-Way Parcels D 07 441 B NW 188TH AVE 1 : b E - a 5 2 E E b 4 2 NW 187TH AVE NW 187THA AVE 5 5 E WUS HWY 27 NW 185TH RD RAILROAD AVE u NW 184TH RD u 3 PL : NW 184TH 1 00.51 2 Miles NW 184THA AVE City of High Springs City of High Springs Community Redevelopment District Area Map 0 200 400 Feet 04 ANNUAL REPORT 2024 PROPOSED EXPANSION AREA - s High Spaings 8 5 Garden $ IN a d 78a1 $ Iw lvo lmi a Rd Iny 7B00 Nvo HW 'yy 41 0 Tann a $ 2 Vazi hur 3 411 High Springs CRA Retir Home Expansion Area Expanded High IMternational Springs CRA Evangelic e & d Allens Parcels à A S AME $ The Finding of Necessity was completed August 2022. of Necessity was formally adopted by the CRA Board on The Finding August 17, 2023. October 2023 to include the The CRA Strategic Plan was updated finding of necessity. was approved by the CRA board on Jan 25, The Updated strategic plan 2024. need from the county for the expansion area We now hopeful approval to be granted and included in the CRA Boundary. the CRA department over the past 5 There have been many changes in The current - CRA Manager has worked in the department for years. almost 2 years. She has received the training and certification to best serve the district in carrying out the goals andredeyelopment plan of the High Springs Community Redevelopment Agency. 051 ANNUAL REPORT 2024 IN THE DISTRICT PROJECTS AND ACCOMPLISHMENT redevelopment wins in the CRA We are excited to share our recent District and the path to future improvements. COMMERCIAL FACADE GRANT to be a success in the CRA The Commercial Facade Grant is proving and aims to encourage the rehabilitation District. This program through grant funding up to preservation of commercial buildings $10,000 in reimbursable funds as a 50/50 match. was rewritten and updated to increase In FY 2023 the Facade grant $5000 to $10000 to keep up with the potential total per grant from and rolled out Supporting grant documents were created rising costs. in late October 2023. that we are seeing an increase in We are happy to report Facade Grant Program. And an participation in the Commercial business district by the efforts in the escalation in revitalization private sector. allows for businesses in the Facade Grant Program The Commercial and help not only increase their curb district to invest in themselves well. ALL while preserving but raise their property value as appeal the building for many years to come. FACADE 11 fiiil IMPROVEMENT HIGH SPRINGS GRANT MATCHING PROGRAM How it) Works LGO cnline and reviewt thet full program policy at www. highsprings gowicra 2.Meet with statt to discuss Thaf Feradel improvenent Progrim uins La requirements and eligibility and revitilin th Nistaric charactat and 3.Cempicte project designa atinacte neas af businenes in the Higa Springa application requrements CRA district. o mosurag and aduance 4.CRA Ecardreviews application revitaintion effarts t pregr amp pradas s.upon approval, construction 5050 nimbursemant far eghl begins improwanents up le SI0000. E.Completo ted project is reviewed Ihe avnd appesranca af Buunge igh and dreimbursement is sent hanty into tha suacess ant D mparityal upon of work. the ditrict. A wl main ned domtonn approval atrc rtstans pramute acthty and sles 5 canmunty prida The acais Impronment Gr n progra an Bohannon for more - gned lo ait ath rh at b bcon Contact Amy 386-454-62254 or and Tai tat ance nenda for buising willin information at the Highspring CAA fostprint. - CRASHGHSPRINGS.GOV 06 1 - ANNUAL REPORT 2024 HERE ARE OUR GRANT RECIPIENTS FOR FY 2024. GFWC HIGH SPRINGS NEW CENTURY WOMEN'SCLUB and caredfor by an amazing Built in 1900 and lovingly maintained organization that just celebrated their 125th Anniversary. The Women's Club Applied for the Commercial Facade Grant on January 17, 2024 accepted by the CRA Board at the March Application was review and 28, 2024 CRA Meeting. water barrier adding and siding replaced Windows were restored, Building was repainted. and repaired, and building repainted. Work was completed on August 13, 2024. 13, Commercial Grant match of $10000 was awarded on August 2024. Total Cost for Job: $20,300 CRA Contribution: $10,000 The GFWC Value Added by Private Sector unmeasurable. Their High Springs Women's Club serve as pillars in the community. "Not for ourselves alone, but for others" really says it all motto Now their building has been about this wonderful organization. will expertly restored and their efforts in the community hopefully carry on for another 100 + Years. BEFORE AFTER Pighn - ue dentury Lan EN 024 Giendar das - A - 07 LANNUAL REPORT 2024 MARRY ME MINIMONIES is a for Commercial Facade Grant on Marry Me Minimonies applied March 28, 2024. Review and Accepted by the CRA Board May 9, 2024. Application of of building for full exterior paint, paint Work consisted and prep trim, front door, and awning black. The exterior white washed, cracks sealed, and painted. building was cleaned, pressure Work was completed on June 10, 2024. Grant money reimbursed on June 25, 2024. Total Cost of the Job: $990.48 CRA Contribution Match: $495.24 shows how a little paint can transform and preserve a This project building for many years to come. AFTER BEFORE imum TN N 13-5575 08 I ANNUAL REPORT 2024 SPRING BUILDING, LLC for Commercial Facade Grant on January 29, 2024. Applied Review and Accepted by the CRA Board March 28, 2024. Application old_and broken windows, new glass for front door, and Replace replace awnings. Project Quote: $22,268.46. Full Grant Request: $10,000 Grant will be awarded upon completion in FY 2025 BEFORE - a IN PROGRESS a . 09 I ANNUAL REPORT 2024 TWO FINGER PROPERTIES, LLC (DECADES ON MAIN & GOOD NEWS ARTS) Applied for Commercial Facade Grant on March 26, 2024. Application Review and Accepted by the CRA Board May 9, 2024. Work to be completed is removatorexisting front awning, fabrication and installation of new 5 ft wide awning that will span the length of the building (approx. 50 In ft.) Project Quote $29,400 The full grant request $10,000. BEFORE THE SAME COMPANY THAT IS INSTALLING THE AWNING AT THE SPRINGS BUILDING, LLC PROPERTY WILL FABRICATE AND INSTALL THE AWNING 0 THIS BUILDING. GRANT AWARD WILL BE UPON COMPLETION IN FY 2025. 10 I ANNUAL REPORT 2024 RESIDENTIAL FACADE IMPROVEMENT GRANT Grant was revamped in FY 2024. The Residential Facade Improvement created documents, and the City The CRA revamped the application, PIO created an educational video to bring awareness of High Springs and stir up interest. The video ran on our website, to the program Radio various social media outlets, and TV and was highlighted was by the CRA Board on stations in FY 2024. The program approved 2024. Andthe Residential Facade Improvement Grant July 25, Program opened to the CRA District August 2024. much interest and many inquires in the residential We have received narrow to the Although the CRA District is currently very program. inquires were core business district and unfortunately twenty-five and ineligible by Florida outside the current CRA District boundary, of why the expansion request is Statute. (Just another example much needed.) have currently Two Residential Facade Improvement Applications and for completion in FY 2025. been submitted approved General Guidelines Only residential properties located within the City of High Springs Community City of High Springs Redevelopment providesas District are 50% eligible matching fort this grant. reimbursement of actual, eligible, and The verified program projects that werei incurred. not E exceed $5000. CRA Residential Improvement Grant Applicants must match funds dollar- -for dollar for goods and/or services. Work done! by thec owner will ETRA not funded for labor. New is Matching Program Grants are intended for rehabilitation andi restoration only. constructioni ineligible. Fundingisan at first comef first serve basis. Applicants must finish the project and pay all project costs before being eligible for reimbursement. If wark is tied to à building Arey you a homeowner whose primaryr residencei isi inr need lof permit, thel building permit must bei inspected ando completed. repair? The City of High Springs CRA may be able tol helpwitha a Alla applicantst that area awardeda à grant acknowledget reimbursements that" "cash must receipts" havel been willr not paid be fo home improvement grant. Residential façade! home improvement accepted by check, due money to auditings order, or standards. by credit card. Eligible Verification of payment shall be submitted grants may be and option tot helpr make repairs andi improvements to with reimbursement request andA Affidavit of Construction Completion. al home's sexterior. The grant application must receive approval can by the Community No grants Redevelopment be awarded an The CRA Residential Improvement Grant Programi is designedto an Agency applicationi Board before if work any hast construction been startedo or completed. commence. will reduce ongoingf future maintenance costs, promote energy lfthes grant application is for building/properties: within the Historic District Historic applicant efficiency, andt to preserve decent affordable owner-occupied must receive all applicable Certificates of Appropriateness considered from the housing. The reimbursement: grant programi is designedt to assist Preservation Applicants willber Board! required before thes to obtain grant applicationis proper permitting through for the funding. Planning, residential property owners with beautifyingt their properties Development and Codes Department before any application will be approved. withint the CRA District. Let the CRAhelp "fix up" existing Allg grant recipients must complete a W-9 Tax Form and will receive a 1099 TaxF Form residential properties in the district in the hopes thati it will not only fort The thelr project award. must bes completedi in a timely fashion in strict accordance with the beautifyt the City, buti increase business, tourism, real estate values, timeframe specified by the Community Redevelopment: Agency within Façade and promote "pride in ownership". The Improvement. Community Agreement. Redevelopment: Agency shall disperse funds to the grant recipient The City of High Springs CRA offers a Residential Improvement only upon demonstration that the work has been completed (Affidavit of Constructio Grant Matching Program to assist qualifying homeowners with Completion) and provide required proof of costs andp payment, in the form of paid financial assistance for needed home improvements to their receipts/invoice Documentation of documentation. praperty ownership and homestead exemption. The property primary residence. All limprovements must be visible from the owner willl be requiredt tosignt the Grant Agreement to assume responsibilityt to street. This Program provides a 50/SOreimbursement match for maintain occupancy andh homesteade exemptionf for oney year after the completion of eligible improvements up to $5,000. Avallable funds are limited end the Confirmation1 project. thatr property insurance, and property tax payments are available on af first come first serve basis. current andi In goods mortgage. standing. 11 I ANNUAL REPORT 2024 RESIDENTIAL FACADE GRANT APPLICANTS Application submitted September 9, 2024. Application Review and Accepted by the CRA Board September 12, 2024. Project Quote $4944.00 The full grant request $2472. BEFORE 23862 IN PROGRESS GRANT AWARD WILL BE UPON COMPLETION IN FY 2025. 12 I ANNUAL REPORT 2024 Application submitted October 16, 2024 Application Review and Accepted by the CRA Board at November 13, 2024 meeting Project Quote $13000 The full grant request $5000 BEFORE IN PROGRESS GRANT AWARD WILL BE UPON COMPLETION IN FY 2025. 13 ANNUAL REPORT 2024 BEAUTIFICATION The CRA Beautification Team serves our residents, businesses, and visitors by providing care and maintenance to landscaping and cleanliness to areas in the downtown district. Many vehicles and people travel on High Springs Main Street and US HWY 27, the two main roads in the High Springs CRA District. In Fiscal Year 2024 the beautification crew planted and maintained the desert planters that the CRA purchased in FY 2023. The hanging baskets and planters throughout the CRA District add a beautiful, quaint, and well-maintained atmosphere to the shopping and business district. Shop owners and visitors alike continually comment and how wonderful the district is looking since the beautification crew has been in place. The change is palpable. The Beautification Crew are dedicated and conscience city employees that focus of beautifying the district. Our goal is to make sure our citizens and business owners are proud to live and work in the High Springs CRA District, andthat it is welcoming to our many visitors. In Fiscal Year 2025 the CRA is partnering with the High Springs Garden Club in the Spring to replant and continue to beautify the district. 14 I ANNUAL REPORT 2024 APPROPRIATION FOR THE PRIEST for and acquired an In FY 2023 the City of High Springs applied of State, grant from the State of Florida, Department this appropriation Historical Resources for $1,040,450 to preserve Division of cultural landmark. located in downtown The Priest Theater is a 1910 era historic building movie theaters in the High Springs. It was one of the oldest running In the last few state until COVID hit, upon which time it closed. issues which make the Priest Theater has encountered structural years, It now sits vacant and in blighted condition. it uninhabitable. real estate in the heart of the The Priest Theater is located on prime of the building will be a downtown CRA District. Revitalization development throughout the catalyst project that will stimulate running movie theaters in downtown area. As one of the longest of Florida's heritage. Florida, the Priest Theater is an important part the Florida this and agreed to appropriation The state of recognizes this cultural landmark. The state grant of $1,040,450 to preserve the building, repair the roof, funds if accepted will be used to acquire the collapse of the improvements, etc. to prevent make structural building and a Loss of history. Commission decided in FY 2024 to accept the The High Springs for the property. appropriation and_begin the acquisition process The Priest was purchased for $350,000 on May 3,2024. to Paul Stressing Associates Inc. Field Approval has been awarded mitigation will begin in work, structural engineering, and structural Chairs are scheduled to be FY 2025. The Historic Priest Theater to and stored in beginning of FY 2025 prior construction removed commencing. redevelopment in the CRA District. This is very exciting - - 1 - 15 I ANNUAL REPORT 2024 PROJECT APPROVAL CAPITAL IMPROVEMENT WATER TOWER PARKING LOT PROJECT need for parking in the CRA Business District. There is a additional the Watershed Restaurant this need With the opening and success of has been amplified. Traffic have been an issue for High Springs CRA Parking and 1986 Strategic Plan recognized this, Business District. The original and it is still an issue today. 2024 CRA meeting the CRA Board granted our Atour September with a plan to expand and improve parking request to move forward in the district. that the city owned area under the Currently we have determined and in blighted High Springs Water Tower is under-utilized explore options to condition. The CRA was grantedApprovalto by the CRA Board, convert this area into ecofriendly public parking City Manager, and Public Works Department. enhancing streets with In FY 2025 we envision surrounding in the district. sidewalks and lighting to improve walkability some Goal is to invest in infrastructure that will alleviate parking the overall appearance of downtown. issues and improve of this area will add much needed parking to the Aredevelopment traffic flow. Making for safer travel for downtown area and improve and other modes of travel_and transportation vehicles, pedestrians, within this area of the district. 16 I ANNUAL REPORT 2024 PROPOSED PARKING REVAMP AREA a 17 LANNUAL REPORT 2024 PROMOTIONAL ACTIVITIES FARMERS MARKET The High Springs Farmers Market creates a weekly Friday event access to fresh, local food but also that not only provides visitors to the CRA District. builds community and brings the Springs Farmers Market has For over twenty years, High and bakers to sell provided space for local farmers, ranchers, Market The Farmer's their fresh, wholesome products. and the Manager has worked diligently to maintain grow High Farmers Market. The Market invested in new weekly Springs and also market bags for sale. The bags cover the yard signs cost of the signage and also serve as a memento and advertising for the market. In FY 2024 the High Springs Farmers Market proudly earned the prestigious 2nd place for Favorite Local Farmers Market from our Town Magazine's Fave 2024 Contest. Adding to the excitement, our market edged out the Alachua County Farmers Market by one slot, giving us well-deserved bragging rights. Throughout FY 2024 the Farmer's Market Manager continued to invigorate the market. She represents the market and brings awareness, excitement, and stewardship over the market. The goal of the market is to continually strive for increased participation and attendance. In 2024 we began work community the Farmers Market into a destination and a to curate High Springs Market progress and perfect fit for the High Springs Community. improvement has begun and will continue in FY 2025. OPEN TODAY Our Town AT THE PAVILION Gh SPRIA $4.00 Fove! 2024 18 I ANNUAL REPORT 2024 POLICING INITIATIVES In FY 2024 The High Springs Police Department, in partnership with the High Springs CRA, developed an innovative comprehensive actual_and perceived security within the CRA program to improve customers, and tourists District. Area residents, businesses, attend the many events in the downtown CRA Business District making it a destination location. Through an interlocal agreement, enhanced policing services to ensure the safety of HSPD provided allin attendance. The CRA Board during September 12, 2024, meeting voted for approvalof an interlocal agreement for enhanced policing services inthe CRA District. The agreement allows for $5000 for the ofinnovative policing equipment (electric bicycle) to be purchase CRA District. The purchase will be in early FY 2025 in used in the preparation for the holiday festivities. 19 I ANNUAL REPORT 2024 EVENTS IN THE DISTRICT This past year, the High Springs CRA district was home to many family friendly events. The High Springs CRA directly co-sponsored with the High Springs Chamber of Commerce, Kiwanis, the City of High Springs Police Department, and City Departments to strive to provide safe downtown events and initiatives. Below are several events that were held in the High Springs CRA District during FY 2024. PIONEER DAYS (CHAMBER OF COMMERCE) FALL FESTIVAL (CHAMBER OF COMMERCE) ART WALKS (LANZA, UNIQUE NOTIONS) CHRISTMAS PARADE (CHAMBER OF COMMERCE) CHRISTMAS TREE LIGHTING (CHAMBER OF COMMERCE) CAR SHOWS (LYONS CLUB, HIGH SPRINGS BREWERY) PUMPKIN DECORATING CONTEST (KIWANIS) And many other events and live music by the many restaurants, businesses, and civic organizations in the High Springs Community Redevelopment business district. E @ 20 LANNUAL REPORT 2024 FINANCIALS PROJECTS STARTED & COMPLETED CRA Strategic Plan Update $7,300 $450 Farmers Market Consultant $500 Farmers Market Promotion CRA Printing and Promotion $550 Downtown Beautification $5,000 $5,300 CRA Building Improvements Commercial Facade Improvement Grant Program $30,500 $11,120 Policing Initiatives TOTAL COST OF ALL PROJECTS $60,720 Trust Fund $193,459 Total Expenditures from Redevelopment $336,878 FY 2024 Budget Total Additional Funds to be Spent Next Budget Year $143,419 1989, Original Assessed Property Value $3,832,000 January 1, 2024 Total Assessed Property Value $27,840,990 Current Year (2024) Incremental Taxable Properties $24,008,990 Number of Projects Started 12 7 Number of Projects Completed Amount Expended for Affordable Housing The official budget and latest financial audit can be found on the City of High Springs website: www.highspringi-sor 21LANNUAL REPORT 2024 LOOKING FORWARD The future fiscal year 2025 in the CRA District our goal is to promote economic development and raise awareness of businesses in the CRA boundary. We will begin the downtown parking plan and work on converting unused space to additional parking and pocket parks in the community redevelopment district. With the changes to the facade grant programs for both Commercial and Residential Facade Improvement Grants the downtown district will continue to improve and thrive. We will continue to keep the community vision and CRA Strategic plan on track. The CRA Strategic Plan serves as the guide to CRA projects and accomplishments. The focus areas of our plan include Economic Development, Sense of Place and Appearance, Transportation, Access & Mobility, Civic and Open Spaces, Environmental Sustainability, & Keepers ofthe Vision. The High Springs CRA will strive to maximize the quality and impact of redevelopment for the benefit of High Springs citizens, visitors, our CRA, the City of High Springs, and Alachua County. 22 I ANNUAL REPORT 2024 IIII flfffl HIGH SPRINGS COMMUNITY REDEVELCPMENT AGENCY + - - - - + - - $ S E * - FEMA EH. NN + - A - - 5 + e de 4 15 1 6 e : e + + Alachua 12 SE 1st Street County, FL Gainesville, Florida Alachua Florida County, Agenda Item Summary File #: 25-00431 Agenda Date: 6/5/2025 Agenda Item Name: Canoe Outpost Discussion Presenter: Gina Peebles = Assistant County Manager - Chief of Staff Description: The County has set aside $333,333 of its surtax revenue for Municipal Partnership award to the City of High Springs for both infrastructure and Wild Spaces Public Places Program eligible grant projects. The City wishes to apply for the County to jointly own the Canoe Outpost, with the contributing $333,333 for both acquisition and future capital improvements. The Municipal County Program enacted under Ordinance 2022-08 requires municipal applicants to submit an Partnership surtax grant funding to the County for consideration by the Board. As of the date of this application for the City has not submitted an application for surtax grant funding, SO this agenda item is agenda for item, only and staff recommends that no action be taken by the Board until an application is submitted discussion the City and considered by the Board at a subsequent public meeting. by Alachua County, FL Page 1 of 1 HE 0 on FLORIDA DEPARTMENT of STATE RON DESANTIS LAUREL M. LEE Governor Secretary of State March 30, 2022 Honorable J.K. "Jess" Irby, Esq. Clerk ofthe Circuit Court Alachua County 201 East University Avenue Post Office Box 939 Gainesville, Florida 32602 Attn: Chucassia Miller Dear Mr. Irby: Pursuant to the provisions of Section 125.66, Florida Statutes, this will acknowledge receipt of your electronic copy oft the Alachua County Ordinance No. 2022-08, which was filed in this office on March 29, 2022. Sincerely, Anya Owens Program Administrator AO/Ib R. A. Gray Building 500 South Bronough Street e Tallahassee, Florida 32399-0250 Telephone: (850) 245-6270 ALACHUA COUNTY BOARD OF COUNTY COMMISSIONERS ORDINANCE 2022-08 AN ORDINANCE OF THE BOARD OF COUNTY COMMISSIONERS OF ALACHUA COUNTY, FLORIDA, REPEALING ORDINANCE 16-06 OF THE BOARD OF COUNTY COMMISSIONER OF ALACHUA COUNTY, FLORIDA ("THE CURRENT 0.50 PERCENT LOCAL GOVERNMENT INFRASTRUCTURE SALES SURTAX") EFFECTIVE DECEMBER 31, 2022, AND LEVYING A NEW 1.0 PERCENT LOCAL GOVERNMENT INFRASTRUCTURE SALES SURTAX ON CERTAIN TRANSACTIONS OCCURRING WITHIN ALACHUA COUNTY FROM WHICH TAXES ARE PAYABLE TO THE STATE OF FLORIDA UNDER THE PROVISIONS OF CHAPTER 212, FLORIDA STATUTES, FOR AI PERIOD OF TEN YEARS, BEGINNING JANUARY 1, 2023, AND ENDING DECEMBER 31, 2032 ("NEW SURTAX"); PROVIDING THAT THE LEVY OF THE NEW SURTAX, AND THE REPEAL OF THE CURRENT 0.50 PERCENT LOCAL GOVERNMENT INFRASTRUCTURE SALES SURTAX, SHALL NOT BE EFFECTIVE UNLESS APPROVED AT A REFERENDUM ELECTION; PROVIDING FOR USE OF THE PROCEEDS OF THE NEW SURTAX; PROVIDING THAT 50.0 PERCENT OF THE PROCEEDS OF THE NEW SURTAX SHALL BE USED TO ACQUIRE AND IMPROVE LANDS FOR CONSERVATION, PROTECTION OF NATURAL RESOURCES, OR PUBLIC RECREATION, AND TO OPERATE AND MAINTAIN PARKS, RECREATIONAL PROGRAMS AND RECREATIONAL FACILITIES THROUGHOUT THE COUNTY ("WILD SPACES PUBLIC PLACES USES" OR "WSPP USES"); PROVIDING THAT 50.0 PERCENT OF THE PROCEEDS OF THE NEW SURTAX SHALL BE USED TO REPAIR ROADS AND IMPROVE ROAD SAFETY, CONSTRUCT OR RENOVATE FIRE STATIONS AND OTHER PUBLIC FACILITIES, ACQUIRE LANDS FOR AFFORDABLE HOUSING, AND FUND ECONOMIC DEVELOPMENT PROJECTS PURSUANT TO FLORIDA STATUTE 212.055(2)(d)(3), FLORIDA STATUTES "NON-WSPP USES"); PROVIDING THAT NOT MORE THAN 15.0 PERCENT OF THE PROCEEDS OF THE NEW SURTAX MAY BE USED TO FUND ECONOMIC DEVELOPMENT PROJECTS PURSUANT TO FLORIDA STATUTE 212.055/2)d)3), FLORIDA STATUTES; PROVIDING FOR AUTHORIZATION AND LEGISLATIVE FINDINGS; PROVIDING FOR A REFERENDUM ELECTION ON NOVEMBER 8, 2022; PROVIDING BALLOT LANGUAGE; PROVIDING FOR DISTRIBUTION AMONG THE GOVERNMENTS OF ALACHUA COUNTY AND ELIGIBLE MUNICIPALITIES PURSUANT TO THE FORMULA PROVIDED IN SECTION 218.62, FLORIDA STATUTES; PROVIDING FOR SEVERABILITY; PROVIDING AN EFFECTIVE DATE. WHEREAS, subsection 212.055(2), Florida Statutes, authorizes Alachua County to levy by ordinance a local government infrastructure surtax of 0.5 percent or 1.0 percent upon most taxable transactions occurring within Alachua County that are taxable under Chapter 212, Florida Statutes, subject to referendum approval; and 1 WHEREAS, the local government infrastructure surtax may be used to fund the various types of programs that are enumerated in subsection 212.055(2), Florida Statutes; and WHEREAS, among other allowable uses, subsection 212.055(2), Florida Statutes, provides that surtax proceeds may be used to acquire any interest in land for public recreation, conservation, or protection of natural resources, to improve conservation lands, or to create, improve, maintain and operate the parks and recreational programs and facilities established with the proceeds of the surtax within Alachua County (hereinatter, "Wild Spaces Public Places Uses" or "WSPP Uses"); and WHEREAS, subsection 212.055(2), Florida Statutes, provides that a county may levy a local government infrastructure surtax by ordinances, subject to referendum approval, that would authorize the use of the surtax proceeds for uses beyond just WSPP Uses, including but not limited to the following: land acquisition, land improvement, design, engineering costs, and all other processional and related cost to finance, plan, construct, reconstruct or improve public facilities that have a life expectancy of 5 years or more; land acquisition expenditures for a residential housing project in which at least 30 percent of the units are affordable to individuals or families whose total annual household income does not exceed 120 percent of the area median income adjusted for household size, if the land is owned by a local government or by a special district that enters into a written agreement with the local government to provide such housing; and up to 15 percent of the surtax may be allocated for funding economic development projects having a general public purpose of improving local economies, including the funding of operational costs and incentives related to economic development (collectively, "Other Infrastructure Uses"); and 2 WHEREAS, on May 10, 2016, the Board of County Commissioners of Alachua County, Florida, ("Board") adopted Ordinance 16-06 to levy a 0.5 percent surtax that may be used only for WSPP Uses (the "WSPP Surtax" or the "WSPP Surtax Ordinance"); and WHEREAS, the WSPP Surtax Ordinance was approved by a majority of the electors voting in the referendum election held on November 8, 2016, became effective on January 1, 2017, and is scheduled to expire on December 31, 2024; and WHEREAS, the Board now finds that there is a great need on the part of Alachua and County the municipalities within Alachua County to fund Other Infrastructure Use projects, including economic development projects that have a general public purpose of improving the local economy; and WHEREAS, in 2016, the Florida Policy Institute released a report finding that insufficient affordable housing limits Florida's economic potential; and WHEREAS, home prices rose 18.8% in 2021, according to the S&P CoreLogic Case-Shiller US National Home Price Index. All regions saw price gains last year, but increases were strongest in the South and the Southeast, each of which was up over 25%.; and WHEREAS, while the lack of affordable housing is a national problem, Alachua County is particularly impacted due to its status as a college town. There is a large student housing market (approximately 12% of the renter pool in the City of Gainesville). Some students need affordable rental units, causing competition between local residents and incoming students. This competition contributes to increased rental rates in Alachua County; and WHEREAS, HUD defines rent cost-burdened families as those who pay more than 30% of their income for housing and may have difficulty affording necessities such as food, clothing, 3 transportation, and medical care. According to Harvard University's Joint Center for Housing Studies, in 2017, Gainesville had the highest rent-cost burden rates of any metro area in the state of Florida. In Gainesville, 65 percent of the population are rent-cost burdened, and 42 percent have a severe rent-cost burden; and WHEREAS, the National Income Housing Coalition has calculated that the "housing wage" for Alachua County (the amount required to afford a two-bedroom apartment comfortably) is $20.83 per hour. Additionally, the cost of utilities in Alachua County exceeds that of the state and nation, further burdening low-income tenants; and WHEREAS, the Center for Economic Forecasting and Analysis at Florida State University annually reviews the statewide economic impact of affordable housing programs administered by the Florida Housing Finance Corporation and, in 2020, estimated that it leveraged $1.9 billion in affordable housing resources to create $7.71 billion in economic activity and 55,719 full and part-time jobs; and WHEREAS, in addition to the stimulative effect of its construction or rehabilitation, workforce housing can benefit a local economy by reducing housing costs to affordable levels, thus creating more room in the family budget for local purchases; and WHEREAS, the Board finds that the use of the proceeds from the New Surtax to facilitate the creation of workforce housing will have a general public purpose of improving the local economy; and WHEREAS, Florida law authorizes the Board to levy and have in effect only one local government infrastructure surtax at a time; and 4 WHEREAS, in order to comply with the legal prohibition against having two local government infrastructure surtaxes in effect at the same time, the Board desires to repeal the 0.5 percent WSPP Surtax Ordinance and replace it with a new 1.0 percent local government infrastructure surtax that would continue to authorize WSPP and Uses, also authorize Other Infrastructure Uses; and WHEREAS, Subsection 212.055(2), Florida Statutes, requires voter approval in a referendum election prior to the imposition of the local government infrastructure sales surtax; and WHEREAS, subsection 212.054(5), Florida Statutes, provides that no surtax shall terminate on any day other than December 315t, and WHEREAS, subsection 212.054(5), Florida Statutes, provides that all new surtaxes must commence on January 1; and WHEREAS, the Board of County Commissioners of Alachua County finds that it serves a public purpose and that it is in the public interest to repeal Ordinance 16-06 and to adopt this Ordinance to fund the types of projects described herein. NOW, THEREFORE, BE IT ORDAINED BY THE BOARD OF COUNTY COMMISSIONERS OF ALACHUA COUNTY, FLORIDA: SECTION 1. Authorization and Legislative Findings. This Ordinance is authorized by Chapters 125 and 212, Florida Statutes, and other applicable laws. The Board of County Commissioners of Alachua County ("Board") finds and declares that all statements set forth in the preamble of this Ordinance are true and correct and are hereby incorporated by reference as legislative findings. 5 SECTION 2. Levy of Local Government Infrastructure Sales Surtax. Subject to approval by a majority of the electors of Alachua County voting in the referendum to be held for this purpose on November 8, 2022, there is hereby a levy of a local government infrastructure sales surtax throughout the incorporated and unincorporated areas of Alachua County on all transactions subject to the state sales tax imposed on transactions by Part I of Chapter 212, Florida Statutes ("Surtax"). The Surtax shall be at the rate of one percent (1%) of the sales price or actual value received and for each fractional part of $1.00 of the sales price or actual value received. The Surtax shall be levied and imposed pursuant to sections 212.054 and 212.055(2), Florida Statutes, and the rules promulgated by the Florida Department of Revenue. SECTION 3. Distribution of Surtax Proceeds. The proceeds of the Surtax levied pursuant to this Ordinance shall be distributed to Alachua County and the municipalities within Alachua County in accordance with subsection 212.055(2)c)2. Florida Statutes, which provides for distribution according to the formula provided in section 218.62, Florida Statutes. SECTION 4. Use of Surtax Proceeds. The proceeds of the Surtax levied by this Ordinance shall be used by Alachua County and the municipalities located within Alachua County only as follows: a. WSPP Uses. Fifty Percent (50%) of the Surtax proceeds shall be used for the following: i. To acquire any interest in land for conservation, public recreation, and protection of natural resources, including but not limited to the protection of drinking water sources, water quality, and wildlife habitat; and 6 ii. To create, improve, operate and maintain parks and recreational facilities; and iii. To finance, plan, construct and purchase infrastructure for conservation lands, parks, and recreational facilities. b. Other Infrastructure Uses. Fifty Percent (50%) of the Surtax proceeds shall be used for the following: i. To repair roads and improve road safety; ii. To construct and renovate fire stations and other Public Facilities; iii. For any land acquisition expenditures for a residential housing project in which at least 30 percent of the units are affordable to individuals or families whose total annual household income does not exceed 120 percent of the area median income adjusted for household size, if the land is owned by a local government or by a special district that enters into a written agreement with the local government to provide such housing. The local government or special district may enter into a ground lease with a public or private person or entity for nominal or other consideration for the construction of the residential housing project on land acquired pursuant to this subsection 4.b.iii; and iv. To deposit into a trust fund within the county's accounts created for the purpose of funding economic development projects having a general public purpose of improving local economies within Alachua County, including the funding of operational costs and incentives related 7 to economic development. In accordance with section 212.055(2)d)3., Florida Statutes, not more than 15 percent of the Surtax proceeds may be allocated to funding economic development projects. SECTION 5. Alachua County's Non-Recurring Municipal Partnership Program. Alachua County shall allocate and award $12,000,000.00 of its statutory formula share of the Surtax proceeds for municipal projects, as set forth in subsections 5.a. and 5.b., below. This is not an annual allocation but shall be a one-time allocation of $12,000,000.00 by Alachua County. a. Partnership Program for WSPP Uses: i. The City of Gainesville. Alachua County shall allocate $3,000,000.00 to the City of Gainesville ("Gainesville") for uses authorized by Section 4.a. of this Ordinance, that Alachua County finds, in its sole discretion, have countywide significance. Gainesville shall submit a detailed request to Alachua County for each project for which it is requesting grant funding. If approved, Alachua County and Gainesville shall enter into and execute a grant agreement. Gainesville shall be solely responsible for completion of the project, including all planning, design, procurement, construction, operation, maintenance and repairs needed during the life-cycle of the project. Gainesville shall acknowledge Alachua County's contribution by erecting a sign at the project site that 8 includes the following statement: "Jointly funded by Alachua County and the City of Gainesville." Upon achieving final completion of the project, Gainesville shall submit a written invoice to Alachua County in an amount that shall not exceed 50% of the allowable project costs actually incurred and paid by Gainesville for the project, up to an aggregate total of $3,000,000.00 for all approved projects. Alachua County shall remit reimbursement to Gainesville within 60 days of Alachua County's receipt of an invoice that includes all receipts, statements or other records as Alachua County or the Clerk of Court may reasonably require to substantiate the cost of the project and the amount requested by Gainesville. ii. All Nine Municipalities. Alachua County shall allocate $3,000,000.00 to fund a grant program for Alachua County's nine municipalities (hereinafter collectively referred to as the "Municipalities", and individually as a "Municipality") for uses authorized by Section 4.a. of this Ordinance, that Alachua County finds, in its sole discretion, have countywide significance. Each Municipality shall submit a detailed request to Alachua County for each project for which it is requesting grant 9 funding. If approved, Alachua County and the Municipality shall enter into and execute a grant agreement. The Municipality shall be solely responsible for completing the project, including all planning, design, procurement, construction, operation, maintenance, and repairs needed during the project's life-cycle. The Municipality shall acknowledge Alachua County's contribution by erecting a sign at the project site that includes the following statement: "Jointly funded by Alachua County and [insert name of the Municipality). " Upon achieving final completion of the project, the Municipality shall submit a written invoice to Alachua County in an amount that shall not exceed 50% of the allowable project costs incurred and paid by the Municipality for the project. Alachua County shall remit reimbursement to the Municipality within 60 days of Alachua County's receipt of an invoice that includes all receipts, statements, or other records as Alachua County or the Clerk of Court may reasonably require to substantiate the cost of the project and the amount requested by the Municipality. 10 b. Partnership Program for Other Infrastructure Uses: i. The City of Gainesville. Alachua County shall allocate $3,000,000.00 to the City of Gainesville ("Gainesville") for uses authorized by Section 4.b. of this Ordinance, that Alachua County finds, in its sole discretion, have countywide significance. Gainesville shall submit a detailed request to Alachua County for each project for which it is requesting grant funding. If approved, Alachua County and Gainesville shall enter into and execute a grant agreement. Gainesville shall be solely responsible for completing the project, including all planning, design, procurement, construction, operation, maintenance, and repairs needed during the project's life-cycle. Gainesville shall acknowledge Alachua County's contribution by erecting a sign at the project site that includes the following statement: "Jointly funded by Alachua County and the City of Gainesville. 1 Upon achieving final completion of the project, Gainesville shall submit a written invoice to Alachua County in an amount that shall not exceed 50% of the allowable project costs actually incurred and paid by Gainesville for the project, up to an aggregate total of $3,000,000.00 for all approved projects. 11 Alachua County shall remit reimbursement to Gainesville within 60 days of Alachua County's receipt of an invoice that includes all receipts, statements, or other records as Alachua County or the Clerk of Court may reasonably require to substantiate the cost of the project and the amount requested by Gainesville. ii. All Nine Municipalities. Alachua County shall allocate $3,000,000.00 to fund a grant program for Alachua County's nine municipalities (hereinafter collectively referred to as the "Municipalities; and individually as a "Municipality") for uses authorized by Section 4.b. of this Ordinance, that Alachua County finds, in its sole discretion, have countywide significance. Each Municipality shall submit a detailed request to Alachua County for each project for which it is requesting grant funding. If approved, Alachua County and the Municipality enter into and execute a grant agreement. The Municipality shall be solely responsible for completing the project, including all planning, design, procurement, construction, operation, maintenance, and repairs needed during the project's life-cycle. The Municipality shall acknowledge Alachua County's contribution by erecting a 12 sign at the project site that includes the following statement: "Jointly funded by Alachua County and [insert name of the Municipalityl- " Upon achieving final completion of the project, the Municipality shall submit a written invoice to Alachua County in an amount that shall not exceed 50% of the allowable project costs actually incurred and paid by the Municipality for the project. Alachua County shall remit reimbursement to the Municipality within 60 days of Alachua County's receipt of an invoice that includes all receipts, statements, or other records as Alachua County or the Clerk of Court may reasonably require to substantiate the cost of the project and the amount requested by the Municipality. SECTION 6. Effective Date and Duration of the Surtax. Subject to approval by a majority of the electors of Alachua County voting in the referendum to be held for this purpose on the Surtax levied to this Ordinance shall be levied and imposed for November 8, 2022, pursuant the period commencing January 1, 2023, and ending at midnight on December 31, 2032. SECTION 7. Repeal of Ordinance 16-06. Ordinance 16-06 shall be repealed effective December 31, 2022, if, and only if, the Surtax levied in Section 2 of this Ordinance is midnight approved by a majority of the electors of Alachua County voting in the referendum to be held that on November 8, 2022. If the Surtax levied in Section 2 of this Ordinance is not for purpose approved by a majority of the electors voting in the referendum election to be held on 13 November 8, 2022, then Ordinance 16-06 shall remain in full force and effect until its expiration at midnight December 31, 2024. SECTION 8. Referendum. a. The Board hereby calls for a referendum election and directs the County Manager to request the Alachua County Supervisor of Elections to conduct such election on November 8, 2022, for the submission of a referendum question of the Surtax to the electors of Alachua County. b. In accordance with sections 101.161 and 212.055(2), Florida Statutes, the following ballot title and ballot summary are approved for submission to the electors of Alachua County, Florida, at the election called in subsection 8.a. of this Ordinance: Ballot Title: WILD SPACES PUBLIC PLACES, ROAD REPAIR, FIRE STATIONS, AND AFFORDABLE HOUSING ONE PERCENT SALES TAX Ballot Question: SHALL ALACHUA COUNTY: ACQUIRE AND IMPROVE LANDS FOR CONSERVATION, WILDLIFE HABITAT, WATER QUALITY, AND RECREATION; OPERATE AND MAINTAIN PARKS AND RECREATION FACILITIES; REPAIR ROADS AND IMPROVE ROAD SAFETY; CONSTRUCT AND RENOVATE FIRE STATIONS AND OTHER PUBLIC FACILITIES; ACQUIRE LANDS FOR AFFORDABLE HOUSING; FUND ECONOMIC DEVELOPMENT PROJECTS PURSUANT TO FLORIDA STATUTE 212.055(2)D)3); PROVIDE CITIZEN OVERSIGHT AND INDEPENDENT AUDIT; BY LEVYING A ONE PERCENT SALES SURTAX FOR TEN YEARS STARTING JANUARY 1, 2023? I 1 J FOR the one-cent sales tax. - JAGAINST the one-cent sales tax. 14 C. The Board directs the County Manager to publish notices of the referendum in accordance with section 100.342, Florida Statutes, in the Gainesville Sun or by other means authorized by section 100.342, Florida Statutes. SECTION 9. Effective Date of Ordinance. a. The Clerk of the Board is directed to file a certified copy of this Ordinance with the Department of State by the Clerk of the Board of County Commissioners within 10 days after enactment by the Board of County Commissioners. This Ordinance shall take effect upon filing with the Department of State, but the levy of the Surtax set forth in Section 2 of this Ordinance shall not take effect unless it is approved by a majority of the electors of Alachua County voting in the referendum to be held for that purpose on November 8, 2022. b. The County Manager is directed to provide a copy of this Ordinance to the Office of Program Policy Analysis and Government Accountability at least 180 days before the November 8, 2022 referendum election and to comply with all other requirements of section 212.055(11), Florida Statutes. C. The Clerk of the Board is directed to provide the notice required by section 212.054(7)b), Florida Statutes, to the Florida Department of Revenue by no later than October 1, 2022. 15 d. If the referendum is approved at the November 8, 2022 election, then the Clerk of the Board is directed to notify the Florida Department of Revenue within 10 days of the referendum date as provided in section 212.054(7)(a), Florida Statutes, but no later than November 16, 2022. e. If the referendum is not approved at the November 8, 2022 election, this Ordinance shall automatically expire, and Ordinance 16-06 shall remain in full force and effect until its expiration at midnight December 31, 2024. SECTION 10. Severability. It is the declared intent of the Board that if any section, subsection, sentence, clause, phrase, or provision of this Ordinance is held invalid or unconstitutional by a court of competent jurisdiction, such invalidity or unconstitutionality shall not be SO constructed as to render invalid or unconstitutional the remaining provisions of this Ordinance. DULY ADOPTED in regular session this 22nd day of March, 2022. BOARD OF COUNTY COMMISSIONERS ATTEST: OF ALACHUA COUNTY, FLORIDA jm g8 By: haidia Vhubu J.K. "Jess" Irby, Esq. Marihelen Wheeler, Chair Clerk of Court APPROVED AS TO FORM David Porziano David Forziano War23,2021114EDT County Attorney's Office 16 ALA20220323 Ordinance2022.08 2022-03-29 Final Audit Report Created: 2022-03-23 By: Chucassia Miller (dm@lachuaderkorg) Status: Signed Transaction ID: CACKBCWBMOTHUBARADMADAZagEAN LAcV2A3Odhare2z 08" History Document created by Chucassia Miller (cim@lachuaclerkorg) 2022-03-23 2:30:26 PM GMT Document emailed to David Forziano dtviano@alachuacauny.s, for signature 2022-03-23 2:31:23 PM GMT Email viewed by David Forziano devlano@alachucouny.s, 2022-03-23 3:01:08 PM GMT do Document e-signed by David Forziano cburiamo@alacdhucauny.) Signature Date: 2022-03-23 3:14:39 PM GMT - Time Source: server for - Wheeler signature 4 Document emailed to Marihelen g-GMNYeN 2022-03-23 3:14:40 PM GMT Email viewed by Marihelen Wheeler cyOMsNV 2022-03-29 - 2:50:36 PM GMT 0o Document e-signed by Marihelen Wheeler yAAGMASNNVA Signature Date: 2022-03-29 - 2:53:06 PM GMT Time Source: server C4 Document emailed to J.K. "Jess" Irby, Esq. (k@alachuaclerkorg) for signature 2022-03-29- - 2:53:07 PM GMT Email viewed by J.K. Jess" Irby, Esq. (M@alachuaclerkorg) 2022-03-29 2:54:20 PM GMT 0o Document e-signed by J.K. "Jess" Irby, Esq. (N@alachuaclerkorg) Signature Date: 2022-03-29 - 2:55:34 PM GMT - Time Source: server Agreement completed. 2022-03-29 2:55:34 PM GMT Adobe Sign 12 SE 1st Street Alachua County, FL Gainesville, Florida Alachua Florida County, - Agenda Item Summary File #: 25-00436 Agenda Date: 6/5/2025 Agenda Item Name: Community Resource Center- Deeper Purpose Community Church Presenter: Claudia Tuck, Community Support Services Director, (352) 231-0058, Community Support Services Director Description: Alachua County Community Support Services has identified Deeper Purpose Community Church as a potential community resource center in support of improving access for social services to individuals who live in High Springs and the surrounding rural communities such as Newberry and Alachua. At the direction of the Alachua County Board of County Commissioners staff conducted a survey of Deeper Purpose Community Church to learn more about services provided. On December 10. 2024, On December 10, 2024, the Alachua County Board of County Commissioners (BoCC) held a discussion regarding community centers as it relates to financial difficulties. The Commissioners elected to have a broad discussion regarding community centers in Alachua County. Below is the Commission motion. Motion: Commissioner Prizzia stated that she would like to discuss community centers in a broad conversation as several of them are struggling in the current economy rather than just discussing the need in High Springs. She would like to discuss this at a Policy Meeting. County Manager Lieberman stated that a Comprehensive discussion of Community Centers will be scheduled for March with the appropriate staff. The Department of Community Support Services created a needs-based survey to assess the status of community centers across the County. Deeper Purpose Community Church completed the survey. On April 1, 2025, Community Support Services presented the findings of the survey of all respondents including Deeper Purpose Community Church. Commissioner Cornell moved the following: 1. That staff identify for the Commission of the list which of these entities are municipally run versus run by nonprofits and/or volunteers, 501c(3) and provide that back to the Commission by email is fine. 2. Request any operating budgets that May or May not exist relating to these entities and provide that back to the Commission by email is fine. Alachua County, FL Page 1 of 3 3. That the Commission refer to staff to work with the develop recommendations with regards to both the amount Community Foundation and the Children's Trust and in fiscal year 2025-2026. and a method or process for potential funding 4. Staff be utilized to help these organizations gather that information. Alachua County, FL Page 2 of 3 5. Explore opportunities to utilize surplus and government access to resources and software for support of these centers. 6. Bring back recommendations for support of a community-wide resource guide that works. The motion carried 5-0. Subsequently, on May 5, 2025, Community Support Services met with Pastor Adam Joy, of Deeper Purpose Community Church to discuss his survey results which will be included in an update to the BoCC at a future meeting. Since the initial survey, Community Support Services has held one additional meeting with Pastor Adam Joy, Founder and Pastor, to discuss survey responses and to determine needs. According to survey results and Pastor Joy, the church would like to expand its outreach and requests unspecified funding to achieve its goals. At the current time, the church offers some assistance in the areas of financial assistance in paying rent and utilities, gently used clothing, food assistance, and transportation to elderly residents. Alachua County, FL Page 3 of 3 9 - 2 3 - - - E 6 I 5 - - : - C - Ba à E 5 6 5 3 5 CO 7 6 5 4 3 2 1 A 0O Community Resource Center Name: Deeper Purpose Community Church, Inc Address: 19930 N Us Hwy 441 High Springs, FL 32643 Entity Type: Non-Profit Facility: Lease Days & Hours of Operation Zip Codes Served Community Center Partners Monday- Friday 9:00am to 2:00pm 32643, 32655, 32669, 32615, 32616 Bread of the Mighty High Springs Winn Dixie Deeper Purpose Community Program Services Charities Staffing Detail Children's Trust of Alachua County UF Health Mobile Outreach Housing Assistance, Full-Time: 1 Clinic Food Assistance, Clothing Assistance, Part-Time: 2 Utility Assistance, Volunteers: 2 Referral Services to Other Organizations Childcare, Success Afterschool Programs, Stories/Comments Community Educaton/Workshops, Annual Center Budget We are often asked how do Employment Assistance, we do SO much with SO little. Healthcare Support, $85,000 Transportation Assistance Target Population Community Impact Infants, Children, Adults, Senior Citizens, Veterans 2500 individuals served last program year Areas of Need New programs/services, Office equipment, More staff, Vehicles, Permanent Facility, Other: Funding to build/purchase permanent facility ORDINANCE 2024-03 AN ORDINANCE AMENDING CHAPTER 10 "ALCOHOLIC BEVERAGES" OF THE HIGH SPRINGS CODE OF ORDINANCES; PROVIDING FOR A SPECIAL PERMIT APPLICATION PROCESS FOR BUSINESSES HOLDING A BEVERAGE LICENSE, DERIVING LESS THAN 51 PERCENT OF THEIR REVENUE FROM THE SALE OF FOOD AND NONALCOHOLIC BEVERAGES, WHO DESIRE TO BE SELL ALCOHOLIC BEVERAGES FOR ON- PREMISE CONSUMPTION OUTSIDE OF THE HOURS PRESCRIBED IN SECTION 10-2(d) OF THE CITYOF HIGH SPRINGS CODE OF ORDINANCES; PROVIDING FOR SEVERABILITY; PROVIDING FOR AN EFFECTIVE DATE; AND PROVIDING FOR CODIFICATION WHEREAS, Chapter 10 of the High Springs Code of Ordinances regulates the sale of alcoholic beverages within the City limits; and WHEREAS, on December 16, 2008, the City Commission amended 10 in Ordinance 2008-34 to allow for the sale of alcohol during specific hours on Chapter for malt beverages and unfortified beverages at businesses that derive at least 51 percent Sunday of their revenue from the sale of food and nonalcoholic beverages; and gross WHEREAS, on April 9, 2015, the City Commission amended Chapter 10 in Ordinance 2015-03 lifting restrictions on the type of alcohol for Sunday on-premises at businesses that derive at least 51 percent of their gross revenue from the sale consumption of food and nonalcoholic beverages; and WHEREAS, the Commission has determined that providing an avenue to remove regulatory barriers to businesses via special permit applications, such as restrictions on the sale of alcoholic beverages during times presently unpermitted by the Code ofOrdinances for the of High Springs by businesses that derives less than 51 percent of their gross revenue from City the sale of food or nonalcoholic beverages will encourage growth and development of the enhance economic prosperity, diversity, and opportunity; and City, WHEREAS, the City Commission of the City of High Springs has determined that it is desirable to amend Section 10-2 of the High Springs Code of Ordinances by adding a permit application process to allow businesses holding a beverage license, deriving less than special 51 percent oftheir gross revenue from the sale of food or nonalcoholic beverages, to serve alcoholic beverages for on-premises consumption outside of the times permitted in Section of the Code ofthe City ofHigh Springs; 10-2(d) NOW, THEREFORE, BEI IT ORDAINED BY THE CITY COMMISSION OF THE CITY OF HIGH SPRINGS: Section 1: Section 10-2 of the High Springs Code of hereby amended to read as follows (words Ordinances entitled "Hours of Sale" is underlined have been added): struek-through have been deleted, and words (a) Packaged sales for off-premises consumption of shall be permitted on Monday through Saturday, malt beverages and unfortified wine a.m. and 12:00 midnight, and on Sunday between inclusive, between the hours of 7:00 (b) Packaged sales for off-premises the hours of 1:00 p.m. and 11:00 p.m. beverages and unfortified wine consumption shall be of all alcoholic beverages except malt inclusive, between the hours of 7:00 a.m. and permitted 12:00 on Monday through Saturday, (c) Sales for on-premises consumption of alcoholic midnight. beverage license, which business derives at least 51 beverages in any business holding a sale of food and nonalcoholic beverages, shall be percent ofi its gross revenue from the inclusive, and Saturday between the hours of 7:00 permitted on Monday through Thursday, between the hours of7:00 a.m. and 2:00 a.m. a.m. and 12:00 midnight, on Friday the hours of 1:00 pm. and 11:00 p.m. When immediately December following, and Sunday between Thursday, sales of all alcoholic 31 occurs on a Saturday 2:00 a.m. immediately beverages on those days shall be permitted to continue through following. until (d) Sales for on-premises consumption of alcoholic beverage license, which business derives less than 51 beverages in any business holding a sale of food and nonalcoholic beverages, shall be percent ofits gross revenue from the inclusive, and Saturday, between the hours of 7:00 permitted a.m. and on Monday through Thursday, between the hours of7:00 a.m. and 2:00 a.m. 12:00 midnight, and on Friday occurs on a Monday through Thursday or immediately following. When December 31 those days shall be permitted to continue Saturday, until 2:00 such sales of alcoholic beverages on December 31 occurs on a Sunday, such sales of a.m. immediately following. When from 6:00 p.m. ofthe Sunday until 2:00 a.m. alcoholic beverages shall be permitted (e) Notwithstanding the foregoing, a business immediately holding following. less than 51 percent of its gross revenue from the a beverage license, which derives beverages, may petition the City for a Special sale of food and nonalcoholic consumption of alcoholic beverages Permit to allow sales for on-premises with the following outside of the hours described in Paragraph requirements and restrictions: (d) 1. Businesses applying for a Special Permit to operate described in Paragraph (d) must supply, with their outside of the hours proof of food service or Food Trucks on business Special Permit Application, event. premises during the scheduled 2. Ift the Special Permit is applied for in connection a Citywide event (e.g. Pioneer Day) or Federal with a Sunday associated with Luther King's Birthday, Washington's Holiday (New Year's Day, Martin National Independence Day, Independence Birthday, Memorial Day, Juneteenth Veterans' Day, Thanksgiving Day, Christmas Day, Labor Day, Columbus Day, subject to administrative approval. Day, Cinco de Mayo), it shall be 3. If the Special Permit is not applied for in connection with a Citywide event (e.g. Pioneer Day) or Federal with a Sunday associated Martin Luther King's Birthday, Washington's Holiday (New Year's Day, Juneteenth National Independence Day, Birthday, Memorial Day, Independence Day, Labor Day, Columbus Day, Veterans' Day, Mayo), it shall be subject to city Thanksgiving Day, Christmas Day, Cinco The Special Permit shall not be commission issued approval. de (48) hours. for a time period exceeding 5. Applications may include multiple forty-eight future events in one Section 2. application. Severability. If any provision or portion of this competentjurisdiction to be void, ordinance is declared and portions of this unconstitutional or unenforceable, then by any court of Section 3. Conflict. ordinance shall remain in full force and all remaining provisions hereby All ordinances or portions of effect. repealed to the extent of such conflict. ordinances in conflict with this ordinance are Section 4. Effective Date. This ordinance final reading. shall become effective upon its passage at second and Section 5. Codifier. All text shown in in bold and underline is adopted. bollandstfle-hrengh is to be deleted. All text shown Springs, DONE THE FIRST READING, by the Florida, at a regular meeting, this gth day City Commission of the City of High ofMay , 2024. DONE, THE PUBLIC NOTICE, in a Springs, Florida, by the City Clerk of the newspaper of general circulation in the 2024. City of High Springs, Florida on the 30th City ofHigh day of May, DONE THE SECOND READING, AND affirmative vote of a majority of a quorum ADOPTED ON FINAL PASSAGE, Springs, Florida, at a regular present of the City Commission of by an meeting, this 13th day of. June , 2024. the City of High BY THE MAYOR OF THE CITY OF HIGH SPRINGS, FLORIDA 2 K / Rese ZE lek ATTEST, BY THE CLERK OF THE Katherine Weitz, Mayor CITY COMMISSION OF THE CITY OF HIGH SPRINGS, FLORIDA: Ai / Shy Angela Stone, City Clerk APPROVED AS TO FORM AND LEGALITY: Hwb S. Scott Walker, City Attorney 12 SE 1st Street Alachua County, FL Gainesville, Florida Alachua Florida County, Agenda Item Summary File #: 25-00474 Agenda Date: 6/5/2025 Agenda Item Name: Transportation Projects Impacting the City of High Springs Presenter: Alison Moss, Transportation Planning Manager Description: County Staff will present information regarding transportation projects impacting the City of High Springs, including information on two upcoming County projects - the Alachua County Safe Streets and Roads for All (SS4A) Action Plan and Countywide Bicycle-Pedestrian Master Plan = as well as an update regarding an FDOT Intersection Control Evaluation (ICE) for the intersection of US 41 and Poe Springs Rd. Additional information on all three projects, including purpose, basic scope of work, current status, and next steps, is provided via attachment. Alachua County, FL Page 1 of 1 E E - 2 V - - - a HOCONMN a @ E - C o U 0 a / 9 - A - 3 - - M a e / 1s 3 a Vew A 8 - Hey 5 9 APEA 9 ley - 2 VBN & & 8 N e / s VE 7 5 8 VeN / e 02 ley - 4BN a - DE - - - I 2 - 8 NW 222 NW 226th Ter Sb NW 239h Ter PEDL eieis MN / 6 NW 252ndTe AN S 41881 MAN NW 188th 15 wisoz MN à NW 222nd St ighway 441 NW A I a - 5 de : 5 8 3 3 I 5 I S A - € : de & E a E E C a S 8N 5g I - kh de I E 3 : E f E 5 E I 3 I I : a - - % 3 59 - h ES 5 - 00) - US 41AT CR 340 STAGE 2 ICE Alachua County (26030000; MP 25.586) Prepared by I I Peters and Yaffee, Inc. Prepared for - FDOT District Two FDOT Professional Engineer Certificate 1, Austin Chapman, PE 72474, certify that currently hold an active license in the State of Florida and am competent through education or experience to provide engineering services in the civil discipline contained in this plan, print, specification, or report. Project US 41 at CR 340 Stage 2 ICE Location Alachua, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY 2025.01.22 19:19:09 Austin P Chapman -05'00' ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE C E 3 € NOT CONSIDERED SIGNED AND SEALED No 72474 AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. * - PETERS AND YAFFEE, INC. STATE OF 9822 TAPESTRY PARK CIRCLE, SUITE 205 FLORID P NG JACKSONVILLE, FL 32246 IONAL a AUSTIN CHAPMAN, P.E. 72474 US 41 AT CR 340 STAGE 2ICE Table of Contents Background ICE Purpose Stage 2 ICE Key Variables Stage 2 ICE Evaluation Stage 2 ICE Results. Appendices Appendix A FDOT Stage 2 ICE Forms Appendix B SPICE Worksheets Appendix C FDOT Economic Analysis Tool for ICE Worksheets Appendix D Concept Diagrams Appendix E Cost Estimates Appendix F Synchro Capacity Analysis Worksheets Appendix G Stage 1 ICE. Analysis US 41 AT CR 340 STAGE 2 ICE Background FDOT District Two Traffic Operations initiated an investigation into whether the US 41/CR 340 intersection met warrants for signalization. US 41 is a two-lane undivided rural principial arterial that runs in a north/south alignment, with a posted speed limit of 40 mph, which reduces to 30 mph approximately 300 feet north of the intersection. US 41 is in the C3C context classification south of CR 340 and the C2T context classification north of CR 340. Thei intersection was found to meet MUTCD Warrant 1 (eight-hour) and' Warrant 2 (four-hour) at the 70% threshold for signalization. Warrant 1 was met at the 100% threshold even if a turn lane was added to CR 340. A delay study identified a level of service "E" for eastbound CR 340 vehicles during the AM and PM peak period. There were seven potentially correctable crashes from 1/1/2019 until 8/16/2024. The maximum number of potentially correctable crashes that occurred within a 12- month period was three collisions between April 2023 and March 2024. There were no fatal crashes. Following the signal warrant analysis, a Stage 1 Intersection Control Evaluation (ICE) was completed. It was determined that a Traffic Signal and one-lane roundabout should be advanced to Stage 21 for further analysis. ICE Purpose The purpose of ICE is to consider the projected safety and operations of multiple context-sensitive control strategies for new or modified intersections. This analysis promotes thoughtful consideration of alternative intersection types using quantitative analysis for each control type. Stage 1 is a screening stage and uses FHWA's Capacity Analysis for Planning of Junctions (CAP-X) for operational analysis and FHWA's Safety Performance of Intersection Control Evaluations (SPICE) for safety analysis to determine which options proceed to Stage 2. Stage 2 utilizes more detailed project data and analysis to perform a benefit to cost calculation which considers both projected safety and operational data. Stage 2 ICE Key Variables The annual traffic growth rates determined in Stage 1 (1% for US 41, 2% for CR 340) were used to determine the 2036 Design Year volumes for the traffic operations analysis. The critical peak hour was determined to be the PM peak hour (5:00 PM - 6:00 PM). The opening year for the modified intersection is projected to be 2026 with a design year of 2036. Stage 2 ICE Evaluation Conceptual designs were created for the Traffic Signal and One-lane Roundabout options. These were used to establish the intersection alignment, geometry, lane requirements and right-of-way (ROW) requirements. A review of potential ROW and utility impacts of traffic control options was conducted using readily available information, RWW maps and Phase II Roadway Plans (FPI 207779-3-52-01) provided by FDOT. No design, survey, or subsurface utility exploration was completed. Therefore, this is preliminary and will need to be confirmed in design. For the Traffic Signal option, right-of-way acquisition is not anticipated. However, installing a sidewalk on the southwest corner would require relocating the electric pole at that comer. The design recommends reconstructing part of the existing sidewalk and adding pedestrian signalization on the northwest quadrant. The design also includes lane shifts through the intersection with a deflection angle of 1.5 degrees which is acceptable for the 40 mph design speed. For the One-lane Roundabout option, the concept design shows impact to properties on the northwest and southwest quadrants; therefore, right-of-way acquisition is anticipated. Two parcels in the northwest quadrant will be impacted. According to the Alachua County Property Appraiser website, these parcels were sold in 2016 for $160,000 each, SO $300,000 is considered for the acquisition of half of each parcel. One parcel in the southwest quadrant is also anticipated to be impacted, and it was sold in 2024 for $275,000, SO $400,000 is considered for its acquisition. The total anticipated cost for right-of-way acquisition for the One-lane Roundabout is $700,000. The Page 1 US 41 AT CR 340 STAGE 2 ICE roundabout would cut access to the southernmost Sam's Pizza and Subs driveway. This concept does not address access to the southern driveway but should be addressed during final design. Attempting to place the roundabout solely on the northwest parcels was not feasible because the approach alignment would impact an additional parcel to the west of NW 237th Street, exclude the existing east approach, and fail to accommodate the WB-62FL design vehicle. Preliminary construction cost estimates were developed based on the concepts and design knowledge. Itis estimated that the Signalized Control will cost $1,162,322.61 to construct, and the One-lane Roundabout will cost $1,858,993.46 for both construction and right-of-way acquisition. Synchro 11 software using Highway Capacity Manual (HCM) methodologies was used to evaluate critical peak hour operations at the intersection under each control type. The Signalized Control option is expected to operate with an average delay of 19.5 seconds (LOS B) during the Design Year AM peak hour, and the One-lane Roundabout option is expected to operate with an average delay of 8.0 seconds (LOS A) during the Design Year PM peak hour. All turning movement queues can be accommodated within the proposed turn lane lengths for the Traffic Signal option. The average delays for the Signalized Control option and the One-lane Roundabout comes directly from Synchro. The SPICE Tool was used to determine the anticipated safety performance of the two options. The One-lane Roundabout received the better Crash Prediction Rank and the Safe System Intersection (SSI) rank than the Traffic Signal, The benefit to cost (BIC) analysis indicates that, as compared to Signalized Control, the One-lane Roundabout is expected to have a B/C ratio of 10.93. Stage 2 ICE Results Based on the Stage 2 ICE Analysis, it is recommended that a One-lane Roundabout be installed at the US 41/CR 340 intersection. The One-lane Roundabout received a better BIC ratio, a better Crash Prediction Rank, and a better Safe System Intersection rating compared to the Traffic Signal option. It is also expected to operate with an acceptable level of service during the PM peak hour of the 2026 Design Year. Attached are the FDOT Stage 2 ICE Forms, SPICE Worksheets, FDOT Economic Analysis Tool for ICE Worksheets, Concept Designs, Cost Estimates and Synchro Capacity Analysis Worksheets. The Stage 1 ICE Analysis is also attached. Page 2 US 41 AT CR 340 STAGE 2 ICE Appendix A FDOT Stage 2 ICE Forms Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Stage 2: Initial Control Strategy Assessment To fulfill the requirements of Stage 2 (Intersection Control Strategy) of FDOT's ICE procedures, complete the following form and append alls supporting documentation. A selection must be made in the' "Project Funding Source" cell below for the Stage 2form to fully populate. Completed forms are to be submitted to the District Traffic Operations Engineer (DTOE)a and District Design Engineer (DDE) for the projec's approval. Project Name US 17 at CR: 340 Stage 2ICE FDOT Project # Date 01/10/25 Submitted By Denis Monyo Agency/Company Peters and' Yaffee Email amamp@pemranafe.ant Project Funding Source Non-federal Lista ally viable intersection control strategies identified in Stage 1 (Screening): Signalized Control Roundabout (1-ane) Operational Analyses Summarize the results oft the peak hour analysis performed for each control strategy. Select analysis year based on guidance in the ICE procedures document, Refer to Exhibit 19-8oft the Highway Capacity Manual, 6th Edition (HCM6) to determine the appropriate LOSI based on intersection delay (hover over this cell for Exhibit 19-8). Design Vehicle Florida Interstate Semitrailer (WB-62FL) Control Vehicle Florida Interstate Semitrailer (WB-62FL) Opening Year 2026 Crilical Peak Hour Control Strategy LOS Delay (sec.) All Queues Accommodated? Signalized Control B 19.5 Yes Roundabout (1-ane) A 8.0 Yes Critical peak hour fors signalized control was the 2036 AM peak hour and critiçal peak hour fort the roundabout control was the 2036 PM peak hour. Provide any additional discussion necessary regarding the results of the operational analysis: Safety Performance Enter the mostr recentf five (5)years of crash data from the CAR System. Most recent year of crash data available Crash Type Total Total Combined Fatallnjury PDO Total Single-Vehicle Fatal/Injury PDO Total Multi-Vehicle FatalInjury PDO Vehicle-Pedestian Fatal/njury Vehicle-Bicycle Fatal/Injury Total All Apply thel FDOT SPICE Tool to model anticipated safety performance of each control strategy. Fori intersectioni types not accommodated in the tool, manually apply crash modification factors detailed in the ICE procedures document or qualitatively describe anticipated safety impacts. Opening Year Design) Year Control Strategy Anticipated Impact on Safety Performance Predicted Predicted SSI Predicted Predicted SSI Total FataltInjury Total Fatal+injury Crashes Crashes Score Crashes Crashes Score Signalized Control 6.74 2.19 97 7.58 2.48 97 Roundabout 2.22 0.43 100 2.38 0.47 100 (1-lane) Multimodal Accommodations Notet the existinglanticipated level of pedestrianlpicycist: activity at the study intersection during a typical day. After fillingi in the dailyr number ofp pedestrians crossing, the activity levelf field will auto-populate. Daily # ofp peds. crossing (all approaches): Pedestrian Volume by Activity Level Daily # of bicyclists crossing (alla approaches). Summarizet the ability of each viable control strategy to accommodate the exstinglanticipated level of: Control Strategy Pedestrians and Bicyclists Transit Services Freight Needs No anticipated issues. No anticipatedi issues. No anticipated lissues. Signalized Control No anticipatedi issues. No anticipatedi issues. No anticipatedi issues. Roundabout (1-lane) Environmental, Utility, and Right-of-Way Impacts Summarize any issues relatedt to environmental, utity, or right-of-way (including relocation) impacts specific to each control strategy. Be sure to consider the NEPA requirements for each controlt type. Pedestrian features on the: southwest comer of the intersection would require relocating the electricp pole at the same corner.lti is anticipatedi that the utility owner will move the pole at the utility's expense. Signalized Controi Widening the pavement ont the southwest comer oft the intersection would require relocating the electric pole at the same corner. Itis anticipated Roundabout thatt the utility owner will move the pole at the utility's expense. (1-lane) Publicl Input/Feedback (ifa appropriate) Summarize any agency orp publici inputr regarding the control strategies: Control Strategy! Evaluation Provide a brief justification as towhy each oft the followingi is either viable or not viable. If as single control strategy is recommended, selecti it ast the only strategy to be advanced. Strategy to be Control Strategy Advanced? Justification This altemative is note expected tor requirer righto of way and! has a lower construction cost, but whent factoring in future delays and safety performance, has a higher Total Net Present Cost than a One-lane Roundabout. Signalized Control No When considering construction cost, cost ofo delays and safety performance, this altemative has al lower Total Net Present Cost and a higher benefit-cost (B/C) ratio of 10.93 relative to Signalized Control. Roundabout Yes (1-lane) Recommendation As single control strategy is recommended Resolution Tobef filled out by FDOT District Traffic Operations Engineer and District Design Engineer Accept Recommendation D Reject Recommendation 0 DTOE Name James F. Hannigan, J.PE Signature Date DTOE Comments DDE Name Kathryn! D. Thomas, PE Signature Date DDE Comments US 41 AT CR 340 STAGE 2 ICE Appendix B SPICE Worksheets E e o 1 3 2 2 2 3 2 2 2 2 2 2 2 2 NN 2 NW 2 C a e de b At-Grade Intersection Inputs Provide inputs needed to compute and apply Part CCMFS. Control Strategy Input Traffic Signal 1-lane Roundabout Opening Year Major Road AADT 11847 11847 Opening) Year Minor Road AADT Optional AADT 6959 6959 Alls strategies willl have the same AADT as the Design Year Major Road AADT Overrides 13009 13009 Base Conditions unless overridden byu user. Design Year Minor Road AADT 7642 7642 Number of Approaches with Left-1 -Turn Lanes 0 Number of Approaches with Right-1 Turn Lanes Additional Required 0 Control Strategy Do not includes stop controlled approaches Number of Uncontrolled Approaches with Left- Turn Lanes Inputs for minor stop Number of Uncontrolled Approaches with Right-1 Turn Lanes Keep default values below here for planning- -level analysis, override with actual values for full HSM Analysis PartCCMFS Optional For Stage 1 ICE, Required for Stage ZICE Skew Angle N/A Lighting Present Yes #ofA Approaches Permissive LT Signal Phasing 4 #of Approaches Perm/Prot LT Signal Phasing 0 #ofA Approaches Protected LT Signal Phasing 0 Number of Approaches with Right-1 Turn-on-Red Prohibited 0 Redl Light Cameras Present Ally yellow cells will No Number of Major Street Through Lanes be: automatically 0 Scroll Down for Ally yellow cells willl be automatically Number of Minor Street Lanes populated bya a 0 Roundabout CMF populated byamacro. If users want to doa HofN Major St Approaches w/ Right-Turn Channelization macro. If users want 0 Inputs planning- -level analysis, they can leave the Number of Approaches with U-Turn Prohibited to do planning- -level o automatici inputs as-is analysis, they can Pedestrian Volume by Activity Level leave the automatic Low (20) inputs as-is. User Specified Sum of all daily pedestrian crossing volumes 50 Max # oflanes Crossed by Pedestrians 5 Number of Bus Stops within 1000' ofintersection 0 Schools within 1000' of intersection No Number of Alcohol Sales Establishments within 1000' of Intersection 0 Roundabout CMF Inputs Inscribed Circle Diameter (t) 130 leg1/Major Leg #1) leg1 (Major Leg# #1) Opening) Year Entering AADT 5,924 Leg has Right-Turn Bypass No #ofA Access Points within 250 of Vield Line 0 Entering Width (ft) #ofE Entering Lanes #of Circulating Lanes Leg 2/Majorl Leg #2) Leg 2 (Major Leg #2) Opening Year Entering AADT 5,924 Leg has Right-T Turn Bypass No #of Access Points within 250' of Yield Line 0 Entering Width (t) #of Entering Lanes #of Circulating Lanes N/A N/A leg3/Minori Leg #1) Leg 3( (Minor Leg #1) Openingy Year Entering AADT 3479.5 Leg has Right-1 Turn Bypass No #ofA Access Points within 250' of Vield Line 0 Entering Width (F) #of Entering Lanes # of Circulating Lanes Leg 4(Minor Leg? #2) Leg4 (Minor Leg #2) Opening Year Entering AADT 3,480 Leg! has Right-1 Turn Bypass No #of Access Points within 250' of Vield Line 0 Entering Width (ft) #ofE Entering Lanes #ofC fCirculating Lanes #U-Turns # of Major Roadway Lanes (one direction) # of Minor Roadway Lanes (one direction) Total Offset Distance (ft) Number of Driveways Total Deceleration Lane Length (ft) N/A N/A N/A Total Acceleration Lane Length (ft) Number of Left-Turn Lanes From Major Road Major Road Speed Limit (mph) Total Median Width (ft) Maximum Median Width (Ft) SafeSystem inte en Specify theg geomtric, exposure. severity, and tir ng tnz nssionolysis .Roadway Geometry Lanes Major Street Designation Requiredi Inputs Majorr number thrul lanes (one direction) Select major street direction Default Available, Override Optional Minorn numberthrulanes! (one dirertion) Median Presen ce on Major Road NS Planning- Level Default Input Median re CSC 1CE Mir nor Road No Computed Value, Override Optional 2. Completet the"Exposurei inputs. Theseir inputs willa apply to alli interesections selectedf for analys Computed Value- No Override 3. Completet the "Severityi inputs Disabled Cell (Often based oninput selections) 1. Completet the "Confilicting Traffic Complexity inputs Zbpor-AIHEnRab Average Daily7 Traffic (veh/day) Open Design ADTD DirectionalSplit Nonmotorized Total ADBP (ped- -bike/day) Activitylevel ADBP Value (ped. Major 11847 13,009 Major 050 Openy Year Totall Intersection NM Low/20) Minor 6359 - 7.642 Minor 0.50 Design Year Totall Intersection NM Lowt20) (ord roverwrite pedn movementA ADBPS below) Aret turningmovement/ ADT valuesa area available? No i "Yes', inputv valuesi in Tablez-A NonmotetiseMovement: ADBP (ped-bike/day) Are peak hour turningn movemento counts available? Ves "Yes", input values inTable2s Majorn NM 1(NM mvmt crossing Majl) Ifnot turning movmentv volumes or counts are available, user can Major NM2 optionally override the planning- levelc defauit turning movment Minor NM1 proportionsi in, Tablezc Minor NM2 Tablez 2-A:T Turning Movement (vol/day fTabieze:T Tuming Moyement Counts (Optional) Table2-CT Turning Proportions (optional) Open Design Mvmt AMPeak AM% PMPeak PM% Avg* Decimal MajorT Thrui 3376 3708 Majort Thrul NBT 287 0.89 0.76 0.83 Major Thrul 0.57 Majorl Left Turni 1066 1171 Majarl Left Turn1 NBL 37 0.11 - 0.24 0.1 18 Major Left Turn1 018 Major Right Turni 1481 1626 Major Right Turn1 NBR 0 oL 1 0.002786 Major Right Turn1 025 Thru2 2770.759 3042.525 MajorT Thru2 SBT 258 0.65 0.46729 0,56 Majort Thru2 0467757009 T Left Turn2 296175_325225 Majork Left Turn2 SBL 18 005 E 0.050467 0.05 Majork Left7 Turn2 005 Major Right Turn2 2856.5 566_3136.75 Major Right Turn2 SBR 123 03: 254 0.482243 0.4 Major Right Turn2 0482242991 Minor Thrui B39175/9215353 MinorT Thrui EBT 16 006 8 0.047059 0.05 Minort Thrul 004117547 Minork LeftT Turni 2331265_256007 Minor Left Tumni EBL 174 0.7 110 0.647059 0.67 Minor rleftTurni 0.67 Minor RigheT Turni 1064318_1168.7 776 MinorR Right Turni EBR 57 0.23 52 0.305882 0.27 Minor Right Turni 0.305882353 Minor Thru2 1739.75 I 1910.5 MinorT Thru2 WBT 0.378378 0.19 Minort rThru2 0.5 Minork Left Turn2 869.875 955.25 Minorl Left Turn 2 WBL 0.054054 0.03 MinorleftTumn2 0.25 Minor RigheT Turn2 869.875 955.25 Minor RigheT Tum2 WBR 25 1 0.567568 0.78 Minor RightT Tum2 - 0.25 3.Severity KCamanzTaCmaa, Vehicles Speeds mph Trafficc Control Decimal Major Posted Speed Limit 40 BaseT Traffic Control Adjustment Value (BTCAV) for permitted MinorP Posted Speed Limit 45 BaseT Traffic Control Adjustment Value (BTCAV, for protected/permited 0.85 BaseT Traffic ControlA Adjustment Valuel (BTCAV) for protected 0.01 thru 40 Baset Traffic ControlA Adjustment Value (BTCAV) for stop-controlled 045 left 20 Majorr right 15 Weight, forp permitted Minort thru 38.25 Weight, f, forp protected/permitted Minorleft 20 Weight,f,f forp protected Minorr right Weight,ffe for stop- controlled stopnear 15 stopf far 25 Major LT signal Aphasing! (drop- down) Protected/Permitted Signaln near 15 Minor LTs signalp phasing! (drop-d -down) Permitted Signalfar 25 ExclusiveP Pedestrian phasing (drop-down) No RABe entering RAB circulating 25 Traffico ControlParameter Fla_trafficcontroil) RABe exiting 30 Permitted Nonmotorized Protected/permitted 0.925 Protected 0.505 Collision Angles deg stop.controlled 0.725 Crossing crossing- LT 230 priver Mergingy Weights (w) Crossing- RAB Lane1/wi) Merging lane2w2) 0.75 Diverging Lane3+W3+) 05 PIFSI)R RegressionP Parameters aipha 67.29 Nonmotorized Complexity 3.79 NonmotorizedT Turn Score Weights(w) lane1W1) Lane2(W2) Lane3+w3) Calibration Optional Input locally- developede calibrationf factors) forSPFs. At-Gradel Intersection SPFS Traffic Control Facility Type #legs 1way/2 #oflanesc on Calibration Default Optional User Use Value way arterial Factor Override on RuralT Twol Lane Highway 3leg - 1.00 1.00 4leg - 0.92 0.92 On Rural Multilane Highway 3leg 1.00 1.00 4leg 0,45 0.45 3leg 2x2 Sorf fewer 2.50 2.50 Traffic Signal 4leg 2x2 Sorf fewer 2.27 2.27 3leg 2x2 6ormore 1.00 1.00 (Form more nation on determining signal type, On Urbana and: Suburban Arterial 4leg 2x2 6or more 1.00 1.00 refert to the' "Definitions" worksheet) Sleg 1x2 1.00 1.00 4leg 1x2 1.00 1.00 3leg 1xi . 1.00 1.00 4leg 1x1 : 1.00 1.00 OnHighs Speed (50+N MPH) Urbanand 3leg 1.00 1.00 SuburbanA Arterial 4leg 1.00 1.00 OnF Rural Two Lane Highway 4leg 3leg 1.27 0.74 127 0.74 On Rural Multilane Highway 3leg 4leg - 2.20 1.64 2.20 1.64 3leg 2x2 Sorf fewer 1.14 1.14 4leg 2x2 Sorf fewer 1.87 1.87 Minor Road Stop 3leg 2x2 6ormore 1.00 1.00 On Urbana and Suburban Arterial 4leg 3leg 1x2 2x2 6orn more 1.00 1.00 1.00 1.00 4leg 1x2 1.00 1.00 3leg 1x1 1.00 1.00 4leg 1x1 - 1.00 1.00 OnHighs Speed (50+ MPH) Urbana and 3leg 1.00 1.00 SuburbanA Arterial 4leg 1.00 1.00 On Rural Twol Lane Highway 4leg 3leg 1.00 1.00 1.00 1.00 AI-Way Stop OnR Rural Multilane Highway 4leg 3leg - 1.00 1.00 1.00 1.00 Ont Urban ands SuburbanA Arterial 3leg 4leg 1.00 1.00 1.00 1.00 1-laner roundabout 3leg 1.00 1.00 Roundabout 4leg 1.00 1.00 2-laner roundabout 3leg 1.00 1.00 4leg 1.00 1.00 Signalized Restricted Crossing U-Turn (RCUT) 3leg 4leg 1.00 1.00 1.00 1.00 UnsignalizedF Restricted Crossing U-T Turn (RCUT) 4leg 3leg - 1.00 1.00 1.00 1.00 RampT Terminall Intersection SPFS Control Ramp: and1 Intersection1 Type SPFC Calibration Factor Optional Override User Use Value Diamonds Signalized Four-legt terminalsv witho diagonalramps (D4) 1.00 1.00 DivergingD Diamond Alltypes 1.00 1.00 Single-Pointo Diamond AI Itypes 1.00 1.00 Dlamonds Stop Control Four leg terminalsy withe diagonalr ramps (D4) 1.00 1.00 SignairedT Tight Diamond 1.00 1.00 Roundabout -laner roundabouty with4legs 1.00 1.00 2-laner roundabouty with4legs 1.00 1.00 HalfD Diamands Signalized 1.00 1.00 Half Diamond StopControl 1.00 1.00 Two Quadrant Partial CloverleafAS Signalized 1.00 1.00 Two Quadrant Partial Cloverleaf AS Stop Control 1.00 1.00 Four QuadrantPartial CloverleafAS Signalized 1.00 1.00 Fouro QuadrantPartial Cloverieaf AS StopControl 1.00 1.00 Twoc Quadrant Partial Cloverleaf B Signalized 1.00 1.00 Twoquadrant Partial CloverleafBs Stop Control 1.00 1.00 Four Quadrant tPartial ICloverleafBS Signalized 1.00 1.00 Four Quadrant tPartial CloverleafBStop Control 1.00 1.00 LocalCMES Optional- Override defoult CMFS with localy developed ornew CMFs Control Intersection Default Base Type of Crashes Default CMF Optional Override User Use' Value Partial Displacedl Left Turn (DLT) Traffic Signal Fatal Total &l lnjury 0.88 0.88 0.88 0.88 FullMedianu U-Turn (MUT) Traffic Signal Total 0.63 0.63 Fatal8 I&injury 0.76 0.76 Continuous Green-T Intersection Traffic Signal FatalsInjury Total 0.85 0.96 0.85 0.96 Jughandle Traffic Signal Total 0.74 0.74 Fatal 1&1 Injury 0.74 0.74 Other1 User Selection Total 1.00 1.00 Fatal &I Injury 1.00 1.00 Other2 2 User Selection FatalInjury Total 1.00 1.00 1.00 1.00 Crossover Traffic Signal (of Diverging Diamond Interchange) Traffic Signal FatalEinjury Total 0.71 0.59 0.71 0.59 E 1 1 o 4 9 o o 1 : I 0 1 o 1 1 a 3 1 2 3 1 1 o 1 o 1 2 0 o o o 0 4 1 3 4 4 2 N 4 E 2 1 3 E - DE E 9 00 I a 8 a € a : a o a € E 3 d E I : 3 a I I : a I e I e 3 3 dt d6 de e I 5 9 de de le de 2 1 B I 1 a E de - f e I NM E E E DU - / m E B W E a a e E E - 2 N 4 & E 2 I E - I E E a US 41 AT CR 340 STAGE 2 ICE Appendix C FDOT Economic Analysis Tool for ICE Worksheets This sheet is used to manage the at-grade intersections list. After entering all inputs, use the' "Setup Worksheets" At-Grade Intersection List button at the bottom of the tab before proceeding with the economic analysis. Open) Year Design Year Operating Cycle 2026 2036 Demandf forecastsf for the opening year must be provided below, and travel time/delay forecasts must be given int the Delay worksheet. Peak Hour Start From To AMpeak 715AM 8:15AM Enter peak period begin PMpeak 5:00PM 6:00PM ande endt times: Weekend peak 10:00AM 11:00AM Select Analysis Basis: Typicalt DayUnknown - Select facility type: 04- Rural PrincipalA Arterial- Other 1 Ati intersections ofv varying facilities select the roadway thaty will be more representative oft the volume, or interpolate between values. Specify total volumes or Turning Counts (Select from drop- turning counts? down menu) Enter thet turningr movement counts int the DemandCounts worksheet for thep peak hours. If data is nota available for the weekendp peak hour please leave blank. Year Units Opening Design 2026 2036 Intersectioni AMp peak hour volume veh/hr 1,045 1,175 PMpeak hour volume veh/hr 1,150 1,290 Weekend; peak hour veh/hr volume: Averagea annual auto Passengersp per vehicle 1.0 1.0 occupancy Averagea annual %1 trucks Average % 2.4% 2.4% Select intersection types from the following table toi include in the economic analysis. Toi include an intersection, select "Yes" in thei include column, and to exclude an intersection, select "No" in the include column. At-Grade Controls Strategies Control! Include Short Name Description Notes No TWSC Two-Ways Stop Control 2 No AWSC AIIWay Stop Control Yes Trafficsignal Traffics Signal No TrafficsignalAlt Traffics Signal IAIt.) 5 Yes Roundabout1 Roundabout (I-lane) 6 No Roundabout2 Roundabout (2-Lane) 7 No DLT Displaced Left Turn (DLT) No MUT Medanu-TumMUT 9 No SignalRCUT Signalized Restricted Crossing U-Turn (RCUT) 10 No UnsignaIRCUT Unsignalired Restricted Crossing U-Tum/RCUT) 11 No GreenT Continuous Gren-Tintersection 12 No Jughandie jughandle (Forward Ramps) 13 No Jughandie? 2 ughandle Reverse Ramps 14 No Quadrant ltx Quadrant Roadway! Intersection Notet thatn nos safetyi information Isa available 15 No SigThrucut SgnalizedT Thrucut Notet that nos safetyi informationk is avallable 16 No Unsignalhrucut Unsignalized Thrucut Notet thatn no safetylnformationis: available 17 No Bowtie Bowtie Notet thatnos safety informationis available 18 No Otherl Other1 Safetyi informationr must be provided 19 No Other2 Other2 Safetyi informationr must be provided Press the" "Setup Worksheets" button too create hidden worksheets that compute performance asure es for each selected control strategy. I N 8 8 8 8 E a 0 0 o 0 a a o o o o a E de o o o o 0 o o I I o o o o o o o o - o o o o a o o o o € I S 8 8 $ I 8 0 2 * s 5 5 B a 5 6 un 8 E a a à I E 9 W 8 5 I E 9 8 e 8 E E E 5 8 DE 9 un 8 LE - o 0 1o o P o o o o I 8 3 & S I 8 a 8 d0 o 8 a 5 W o 9 3 E E 8 o 8 a & o E 8 a a 3 o e & a o 5? 5 - o o o o P o o o o E H e de a D6 6 1 - - E B 3 de - E $ 2 E o le 3 3 of à 3 dr df $ S : N - € & E & C I E a a e E 3 - - Dr 8 8 This sheet compiles the data from summary tables in Outputs individual alternatives sheets. To populate the output sheet press the "Setup Worksheets" button in the Alternatives MasterList tab. Agency: Florida Department of Transportation Project Name: US 41/CR 340 Stage 2 ICE Project Reference: 2024.0173 Intersection: US 41/CR 340 City: High Springs State: Florida Performing Department or Organization: Department of Transportation Date: 1/10/2025 Analyst: Denis Monyo Analysis Type At-Grade Intersection Analysis Summary Cost Categories Net Present Value of Costs Base Case -Traffic Signal Traffic Signal Roundabout (1-Lane) Planning, Construction & Right of Way Costs $ 1,162,323 $ 1,162,323 $ Post- Opening Costs $ 62,464 $ 62,464 $ 1,858,993 45,554 Auto Passenger Delay $ 3,427,431 $ 3,427,431 $ Truck Delay $ 229,329 $ 229,329 $ 1,664,446 Safety $ 6,960,386 $ 6,960,386 $ 111,366 Total cost $11,841,933 $11,841,933 1,408,436 $5,088,797 Select Base Case for Benefit- Cost Comparison: (Choose from! list) Traffic Signal Net Present Value of Benefits Relative to Base Case Benefit Categories Traffic Signal Roundabout (1-lane) Auto Passenger Delay Truck Delay $ 1,762,985 Safety $ 117,963 Net Present Value of Benefits $ 5,551,950 Net Present Value of Costs $ 7,432,897 Net Present Value ofl Improvement $ 679,761 $ 6,753,136 Benefit-Cost (B/C) Ratio 10.93 Delay B/C 2.77 Safety B/C 8.17 € (ouer-t) inogepunoy jeu8is oyes 3 (1anag s! 450) JOMO7) s1so) jo anjeA quasaud 1aN je1o1 US 41 AT CR 340 STAGE 2 ICE Appendix D Concept Diagrams y E 1 5 II OVE 83 E 0 5 B OPE 83 = - ARI 4 US 41 AT CR 340 STAGE 2 ICE Appendix E Cost Estimates ENGINEER'S OPINION OF PROBABLE COST PRELIMINARY US 41 at CR: 340 in Alachua County Traditional Signal Area 06: and Statewide Average Unito Cost TEMMUMBERDESGCRPTON PRICE 1 ROADWAY ITEMS 572,521.53 2 SIGNINGA AND PAVEMENTA MARKING ITEMS SIGNAL 11.547.08 LIZATION ITEMS 419,416.47 4 LIGHTING ITEMS 53,171.84 PROJECT SUBTOTAL 1,056,656.92 PROJECT SUBTOTAL WITH1 10%0 CONTINGENCY) 1,162,322.61 RIGHT -OF-WAY ACQUISIATION PROJECT GRANDT TOTAL (WITH 10'.CONTINGENCY $ 1,162,322.61 DISCLAMER: THISE ESTMATEC OF PROBABLEC COSTISAPPROKMATE ACTUALO CONSTRUCTIONB BIDS MAY VARY SIGNIFICANTLYF FROM THISSTATEMENT OFF PROBABLEC COSTSDUE TOTIMNGOFC CONSTRUCTION, CHANGED CONDITIONS, LABORRATEC CHANGES, OR OTHERFACTORS BEYOND THE CONTROL OFT THEESTMATORS. BIDITEM TEMDESCRIPTION - QUANTITY JUNIT UNITCOST TOTAL ROADWAY 0101 MOBLIZATION LS $88,054.74 $ 88,054.74 0102 MAINTENANCE OFTRAFFIC 1 LS $88,054.74 3 88,054.74 010410 SEDIMENTE BARRIER 800 LF $2.42 1,936.00 011011 CLEARINGEG GRUBBING 0.43 AC $41.835.70 17,989.35 0120 REGULARE EXCAVATION 1,687 CY $58.24 4 98,247.00 0160 TVPEBS STABILIZATION 2.530 SY $20.46 $ 51,771.98 0285709 OPTIONALE BASE. BASE GROUP09 2,097 SY $33.01 69,221.97 032770 5 ISESTOIEFNTERE Z'AVGDEPTH 3,508 SY $3.41 11.96243 0334112 SUPERPAVE ASPHALT LTICCONC, TRAFFICB 231 TN $157.87 3667,97 0337.781 ASPHALTCONCRETE FRICTIONCOURSE; TRAFFICB, FC-125.PG76-22 462 TN $180.03 B3.173.86 0520110 CONCRETE CURBAGUTTER, TYPEF 240 LF $29.29 7,029.60 05221 CONCRETE SIDEWALKA ANDDRNEWAYS 4'1 THICK 39 SY $69.68 $ 2,709.78 0522 2 CONCRETE SIDEWALKANDI DRMVEWAYS, 6'T THICK 139 SY $88.28 0527 2 DETECTABIEWARNNGS 80 SF $40.63 $ 12,261.11 3,250.40 057012 PERFORMANCE TURF,SOD 90 SY $4.34 390.60 SUBTOTAL-ROADWAY $ 572,521.53 SIGNINGA ANDPAVEMENTA MARKING 0700160 SNGIEPOSTSIGN REMOVE 2 AS $37.42 74.84 070613 RAISEDPAVEMENTI MARKER, TYPEB 98 EA $5.38 $ 526.16 071111123 THERMOPLASTIC, STANDARD, WHITE, SOLID, 12'FOR CROSSWALKA KANDROUNDABOUT 360 LF $4.67 $ 1,681.20 071111125 THERMOPLASTIC, STANDARD, WHITE, SOLID, 24'FOR STOPLINEA AND CROSSWALK 324 LF $8.10 $ 2,624.40 071111170 THERMOPLASTIC, STANDARD, WHITE, ARROW 9 EA $86.35 $ 777.15 071111224 THERMOPLASTIC, STANDARD, YELLOW, SOLID,18'FORI DIAGONAL ORCHEVRON 216 LF $5.85 1,263.60 071116101 TBEMSTEEMDMOREE SURFACES, WHITE. SOLID,6 0.453 GM $5,767.83 2,612.83 071116201 THERMOPLASTIC, STANDARD-OTHERE SURFACES. YELLOW, SOLID,6 0.341 GM $5,826.70 $ 1,986.90 SUBTOTAL-SIGNNG AND PAVEMENTI MARKNGS 11,547.08 SIGNALIZATION 0630211 TETTEPICNT TRENCH 350 LF $20.27 $ 7,094.50 0630212 CONDUI,FURNISHE HSALDRECTONAEOE 250 LF $31.42 7,855.00 063271 SIGNAL CABLE-N NEWC OR RECONSTRUCTED INTERSEÇTION. FURNISH &INSTALL PI $11,453.69 $ 11,453.69 0635211 PULLESPLICEE BOX, F&I, .13'x24" COVERS SIZE 16 EA $1,578.36 $ 25.253.76 EEEIRCAIONEKENVCE: FALUNDERGROUND? METERPURCHASEDBY 0639 1122 CONTRACTOR 1 AS $5,464,47 5,464.47 0639 21 ELECTRICAL HNHPEKNEHEAE 300 LF $5.41 $ 1,623.00 0646111 ALUMINUMS SGNAISPOLEPEDESTAL 6 EA $3,122.71 $ 18,736.26 0649213 STEEL MASTARMA ASSEMBLY. FURNISHA ANDI INSTALL, SINGLEARM40 EA $58,000.00 064921 6 STEEL MAST AEMAEEEVPURNEHAND; INSTALL,SNGLEA ARMS 50' EA $81,139.06 58.00.00 81,139.06 0649215 STEELR MASTARMA ASSEMBLY,FURNSH) AND INSTALL,DOUBLE ARM4 40-40' EA $102,568.53 0650114 VEHICULARI & 102.568.53 TRAFFIC'SIGNAL, FURNISH INSTALL ALUMINUM, 3SECTION,IWAY 8. AS $1,767.46 0650116 VEHICULAR TRAFFIC SIGNAL, FURNISH& INSTALLALUMINUM 4SECTION,1WAY 2 AS $2,197.37 $ 14,139,68 0653111 - PEDESTRIAN SIGNAL,FURNISHE & NSTALIEDCOUNIDONR 1WAY 8 AS $986.53 s 4394.74 7,892.24 0660 1110 LOOPDETECTORI INDUCTMVE, F&L,TYPE 10 6 EA $423.13 $ 2.538.78 0660 2106 LOOP ASSEMEIY,FTVEF 6 AS $1,681.73 $ 10,090.38 0665111 PEDESTRIAN DETECTORFURNSHET INSTALLSTANDARD EA $386.25 de 3,090.00 06705111 TRAFFICCONTROLIERA ASSEMBLY,FAL, NEMA, 1PREEMPTION 1 AS $37,301.38 s 37,301.38 0682 1133 mSCCTV CAMERA, F&I, DOME ENCLOSURE- NON-PRESSURZED, IP, HIGH DEFINITION 1 EA $6,811.38 $ 6,811.38 0684 11 MANGEDFEIDEHERET SWICHURNEHENSTAIT EA $4,581.74 4,581.74 0700_3201 SIGNF PANEL, FURNISHET INSTALL OVERHEADI MOUNT, .UP TO12SF EA $1,074.27 $ 0700 3202 SIGNF PANEL, FURNISH&T INSTALL OVERHEAD MOUNT,12-20SF EA $1,272.70 $ 4297.08 5,090.80 SUBTOTAL- -SIGNALZATION $ 419,416.47 LIGHTING 0630211 CONDUIT, FURNISHE & INSTALL,OPENT TRENCH 150 LF $20.27 $ 3,040.50 0630212 SST BORE 110 LF $31.42 3,456.20 0715_113 EGT 290 LF $3.83 1,110.70 ETAVTET TANSITATETIUNUENO 0715532 ARMO ON NEW/EXISTINGF POLE 4 EA $2,200.00 s 8,800.00 LIGHTF POLECOWPIETEFAIS STADRORIESTANDOYOAROTONDATOITVCUNTKEC 071561121 HEIGHT, 10 ARMLENGTH 4 EA $9,191.11 $ 36,764.44 SUBTOTAL. -LIGHTNGS 53,171.84 NOTE: Unit Costs are from the FDOT Area 06 ltem/ Average Moving Cos osts from 2023/ 01 to: 2024/11/30 and the FDOT Statewide emA Average Month Costs. Pagelofi ENGINEER'S OPINION OF PROBABLE COST PRELIMINARY US 41 at CR 340 in Alachua County One-Lane Roundabout Area 06 and Statewide Average Unit Cost ITEM DESCRIPTION PRICE NUMBER 1 ROADWAYI ITEMS $ 982,393.39 2 SIGNING AND PAVEMENT MARKINGI ITEMS $ 16,322.99 3 LIGHTING ITEMS $ 54,914.04 PROJECT SUBTOTAL $ 1,053,630.42 PROJECT SUBTOTAL (WITH 10% CONTINGENCY) $ 1,158,993.46 RIGHT-OF-WAY/ ACQUISIATION $ 700,000.00 PROJECT GRAND TOTAL $ 1,858,993.46 DISCLAIMER: THIS ESTIMATE OF PROBABLE COSTI IS APPROXMATE. ACTUAL CONSTRUCTIONE BIDS MAY VARY SIGNIFIEANTLYFRON THISS STATEMENT OFF PROBABLECOSTSE DUE TOT TIMING OF CONSTRUCTION, CHANGEDO CONDITIONS, LABOR RATE CHANGES, OR OTHERF FACTORSE BEYOND THE CONTROL OF THEE ESTIMATORS. BID ITEM - ITEM DESCRIPTION QUANTITY I UNIT UNIT COST TOTAL ROADWAY 0101 1 MOBILIZATION LS $87,818.67 $ 87,818.67 0102 1 MAINTENANCE OF TRAFFIC 1 LS $87,625.07 $ 87,625.07 010410 3 SEDIMENT BARRIER 800 LF $2.42 $ 1,936.00 0110 1 CLEARING & GRUBBING 0.45 AC $41,835.70 $ 18,826.07 0110 4 10 REMOVAL OF EXISTING CONCRETE 1,150 SY $73.17 $ 84,145.50 0120 1 REGULAR EXCAVATION 2,035 CY $58.24 $ 118,510.25 0160 4 TYPE BS STABILI LIZATION 3,275 SY $20.46 $ 66,996.27 0285709 OPTIONAL BASE, BASE GROUP09 3,052 SY $33.01 $ 100,756.42 032770 5 MILINGEXISTING/ ASPHALTPAVEMENT, 2"A AVG DEPTH 1,714 SY $3.41 $ 5,843.64 0334.112 SUPERPAVE/ ASPHALTIC CONC, TRAFFICE B 336 TN $157.87 $ 53,044.32 0337781 ASPHALTO CONCRETE FRICTION COURSE,T TRAFFICB, FC-12.5, PG7 76-22 393 TN $180.03 $ 70,751.79 0425 1361 INLETS, CURB, TYPEF P-6, <10' 4 EA $9,906.04 $ 39,624.16 0425 261 MANHOLES, P-8, <10' 1 EA $8,290.86 $ 8,290.86 0430174124 PIPE CULVERT, OPTIONAL MATERIAL, ROUND, 24"SD 400 LF $202.81 $ 81,124.00 0520 17 CONCRETE CURB & GUTTER, TYPE E 920 LF $32.01 $ 29,449.20 0520 110 CONCRETE CURB & GUTTER, TYPEF 830 LF $29.29 $ 24,310.70 0520 2 4 CONCRETE CURB, TYPE D 180 LF $30.28 $ 5,450.40 0522 1 CONCRETE SIDEWALKANDI DRIVEWAYS, 4 THICK 488 SY $69.68 $ 33,988.36 0522 2 CONCRETE SIDEWALK, TRUCKA APRON, SPLITTERI ISLAND, AND DRIVEWAYS, 6" THICK 671 SY $88.28 $ 59,245.69 0527 2 DETECTABLEV WARNINGS 60 SF $40.63 $ 2,437.80 057012 PERFORMANCE TURF, SOD 511 SY $4.34 $ 2,218.22 SUBTOTAL-ROADWAYE 982,393.39 SIGNING/ ANDPAVEMENTI MARKING 0700111 SINGLEPOST SIGN,FAIGROUND MOUNT,UP TO 12'SF 13 AS $436.72 $ 5,677.36 0700_160 SINGLEF POSTS SIGN, REMOVE 2 AS $37.42 $ 74.84 0706 13 RAISEDPAVEMENTI MARKER, TYPEB 184 EA $5.38 $ 989.92 071111123 THERMOPLASTIC, STANDARD, WHITE, SOLID, 12" FOR CROSSWALK, ANDI ROUNDABOUT 360 LF $4.67 $ 1,681.20 071111125 THERMOPLASTIC, STANDARD, WHITE, SOLID, 24'F FOR: STOPI LINE AND CROSSWALK 376 LF $8.10 $ 3,045.60 071111160 THERMOPLASTIC, STANDARD, WHITE, MESSAGE OR SYMBOL 4 EA $215.56 $ 862.24 THERMOPLASTIC, STANDARD, WHITE, 2-2DOTTEDE EXTENSIONLINE, 12'FOR 071111144 ROUNDABOUT 0.038 GM $2,550.00 $ 96.90 071111170 THERMOPLASTIC, STANDARD, WHITE, ARROW 1 EA $86.35 $ 86.35 071111224 THERMOPLASTIC, STANDARD, YELLOW, SOLID, 18" FORI DIAGONAL ORC CHEVRON 70 LF $5.85 $ 409.50 07111 16101 THERMOPLASTIC, STANDARD-OTHER SURFACES, WHITE, SOLID, 6" 0.360 GM $5,767.83 $ 2,076.42 07111 16201 THERMOPLASTIC, STANDARD-OTHER: SURFAÇES, YELLOW, SOLID, 6" 0.227 GM $5,826.70 $ 1,322.66 SUBTOTAL-S SIGNING AND PAVEMENT MARKING $ 16,322.99 LIGHTING 0630 211 CONDUIT, FURNISH &1 INSTALL, OPEN TRENCH 180 LF $20.27 $ 3,648.60 0630 212 CONDUIT, FURNISH &1 INSTALL, DIRECTIONALE BORE 140 LF $31.42 $ 4,398.80 0715 113 LIGHTING CONDUCTORS, F&I, INSULATED, NO4TONO2 340 LF $3.83 $ 1,302.20 LUMINAIRE &1 BRACKET7 ARM- GALVSTEEL, FURNISH2 & NSTAINEIDAIAREAND 0715532 ARMO ON NEW/EXISTINGI POLE 4 EA $2,200.00 $ 8,800.00 LIGHTPOIECOMPIETE7 F&, STANDARD POLE STANDARDT FOUNDATION, 30MOUNTING 071561121 HEIGHT,1 10' ARML LENGTH 4 EA $9,191.11 $ 36,764.44 SUETOTAL-LIGHTING $ 54,914.04 NOTE: Unit Costs aret from the FDOT Area 06 Item. Average Moving Costs from 2023/12/01 to 2024/11/30 and the FDOT Statewide Item. Average Month Costs. Page Lof1 US 41 AT CR 340 STAGE 2 ICE Appendix F Synchro Capacity Analysis Worksheets 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 AM Peak * t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 1 5 1 Traffic Volume (vph) 185 20 60 0 0 30 40 295 0 18 265 130 Future Volume (vph) 185 20 60 0 0 30 40 295 18 265 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (") 0 150 0 0 200 200 0 Storage Lanes 0 1 0 0 1 U 1 0 Taper Length (#) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 0.951 Flt Protected 0.957 0.950 0.950 Satd. Flow (prot) 0 1767 1583 0 1611 0 1770 1863 1770 1754 0 Flt Permitted 0.723 0.413 0.564 Satd. Flow (perm) 0 1335 1583 0 1611 0 769 1863 1051 1754 U Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 479 39 Link Speed (mph) 45 30 40 40 Link Distance (#) 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 203 22 66 0 0 33 44 324 0 20 291 143 Shared Lane Traffic (%) Lane Group Flow (vph) 0 225 66 0 33 0 44 324 0 20 434 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(f) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector () 20 100 20 20 100 20 100 20 100 Trailing Detector (f) 0 0 0 0 0 0 0 0 0 Detector 1Position() 0 0 0 0 0 0 0 0 0 Detector 1 Size/ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex Cl+Ex CI+Ex CI+Ex Cl+Ex CI+Ex CI+Ex CI+Ex CIEx Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size/) 6 6 6 6 Detector 2 Type CI+Ex Cl+Ex Cl+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tur Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 AM Peak 1 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT Permitted Phases 4 4 8 NBR SBL SBT SBR Detector Phase 4 4 4 8 8 2 5 6 Switch Phase 2 1 6 Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 Minimum Split (s) 24.8 24.8 24.8 23.7 23.7 9.5 5.0 10.0 Total Split (s) 29.4 29.4 29.4 29.4 29.4 9.6 24.8 36.0 9.5 24.8 Total Split (%) 39.2% 39.2% 39.2% 39.2% 39.2% 12.8% 9.6 36.0 Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 48.0% 12.8% 48.0% AlI-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 4.8 3.5 4.8 Lost Time Adjust (s) 0.0 0.0 0.0 2.0 1.0 2.0 Total Lost Time (s) 6.8 6.8 0.0 0.0 0.0 0.0 Lead/Lag 5.7 4.5 6.8 4.5 6.8 Lead-Lag Optimize? Lead Lag Lead Lag Recall Mode None None None None None Yes Yes Yes Yes Act Effct Green (s) 16.0 16.0 None Max None Max Actuated g/C Ratio 0.24 0.24 17.1 38.9 35.7 37.2 32.0 vic Ratio 0.25 0.58 0.53 0.55 0.48 0.71 0.14 0.04 0.08 0.33 Control Delay 36.2 1,6 0.1 7.5 12.1 0.03 0.51 Queue Delay 0.0 0.0 0.0 0.0 7.4 16.0 Total Delay 36.2 1.6 0.1 0.0 0.0 0.0 LOS 7.5 12.1 7.4 16.0 D A A A B Approach Delay 28.4 0.1 A B Approach LOS C 11.6 15.6 Queue Length 50th () 87 0 0 A B B Queue Length 95th () 156 7 7 66 3 121 Internal Link Dist (") 558 0 22 177 13 236 Turn Bay Length (ft) 150 227 517 779 Base Capacity (vph) 455 619 883 200 200 Starvation Cap Reductn 0 522 989 637 856 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 U 0 0 0 0 Reduced vlc Ratio 0.49 0.11 0.04 0 0 0 0.08 0.33 0.03 0.51 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 67.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 17.1 Intersection LOS: B Intersection Capacity Utilization 59.1% ICULevel of Service B Analysis Period (min) 15 Splits and Phases: 1:US41 & CR340 01 To2 9.6s 36s 04 e - 05 06 365 08 45 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Signalized Control Conditions 2026 PM Peak 4 - t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations 4 # NBR SBL SBT SBR Traffic Volume (vph) 115 10 55 4 5 1 5 1 Future Volume (vph) 115 5 15 25 90 280 5 30 10 55 5 15 25 90 280 5 255 265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 30 255 265 Storage Length (F) 0 150 0 0 1900 1900 1900 1900 1900 Storage Lanes 0 1 0 200 0 200 Taper Length (#) 25 25 0 1 0 1 0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 50 50 Frt 1.00 1.00 1.00 1.00 1.00 0.850 0.925 0.997 1.00 Flt Protected 0.956 0.924 Satd. Flow (prot) 0 1719 1553 0 0.995 1714 0.950 0.950 Flt Permitted 0.708 0 1770 1839 0 1770 1721 0 Satd. Flow (perm) 0 1273 1553 0.961 0.357 0.579 Right Turn on Red 1656 0 665 1839 1079 1721 0 Satd. Flow (RTOR) Yes Yes Yes 121 26 1 Yes Link Speed (mph) 45 30 90 Link Distance (F) 638 40 40 307 Travel Time (s) 9.7 597 859 7.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 10.2 14.6 Heavy Vehicles (%) 6% 2% 4% 2% 2% 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 120 10 57 5 2% 2% 3% 2% 2% 2% 2% Shared Lane Traffic (%) 16 26 94 292 5 31 266 276 Lane Group Flow (vph) 0 130 57 0 47 0 94 297 Enter Blocked Intersection No No No No No No 0 31 542 0 Lane Alignment Left Left No No No No No No Median Width() Right Left Left Right Left Left Right Left Left 0 0 Right Link Offset(ft) 0 12 12 Crosswalk Width(f) 16 0 0 0 Two way Left Turn Lane 16 16 16 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 1.00 1.00 1.00 Number of Detectors 1 2 1 1 2 9 15 9 Detector Template Left Thru Right Left Thru 1 2 1 2 Leading Detector () 20 100 20 20 100 Left Thru Left Thru Trailing Detector (#) 0 0 20 100 20 100 Detector 1 Position/) 0 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 0 0 0 Detector 1 Type CI+Ex CHEx CI+Ex CIEx CI+Ex 20 6 20 6 Detector 1 Channel CHEx Cl+Ex CHEx CH+Ex Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(!) 94 0.0 0.0 0.0 0.0 Detector 2 Size/) 6 94 94 94 6 Detector 2 Type CHEx 6 6 Detector 2 Channel CI+Ex Cl+Ex Cl+Ex Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm Perm NA 0.0 0.0 Protected Phases 4 pm+pt NA pm+pt NA 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2026 PM Peak 4 / 4 t I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split (s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 25.0 25.0 25.0 25.0 25.0 9.8 40.4 9.6 40.2 Total Split( (%) 33.3% 33.3% 33.3% 33.3% 33.3% 13.1% 53.9% 12.8% 53.6% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 12.1 12.1 12.6 45.7 43.1 43.7 39.1 Actuated g/C Ratio 0.18 0.18 0.19 0.68 0.64 0.65 0.58 vic Ratio 0.57 0.15 0.14 0.17 0.25 0.04 0.52 Control Delay 36.2 1.1 14.2 6.1 10.2 5.5 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 1.1 14.2 6.1 10.2 5.5 13.3 LOS D A B A B A B Approach Delay 25.5 14.2 9.2 12.9 Approach LOS C B A B Queue Length 50th (F) 51 0 7 12 49 4 130 Queue Length 95th (ft) 101 3 32 34 144 15 266 Internal Link Dist (f) 558 227 517 779 Turn Bay Length (ft) 150 200 200 Base Capacity (vph) 346 511 496 538 1174 750 1035 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.11 0.09 0.17 0.25 0.04 0.52 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 67.5 Natural Cycle: 60 Control Type: Actuated-Uncordinated Maximum vic Ratio: 0.57 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1:US 41 & CR 340 01 Toz 34 9.6s 40.4s 25s Sos 06 08 9.85 40.25 55 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036. AM Peak - - t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 1 5 f Traffic Volume (vph) 220 20 75 0 0 35 45 325 0 25 290 140 Future Volume (vph) 220 20 75 0 U 35 45 325 0 25 290 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length () 0 150 0 0 200 0 200 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (#) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.865 0.951 Flt Protected 0.956 0.950 0.950 Satd. Flow (prot) 0 1765 1583 0 1611 0 1770 1863 0 1770 1754 0 Flt Permitted 0.716 0.373 0.520 Satd. Flow (perm) 0 1322 1583 0 1611 U 695 1863 0 969 1754 U Right Tur on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 439 38 Link Speed (mph) 45 30 40 40 Link Distance (f) 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 3% 2% 2% 2% 2% 2% 2% 2% 2% 2% 3% 3% Adj. Flow (vph) 242 22 82 0 0 38 49 357 0 27 319 154 Shared Lane Traffic (%) Lane Group Flow (vph) 0 264 82 0 38 0 49 357 0 27 473 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(f) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector () 20 100 20 20 100 20 100 20 100 Trailing Detector (#) 0 0 0 0 0 0 0 0 0 Detector 1F Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size/f!) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex Cl+Ex CI+Ex CI+Ex CI+Ex Cl+Ex Cl+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(f!) 94 94 94 94 Detector 2 Size/f) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036. AM Peak * - t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Split (s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split (s) 30.0 30.0 30.0 30.0 30.0 9.5 35.5 9.5 35.5 Total Split (%) 40.0% 40.0% 40.0% 40.0% 40.0% 12.7% 47.3% 12.7% 47.3% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 AlI-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 17.5 17.5 18.6 36.3 32.1 35.4 30.3 Actuated g/C Ratio 0.26 0.26 0.28 0.54 0.48 0.53 0.45 vlc Ratio 0.76 0.16 0.05 0.11 0.40 0.05 0.58 Control Delay 38.2 2.6 0.1 8.4 15.4 8.1 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 2.6 0.1 8.4 15.4 8.1 18.4 LOS D A A A B A B Approach Delay 29.7 0.1 14.6 17.9 Approach LOS C A B B Queue Length 50th () 105 0 0 8 82 5 147 Queue Length 95th () 185 15 0 25 199 16 269 Internal Link Dist (ft) 558 227 517 779 Tur Bay Length (F) 150 200 200 Base Capacity (vph) 466 636 871 458 895 573 816 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.13 0.04 0.11 0.40 0.05 0.58 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 66.9 Natural Cycle: 60 Control Type: Actuated-Uncordinated Maximum vlc Ratio: 0.76 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 62.9% ICUI Level of Service B Analysis Period (min) 15 Splits and Phases: 1:US41 & CR 340 01 Toz 04 9.5s 35.5s 0 S0s 06 08 9.5s 35. 55 01/16/2025 Synchro 11 Report Page 2 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036 PMPeak 4 1 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 * 4 5 f 5 1 Traffic Volume (vph) 140 10 65 5 20 30 100 310 5 35 280 290 Future Volume (vph) 140 10 65 5 20 30 100 310 5 35 280 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length () 0 150 0 0 200 0 200 a Storage Lanes 0 1 0 0 1 0 1 U Taper Length (F) 25 25 50 50 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.927 0.998 0.924 Flt Protected 0.955 0.996 0.950 0.950 Satd. Flow (prot) 0 1716 1553 0 1720 0 1770 1841 0 1770 1721 0 Flt Permitted 0.698 0.970 0.299 0.562 Satd. Flow (perm) 0 1254 1553 0 1675 0 557 1841 0 1047 1721 U Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 121 31 1 90 Link Speed (mph) 45 30 40 40 Link Distance (ft) 638 307 597 859 Travel Time (s) 9.7 7.0 10.2 14.6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 6% 2% 4% 2% 2% 2% 2% 3% 2% 2% 2% 2% Adj. Flow (vph) 146 10 68 5 21 31 104 323 5 36 292 302 Shared Lane Traffic (%) Lane Group Flow (vph) 0 156 68 0 57 0 104 328 0 36 594 0 Enter Biocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width() 0 0 12 12 Link Offset(f) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector () 20 100 20 20 100 20 100 20 100 Trailing Detector (F) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(!) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CIEx Cl+Ex CIEx CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position() 94 94 94 94 Detector 2 Size(f) 6 6 6 6 Detector 2 Type CI+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 01/16/2025 Synchro 11 Report Page 1 1: US 41 & CR 340 Stage 2 ICE Traffic Conditions Signalized Control 2036 PM Peak / - t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 10.0 5.0 10.0 Minimum Spit(s) 24.8 24.8 24.8 23.7 23.7 9.5 24.8 9.5 24.8 Total Split t(s) 25.0 25.0 25.0 25.0 25.0 9.8 40.4 9.6 40.2 Total Split (%) 33.3% 33.3% 33.3% 33.3% 33.3% 13.1% 53.9% 12.8% 53.6% Yellow Time (s) 4.8 4.8 4.8 3.7 3.7 3.5 4.8 3.5 4.8 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.8 6.8 5.7 4.5 6.8 4.5 6.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None Max None Max Act Effct Green (s) 13.5 13.5 14.6 45.0 40.7 42.9 36.6 Actuated g/C Ratio 0.19 0.19 0.20 0.63 0.57 0.60 0.51 vlc Ratio 0.66 0.17 0.16 0.24 0.31 0.05 0.64 Control Delay 40.1 2.2 13.8 6.9 11.2 5.8 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 2.2 13.8 6.9 11.2 5.8 16.4 LOS D A B A B A B Approach Delay 28.6 13.8 10.2 15.7 Approach LOS C B B B Queue Length 50th () 63 0 9 15 59 5 162 Queue Length 95th (#) 120 9 36 37 160 16 309 Internal Link Dist () 558 227 517 779 Turn Bay Length (F) 150 200 200 Base Capacity (vph) 319 486 475 440 1047 680 923 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.49 0.14 0.12 0.24 0.31 0.05 0.64 Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 71.5 Natural Cycle: 65 Control Type: Actuated-Uncordinated Maximum vlc Ratio: 0.66 Intersection Signal Delay: 16.0 Intersection LOS: B Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1:US41 & CR: 340 01 Toz 04 9.6s 40.4s 25s 1os 06 08 .85 40.2s 25s 01/16/2025 Synchro 11 Report Page 2 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2026 AM Peak Intersection Intersection Delay, slveh 6.6 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 291 33 368 454 Demand Flow Rate, veh/h 298 34 375 467 Vehicles Circulating, veh/h 320 584 251 45 Vehicles Exiting, veh/h 192 42 367 573 Ped' Vol Crossing Leg, #h 0 0 0 Ped Cap Adj 1.000 1,000 1.000 1.000 Approach Delay, slveh 6.8 5.3 7.0 6.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway, S 4.976 4.976 4.976 4.976 Entry Flow, veh/h 298 34 375 467 Cap Entry Lane, veh/h 996 761 1068 1318 Entry HV Adj Factor 0.975 0.971 0.980 0.973 Flow Entry, veh/h 291 33 368 454 Cap Entry, veh/h 971 738 1047 1282 VIC Ratio 0.299 0.045 0.351 0.354 Control Delay, slveh 6.8 5.3 7.0 6.1 LOS A A A A 95th %tile Queue, veh 1 0 2 2 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2026 PM Peak Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 187 47 391 573 Demand Flow Rate, veh/h 196 48 402 585 Vehicles Circulating, veh/h 308 524 169 117 Vehicles Exiting, veh/h 394 47 335 455 Ped Vol Crossing Leg, #h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.6 5.2 6.6 8.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway,s S 4.976 4.976 4.976 4.976 Entry Flow, veh/h 196 48 402 585 Cap Entry Lane, veh/h 1008 809 1161 1225 Entry HV Adj Factor 0.953 0.973 0.973 0.979 Flow Entry, veh/h 187 47 391 573 Cap Entry, veh/h 961 786 1130 1199 VIC Ratio 0.194 0.059 0.346 0.478 Control Delay, slveh 5.6 5.2 6.6 8.1 LOS A A A A 95th %tile Queue, veh 1 0 2 3 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2036 AM Peak Intersection Intersection Delay, slveh 7.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 346 38 406 500 Demand Flow Rate, veh/h 355 39 414 516 Vehicles Circulating, veh/h 357 663 299 50 Vehicles Exiting, veh/h 209 50 413 652 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1,000 1.000 1.000 1.000 Approach Delay, slveh 8.0 5.9 8.1 6.6 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2.609 Critical Headway,s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 355 39 414 516 Cap Entry Lane, veh/h 959 702 1017 1311 Entry HVAdj Factor 0.973 0.974 0.980 0.970 Flow Entry, veh/h 346 38 406 500 Cap Entry, veh/h 933 684 997 1272 VIC Ratio 0.370 0.056 0.407 0.394 Control Delay, s/veh 8.0 5.9 8.1 6.6 LOS A A A A 95th %tile Queue, veh 2 0 2 2 01/14/2025 Synchro 11 Report Page 1 US 41 & CR 340 Stage 2 ICE Traffic Conditions One-lane Roundabout 2036 PM Peak Intersection Intersection Delay, s/veh 8.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1 1 1 1 Conflicting Circle Lanes 1 1 1 1 Adj Approach Flow, veh/h 224 57 432 630 Demand Flow Rate, veh/h 236 58 444 643 Vehicles Circulating, veh/h 340 594 202 132 Vehicles Exiting, veh/h 435 52 374 520 Ped' Vol Crossing Leg, #h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.3 5.7 7.4 9.1 Approach LOS A A A A Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1,000 1.000 1.000 Follow-Up Headway, S 2.609 2.609 2.609 2,609 Critical Headway,s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 236 58 444 643 Cap Entry Lane, veh/h 976 753 1123 1206 Entry HV Adj Factor 0.948 0.976 0.974 0.980 Flow Entry, veh/h 224 57 432 630 Cap Entry, veh/h 925 735 1093 1182 VIC Ratio 0.242 0.077 0.395 0.533 Control Delay, slveh 6.3 5.7 7.4 9.1 LOS A A A A 95th %tile Queue, veh 1 0 2 3 01/14/2025 Synchro 11 Report Page 1 US 41 AT CR 340 STAGE 2 ICE Appendix G Stage 1 ICE Analysis US 41AT CR 340 STAGE 1 ICE Alachua County (26030000; MP 25.586) Prepared by I I Peters and Yaffee, Inc. Prepared for I FDOT District Two FDOT Professional Engineer Certificate I, Austin Chapman, PE 72474, certify that I currently hold an active license in the State of Florida and am competent through education or experience to provide engineering services in the civil discipline contained in this plan, print, specification, or report. Project US 41 at CR 340 Stage 1 ICE Location Alachua, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY ON THE DATE ADJACENT TO THE SEAL A PRINTED COPIES OF THIS DOCUMENT ARE C E NS € NOT CONSIDERED SIGNED AND SEALED No 72474 AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. - * PETERS AND YAFFEE, INC. STATE OF 9822 TAPESTRY PARK CIRCLE, SUITE 205 SLORIDP JACKSONVILLE, FL32246 ONAL ct AUSTIN CHAPMAN, P.E. 72474 US 41 AT CR 340 STAGE 1 ICE Table of Contents Background Figure 1: Site Location. ICE Purpose. Stage 1 ICE Key Variables 2 Stage 1 ICE Results. Figure 2: Roundabout Footprint Appendices Appendix A FDOT ICE Worksheets Appendix B CAP-X Worksheets Appendix C SPICE Worksheets Appendix D FDOT Level of Service Report Appendix E Signal Warrant Analysis US 41 AT CR 340 STAGE 1 ICE Background Due to a request for a traffic signal, FDOT District Two Traffic Operations initiated an investigation into whether the US 41/CR 340 intersection met warrants for signalization. US 41is a two-lane undivided rural principial arterial thatr truns in a north/south alignment, with a posted speed limit of 40 mph, which reduces to 30 mph approximately 300 feet north of the intersection. The roadway is an access management classification 6 facility. The site location is shown in Figure 1. The nearest signalized intersection is US 41/US 27 (0.61 miles north). The intersection was found to meet MUTCD Warrant 1 (eight-hour) and Warrant 2 (four-hour) at the 70% threshold for signalization. Warrant 1 was met at the 100% threshold even if a turn was added to CR 340. A delay study identified al level of service "E" for eastbound CR 340 vehicles during the AM and PM peak period. There were seven potentially correctable crashes from 1/1/2019 until 8/16/2024. The maximum number of potentially correctable crashes that occurred within a 12-month period was three collisions between April 2023 and March 2024. There were no fatal crashes. Figure 1: Site Location US 41/CR 340 Intersection S CR 340 NW 182 Ave) NW 182 Ave A ICE Purpose The purpose of ICE (Intersection Control Evaluation) is to consider the projected safety and operations of multiple context-sensitive control strategies for new or modified intersections. This analysis promotes thoughtful consideration of alternative intersection types using quantitative analysis for each control type. Stage 1 is a screening stage and uses FHWA's Capacity Analysis for Planning of Junctions (CAP-X) for operational analysis and FHWA's Safety Performance of Intersection Control Evaluations (SPICE) for safety analysis to determine which options proceed to Stage 2. Stage 2 utilizes more detailed project data and analysis to perform a benefit to cost calculation which considers both projected safety and operational data. Page 1 US 41 AT CR 340 STAGE 1 ICE Stage 1 ICE Key Variables The traffic counts collected on Wednesday, August 28, 2024, for the signal warrant analysis were used for the ICE analysis turning movement counts. The FDOT Level of Service Report showed negative growth as compared to the most recent AADT, therefore a 1% annual minimum growth rate was used for US 41. The CR 340 AADT was estimated based on the 12-hour turning movement counts. CR 340 west approach primarily serves as access to recreational parks like Poe Springs, Ginnie Springs Outdoor, a church and a built- out residential neighborhood. No historical data is known for CR: 340; therefore, a 2% annual growth rate has been used for CR 340. The opening year for the modified intersection is projected to be 2026 with a design year of 2036. Stage 1 ICE Results Given that this intersection is a four-legged intersection with a two-lane undivided roadway, as well as considering traffic volume, distance between adjacent signals, speed, land use, and roadway configuration at and approaching the intersection, several intersection options were not considered. These include All-Way Stop Control, Partial Displaced Left-Turn, Displaced Left-Turn, Signalized Restricted Crossing U-Turn, Unsignalized Restricted Crossing U-Turn, Median U-Turn, Bowtie, Signalized ThruCut, Unsignalized ThruCut, a Mini- roundabout, a Continuous Green Tee, Quadrant, and a two-lane Roundabout. In addition to the existing Two-Way Stop Control, a traffic signal, and a one-lane Roundabout were evaluated. Based on the CAP-X outputs, the Two-Way Stop Control is over capacity for AM and close to capacity for PM. However, traffic signal and one-lane Roundabout options are projected to be less than half capacity under 2036 volume conditions. The one-lane Roundabout is projected to have the best crash predictionr rank and Safe Systems for Intersections (SSI) Score, while the traffic signal has second rank and the Two-Way Stop Control has last rank. An initial review of potential RW and utility impacts of traffic control options was conducted using readily available information and RW maps provided by FDOT R/W department. No design, survey, or subsurface utility exploration was completed. Therefore, this is preliminary and will need to be confirmed in design. One proposed option for improving the US 41/CR 340 intersection includes installing a signal, adding left-turn lanes on both the northbound and southbound sides of US 41, and widening CR 340 to accommodate a right-turn lane. The design speed for US 41 has been confirmed as 70 kilometers per hour or 43.5 MPH with a posted speed of 40 mph. Using a design speed of 40 mph and RRR criteria, the roadway widening and signal poles can be added without relocating four existing utility poles or requiring additional right-of- way (RW). We would need to petition to lower the design speed to 40 mph, request a variance, or purchase RW and move four utility poles to implement this option. CR 340 has a 45-mph posted speed limit. Widening CR 340 to add a right-turn lane, the electric pole at the southwest corner of the intersection does fall within the clear zone and will need to be relocated. It is worth noting that this pole already appears to be within the clear zone under current conditions. Mast arm signalization is likely to be needed to avoid conflicts with overhead power lines. For the roundabout option, using a WB 62FL as the design vehicle, the RWW footprint is anticipated to be 150 feet in diameter. This footprint will impact the properties at all four corners of the intersection. Additional RWi is also likely to be required for the construction of splitter islands on the US 41 approaches and for drainage improvements. The utility poles at the southwest and southeast corners will need to be relocated. As a result, the roundabout option will require RW acquisition from properties in each quadrant of the intersection. An initial layout oft this roundabout would indicate that a full take of the residential properties on the west side ofUS41 will not be needed; however, significant business damages are likely on the east side of US 41. A graphic showing the roundabout footprint is shown in Figure 2. The traffic signal and one-lane roundabout are recommended for further evaluation in Stage II ICE. Attached are the ICE Worksheets, CAP-X Worksheets, SPICE Worksheets, FDOT Level of Service Report, and the original Signal Warrant Analysis. Page 2 Ib sn e 6 US 41 AT CR 340 STAGE 1 ICE Appendix A - FDOT ICE Worksheets Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Initial Inputs This spreadsheet was developed by FDOT to support the ICE Policy. This spreadsheet tool shall be used to document thet findings of the ICE procedure. Selections must be made int the "Intersection Type" and' "Project Funding Source" cells below for the appropriate Stage 1and Stage 2 forms toi fully populate. Project Name US4 41 at CR3 340 Stage 1 ICE FDOT Project # Submitted By Setul Shah Agency/Company Peters and' Yaffee. Inc. Date 10/28/2024 Email FMPEEFENSPIRrroT FDOT District District 2 County Alachua Project Locality (Cily/Town/ilage) High Springs Intersection Typel At-Grade Intersection FDOT Context Classification C3C Suburban Commercial Project Funding Source Non-federal Project Type Other At Grade Control Strategies To Be Considered? Two-Way Stop-Control Yes AII-Way Stop-Control No Signalized Control Yes Roundabout (1-lane) Yes Roundabout (2-ane) No Median U-Tum No Median U-Turn (Partial) No Restricted Crossing U-turn (Signalized) No Restricted Crossing U-tur (Unsignalized) No Jughandle (Forward Ramps) No Jughandle (Reverse Ramps) No Displaced Left-Turn (Partial) No Continuous Green Tee No Quadrant Roadway No Thru-Cut (Signalized) No Thru-Cut (Unsignalized) No Bowtie No Other 1(Type) Other 2(Type) Other 3(Type) Other 4(Type) Other5_(ype) Florida Department of Transportation Intersection Control Evaluation Form 750-010-30 Intersection Control Evaluation (ICE) Form Stage 1: Screening To fulfill the requirements of Stage 1 (Screening) of FDOT's ICE procedures, complete the following form and append all supporting documentation. Completed forms are to be submitted to the District Traffic Operations Engineer (DTOE) and District Design Engineer (DDE) for the project's approval. Project Name US4 41at CR 340 Stage 1ICE FDOT Project # Submitted By Setul Shah Agency/Company Peters and Yaffee. Inc. Date 10/28/2024 Email FMMPpHergmaalevcom FDOT District District 2 County Alachua Project Locality (Ciy/Town/llage) High Springs Intersection Type At-Grade Intersection FDOT Context Classification C3C Suburban Commercial Project Funding Source Non-federal Project Type Other As part of a signal warrant analysis, FDOT recommendedi further study oft the intersection because it meets signal Project Purpose (What warrant threshold. is the catalyst for this project and whyi isi it being undertaken?) US 41 is a two-lane undivided rural principal arterial that runs in a north-south direction with a posted speed limit of 40 Project Setting Description mph which reduces to 30 mph approximately 300 feet north of the intersection. CR 340 is a two-lane undivided facility (Describe the area surrounding the that runs in an east-west alignment with a posted speed limit of 45 mph. CR 340 west approach provides access to a intersection) church, built-out residential neighbourhood and recreational parks (Ginnie Springs Outdoor and Poe Springs). Therei is a sidewalk on the west side ofUS 41, north of CR3 340. Sidewalk exists along the north side of the CR340 Multimodal Context west approach. There are no bike lanes along US41/CR 340. There are no marked pedestrian crossings on either US (Describe the pedestrian, bicycle, and 41 or CR 340 approaches. During the 12-hour TMCs, six pedestrians and seven bicyclists were observed. transit activity in the area and the potential for activity based on surrounding land uses and development patterns) Major Street Information Route #: US4 41 Route Name(s) High Springs Main Street Milepost 25.586 Existing Control Type Two-way Stop-Control Existing AADT 11,615 Design Year AADT 13,009 Design Vehicle Florida Interstate Semitrailer (WB-62FL) Control Vehicle Florida Interstate Semitrailer (WB-62FL) Primary Functional Classification Rural Principal Arterial Other Design Speed (mph) 40 Secondary Functional Classification (if app.) Target Speed (mph) [if app.] Direction Northbound Number ofl Lanes Study Period #1 Traffic Study Period #2 Traffic Sidewalks along: Neither side of the approach Left-Turn 0 Volumes Volumes # Crosswalk on Approach? No Left-Through 0 Weekday AM Peak Weekday PM Peak On-Street Bike Facilities? No Through 0 Left 37 Left 85 Multi-Use Path? No Lef-Through-Right 1 Through 287 Through 273 Scheduled Bus Service? No Through-Right 0 Right 0 Right 1 Bus Stop on Approach? No Right-Turn 0 Daily Truck' % 2.5% Direction Southbound Number of Lanes Study Period #1 Traffic Study Period #2Traffic Sidewalks along: One side of the approach Left-Turn 0 Volumes Volumes Crosswalk onApproach? No Left-Through 0 Weekday AM Peak Weekday PMI Peak 0 18 27 On-Street Bike Facilities? No Through Left Left Multi-Use Path? No Left-Through-Right 1 Through 258 Through 250 Scheduled Bus Service? No Through-Right 0 Right 123 Right 258 Bus Stop on Approach? No Right-Turn 0 Daily Truck % 1.5% Minor Street Information Route #: CR340 Route Name(s) NW 182nd Avenue Existing Control Type Two-way Stop-Control Milepost (ifa fapp.) Existing AADT 6,823 Year Design Vehicle Intermediate Semitrailer (WB-50) Control Design AADT 7,642 Vehicle Intermediate Semitrailer (WB-50) Primary Functional Classification Rural Major Collector Speed Secondary Functional Classification (if fapp.) Design (mph) 45 Direction Target Speed (mph)! [f app.] Eastbound Number of Lanes Study Period #1 Sidewalks along: One side of the approach Left-Turn Traffic Study Period #2 Traffic * Crosswalk on Approach? No 0 Volumes Volumes dE On-Street Bike Faciities? Left-Through 0 Weekday AMI Peak Weekday PM Peak df No Through 0 Left 174 Multi-Use Path? No Left 110 Left-Through-Right 1 Through 16 Scheduled Bus Service? No Through 8 Through-Right 0 Right 57 Bus Stop on Approach? No Right 52 Right-Tur 0 Daily Truck % 5.3% Direction Westbound Number of Lanes Study Period #1 Sidewalks along: Neither side of the approach Traffic Study Period #2 Traffic # Left-Turn 0 Volumes Volumes Crosswalk on Approach? No a a On-Street Bike Facilities? Left-Through 0 Weekday AM Peak Weekday PM Peak No 0 Multi-Use Path? Through Left 0 Left 2 No Lef-Through-Right 1 Through 0 Scheduled Bus Service? No Through 14 Through-Right 0 25 on Right Bus Stop Approach? No Right 21 Right-Turn 0 Daily Truck % Direction 0.0% Number of Lanes Study Period #1 Traffic Sidewalks along: Study Period #2 Traffic * Left-Turn Volumes Volumes Crosswalk on Approach? Left-Through Weekday AM Peak On-Street Bike Facilities? Weekday PMI Peak Through Left Multi-Use Path? Left Lef-Through-Right Through Scheduled Bus Service? Through Through-Right Right Bus Stop on Approach? Right Right-Turn Daily Truck % Crash History (Existing Intersections Only) Append the most recent five-years of crash data fori the intersection from the CAR System. If the crash data evidences discuss briefly here: any issues relating to safety performance, Crash data from FDOT's Crash Analysis Reporting (CAR) database and Signal Four Analytics for the of Atotal of 14 collisions were within the study area and seven were identified as being potentially correctable period if the January 1, 2019, through August 16, 2024 was used. fatalities, 12 injuries in six injury crashes, and eight property damage only crashes. There were seven intersection were to be signalized. There were: zero off-road crash, and one rear-end crash. angle crashes, four sideswipe crashes, one backing crash, one Provide a brief justification as to why each of the following control Control Strategy Evaluation impacts. strategies should be advanced or not. Justification should consider potential environmental CAP-X Outputs SPICE Outputs VIC Ratio Ped Bike Crash Weekday AM Weekday PM Accom. Accom. Prediction Justification Control Strategy Peak Peak Score Score Rank SSI Strategy to be Rank Advanced? Two-Way Stop- Over capacity and an existing crash Control 1.07 0.96 2.74 NA 3 3 No issue Signalized Roadway widening is required Control 0.46 0.49 4.31 NA 2 added without and signal poles can be 2 Yes relocating existing utility poles or requiring additonal RWW if design speed lowered or variance is granted. Roundabout Additional RWW is required for this (1-lane) 0.36 0.51 5.62 NA 1 1 Yes option. Resolution To be filled out by FDOT District Trafic Operations Engineer and District Design Engineer Project Determination' Multiple Viable Alternatives Identified: Continue to Stage 2 Comments DTOE Name James F. Hannigan, Jr. PE Signature Date DDE Name Kathryn D. Thomas, PE Signature Date US 41 AT CR 340 STAGE 1 ICE Appendix B CAP-XWorksheets Capacity Analysis for Planning of Junctions Detailed Report -F Page 1of4 Project Name US4 41 at CR: 340 Stage 1 ICE ProjectNumber AR: 2024.0173 Location High Springs. FL Datel 10/15/2024 AMF Peak (7:15 AM- 8:15A AM) Number ofl Intersectionl Legs 4 Major StreetDirection North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right € 17 Heavy Vehicles Volume Growth A - Eastbound 0 174 16 57 5.30% 24.00% Westbound 0 0 0 25 0.00% 0.00% Southbound 0 18 258 123 1.50% 12.00% Northbound 0 37 287 0 2.50% 12.00% nt 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck tOPCE Factor Suggested= = 2.00 2.00 FDOT Context Zone C6-Urban Core E-W/ Crossing East-West Legs Low Low Low N-S/ Crossing! North-South! Legs Low Low Low 2-phase signal Suggested = 1800 1800 Criticall Lane' Volume 3-phase signal Suggested = 1750 1750 Threshold 4-phase signal Suggested-1 1700 1700 Capacity Analysis for Planning of Junctions Detailed Report- Page 20f4 Number ofl Lanes for Non-roundabout Intersections Northbound Southbound Eastbound Westbound TYPE OF INTERSEC CTION Sheet U R R L T R 0 Traffic Signal FULL Two-Way Stopo Control N-S Number of Lanes for Ramp Terminal Intersections Northbound Southbound Eastbound Westbound TYPE OFF RAMP TERMINAL Sheet INTERSECTION J U L 1 R Capacity Analysis for Planning of Junctions Detailed Report Page 3of4 Results for Non-roundabout Intersections Zone1 Zone? Zone3/Eas Zone 4West) PedAccom Bicycle (North) (South) verall vic Ratio Accom. Em TYPE OF INTERS SECTION Sheet CLV VIC CLV vIc CLV vIc CLV VIC CLV VIC Score Score Traffic Signal FULL 775 OA6 046 4.31 Two-Way Stop Controi NS 141 4.07 2.74 Capacity Analysis for Planning of Junctions Detailed Report-P Page 40 of4 Results for Roundabouts Zone 1(North) Zone3(East) Zone2(South) Zone 4(West) verall vle Ratic PedA Accom Bicycle TYPE OF Score Accom. ROUNDABOUT Lane1 Lane? Lanes Lane1 Lane2 Lane3 Lane1 Lane2 Lanes Lane1 Lane2 Lane3 Score 9.03 0.36 5,62 . 1X1 0.35 933 g36 Results for Ramp Terminal Intersections Zone Lt (Ctr. (Ctr. Zones Zone6 Mrg) (Rt PedA Accom Blcycle TYPE OFF RAMP TERMINAL Sheet Mrg) Mrg) 2) Mrg) Overall vic Ratio Score Accom. Score INTERSECTION CLV VIC CLV VIC CLV VIC CLV vIc CLV VIC CLV VIC Capacity Analysis for Planning of Junctions Summary Report. Page 1 of2 Project Name US 41 at CR 340 Stage 1 ICE Project! Number AR: 2024.0173 Location High Springs, FL Date 10/15/2024 AM Peak (7:15 AM-8:15 AM) Number ofl intersection Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right a 6 - Heavy Vehicles Volume Growth Eastbound 0 174 16 57 5.30% 24.00% Westbound 0 0 0 25 0.00% 0.00% Southbound 0 18 258 123 1.50% 12.00% Northbound 0 37 287 0 2.50% 12.00% Adjustment Factor 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck to PCE Factor Suggested = 2.00 2.00 FDOT Context Zone C6-Urban Core E-W/ Crossing East-West Legs Low Low Low N-S/ Crossing North-South Legs Low Low Low 2-phase signal Suggested = 1800 1800 Critical Lane Volume Threshold 3-phase signal Suggested = 1750 1750 4-phase signal Suggested = 1700 1700 Capacity Analysis for Planning of Junctions Summary Report Page 2 of2 TYPE OF INTERSECTION Overal! vic VIC Accommodation Pedestrian Accommodation Bicycle Ratio Ranking Score Score 1X1 0.36 1 5.62 Traffic Signal 0.46 2 4.31 Two-Way Stop Control N-S 1.07 3 2.74 - - = - - - - - - - - = - = - - - - Capacity Analysis for Planning of Junctions Detailed Report Page 1of4 Project Name US4 41 at CR3 340 Stage 1 ICE ProjectNumber AR: 2024.0173 Location High Springs, FL Datel 10/15/2024 PMI Peak (5:00F PM-6:00PM) Numberc ofl fIntersection Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right - € 1 Heavy Vehicles Volume Growth - Eastbound 0 110 8 52 5.30% 24.00% Westbound 0 2 14 21 0.00% 0.00% Southbound 0 27 250 258 1.50% 12.00% Norhbound 0 85 273 1 2.50% 12.00% Adjustment Factor 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck to PCE Factor Suggested-2.00 2.00 FDOT Context Zone C6-Urban Core E-WI Crossing East-West Legs Low Low Low N-S/ /Crossing North-South Legs Low Low Low 2-phase signal Suggested =1 1800 1800 Criticall Lane Volume Threshold 3-phase signal Suggested=1 1750 1750 4-phase signal Suggested = 1700 1700 Capacity Analysis for Planning of Junctions Detailed Report -P Page 2of4 Number of Lanes for Non-roundabout Intersections TYPE OF INTERSECTION Sheet Northbound Southbound Eastbound Westbound U T R U L R U L T R Traffics Signal FULL 0 Two-Way Stopo Control N-S Number ofl Lanes for Ramp Terminal Intersections TYPEOFR RAMP TERMINAL Sheet Northbound Southbound Eastbound Westbound INTERSECTION U R Capacity Analysis for Planning of Junctions Detailed Report -Page 3 of4 Results for Non-roundabout Intersections Zone Zone? Zone Zone TYPE OF INTERSECTIO Sheet (North) (South) Zone3/Eass 4West) (Center) Overall vic Ratio PedA Accom, Bicycle Accom. CLV VIC CLV VIC CLV VIC CLV VIC CLV VIC Score Score Traffic Signal FULL 830 942 049 4.31 Two-Way Stop Control N-S 036 0.96 2,74 Capacity Analysis for Planning of Junctions Detailed Report -Page4c of4 Results for Roundabouts TYPEOF Zone 1(North) Zone3 3(East) Zone 2(South) Zone4 4(West) Bicycle ROUNDABOUT Overall vlc Ratio PedA Accom Lanei Lane2 Lane3 Lane 1 Lane2 Lane3 Lane1 Lane2 Lane3 Lane1 Lane2 Lane 3 Score Accom. Score 1x1 051 0.23 g7 pos 0.51 5.62 Results for Ramp Terminal Intersections TYPEOF RAMP TERMINAL Zone Mrg) Mrg) 1) (Ctr. (Ctr. Zone Zone Rt INTERSECTION Sheot 2) Mrg) Mrg) verall vlc Ratic PedA Accom Bicycle Accom. CLV vic CLV VIC CLV vIc CLV VIC CLV VIC CLV VIC Score Score Capacity Analysis for Planning of Junctions Summary Report Page 1 of2 Project Name US 41 at CR3 340 Stage 1 ICE Project Number AR: 2024.0173 Location High Springs, FL Date 10/15/2024 PMI Peak (5:00 PM- 6:00 PM) Number ofl fIntersection! Legs 4 Major Street Direction North-South Traffic Volume Demand Volume (Veh/hr) Percent (%) U-Turn Left Thru Right - Heavy Vehicles Volume Growth L Eastbound 0 110 8 52 5.30% 24.00% Westbound 0 2 14 21 0.00% 0.00% Southbound 0 27 250 258 1.50% 12.00% Northbound 0 85 273 1 2.50% 12.00% Adusimert Factor 0.80 0.95 0.85 Suggested 0.80 0.95 0.85 Truck to PCE Factor Suggested = 2.00 2.00 FDOT Context Zone C6-Urban Core E-W Crossing East-West Legs Low Low Low N-S Crossing North-South Legs Low Low Low 2-phase signal Suggested = 1800 1800 Critical Lane Volume Threshold 3-phase signal Suggested = 1750 1750 4-phase signal Suggested = 1700 1700 Capacity Analysis for Planning of Junctions Summary Report Page 2 of2 TYPE OF INTERSECTION Overall vic VIC Accommodation Pedestrian Accommodation Bicycle Ratio Ranking Score Score Traffic Signal 0.49 1 4.31 1X1 0.51 2 5.62 Two-Way Stop Control N-S 0.96 3 2.74 - - - - - US 41 AT CR 340 STAGE 1 ICE Appendix C SPICE Worksheets 1 2 3 1 I - I E E E E E I 3 : e E 3 a - a - 8 a 8 de a g 0 - I 5 5 3 % de 3 I 1 g 2 : I I a 8 I I 5 I 3 2 3 : a I I 1 of d0 5 p I I N a 1 d0 E 1 e le I I à M I e E E I a I I E4 E e A I I 6 de I I I I 3 $ a 3 Es 58 a I I I 3 38 a 5 3 E I E 9 9 I à E E 5 E 5 a I a 1 E - E I E 5 3 - - - € 3 9 E US 41 AT CR 340 STAGE 1 ICE Appendix D FDOT Level of Service Report 6 a e 1 7 S & 1 € e / & S . e es a - - o MA / $ AV 3 > U a $ 1S 415 MN 5 US 41 AT CR 340 STAGE 1 ICE Appendix E Signal Warrant Analysis US 41 at CR 340 Signal Warrant Analysis Alachua County (26030000; MP 25.586) Prepared by - - Peters and Yaffee, Inc. Prepared for - FDOT District Two FDOT Professional Engineer Certificate 1, Austin Chapman, PE 72474, certify that currently hold an active license in the State of Florida and am competent through education or experience to provide engineering services in the civil discipline contained in this plan, print, specification, or report. Project US41 at CR 340 Signal Warrant Analysis Location Alachua County, Florida Client FDOT District Two THIS ITEM HAS BEEN DIGITALLY SIGNED AND SEALED BY ON THE DATE ADJACENT TO THE SEAL : 5 PRINTED COPIES OF THIS DOCUMENT ARE C 5 NSE NOT CONSIDERED SIGNED AND SEALED No 72474 AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. * PETERS AND YAFFEE, INC. STATE OF 9822 TAPESTRY PARK CIRCLE, SUITE 205 LORIDP - JACKSONVILLE, FL: 32246 ONAL EN AUSTIN CHAPMAN, P.E. 72474 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Table of Contents Introduction Figure 1: Site Location Access Classification Traffic Data Collection Table 1: 2024 Existing Traffic - US 41 at CR 340 Table 2: 2024 Existing Traffic - CR 340 at US 41 3 Table 3: 2024 Adjusted Traffic - CR 340 at US 41 Table 4: 2024 Adjusted Traffic - CR 340 at US 41 Delay Study. Table 5: CR 340 at US 41 Delay Study. Future Roadway Improvements. 5 Crash History. 5 Table 6: Crash Summary ofUS 41 at CR 340. 6 Signal Warrant Analysis 6 Table 7: Signal Warrant Types.. 6 Conclusions and Recommendations Appendix A Straight-Line Diagram Appendix B Condition Diagram Field Review Photos Appendix C 2024 Turning Movement Counts Appendix D Pagones Theorem Appendix E Delay Study Appendix F FDOT 5-Year Tentative Work Program Appendix G Collision Summary Collision Diagram Appendix H Traffic Signal Warrant Forms US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Introduction A signal warrant analysis has been prepared to determine if a traffic signal is warranted and should be installed at the US 41/CR 340 (NW 182 Ave) intersection in Alachua County, Florida. The site location is shown in Figure 1. Figure 1: Site Location US 41/CR 340 5 Intersection 5 CR 340 W 182 Avel NW 182 Ave E Access Classification US41 is an Access Management Classification 6 facilityi in the vicinity oft the US 41/CR 340 intersection. As such, signalized intersections are permitted every 1,320 feet (0.25 mile). The signalized US 41/CR 340 intersection is the nearest signalized intersection and is located 0.59 miles (approximately 3,140 feet) north of the US 41/CR 340 intersection. Therefore, a signal at this location would meet access management standards. The straight-line diagram for this segment ofUS 41 is contained in Appendix A. Traffic Data Collection In the vicinity of the US 41/CR 340 intersection, US41 is a two-lane undivided rural principal arterial that runs in a north/south alignment. The speed limit on US 41 is 40 mph at CR 340. The speed limit is 30 mph about 315 feet north of the US 41/CR 340 intersection. CR 1 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS 340 is a two-lane undivided facility (near the intersection) that runs in a west/east alignment. The posted speed limit for CR 340 is 45 mph. Near the intersection, land use along US 41 consists primarily of residential and commercial uses. As shown in Figure 1, CR 340 intersects US 41 to form a 4-way intersection. The US 41/CR 340 intersection is unsignalized and the geometry is as follows: Northbound (US 41): This road has one shared left/through/nght-tum lane. Southbound (US 41): This road has one shared left/through/ight-tum lane. Eastbound (CR 340): This road is stop controlled with one shared ef/through/nighnt-tum lane. Westbound (CR340): This road is stop controlled with one shared leflhrough/ight-tum lane. There are paved shoulders on US 41 and CR 340. There is a sidewalk along the west side of US 41 north of the intersection and on the north side of CR 340 west of the intersection. There are no crosswalks at the US 41/CR 340 intersection. The nearest marked US 41 pedestrian crossing is located at the mid-block crosswalk just north of the NW 185th Road intersection which is a little more than % mile north of the CR 340 intersection. Ai field review was conducted on Thursday, August 22, 2024, between 5:00 PM and 6:00 PM. It should be noted that this field review was conducted on a day in which it rained sporadically all day, SO there may have been less traffic on CR 340 due to reduced demand for springs access. CR 340 is stop controlled with one exiting lane marked. There was one vehicle observed to use the shoulder to turn right instead of waiting behind a left-turning vehicle. There is a short portion of CR 340 east of US 41 with little traffic that provides access to a service station. There were several trucks observed on US 41 as well as turning to and from CR 340. On both US 41 approaches, there are post-mounted CR 340 trailblazer signs. On the CR 340 approach, there are post-mounted US 41 and US 27 trailblazer signs. The US 41 speed limit at CR 340 is 40 mph and changes to 30 mph approximately 350 north of CR 340. There are no left or right-turn lanes on US 41. US 41 is centered within the right of way and utility poles were measured approximately 17 feet from the edge of the through travel lane. There was significant traffic on CR 340 that used Northwest 237th Street (adjacent street to the west of US 41) and avoided US 41. No bicyclists or pedestrians were observed during the field review. Adequate sight distance based on a design speed of 40 mph and a passenger vehicle is available for the US 41/CR 340 intersection. FDOT sight distance criteria and pictures of the intersection are provided in Appendix B. On Wednesday, August 28, 2024, turning movement counts were collected at the US 41/CR 340 intersection from 7 AM to 7 PM. The turning movement counts are provided in Appendix C. The 2024 Existing hourly turning movement traffic volumes for US 41 are summarized in Table 1. The 2024 Existing hourly turning movement traffic volumes for CR 340 are summarized in Table 2. Pagones Theorem is a good guide to follow the MUTCD's guidance to determine what, if any, portion of the right-turn traffic should be subtracted from the minor-street traffic count. The Pagones Theorem formula is Radj = Rx[1 = (fminor - fmain)]. Based on the lane configuration, the fminor factor for CR 340 is 0.6 when the right-turn volume is greater than 70% of the minor street total volume, 0.4 when the right-turn volume is greater than 35% of the minor street total volume and less than or equal to 70% of the minor street total volume, and 0.2 when the right-turn volume is less than or equal to 35% of the minor street total volume. In the case ofboth minor street approaches, the fmain factor adjusts depending on the main street volume. Pagones Theorem is provided in Appendix D. Tables 3 and 4 contain the calculations and adjusted volumes for CR 340 based on Pagones Theorem. 2 8 a 8 3 B 3 e 8 E 8 8 & 3 8 a 8 a 8 a & a a 8 8 e 8 8 8 8 e 5 a 8 3 8 - N e e E 8 8 e 8 8 e 6 D e 8 8 E 3 E 3 3 de 8 8 3 - 00 - B0 1 8 E 3 a 8 e N E a 8 6 11 5 11 1 48 é3 1E 48 I8 1 - 6 - N 8 2 2 e 5 8 E 8 e S e E 3 e E e e a & 8 5 3 8 8 N 88 8 4 2 2 o o 2 1 - D 8 e T S e a : a a R e 3 $ & f 8 of 4 b C do - - : - a n 1 - 2 o - 2 80 S € * e E 8 e 3 e e 8 3 N & 1 - & S e 3 8 9 8 8 8 7 6 6 - 1 16 9 & & 8 S d8 d0 4 4 de 11 d0 d0 8 1 e 6 E e 8 e 8 e e 5 1 - 11 N & 8 6 a & 3 86 8 & R 5 8 8 6 1 3 1 16 16 8 15 6 - 16 N e 3 8 e 6 e $ $ 9 3 8 a e 8 & 3 8 E 3 8 3 e B 8 8 8 8 S $ 8 3 92 / 0 a 00 5 5 3 % US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Delay Study On Wednesday, August 28, 2024, a delay study was conducted at the US 41/CR 340 intersection from 7:00 AM to 8:00 AM, and 5:15 PM to 6:15 PM. These hours were selected as they were anticipated to have the greatest level of delay on CR 340 based on the traffic volumes. The full study is provided in Appendix E. The delay study was conducted for eastbound CR 340 vehicles exiting onto US 41. The results are summarized in Table 5. The observed stopped delay was adjusted to add four seconds based on the acceleration- deceleration delay correction factor shown in Table 7-3 of FDOT's MUTS. According to the Level of Service Criteria for Unsignalized Intersections from the Highway Capacity Manual 2010, the CR 340 eastbound movement operates with LOS E from 7:00 AM to 8:00 AM (with a total average control delay of 41 seconds), and LOS E from 5:15 PM to 6:15 PM with a total average control delay of (41 seconds). Table 5: CR 340 at US 41 Delay Study Eastbound CR 340 Eastbound CR 340 7:00 AM - 8:00 AM 5:15 PM - 6:15 PM SharedletThoughRent Shared Lef/Through/Right Number of Lanes One One Number of Vehicles 272 Vehicles 188 Vehicles Maximum Vehicle Stopped Time at Stop 246 Seconds 152 Seconds Sign Average Vehicle Stopped Time at Stop Sign 37 Seconds 37 Seconds Arceleration-Deceleration CF 4 Seconds 4 Seconds Total Average Control Delay 41 Seconds 41 Seconds Maximum Vehicle Queue 13 Vehicles 10 Vehicles Control Delay in Vehicle Hours 3.10 Hours 2.14 Hours Level of Service E E Future Roadway Improvements The FDOT Tentative 5-Year Work Program was reviewed to determine if any roadway improvements are planned near the US 41/CR 340 intersection. No projects were found in the area. The current FDOT Tentative 5-Year Work Program is provided in Appendix F. Crash History Crash data was obtained from FDOT's Crash Analysis Reporting (CAR) database and Signal Four Analytics for the period of January 1, 2019, through August 16, 2024. The crash summary and collision diagram are contained in Appendix G. The crash data is summarized and sorted by collision type in Table 6. A total of 14 collisions were within the study area and seven were identified as being potentially correctable if the intersection was to be signalized. Of these, three potentially correctable crashes occurred within a 12-month period (April 2023 - March 2024). A total of 11 crashes happened during the day and three crashes occurred at night. All 14 crashes occurred with dry pavement conditions. There were 12 injuries from six injury crashes, eight property damage only crashes, and no fatalities. 5 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Table 6: Crash Summary of US 41 at CR340 Crash Type Potentially 2019 2020 2021 2022 2023 2024* Total % of Correctable? Total Angle Yes 3 1 0 2 1 7 50% Backing No 0 1 0 0 0 1 7% Off-Road No 0 0 0 1 0 1 7% Rear-End No 0 0 0 0 1 0 1 7% Sideswipe No 1 2 0 1 U 4 29% Total 4 4 2 3 1 14 100% *2024 crashes are from 01/01/2024 = 8/16/2024. Crash reports that reveal the identity, home or employment telephone number or home or employment address of, or other personal information concerning the parties involved in the crash and that are held by any agency that regularly receives or prepares information from or concerning the parties to motor vehicle crashes are confidential: and exempt from s. 119.07(1) and s. 24(a), Art. lof the State Constitution for a period of6 60 days after the date the report is fled. According tot the FDOT, there is a maximum time frame of 10 days from the occurrence of a crash to its submission to the $4 system. Consequently, crash data utilized in studies will be at least 70 days old to adhere to the amended F.S. 316.066. Signal Warrant Analysis A traffic signal warrant analysis was conducted for the US 41/CR 340 intersection. The 2024 traffic volumes at the intersection were compared to the guidelines set forth in the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD describes nine warrants to be considered as justifying criteria necessary to be met before a traffic signal installation should be approved. The nine warrants are listed in Table 7. Table 7: Signal Warrant Types MUTCD Signal Warrants Warrant 1 Eight-Hour Vehicular Volume Warrant 2 Four-Hour Vehicular Volume Warrant 3 Peak Hour Warrant 4 Pedestrian Volume Warrant 5 School Crossing Warrant 6 Coordinated Signal System Warrant 7 Crash Experience Warrant 8 Roadway Network Warrant 9 Intersection Near a Grade Crossing The installation of a traffic signal must improve the overall safety andlor operation of the intersection. Satisfying one or more warrants alone does not in itself provide justification to construct a signal. A thorough analysis that considers crash history, field conditions such as sight distances and speed limits, and good engineering judgment must all be considered before the installation of a traffic signal is proposed. The posted speed limit is 40 mph on US 41. Per the MUTCD guidelines, the 70% reduction warranting threshold is used when the intersection is in a built-up area of an isolated community with a population less than 10,000. Therefore, for the purpose of this study, the 70% values were used. As per the lane configuration, both US 41 and CR 340 will be considered as one lane approaches. Warrant 1 Warrant 1 (Eight-Hour Vehicular Volume) is intended for application at locations where a large volume ofintersecting traffic is the principal reason to consider installing a traffic signal or where the traffic volume on a major street is SO heavy that traffic on a minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. Warrant 1 has two conditions but is intended to be treated as a single warrant. If either Condition A or B is satisfied, then the criteria for Warrant 1 is satisfied. 6 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS To meet the requirements for Warrant 1A (Minimum Vehicular Volume), the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. Any 8 hours of an average day are needed to satisfy this warrant. At a minimum, there needs to be at least 105 vehicles per hour exiting CR 340 and 350 vehicles per hour total on both approaches of US 41. At the US 41/CR 340 intersection, eight hours are satisfied. Therefore, Warrant 1A is satisfied. To meet the requirements for Warrant 1B (Interruption of Continuous Traffic), the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. At least 8 hours are needed to satisfy this warrant. At a minimum, there needs to be at least 53 vehicles per hour exiting CR340 and 525 vehicles per hour total on both approaches ofUS41. Atthe US 41/CR 340 intersection eight hours are satisfied. Therefore, Warrant 1B is satisfied. Therefore, Warrant 1 is satisfied. (Warrant 1 - Satisfied) Warrant 2 Warrant 2 (Four-Hour Vehicular Volume) is intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic signal. To meet the requirements for Warrant 2, the total number of vehicles per hour on the major street and the higher-volume minor street approaches should meet the required minimum volumes. Any 4 hours are needed to satisfy this warrant. At a minimum, the four highest hour volume points must lie above the curve on Figure 4C-2 of the MUTCD. At the US 41/CR 340 intersection, four hours are satisfied. Therefore, Warrant 2 is satisfied. (Warrant 2 - Satisfied) Warrant 3 Warrant 3 (Peak Hour) is intended to be applied where traffic conditions are such that for a minimum of 1 hour of an average day, the minor street traffic suffers undue delay when entering the major street. This warrant is usually applied only in the vicinity of facilities that attract or discharge large numbers of vehicles over a short time, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities. As such, this warrant is not applicable to the US 41/CR 340 intersection. (Warrant 3 - Not Applicable) Warrant 4 Warrant 4 (Pedestrian Volume) is intended for application where the traffic volume on a major street is SO heavy that pedestrians experience excessive delay in crossing the major street. Warrant 4 has two conditions but is intended to be treated as a single warrant. Ifeither Condition AorBi is satisfied, then the criteria for Warrant 4 is satisfied. It should be noted that the maximum number of pedestrians observed crossing US 41 at the project's intersection during any hour of the traffic count period was five. To meet Warrant 4A, the total number of vehicles per hour on the major street and the corresponding pedestrians crossing the major street should meet the required minimum volume. Any 4 hours are needed to satisfy this warrant. At a minimum, the highest four-hour volume points must lie above the curve on Figure 4C-6 of the MUTCD. At the US 41/CR 340 intersection, the peak four hours do not meet this requirement. Therefore, Warrant 4A is not satisfied. To meet Warrant 4B, the total number of vehicles per hour on the major street and the corresponding pedestrians crossing the major street should meet the required minimum volume. Any 1 hour is needed to satisfy this warrant. At a minimum, the highest hour volume point must lie above the curve on Figure 4C-8 of the MUTCD. At the US 41/CR 340 intersection, the peak hour does not meet this requirement. Therefore, Warrant 4B is not satisfied. (Warrant 4 - Not Satisfied) 7 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Warrant 5 Warrant 5 (School Crossing) is intended for application where the fact that school children cross the major street is the principal reason to install a traffic signal. The warrant is not applicable. (Warrant 5 - Not Applicable) Warrant 6 Warrant 6 (Coordinated Signal System) is applicable in situations where a coordinated signal system necessitates the installation of a traffic signal to maintain proper platooning of vehicles. The warrant is not applicable. (Warrant 6. - Not Applicable) Warrant 7 Warrant 7 (Crash Experience)i is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic signal. Based on the analyzed crash data, there were seven angle collisions that were potentially correctable with the installation of a traffic signal at the study intersection. Three criteria must be satisfied to meet Warrant 7, including remedial measures to correct the crash history, a minimum of five potentially correctable crashes that are potentially correctable with a traffic signal occurring within a 12-month period, and a minimum level of vehicular volumes. At the US 41/CR 340 intersection, there were three potentially correctable crashes within a 12-month period. Therefore, Warrant 7 is not satisfied. (Warrant 7. - Not Satisfied) Warrant 8 Warrant 8 (Roadway Network) is applicable in situations where a traffic signal is justified to encourage concentration and organization of traffic on a roadway network. The warrant is not applicable. (Warrant 8 - Not Applicable) Warrant 9 Warrant 9 (Intersection Near a Grade Crossing) is intended for use at a location where none of the conditions described in the other eight traffic signal warrants are met but the proximity to the intersection of a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to consider installing a traffic signal. Since there are no railroad crossings in the vicinity of the project's intersection, the warrant is not applicable. (Warrant 9. - Not Applicable) Signal Warrant Summary The signal warrants for the US 41/CR 340 intersection were evaluated. Year 2024 traffic volumes meet Warrant 1 and' Warrant 2 of the applicable MUTCD signal warrants at the 70% threshold. At the 100% threshold, Warrant 1 is satisfied. Warrant 2 is satisfied for three hours at 100% (four hours needed). Ifa turn lane were added on CR 340, Warrant 1 would still be satisfied at the 100% threshold. The completed Traffic Signal Warrant Forms are provided in Appendix H. 8 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Conclusions and Recommendations Traffic counts at the US 41/CR 340 intersection were conducted on Wednesday, August 28, 2028. US 41 is an. Access Management Classification 6 facility in the vicinity of the US 41/CR 340 intersection. A signal at this location would meet access management standards. The sight distances for traffic exiting CR 340 are sufficient as per the FDOT sight distance criteria for stop-controlled intersections. A delay study was conducted for eastbound CR 340 vehicles exiting onto US 41. Motorists experienced an average control delay of 41 seconds on CR 340 between 7:00 AM - 8:00 AM and a delay of 41 seconds between 5:15 PM - 6:15 PM. The delay corresponds with a Level of Service E. Between January 1, 2019 and August 16, 2024, 14 collisions occurred at the US 41/CR 340 intersection. Seven out of 14 crashes were potentially correctible by signalization. The maximum number of potentially correctable crashes that occurred within a 12-month period was three collisions (all angle crashes) between 1/28/2019 and 8/20/2019. The traffic volumes meet MUTCD Warrant 1 and Warrant 2 at the 70% volume level. Warrant 1 is met at the 100% volume level. Ifa a turn lane were added to CR 340, Warrant 1 would still be met at the 100% threshold. Ai traffic signal is warranted and recommended. Per FDOT policy, this intersection should be reviewed using FDOT's Intersection Control Evaluation (ICE) procedure. Options to consider are whether to install a left-turn lane on US 41, a right-turn lane for eastbound CR 340, or if a roundabout would be beneficial. 9 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix A Straight-Line Diagram 3 E UIPR HySE - 6 I se 9 a JHLEL - 3 FE * 2 5292 5: 9 I MN a 8 13 & 3: of I I a E E B5 55 $ MN 32 ! 839 E 93 DE 5 E 5 3 8 # a 3 I 66 665 3 74 VBIMN PEL a3 "SSE MSSE 3AV PRLMN 8 MS MaSE CH E9IMN SHS AERLMN * N SSLSE S6ESE sz MW MI MN ssz SR a8 CS 14281 VN sessE - AV aA w VEEMN 4ISS MN DeL MN 29E5E VBLL MN - 49 ARESE BNSI MN E 09952 wwt AN 5 E PIE SAWON 9 a S AN B5 9 I 65 - 5 - de 5 93 a & : de I - II US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix B Condition Diagram Field Review Photos E e / 3 5 I- a A f 8 d A 5 - A 5 C o 6 o1s Lb Sn STOP 5 6 A A A 8 3 / Eg / 8 A E 8 I US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Looking South on US 41 Eastbound CR 340 Looking North on US 41 a0 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Looking across US 41 - Westbound CR 340 Looking Across US 41 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Westbound CR: 340 Looking North on US 41 2740 V 277600 Westbound CR 340 Looking South on US 41 80 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Queue Eastbound Right Tum Vehicle Passing Another Vehicle in Single Lane on CR340 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Eastbound CR 340 Vehicle Stopping Past Stop Bar 20 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix C 2024 Turning Movement Counts Location: 1 MAIN ST & SOUTHEAST 9 AVENUE AM Date: Wednesday, August 28, 2024 ats LL RAFFIC DATA SERVI ES Peak Hour: 05:00 PM 06:00 PM (303): 216-2439 www.ltrafficdata.net Peak 15-Minutes: 05:30 PM - 05:45 PM Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians (4,353) 535 0.89 404 (4,278) I I MAINST 0- 8 9 N 0 NORTHWEST 182NDA AVEN (2,530) - L U 3 L21 (295) 1 L - 357 N 37 S 110 J 14 0.89 W 0.96 E 0.77 170 8 * S a 2 36 a o o 52 a . 0 o (2,246) a - (340) 0 8 S SOUTHEAST9AVENUE 1 MAINST (2,790) 304 0.91 359 (3,044) D Note: Total study counts containedi linp parentheses. Traffic Counts Motorized Vehicles NORTHWEST 182ND SOUTHEAST9 AVENUE MAIN ST MAIN ST Interval FaybNud Westbound Northbound Southbound Rolling Pedestrian Start Crossings Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Tum Left Thru Right Total Hour West East South North 7:00 AM 0 60 2 14 0 0 0 4 0 3 66 1 0 1 36 22 209 983 0 0 0 0 7:15AM 0 55 2 10 0 0 0 7 0 6 76 0 0 7 47 24 234 995 0 0 0 0 7:30AM 0 46 5 12 0 0 0 7 0 10 99 0 0 5 57 26 267 947 0 0 0 0 7:45AM 0 37 7 22 0 0 0 6 0 7 67 0 0 3 89 35 273 858 0 0 0 8:00AM 0 36 2 13 0 U 0 14 45 0 0 3 65 38 221 759 0 0 0 8:15AM 0 40 2 20 0 0 0 5 39 2 0 6 50 18 186 701 0 0 0 8:30AM 0 48 3 13 0 0 0 7 38 0 0 2 49 13 178 667 0 0 0 8:45AM 0 33 5 12 0 0 5 43 0 0 1 52 19 174 660 0 0 9:00AM 0 38 1 11 0 6 43 0 0 1 31 28 163 675 0 0 0 9:15AM 0 27 5 6 0 14 32 2 0 3 35 25 152 683 0 0 0 9:30A AM 0 32 1 14 0 10 45 2 0 5 36 22 171 693 0 0 0 9:45AM 0 41 2 18 0 14 41 2 0 4 42 23 189 666 0 0 0 10:00AM 0 31 5 0 9 41 0 0 3 32 37 171 630 0 0 0 10:15AM 0 30 0 10 36 0 0 1 38 33 162 619 0 0 0 10:30AM 0 36 Z 0 5 29 0 0 2 38 20 144 614 0 0 0 10:45AM 0 38 2 U 5 35 0 0 2 29 28 153 680 0 0 0 11:00AM 0 30 0 9 40 0 0 2 31 32 160 718 0 0 0 11:15AM 0 39 0 8 37 0 0 1 29 31 157 751 0 0 0 11:30AM 0 29 4 10 55 0 4 55 37 210 773 0 0 0 11:45AM 0 37 2 5 0 10 49 0 0 2 45 33 191 758 0 0 12:00 PM 0 35 3 10 0 6 44 0 0 7 42 40 193 752 0 0 0 12:15 PM 0 30 11 0 0 11 36 1 0 1 44 37 179 726 0 0 0 12:30 PM 0 35 2 10 0 7 44 0 0 0 40 48 195 738 0 0 0 0 12:45 PM 0 22 4 4 0 9 43 0 0 5 44 46 185 742 0 0 0 0 1:00 PM 0 33 2 8 9 37 0 0 2 35 37 167 740 0 0 0 1:15PM 0 17 2 12 0 12 58 0 0 5 50 28 191 784 0 0 0 1:30 PM 0 36 & 0 8 47 0 U 3 38 47 199 801 0 0 1:45PM 0 31 2 0 8 65 0 0 1 32 35 183 836 1 0 1 2:00PM 0 29 1 10 7 0 3 64 1 0 4 44 47 211 870 0 0 2:15PM 0 31 3 8 2 0 13 40 0 0 5 57 46 208 860 0 0 0 2:30PM 0 30 6 7 4 0 13 60 0 0 4 63 45 234 878 0 0 0 2:45 PM 0 30 3 8 0 2 3 0 14 50 0 0 3 58 45 217 896 0 0 0 0 3:00 PM 0 31 3 9 2 5 0 13 39 0 0 0 57 42 201 905 1 0 0 3:15F PM 0 38 3 10 0 0 1 2 0 11 57 0 0 6 57 41 226 967 0 0 0 3:30PM 0 33 3 16 0 6 0 15 64 0 7 52 54 252 968 0 0 3:45PM 0 29 3 11 3 3 0 18 54 0 0 3 51 51 226 975 0 0 4:00PM 0 30 5 17 5 0 18 62 1 0 5 60 58 263 986 0 0 0 4:15PM 0 35 1 11 5 0 24 61 0 0 3 45 42 227 994 0 0 0 4:30PM 0 32 4 16 0 2 5 0 23 64 0 0 5 56 52 259 1,046 0 0 0 4:45PM 0 27 3 11 U 4 0 24 64 0 0 5 53 46 237 1,075 0 0 0 5:00PM 0 20 1 9 1 2 6 0 23 78 0 0 7 60 64 271 1,101 0 0 0 5:15PM 0 30 4 20 0 5 7 0 23 68 0 0 5 62 55 279 1,055 0 0 0 5:30PM 0 29 1 15 0 3 4 0 21 63 1 0 8 76 66 288 1,010 0 1 0 5:45 PM 0 31 2 8 0 0 4 4 U 18 64 0 0 7 52 73 263 911 0 0 0 6:00 PM 0 39 3 6 U 0 1 5 0 18 50 1 0 4 38 60 225 819 0 1 0 6:15PM 0 28 2 7 0 0 6 5 0 14 41 1 0 9 57 64 234 0 0 0 6:30F PM 0 27 4 10 0 2 1 3 0 11 44 0 0 3 33 51 189 0 0 0 6:45F PM 20 4 7 U 1 9 U 12 46 0 4 29 39 171 0 0 Peak Rolling Hour Flow Rates Eastbound Westbound Northbound Southbound Vehicle Type U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Tum Left Thru Right Total Articulated Trucks 0 1 0 0 0 0 0 0 0 0 1 0 0 0 2 5 9 Lights 103 8 50 0 2 14 21 0 83 266 1 0 27 248 252 1,075 Mediums 0 6 U 2 0 0 0 0 0 2 6 0 0 0 0 1 17 Total 110 8 52 0 2 14 21 0 85 273 1 0 27 250 258 1,101 Heavy Vehicle Percentage and Peak Hour Factor Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Heavy Vehicle % 5.3% 0.0% 2.5% 1.5% 2.4% Heavy Vehicle % 0.0% 6.4% 0.0% 3.8% 0.0% 0.0% 0.0% 0.0% 0.0% 2.4% 2.6% 0.0% 0.0% 0.0% 0.8% 2.3% 2.4% Peak Hour Factor 0.89 0.77 0.91 0.89 0.96 Peak Hour Factor 0.00 0.83 0.57 0.77 0.00 0.50 0.58 0.89 0.00 0.98 0.78 0.75 0.00 0.78 0.73 0.90 0.96 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix D Pagones Theorem NDOT Research Report Report No. 123-13-803 Right-Turn Traffic Volume Adjustments in Traffic Signal Warrant Analysis January 2015 Nevada Department ofTransportation 1263 South Stewart Street Carson City, NV 89712 SAFE AND CONNECTED VEVADA RIGHT-TURN TRAFFIC VOLUME ADJUSTMENTS IN TRAFFICSIGNAL WARRANT ANALYSIS 2015 be discussed below, to reduce the number of right turns on the minor street; District Seven just leaved the right-turn reduction to the judgment of engineers; Districts Three, Five, Six, Eight and Nine did not reduce any right turns from the minor street when performing signal warrant The analysis. State of Tennessee DOT was divided into four regions and all of them used engineering judgment to perform right-turn reduction. If the approach had one lane or no right-turn lane, the approach volume was generally not reduced. Reductions were based on traffic volume, storage capacity and geometrics. In many cases, the assumption was made that the geometry of the approach could be modified to handle an exclusive right-turn lane if the lane would help reduce the need for a signalized intersection. The author also concluded that the engineer should be aware that inter-state and intra-state variations in determining right-turn reduction. Manual ofTraffic Signal Design (MTSD) published by the ITE suggested that all right turns be might excluded in the analysis if the approach had a separate right-turn lane and a large-radius curb return. This exclusion could also apply when the right turns were made from a through lane and only a small-radius curb return was available. A formal right-turn adjustment methodology has been developed by the Iinois DOT and also been used by the Alabama DOTI6 Iti is a two-step methodology called Pagones Theorem that uses a minor street equivalent factor and a mainline congestion factor to estimate the portion of turn right volumes. The adjusted right-turn volume is calculated as following, Rad =Rxf1-(Gaer Smaln) (1) where: Radj adjusted right turn volume; R= original right turn volume; fminor minor street adjustment factor; fmain - mainline congestion factor. Note: if fminor - fmain < 0, then Radj = R. The minor street adjustment factor reflects whether minor street geometry and traffic volumes permit the free movement of right turns and reduce right-turn volumes accordingly. The mainline congestion factor adjusts to account for the amount of congestion on the mainline. In essence, fminor considers what portion ofvehicles could get to the intersection to make a right-turn without delay while fmain determines whether there are enough gaps in mainline traffic to permit them to actually make that right-turn. The suggested values for fminorand fmain are listed in Table 1 and 2 according to lane configuration and volume condition. For the mainline right-turn reduction, if there is no mainline right-turn lane, mainline right-turn volumes are added to the through volumes 2013-2014 NDOT Contract Tasks 13 RIGHT-TURN TRAFFICVOLUME ADJUSTMENTSIN TRAFFIC: SIGNAL WARRANT ANALYSIS 2015 for the lane volume calculations; if a right-turn lane is present, mainline right turn volumes are excluded from the calculation. Table 1 Pagones Theorem Right-turn Adjustment Factors Minor Street Adjustment Factor (fminer) Case Lane Configuration Volume Condition fminor R> 0.7V 0.60 1 0.7V2R> 0.35V 0.40 RS0.35V 0.20 R>3T 0.60 3T2R>T/3 0.40 2 RST/3 0.20 T Any configuration with an 3 exclusive right turn lane N 500 ft. 0.75 long. (See note* for shorter right turn lanes) T R> (T+L) 0.65 L>(T+R) Use Case 2 L=T=R(10 veh) 0.40 4 1 L=T>3R 0.20 R=T>3L 0.50 all other conditions 0.30 R>T 0.75 5 TxR>T/2 0.50 TI22R>T/4 0.30 il R<TI4 0.15 Table 2 Pagones Theorem Mainline Congestion Factors Mainline Congestion Factor (Imain) Mainline volume per Mainline volume per lane (veh/hr/lane) fmain lane (veh/hr/lane) fmain 0-3 399 0.0 1100 - 1199 0.40 400 - 499 0.05 1200 - 1299 0.45 500 - 599 0.10 1300 - 1399 0.50 600 - 699 0.15 1400 - 1499 0.55 700 - 799 0.20 1500 - 1599 0.60 800 - 899 0.25 1600 - 1699 0.65 900 - 999 0.30 1700 - 1799 0.70 1000 - 1099 0.35 1800 - 1899 0.75 2013-2014 NDOT Contract Tasks 14 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix E Delay Study atsl ALL TRAFFIC DATA SERVICES Job No -FL-J32471 - CR 340 & US 41 - High Springs Delay-Study Site No :-2 07:00:00 - 08:00:00 Date : 08/28/2024 EB Movements No Joined Queue Released From Queue Delay Queue EB 1 7:00:00 7:00:01 1 0 EB 2 7:00:09 7:00:13 4 1 EB 3 7:00:30 7:00:31 1 0 EB 4 7:00:41 7:00:47 6 1 EB 5 7:00:42 7:00:55 13 2 EB 6 7:00:47 7:01:03 16 2 EB 7 7:01:11 7:01:16 5 1 EB 8 7:01:21 7:01:31 10 1 EB 9 7:01:40 7:01:50 10 1 EB 10 7:01:42 7:01:58 16 2 EB 11 7:01:59 7:02:00 1 0 EB 12 7:02:06 7:02:12 6 1 EB 13 7:02:16 7:02:21 5 1 EB 14 7:02:27 7:02:29 2 1 EB 15 7:02:32 7:02:33 1 U EB 16 7:02:36 7:02:54 18 1 EB 17 7:03:03 7:03:06 3 1 EB 18 7:03:27 7:03:42 15 1 EB 19 7:03:46 7:04:01 15 1 EB 20 7:03:48 7:04:08 20 2 EB 21 7:04:12 7:04:18 6 1 EB 22 7:04:25 7:04:54 29 1 EB 23 7:04:34 7:05:03 29 2 EB 24 7:04:43 7:04:44 1 0 EB 25 7:05:17 7:05:20 3 1 EB 26 7:05:25 7:05:26 1 0 EB 27 7:05:29 7:05:32 3 1 EB 28 7:05:34 7:05:50 16 1 EB 29 7:05:44 7:05:51 7 1 EB 30 7:05:45 7:06:00 15 2 EB 31 7:06:12 7:06:48 36 1 EB 32 7:06:38 7:06:41 3 1 EB 33 7:06:55 7:06:56 1 0 EB 34 7:06:58 7:07:00 2 1 EB 35 7:07:04 7:07:13 9 1 EB 36 7:07:17 7:07:24 7 1 EB 37 7:07:29 7:07:30 1 0 EB 38 7:07:36 7:07:38 2 1 EB 39 7:07:45 7:07:50 5 1 EB 40 7:07:47 7:07:53 6 2 EB 41 7:07:48 7:08:09 21 3 EB 42 7:08:02 7:08:03 1 0 EB 43 7:08:06 7:08:23 17 2 EB 44 7:08:06 7:08:27 21 3 EB 45 7:08:07 7:08:32 25 4 EB 46 7:08:07 7:08:36 29 5 EB 47 7:08:07 7:08:44 37 6 EB 48 7:08:15 7:08:44 29 7 EB 49 7:08:15 7:08:50 35 8 EB 50 7:08:58 7:09:02 4 1 EB 51 7:09:07 7:09:14 7 1 EB 52 7:09:08 7:09:34 26 2 EB 53 7:09:10 7:09:40 30 3 EB 54 7:09:11 7:09:48 37 4 EB 55 7:09:12 7:09:52 40 5 EB 56 7:09:35 7:10:01 26 4 EB 57 7:10:11 7:10:14 3 1 EB 58 7:10:23 7:10:24 1 0 EB 59 7:10:42 7:10:44 2 1 EB 60 7:11:04 7:11:11 7 1 EB 61 7:11:33 7:11:42 9 1 EB 62 7:11:35 7:11:50 15 2 EB 63 7:11:38 7:11:55 17 3 EB 64 7:11:59 7:12:07 8 1 EB 65 7:12:04 7:12:12 8 2 EB 66 7:12:05 7:12:20 15 3 EB 67 7:12:08 7:12:25 17 3 EB 68 7:12:33 7:12:34 1 0 EB 69 7:12:40 7:12:49 9 1 EB 70 7:12:45 7:12:54 9 2 EB 71 7:12:58 7:13:01 3 1 EB 72 7:13:03 7:13:04 1 0 EB 73 7:13:08 7:13:09 1 0 EB 74 7:13:13 7:13:16 3 1 EB 75 7:13:41 7:13:44 3 1 EB 76 7:13:48 7:13:49 1 0 EB 77 7:13:53 7:14:05 12 1 EB 78 7:14:19 7:14:25 6 1 EB 79 7:14:40 7:14:41 1 0 EB 80 7:15:20 7:15:28 8 1 EB 81 7:15:33 7:15:34 1 0 EB 82 7:15:38 7:15:46 8 1 EB 83 7:15:41 7:15:52 11 2 EB 84 7:15:43 7:15:57 14 3 EB 85 7:15:44 7:16:03 19 4 EB 86 7:15:44 7:16:08 24 5 EB 87 7:15:52 7:16:08 16 4 EB 88 7:16:19 7:16:33 14 1 EB 89 7:16:20 7:17:08 48 2 EB 90 7:16:21 7:17:12 51 3 EB 91 7:16:21 7:17:34 73 4 EB 92 7:16:22 7:17:49 87 5 EB 93 7:16:33 7:17:53 80 5 EB 94 7:16:48 7:18:07 79 6 EB 95 7:16:49 7:18:17 88 7 EB 96 7:17:31 7:18:27 56 6 EB 97 7:18:03 7:18:27 24 4 EB 98 7:18:34 7:18:40 6 1 EB 99 7:18:34 7:18:52 18 2 EB 100 7:18:48 7:18:57 9 2 EB 101 7:19:03 7:19:04 1 0 EB 102 7:19:08 7:19:09 1 1 EB 103 7:19:12 7:19:13 1 0 EB 104 7:19:20 7:19:27 7 1 EB 105 7:19:25 7:20:13 48 2 EB 106 7:19:25 7:20:17 52 3 EB 107 7:19:25 7:20:41 76 4 EB 108 7:19:29 7:20:51 82 4 EB 109 7:19:32 7:20:56 84 5 EB 110 7:19:46 7:21:04 78 6 EB 111 7:21:23 7:21:40 17 1 EB 112 7:21:28 7:22:00 32 2 EB 113 7:21:29 7:22:12 43 3 EB 114 7:21:29 7:22:26 57 4 EB 115 7:21:30 7:22:35 65 5 EB 116 7:21:38 7:23:02 84 1 EB 117 7:21:56 7:23:09 73 2 EB 118 7:23:13 7:23:17 4 1 EB 119 7:23:22 7:23:23 1 U EB 120 7:23:45 7:23:56 11 1 EB 121 7:24:06 7:24:41 35 1 EB 122 7:24:09 7:24:47 38 2 EB 123 7:24:50 7:24:51 1 0 EB 124 7:24:59 7:25:28 29 1 EB 125 7:25:00 7:25:43 43 2 EB 126 7:25:08 7:25:21 13 3 EB 127 7:25:26 7:25:55 29 3 EB 128 7:26:09 7:26:15 6 1 EB 129 7:26:29 7:26:30 1 0 EB 130 7:26:35 7:26:45 10 1 EB 131 7:27:10 7:27:25 15 1 EB 132 7:27:20 7:27:21 1 0 EB 133 7:27:30 7:27:55 25 1 EB 134 7:28:01 7:28:02 1 0 EB 135 7:28:08 7:28:09 1 0 EB 136 7:28:13 7:28:15 2 1 EB 137 7:28:30 7:28:33 3 1 EB 138 7:28:37 7:29:09 32 1 EB 139 7:28:48 7:29:15 27 2 EB 140 7:29:01 7:29:21 20 3 EB 141 7:29:02 7:29:28 26 4 EB 142 7:29:32 7:29:37 5 1 EB 143 7:29:33 7:29:41 8 2 EB 144 7:29:44 7:29:51 7 1 EB 145 7:29:50 7:29:53 3 1 EB 146 7:29:57 7:29:58 1 0 EB 147 7:30:05 7:30:12 7 1 EB 148 7:30:42 7:30:45 3 1 EB 149 7:30:50 7:31:03 13 1 EB 150 7:31:17 7:31:26 9 1 EB 151 7:31:18 7:31:30 12 2 EB 152 7:31:25 7:31:36 11 0 EB 153 7:31:41 7:31:44 3 1 EB 154 7:32:06 7:32:35 29 1 EB 155 7:32:10 7:33:18 68 2 EB 156 7:32:13 7:33:41 88 3 EB 157 7:32:50 7:34:03 73 3 EB 158 7:32:53 7:34:08 75 4 EB 159 7:33:38 7:34:17 39 4 EB 160 7:33:52 7:34:44 52 4 EB 161 7:33:56 7:34:47 51 5 EB 162 7:33:58 7:35:04 66 6 EB 163 7:34:01 7:35:09 68 7 EB 164 7:34:09 7:35:13 64 6 EB 165 7:34:15 7:35:16 61 7 EB 166 7:34:15 7:36:12 117 8 EB 167 7:34:35 7:35:37 62 8 EB 168 7:34:40 7:36:08 88 1 EB 169 7:35:42 7:36:28 46 2 EB 170 7:36:07 7:36:29 22 3 EB 171 7:36:10 7:36:31 21 4 EB 172 7:36:12 7:36:38 26 5 EB 173 7:36:17 7:36:44 27 6 EB 174 7:36:21 7:37:01 40 7 EB 175 7:36:28 7:37:20 52 5 EB 176 7:36:33 7:37:29 56 3 EB 177 7:36:59 7:37:34 35 4 EB 178 7:37:01 7:37:31 30 4 EB 179 7:37:15 7:37:44 29 5 EB 180 7:37:17 7:37:49 32 6 EB 181 7:37:22 7:38:09 47 7 EB 182 7:37:59 7:38:38 39 2 EB 183 7:38:02 7:38:50 48 3 EB 184 7:38:02 7:38:52 50 4 EB 185 7:38:34 7:38:57 23 4 EB 186 7:38:43 7:39:22 39 4 EB 187 7:38:43 7:39:43 60 5 EB 188 7:38:46 7:40:03 77 6 EB 189 7:38:49 7:40:10 81 6 EB 190 7:39:11 7:40:30 79 5 EB 191 7:39:16 7:40:51 95 6 EB 192 7:39:21 7:40:58 97 7 EB 193 7:39:45 7:41:10 85 7 EB 194 7:42:02 7:42:12 10 1 EB 195 7:42:29 7:42:37 8 1 EB 196 7:42:31 7:42:53 22 2 EB 197 7:42:34 7:43:26 52 3 EB 198 7:42:36 7:43:33 57 3 EB 199 7:42:38 7:43:38 60 4 EB 200 7:42:54 7:43:44 50 4 EB 201 7:42:54 7:43:47 53 5 EB 202 7:43:00 7:44:12 72 5 EB 203 7:43:17 7:44:24 67 6 EB 204 7:43:17 7:44:28 71 7 EB 205 7:43:17 7:44:34 77 8 EB 206 7:43:27 7:44:46 79 5 EB 207 7:43:27 7:44:57 90 6 EB 208 7:44:03 7:45:01 58 7 EB 209 7:44:46 7:44:58 12 4 EB 210 7:44:47 7:45:05 18 5 EB 211 7:45:15 7:45:40 25 1 EB 212 7:45:19 7:45:51 32 2 EB 213 7:45:19 7:45:56 37 3 EB 214 7:45:28 7:46:00 32 4 EB 215 7:45:28 7:46:05 37 5 EB 216 7:46:08 7:46:09 1 0 EB 217 7:46:15 7:46:18 3 1 EB 218 7:46:23 7:46:24 1 0 EB 219 7:46:27 7:46:30 3 1 EB 220 7:46:34 7:46:47 13 1 EB 221 7:46:44 7:46:51 7 2 EB 222 7:47:05 7:47:07 2 1 EB 223 7:47:11 7:47:14 3 1 EB 224 7:47:17 7:47:25 8 1 EB 225 7:47:19 7:47:30 11 2 EB 226 7:48:00 7:48:03 3 1 EB 227 7:48:03 7:48:04 1 1 EB 228 7:48:14 7:48:17 3 1 EB 229 7:48:21 7:49:12 51 1 EB 230 7:48:43 7:49:34 51 2 EB 231 7:48:44 7:49:36 52 3 EB 232 7:48:56 7:50:15 79 4 EB 233 7:48:57 7:50:23 86 5 EB 234 7:48:59 7:50:46 107 6 EB 235 7:49:13 7:50:52 99 6 EB 236 7:49:51 7:51:39 108 5 EB 237 7:49:56 7:52:22 146 6 EB 238 7:49:56 7:52:50 174 7 EB 239 7:50:00 7:53:16 196 8 EB 240 7:50:02 7:53:40 218 9 EB 241 7:50:02 7:53:48 226 9 EB 242 7:50:04 7:53:55 231 10 EB 243 7:50:04 7:54:00 236 11 EB 244 7:50:04 7:54:10 246 11 EB 245 7:51:47 7:54:18 151 12 EB 246 7:51:47 7:54:26 159 13 EB 247 7:52:22 7:54:36 134 12 EB 248 7:52:50 7:54:44 114 9 EB 249 7:53:35 7:54:50 75 10 EB 250 7:54:55 7:54:58 3 1 EB 251 7:55:04 7:55:07 3 EB 252 7:55:04 7:55:15 1 11 2 EB 253 7:55:22 7:56:30 68 EB 254 7:55:23 7:56:35 3 72 4 EB 255 7:55:27 7:56:38 71 5 EB 256 7:55:34 7:56:49 75 EB 257 7:55:40 7:56:50 6 70 7 EB 258 7:56:08 7:57:02 54 7 EB 259 7:56:09 7:57:06 57 8 EB 260 7:56:11 7:57:31 80 EB 261 7:56:25 7:57:25 9 60 8 EB 262 7:56:26 7:57:38 72 9 EB 263 7:57:42 7:57:47 5 1 EB 264 7:57:43 7:58:08 25 2 EB 265 7:57:45 7:58:35 50 3 EB 266 7:58:41 7:58:50 9 1 EB 267 7:58:43 7:58:56 13 2 EB 268 7:59:01 7:59:04 3 EB 269 7:59:02 7:59:15 1 13 EB 270 7:59:03 7:59:19 2 16 3 EB 271 7:59:03 7:59:26 23 4 EB 272 7:59:54 8:00:00 6 1 Summary Information 07:00:00 - 08:00:00 EB Delayed Vehicle Count: 272 Average Stopped Time: 36.73 Maximum Stopped Time: 246 Min. Secs. for Delay: 1 Maximum Queue: 13 Delayi in Vehicle Hour: 2.78 Total Delay 9991 atal ALL TRAFFIC DATA SERVICES Job No :- FL-J 32471 - CR 340 & US 41 High Springs Delay-Study Site No :-2 17:15:00 - 18:15:00 Date : 08/28/2024 EB Movements No Joined Queue Released From Queue Delay Queue EB 1 17:13:53 17:15:28 95 1 EB 2 17:13:54 17:15:46 112 2 EB 3 17:13:59 17:15:42 103 3 EB 4 17:14:14 17:16:03 109 4 EB 5 17:14:28 17:16:00 92 5 EB 6 17:14:34 17:16:24 110 6 EB 7 17:14:37 17:16:24 107 7 EB 8 17:14:43 17:17:15 152 8 EB 9 17:14:56 17:17:19 143 9 EB 10 17:15:25 17:17:22 117 10 EB 11 17:16:48 17:17:31 43 4 EB 12 17:16:48 17:17:36 48 5 EB 13 17:17:41 17:18:49 68 1 EB 14 17:18:36 17:19:01 25 2 EB 15 17:18:54 17:19:05 11 2 EB 16 17:19:17 17:19:22 5 1 EB 17 17:19:33 17:19:36 3 1 EB 18 17:19:41 17:19:42 1 0 EB 19 17:19:46 17:19:52 6 1 EB 20 17:19:49 17:19:56 7 2 EB 21 17:19:51 17:20:02 11 3 EB 22 17:20:31 17:21:53 82 1 EB 23 17:20:33 17:21:49 76 2 EB 24 17:20:34 17:21:54 80 3 EB 25 17:20:47 17:21:59 72 4 EB 26 17:20:50 17:22:10 80 5 EB 27 17:21:26 17:22:15 49 6 EB 28 17:21:43 17:22:20 37 7 EB 29 17:22:39 17:22:42 3 1 EB 30 17:22:42 17:22:43 1 0 EB 31 17:22:54 17:23:04 10 1 EB 32 17:23:08 17:23:16 8 1 EB 33 17:23:12 17:23:26 14 2 EB 34 17:23:51 17:24:52 61 1 EB 35 17:24:18 17:24:59 41 2 EB 36 17:24:22 17:25:07 45 3 EB 37 17:24:51 17:25:12 21 4 EB 38 17:25:05 17:25:20 15 3 EB 39 17:25:05 17:25:28 23 4 EB 40 17:25:49 17:25:50 1 0 EB 41 17:25:53 17:25:55 2 1 EB 42 17:25:56 17:26:03 7 1 EB 43 17:26:23 17:26:30 7 1 EB 44 17:26:40 17:26:52 12 1 EB 45 17:26:50 17:26:56 6 1 EB 46 17:26:58 17:27:00 2 0 EB 47 17:27:07 17:27:54 47 1 EB 48 17:27:11 17:27:12 1 1 EB 49 17:27:35 17:28:07 32 2 EB 50 17:28:17 17:28:52 35 1 EB 51 17:28:21 17:29:17 56 2 EB 52 17:28:27 17:29:21 54 3 EB 53 17:28:29 17:29:23 54 4 EB 54 17:28:52 17:29:51 59 4 EB 55 17:28:53 17:30:21 88 5 EB 56 17:30:25 17:30:26 1 0 EB 57 17:30:45 17:30:57 12 1 EB 58 17:31:15 17:31:26 11 1 EB 59 17:31:16 17:31:35 19 2 EB 60 17:31:21 17:31:48 27 3 EB 61 17:31:43 17:32:00 17 2 EB 62 17:31:44 17:32:02 18 3 EB 63 17:31:57 17:32:10 13 1 EB 64 17:32:14 17:32:43 29 1 EB 65 17:32:17 17:32:52 35 2 EB 66 17:32:20 17:33:25 65 3 EB 67 17:32:21 17:33:38 77 4 EB 68 17:32:21 17:33:43 82 5 EB 69 17:32:21 17:33:53 92 6 EB 70 17:32:22 17:34:26 124 7 EB 71 17:32:44 17:34:30 106 7 EB 72 17:33:23 17:34:34 71 7 EB 73 17:34:40 17:34:59 19 1 EB 74 17:35:31 17:35:32 1 1 EB 75 17:35:39 17:35:48 9 1 EB 76 17:36:48 17:36:52 4 1 EB 77 17:37:24 17:37:39 15 1 EB 78 17:37:47 17:38:23 36 1 EB 79 17:38:16 17:38:29 13 2 EB 80 17:38:17 17:38:36 19 3 EB 81 17:38:45 17:39:05 20 1 EB 82 17:38:48 17:39:08 20 2 EB 83 17:38:48 17:38:55 7 1 EB 84 17:39:14 17:39:21 7 1 EB 85 17:39:42 17:40:33 51 1 EB 86 17:39:50 17:40:40 50 2 EB 87 17:39:50 17:40:48 58 3 EB 88 17:39:50 17:40:30 40 1 EB 89 17:40:14 17:40:54 40 4 EB 90 17:40:17 17:41:05 48 5 EB 91 17:41:03 17:41:27 24 2 EB 92 17:41:26 17:42:22 56 2 EB 93 17:41:58 17:42:33 35 2 EB 94 17:41:59 17:43:52 113 3 EB 95 17:42:01 17:43:56 115 4 EB 96 17:42:46 17:44:01 75 3 EB 97 17:43:40 17:44:04 24 4 EB 98 17:44:20 17:44:26 6 1 EB 99 17:44:21 17:44:34 13 2 EB 100 17:44:58 17:45:04 6 1 EB 101 17:45:08 17:45:15 7 1 EB 102 17:45:12 17:45:15 3 1 EB 103 17:45:32 17:45:35 3 1 EB 104 17:45:46 17:46:25 39 1 EB 105 17:45:52 17:46:29 37 2 EB 106 17:46:14 17:46:33 19 3 EB 107 17:46:39 17:46:40 1 0 EB 108 17:46:46 17:46:48 2 1 EB 109 17:46:52 17:47:03 11 1 EB 110 17:47:18 17:47:53 35 1 EB 111 17:47:25 17:48:10 45 2 EB 112 17:47:51 17:48:19 28 3 EB 113 17:48:05 17:48:40 35 3 EB 114 17:48:16 17:48:58 42 3 EB 115 17:48:27 17:49:04 37 3 EB 116 17:48:28 17:49:17 49 4 EB 117 17:48:55 17:49:17 22 4 EB 118 17:48:55 17:49:22 27 5 EB 119 17:48:56 17:49:28 32 6 EB 120 17:48:56 17:49:37 41 7 EB 121 17:49:25 17:49:57 32 1 EB 122 17:49:43 17:50:05 22 2 EB 123 17:50:08 17:50:09 1 0 EB 124 17:50:25 17:51:51 86 1 EB 125 17:52:26 17:52:33 7 1 EB 126 17:52:58 17:53:03 5 1 EB 127 17:53:01 17:53:15 14 2 EB 128 17:53:10 17:54:17 67 2 EB 129 17:53:13 17:54:21 68 3 EB 130 17:53:14 17:54:23 69 3 EB 131 17:53:42 17:54:31 49 4 EB 132 17:55:12 17:55:13 1 0 EB 133 17:55:18 17:55:52 34 1 EB 134 17:55:21 17:56:02 41 2 EB 135 17:56:43 17:56:58 15 1 EB 136 17:56:53 17:57:04 11 2 EB 137 17:57:20 17:57:24 4 1 EB 138 17:57:45 17:58:05 20 1 EB 139 17:58:02 17:58:03 1 0 EB 140 17:58:09 17:58:10 1 0 EB 141 17:58:59 18:00:17 78 1 EB 142 17:59:01 18:00:28 87 2 EB 143 17:59:29 18:00:44 75 3 EB 144 18:00:00 18:00:51 51 4 EB 145 18:00:04 18:01:33 89 5 EB 146 18:00:13 18:01:47 94 6 EB 147 18:00:39 18:01:52 73 5 EB 148 18:01:00 18:01:58 58 4 EB 149 18:01:05 18:02:12 67 5 EB 150 18:01:49 18:02:30 41 3 EB 151 18:01:50 18:03:03 73 4 EB 152 18:01:50 18:03:11 81 5 EB 153 18:01:51 18:03:16 85 6 EB 154 18:02:14 18:03:22 68 6 EB 155 18:02:14 18:03:28 74 7 EB 156 18:03:46 18:04:21 35 1 EB 157 18:04:26 18:04:38 12 1 EB 158 18:04:48 18:05:09 21 1 EB 159 18:04:55 18:05:17 22 2 EB 160 18:05:26 18:05:28 2 1 EB 161 18:05:32 18:05:34 2 0 EB 162 18:05:37 18:05:54 17 1 EB 163 18:05:44 18:06:11 27 2 EB 164 18:05:49 18:06:14 25 3 EB 165 18:06:22 18:06:25 3 1 EB 166 18:06:22 18:06:32 10 2 EB 167 18:06:52 18:07:03 11 1 EB 168 18:07:33 18:07:39 6 1 EB 169 18:07:36 18:08:04 28 2 EB 170 18:08:38 18:08:46 8 1 EB 171 18:08:51 18:09:00 9 1 EB 172 18:08:54 18:09:05 11 2 EB 173 18:08:56 18:09:12 16 3 EB 174 18:09:17 18:09:24 7 1 EB 175 18:09:18 18:09:39 21 2 EB 176 18:10:11 18:10:30 19 1 EB 177 18:10:48 18:10:51 3 1 EB 178 18:11:50 18:12:41 51 1 EB 179 18:11:51 18:12:51 60 2 EB 180 18:11:51 18:12:59 68 3 EB 181 18:12:22 18:13:22 60 4 EB 182 18:13:07 18:13:14 7 1 EB 183 18:13:19 18:13:30 11 1 EB 184 18:13:22 18:13:32 10 1 EB 185 18:13:38 18:13:40 2 1 EB 186 18:14:01 18:14:05 4 1 EB 187 18:14:19 18:14:22 3 1 EB 188 18:14:31 18:14:38 7 1 Summary Information 17:15:00 - 18:15:00 EB Delayed Vehicle Count: 188 Average Stopped Time: 37.38 Maximum Stopped Time: 152 Min. Secs. for Delay: 1 Maximum Queue: 10 Delay in Vehicle Hour: 1.95 Total Delay 7027 US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix F FDOT 5-Year Tentative Work Program DISTRICT2 FDOT TENTATIVE WORK PROGRAM PUBLIC HEARING REPORT FISCAL YEAR 2025 TO FISCAL YEAR 2029 SUMMARY REPORT ALACHUA COUNTY AS OF 10/11/2023-3:07 PM SUBJECT TO CHANGE FLORIDA DEPARTMENT OF TRANSPORTATION DISTRICT2 PROJECTS FUNDED JULY 1, 2024 TOJUNE 30, 2029 VISIT US AT WWW.FDOT.GOV/WPPHIDISTRICT2 Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through. June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 447233-2 CITY OF GAINESVILLE; MULTIPLE LOCATIONS Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $590,000 Total for Project 447233-2 $590,000 447476-1 CR231 AT NW156TH AVENUE Type of Work: INTERSECTION IMPROVEMENT Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $632,417 Total for Project 447476-1 $632,417 413517-1 D2-ALACHUA COUNTY TRAFFIC SIGNAL MAINTENANCE, AGREEMENT Type of Work: TRAFFIC CONTROL DEVICES/SYSTEM Phase Funding Source 2025 2026 2027 2028 2029 Operations State $1,212,691 $1,249,071 $1,287,794 $1,327,714 $1,368,872 Total for Project 413517-1 $1,212,691 $1,249,071 $1,287,794 $1,327,714 $1,368,872 423071-3 - I-75(SR93) @ SR121 Type of Work: INTERCHANGE ADD LANES Phase Funding Source 2025 2026 2027 2028 2029 Right of Way Federal $2,206,154 Total for Project 423071-3 $2,206,154 423071-5 - I-75(SR93) FROM: SOUTH OF CR234 TO: SOUTH OF SR121WILLISTON ROAD) Type of Work: ADD LANES & RECONSTRUCT Phase Funding Source 2025 2026 2027 2028 2029 PD&E E State $1,550,000 Total for Project 423071-5 $1,550,000 214952-2 1-75(SR93) NB ALACHUA COUNTY REST AREA Type of Work: REST AREA Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $2,200,000 Total for Project214952-2 $2,200,000 Page 7 Sorted By: Project Description SUBJECT TO CHANGE FDOT) Draft Tentative Five-Year Work Program Public July 1, 2024 through. June 30, 2029 Hearing Summary Report As of October Florida Department of Transportation District 11, 2023 Two ALACHUA COUNTY 427326-2 NW 141ST STREET AND NW 166TH PLACE Type of Work: SIDEWALK Highways Phase Preliminary Engineering Funding Source 2025 Construction Federal $83,614 2026 2027 2028 Total for Project 427326-2 Federal 2029 $83,614 $421,803 $421,803 211209-2. NW 43RD ST NORTH OF NW16TH BLVD AND Type of Work: MEDIAN MODIFICATION NW 23RD AVE Phase Preliminary Engineering Funding Source 2025 2026 Construction Federal $235,987 2027 2028 Total for Project 211209-2 Federal 2029 $235,987 $1,151,665 $1,151,665 445573-1 NW 45TH DR. FROM BLACK FOREST WAY TO Type of Work: PEDESTRIAN SAFETY IMPROVEMENT C.W. NORTON ELEM SCHOOL. Phase Construction Funding Source 2025 Total for Project 445573-1 Federal $360,646 2026 2027 2028 2029 $360,646 435889-1 SR120(NW 23 AVE) & 13 Type of Work: TRAFFIC SIGNAL UPDATE SR25US441)NW ST) Phase Construction Funding Source 2025 Total for Project 435889-1 State 2026 2027 2028 2029 $2,413,303 $2,413,303 207712-6 SR121/34TH STREET) FROM Type of Work: RESURFACING SR331(SE WILLISTON RD) TO NW 16TH BLVD Phase Preliminary Engineering Funding Source 2025 2026 Construction State $1,844,399 2027 2028 Federal 2029 Total for Project 207712-6 State $5,1 108,933 $1,844,399 $8,525,190 $13,634,123 443701-1 SR20 EAST ON-RAMP IN HAWTHORNE RR Type of Work: RAILROAD CROSSING CROSSING #625010J Phase Railroad & Utilities Funding Source 2025 Total for Project 443701-1 State $450,000 2026 2027 2028 2029 $450,000 Page 8 Sorted By: Project Description SUBJECT TO CHANGE FDOTJ Draft Tentative Five-Year Work Program Public Hearing Summary Report - As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 443695-1 SR20 W ON-RAMP IN HAWTHORNE RR CROSSING NUMBER 927690S Type of Work: RAILROAD CROSSING Phase Funding Source 2025 2026 2027 2028 Railroad & Utilities State $361,504 2029 Total for Project 443695-1 $361,504 207648-7 SR20(US441)N MLK MEM HWY FROM CR2054 TO NW 167TH BLVD Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Railroad & Utilities Federal $50,000 2029 Construction Federal $4,676,062 State $4,143,939 Total for Project 207648-7 $50,000 $8,820,001 207794-4 SR200(US301) AT SE 57TH AVE Type of Work: TRAFFIC SIGNALS Phase Funding Source 2025 2026 2027 2028 2029 Right of Way Federal $126,744 Total for Project 207794-4 $126,744 207794-3 SR200(US301) FROM SR20 TO SR26 Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Construction Federal $14,952,067 2029 State $3,972,139 Total for Project 207794-3 $18,924,206 434318-2 SR200(US301) FROM THE MARION COUNTY LINE TO NORTH OF 203RD STREET Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 Construction Federal $5,977,650 2029 State $4,476,859 Total for Project 434318-2 $10,454,509 447032-2 SR222(39TH AVE) FROM W OF 1-75 TO SR121(NW 34TH ST) Type of Work: LANDSCAPING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $1,059,359 Construction State $1,896,649 Total for Project 447032-2 $1,059,359 $1,896,649 Page 9 Sorted By: Project Description SUBJECT TO CHANGE FDOT Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 207611-5 SR222(NW39TH AVE) FROM NW 43RD STREET TO NW 24TH BLVD Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $1,826,185 Local $66,885 State $2,424,144 Total for Project 207611-5 $4,317,214 449844-2 SR24(ARCHER RD) AT SW 143RD ST AND SW 111TH TERR Type of Work: ADD LEFT TURN LANE(S) Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $2,505,950 Total for Project 449844-2 $2,505,950 443638-1 SR24(ARCHER ROAD) FROM SOUTHWEST 16TH AVENUE TO SOUTHWEST 13TH STREET Type of Work: LANDSCAPING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $265,000 Construction State $1,336,680 Total for Project 443638-1 $265,000 $1,336,680 447203-1 SR24(KENNARD ST) IN WALDO FROM NE 148TH AVE TO NE 144TH AVE Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $616,252 State $149,266 Construction Federal $5,843,763 State $471,302 Total for Project 447203-1 $765,518 $6,315,065 439489-2 SR24(NE WALDO RD) FROM SOUTH OF SR26 TO NORTH OF SR222 Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $7,072,791 Local $30,056 State $617,529 Total for Project 439489-2 $7,720,376 Page 10 Sorted By: Project Description SUBJECT TO CHANGE FDOT) Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 449844-1 SR24(SW ARCHER RD) AT SR121(SW34TH ST) Type of Work: TRAFFIC SIGNAL UPDATE Phase Funding Source 2025 2026 2027 2028 2029 Right of Way State $35,711 Construction Federal $2,040,122 Total for Project 449844-1 $35,711 $2,040,122 432240-4 SR24US441SWISTHMLK JR HWY FROM MUSEUM ROAD TO INNER ROAD Type of Work: BIKE PATH/TRAIL Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $452,794 Construction Federal $2,888,176 Total for Project 432240-4 $452,794 $2,888,176 207555-4 SR24A/SR228SWI6TH AVE) FROM SR24(ARCHER RD) TO SR331(SE WILLISTON RD) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $997,473 Construction Federal $4,217,524 State $430,081 Total for Project 207555-4 $997,473 $4,647,605 207761-2 SR26 AT HATCHET CREEK BRIDGE #260033 Type of Work: BRDGEREPARPEMBLTATON Phase Funding Source 2025 2026 2027 2028 2029 Right of Way State $1,265 Construction State $5,091,991 Total for Project 207761-2 $5,093,256 207850-2 SR26 CORRIDOR FROM GILCHRIST C/L TO CR26A E OF NEWBERRY Type of Work: ADD LANES & RECONSTRUCT Phase Funding Source 2025 2026 2027 2028 2029 Right ofWay State $6,244,100 $2,218,969 $98,380 Railroad & Utilities State $7,500,112 Construction Local $8,881 State $57,260,260 Total for Project 207850-2 $6,244,100 $2,218,969 $64,867,633 Page 11 Sorted By: Project Description SUBJECT TO CHANGE FDOT Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 207668-3 SR26/NEWBERRY RD) FROM WEST OF CR241 SOUTH TO WEST OF I-75(SR93) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Construction Federal $11,514,672 State $2,364,171 Total for Project 207668-3 $13,878,843 207658-3 SR26(W UNIVERSITY. AVE) FROM SR26A(SW 2ND AVE) TO SR25(US441)SW 13TH ST Type of Work: LIGHTING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering Federal $832,863 Construction State $4,425,732 Total for Project 207658-3 $832,863 $4,425,732 207817-5 SR26(W UNIVERSITY. AVE) FROM SW 38TH ST TO GALE LEMERAND DR Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $1,098,827 Construction Federal $2,206,012 State $1,688,931 Total for Project 207817-5 $1,098,827 $3,894,943 435890-1 SR331 AT SE 4TH AVE, SE: 2ND AVE, SR26, NE 16TH AVE, SR120 Type of Work: TRAFFIC SIGNAL UPDATE Phase Funding Source 2025 2026 2027 2028 2029 Construction Local $12,056 State $4,896,037 Total for Project 435890-1 $4,908,093 207798-8 SR45(US27) FROM SR24(ARCHER RD) TO SW 15TH AVENUE Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 2028 2029 Preliminary Engineering State $1,577,540 Construction Federal $3,922,795 State $4,289,793 Total for Project 207798-8 $1,577,540 $8,212,588 Page 12 Sorted By: Project Description SUBJECT TO CHANGE / FDOT Draft Tentative Five-Year Work Program Public Hearing Summary Report As of October 11, 2023 July 1, 2024 through June 30, 2029 Florida Department of Transportation District Two ALACHUA COUNTY Highways 207779-3 SR45(US27) FROM SW15TH AVENUE TO SR25(US441) Type of Work: RESURFACING Phase Funding Source 2025 2026 2027 Railroad & Utilities Federal $50,000 2028 2029 Construction Federal $3,031,217 State $8,782,210 Total for Project 207779-3 $50,000 $11,813,427 439176-1 SR45(US41) FROM SW 15TH AVE TO SOUTH OF SR26 Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 Construction Federal 2029 Total for Project 439176-1 $654,750 $654,750 432240-3 SW 170TH/SW 134TH TO US41 Type of Work: BIKE PATH/TRAIL Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering Federal $337,881 2029 Total for Project 432240-3 $337,881 207648-6 US441/N/MLK MEM HWY) FROM NW 125TH STREET TO WEST OF NW 129TH TERRACE Type of Work: SIDEWALK Phase Funding Source 2025 2026 2027 2028 Preliminary Engineering Federal $500,601 2029 Construction Federal Total for Project 207648-6 $500,601 $575,108 $575,108 Page 13 Sorted By: Project Description SUBJECT TO CHANGE FDOT US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix G Collision Summary Collision Diagram E - E E E i9 I o de E I o 4 6 e e € 3 I I E I a E 3 - € E et I I E E 3 de 9 E e 8 1 8 E S S 9 a 9 11 de 3 3 S e - e E a E - I I I I a a 5 t a E E e - E 3 I 4 4 of E - 3 g9 a I De e 9 E E NN 9 a - 5 E I - S E - I . E I € - - - D3 I a E E a . a 5 Ny 5 6 9 tt a o e E I B 2 2 o b B #2B883989DEEP9 I $ I a a à E dy e 3 3 das 3 : 9 9999 d I E 3 B le 38 3 I 4 1 & a <1 5 3 le o df - - I I * I I - I SppppRRHAgA 93 D= 8 B E E E a E E . £ d%e 16 4 I I to 3 E a I 9 8 N SA a d3 - 6 I - l € D 3 - a - S s 8 E E wwno PEE Co : P t *t tt E 6 DsA ( a % C G00 0 C B Koom 3 - I - 3 E - 3 53 - E 58 booo a B US 41 AT CR 340 SIGNAL WARRANT ANALYSIS Appendix H Traffic Signal Warrant Forms C à 0 - N 0 0 State of Florida Department of Transportation Form 750-920-01 TRAFFIC SIGNAL TRAFFIC ENGINEERING WARRANT SUMMARY October 2020 City: High Springs County: 26 - Alachua Engineer: Setul Shah District: Two Date: September 10, 2024 Major Street: US 41 Minor Street: CR 340 Lanes: Major Approach Speed: 40 Lanes: 1 Minor Approach MUTCD Electronic Reference to Speed: 45 Chapter 4: Volume -ASAOMSaNE Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? 2. Is the intersection in a built-up area of an isolated Yes No community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" MAY 70% V 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied for Warrant 1 is also satisfied if both Condition A eight hours. Yes No (should only be applied after an adequate trial of other and Condition B are "80%" satisfied inconvenience to alternatives that could cause less delay and Yes traffic has failed to solve the traffic No Warrant 1 is satisfied. if Condition. A or Condition B is "70%" problems). Condition A - Minimum Vehicular Volume satisfied for eight hours. Yes No Applicable: V Yes No Condition A is intended for application at locations where a large volume 100% Satisfied: V intersecting traffic is the principal reason to consider of Yes No signal. installing a traffic control 80% Satisfied: Yes No 70% Satisfied: Yes No Number of Lanes for moving Vehicles per hour on major- traffic on each approach street (total of both Vehicles per hour on minor- approaches) street (one direction only) Major Minor 100% 80% 70% 100% 80% 1 1 500 400 70% 350 150 120 105 2 or more 1 600 480 420 150 120 2 or more 2or more 600 480 105 420 200 160 140 1 20 or more 500 400 350 200 Basic Minimum hourly volume 160 140 PUsed for combination of Conditions A and B after adequate *May be used when the major-street speed exceeds 40 mph trial of other remedial measures or in an isolated community with a Record 8/ highest hours and the corresponding population of less than 10,000 major-street and minor-streety volumes in the Instructions Sheet. Eight Highest Hours E a E E Street 8 o a a a a . : 3 4 s 6 a a E E E E N 8 E E P 1 N 9 4 s Major 687 514 555 557 679 692 771 894 Minor 260 215 161 154 Existing Volumes 161 182 184 165 WARRANT 1- EIGHT-HOUR VEHICULAR VOLUME Page 3 of 15 State of Florida Department of Transportation TRAFFIC Form ENGINEERING 750-020-01 TRAFFIC SIGNAL WARRANT SUMMARY October 2020 Condition B - Interruption of Continuous Traffic Applicable: Yes No Condition B is intended for application where Condition A is not satisfied and 100% the traffic volume on a major street is so heavy that traffic on the minor Satisfied: Yes No intersecting street suffers excessive delay or conflict in entering or crossing the 80% Satisfied: Yes No major street. 70% Satisfied: Yes No Number of Lanes for moving Vehicles per hour on major- traffic on each approach street (total of both Vehicles per hour on minor- approaches) street (one direction only) Major Minor 100% 809" 70% 100% 80% 70% 1 1 750 600 525 75 60 53 2 or more 1 900 720 630 75 60 53 2 or more 2 or more 900 720 630 100 80 70 1 2 or more 750 600 525 100 80 70 *Basic Minimum hourly volume PUsed for combination of Conditions A and B. after adequate trial of other remedial measures "May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 Record 8 highest hours and the corresponding/ major-street and minor-street volumes in the Instructions Sheet. Eight Highest Hours a E a a E E E Street C 1 N 9 4 s 6 : a E E E E E E E 1 S 1 2 3 4 s 6 Major 687 555 557 679 692 771 894 629 Minor 260 161 154 161 182 184 165 151 Existing Volumes WARRANT 1 EIGHT-HOUR VEHICULAR VOLUME Page 4 of 15 Form 750-020-1 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4: mtplmutdfadaiguinadfs200ri2manéandi Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? Yes No 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" V MAY 70% V 100% WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Ifa all four points lie above the appropriate line, then the warrant is satisfied. Applicable: Yes No Satisfied: Yes No Plot four volume combinations on the applicable figure below. 100% Volume Level FIGURE 4C-1: Criteria for "100%" Volume Level 500 Volumes Four E 2ORN MOREL LANES &20RI MORE LANES Highest Major Minor 400 Hours Street Street - 300 7AM- -8AM 687 260 20RN MORE LANESA1LANE 3PM- -4PM 692 182 200 1LANE& &1L LANE a PM-5PM 771 184 / 100 5PM-6F PM 894 165 115 *80 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET -TOTAL OF BOTH APPROACHES - VPH *Note: 115p ph. applies as the lower threshold volume for a minor street approach with two or more lanes and 80r mph applies as the lower threshold volume threshold for a minor street approach with one lane. FIGURE 4C-2: Criteria for "70%" Volume Level 70% Volume Level (Community Less than 10,000 population or above 70K km/hr. (40 mph) on Major Street) 400 Four Volumes a ORN MORE LAN ES &20 OR MORE LANES Highest Major Minor 300 Hours Street Street 20RI MORE LANES a LANE 7AM- -8AM 687 260 200 . 3PM- 4PM 692 182 1LANEA1 1LANE 4F PM- 5PM 771 184 100 5PM- 61 PM 894 165 *80 *60 0 200 300 400 500 600 700 800 900 1000 MAJOR STREET TOTA Al OF BOTH. APPROACHES VPH *Note: 80ph. applies as the lower threshold volume forar minor street approach with two or more lanes and 60ph. applies as the lower threshold volume threshold forar minor street approach with one lane. WARRANT 2 FOUR-HOUR VEHICULAR VOLUME Page 5 of 15 State of Florida Department of Transportation TRAFFIC Form ENGINEERING 750-020-01 TRAFFIC SIGNAL WARRANT SUMMARY October: 20p0 City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4: AXXANA Volume Level Criteria 1. Is the posted speed or 85th-percentile of major street > 40 mph? Yes V No 2. Is the intersection in a built-up area of an isolated community with a population < 10,000? Yes No "70%" volume level may be used if Question 1 or 2 above is answered "Yes" V MAY 70% J 100% WARRANT 3 - PEAK HOUR Ifa all three criteria are fulfilled or the plotted point lies above the appropriate Applicable: Yes V No line, then the warrant is satisfied. Satisfied: Yes No Unusual condition justifying use of Plot volume combination on the applicable figure below. warrant: 600 FIGURE 4C-3: Criteria for "100%" Volume Level Record hour when criteria are fulfilled E 500 20R) MORE LANES &2 ORI MORE LANES and the corresponding delay or volume in boxes provided. la 400 Peak Hour 100% Volume 20RI MORÉ LANES & 1LANE 300 Time Major Vol. Minor Vol. 11 LANES & ILANE 5 PM-6 PM 894 165 df 200 8 - *150 Peak Hour 70% Volume 100 "100 Time Major Vol. Minor Vol. 5 PM-6 PM 894 165 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET TOTAL OF BOTHAPPROACHES VPH Criteria / Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 1. Delay on Minor Approach 100 vph applies as the lower threshold volume threshold for a minor street approach with one lane. "vehicle-hours) Approach Lanes 1 2 FIGURE 4C-4: Criteria for "70%" Volume Level Delay Criteria" 4.0 5.0 (Community Less than 10,000 population or above 701 km/hr. (40r mph) on Major Street) Delay* 500 Fulfilled?: Yes No € 20R MORE LANES &2 ORI MORE LANES 400 2. Volume on Minor Approach One-Direction *(vehicles per hour) 20RN MORE LANES & 1 LANE Approach Lanes 1 2 300 Volume Criteria* 100 150 Volume" 1LANE & 1LANE 200 Fulfilled?: Yes No 3. Total Intersection Entering 100 *100 Volume *(vehicles per hour) *75 No. of Approaches 3 4 0 Volume Criteria* 650 800 300 400 500 600 700 800 900 1000 1100 1200 1300 Volume* MAJOR: STRE ET TOTAL OF BOTH APPROACHES VPH *Note: 100ph. applies as thek lower threshold volume for a minor street approach with two or more lanes and Fulfiled?: Yes No 75phia applies as the lower threshold volume threshold fora a minor street approach with one lane. WARRANT: 3 PEAK HOUR Page 6 of 15 Form7 75-020.01 State of Florida Department of Transportation TRAFFIC ENGINEERING Octoper 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4p/mudtwadsigoslwds2p912parkr Volume Level Criteria 1. Ist the posted speed or 85th-percentile of major street > 35 mph? Yes No 2. Is the intersection in al built-up area of an isolated community with a population < 10,000? Yes No "709"volume level may be used if Question 1 or 2 above is answered "Yes" J MAY 70% V 100% Option percentile crossing speed of pedestrians is less than 3.5 ft/sec. A walking speed study was conducted which reported a pedestrian speed less than 3.5 ft/sec for the 15th Yes No percentile. WARRANT 4 - PEDESTRIAN VOLUME Fore each of any 4 hours of an average day, the plotted points lie above the Applicable: Yes No appropriate line, then the warrant is satisfied. Satisfied: Yes - No Plot four volume combinations on the applicable figure below. Figure 4C-5. Criteria for "100%" Volume Level 100% Volume Level 500 Volumes Four Highest 400 Hours Major Pedestrian : Street Total 300 1PM-2PM 557 2 E 5 200 4PM-5PM 771 S 100 107 5 PM- 6 PM 894 5 PM-6 PM 629 0 - - 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET TOTAL OF BOTH APPROACHES VPH Note: 107 pph applies as the lower threshold volume for 100% volume level Figure 4C-6 Criteria for "70%" Volume Level 70% Volume Level 400 Volumes Four Highest Hours Major Pedestrian 300 Street Total 1PM-2PM 557 2 200 4PM-5PM 771 o 100 5PM-6PM 894 75 6PM-7PM 629 200 300 400 500 600 700 800 900 1000 MAJOR STREET TOTAL OF BOTHAPPROACHES VPH *Note: 75 pph applies as the lower threshold volume for 70% volume level WARRANT 4 PEDESTRIAN VOLUME Page 7 of 15 Form 75-020-01 TRAFFIC ENGINEERING Octop per 2020 WARRANT 4. - PEDESTRIAN VOLUME For 1 hour (any four consecutive 15-minute periods) of an average the Applicable: Yes plotted point falls above the appropriate line, then the warrant is satisfied. day, No Satisfied: Yes V No Plot one volume combination on the applicable figure below. 100% Volume Level Figure 4C-7. Criteria for "100%" Volume Level - Peak Hour Volumes 700 Peak Hour Major Pedestrian 600 Street Total 500 1PM-2PM 557 2 400 300 200 100 133- 0 - 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET. TOTAL OF BOTHAPPROACHES VPH Note: 133pph applies as the lower threshold volume 70% Volume Level Figure 4C-8 Criteria for "70%" Volume Level - Peak Hour Volumes 500 Peak Hour Major Pedestrian 400 Street Total 1PM-2 2 PM 557 2 300 & 200 E df 100 93* 200 300 400 500 600 700 800 900 1000 1100 1200 MAJOR STREET TOTAL OF BOTHA APPROACHES VPH Note: 93 pph applies as the lower threshold volume WARRANT 4 PEDESTRIAN VOLUME Page 8 of 15 State of Florida Department of Transportation TRAFFIC Form 750-020- 91 ENGINEERING TRAFFIC SIGNAL WARRANT SUMMARY October 2020 City: High Springs County: 26. - Alachua Engineer: Setul Shah Date: District: Two September 10, 2024 Major Street: US 41 Lanes: 1 Minor Street: CR 340 Major Approach Speed: 40 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter http/mutcd.fiwa sonatszuc12nnid WARRANT 5 - SCHOOL CROSSING Record hours where criteria are fulfilled and the corresponding volume or gap frequency in the boxes provided. The warrant is satisfied if all three of Applicable: Yes V No the criteria are fulfilled. Satisfied: Yes No Criteria Fulfilled? Yes No 1. There are a minimum of 20 students crossing the major street Students: Hour: during the highest crossing hour. There are fewer adequate gaps in the major street traffic stream during the 2. period when the children are using the established school crossing than the Minutes: Gaps: number of minutes in the same period. The nearest traffic signal along the major street is located more than 300 ft. (90 m) or 3. nearest signal is within 300 ft. (90 m) but the proposed traffic signal will not restrict the away, the movement of traffic. progressive WARRANT 5 SCHOOL CROSSING Page 9 of 15 Form 750-020/01 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter http:!lmutcd. fhwa. dot.c codls20pr2maténdf WARRANT 6 - COORDINATED SIGNAL SYSTEM Applicable: Yes No Indicate if the criteria are fulfilled in the boxes provided. The warrant is satisfied if either criterion is fulfilled. This warrant should not be applied Satisfied: Yes No when the resulting signal spacing would be less than 300 m (1,000 ft.). Fulfilled? Criteria Yes No On a one-way street or a street that has traffic predominately in one direction, the adjacent signals are 1. so far apart that they do not provide the necessary degree of vehicle platooning. On a two-way street, adjacent signals do not provide the necessary degree of platooning, and the 2. proposed and adjacent signals will collectively provide a progressive operation. WARRANT 6 COORDINATED SIGNAL SYSTEM Page 10 of 15 Form 750-020-01 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: Major Approach Speed: 40 Minor Street: CR340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4 mtplmutsdfwadatswindnt WARRANT 7 - CRASH EXPERIENCE Record hours where criteria are fulfilled, the corresponding volume, and other Applicable: Yes No information. in the boxes provided. The warrant is satisfied if all three oft the criteria Satisfied: Yes No are fulfilled. Fulfilled? Criteria Yes No Adequate trial of other remedial measure has Measure No 1. failed to reduce crash frequency. tried: Five or more reported crashes, of types Observed Number of crashes 2. susceptible to correction by signal, have occurred Crash Angle per 12 months: 3 No within a 12-month period. Types: 3. One of the following volume warrants is met: Met? Warrant 1, Condition A (80% satisfied), or Yes Warrant 1, Condition B (80% satisfied), or Yes Major Street Ped Hour Volume Crossings 7AM- - 8 AM 687 Yes 8A AM- 9 AM 514 Warrant 4, Pedestrian Volume satisfied at 80% 12 PM 1 PN 555 of volume requirements for any 8 hours of an 1 PM- 2 PM 557 2 average day. 2F PM-3 PM 679 3F PM- 4 PM 692 4F PM-5 PM 771 5PM-6 PM 894 Figure 4C-5. Criteria for "100%" Volume Level 500 N 400 100% Volume Levelfromw Warant4(4hours) - 300 80% Volume Levelfrom Warrant4 (4hours) 200 100 86* 300 400 500 - 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET TOTAL OF BOTH APPROACHES VPH * Note: 86 pph applies as the lower threshold volume for the 80% volume threshold. WARRANT 7 CRASH EXPERIENCE Page 11 of 15 Form 750-020-01 State of Florida Department of Transportation TRAFFIC ENGINEERING October 202d TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter mtplimadtadeisouintls20pri2maniadt WARRANT 8 - ROADWAY NETWORK Record hours where criteria are fulfilled, and the corresponding volume or other Applicable: Yes No information in the boxes, provided. The warrant is satisfied if at least one of the Satisfied: Yes No criteria is fulfilled and if all intersecting routes have one or more of the Major Route characteristics listed. Met? Fulfilled? Criteria Yes No Yes No Both of a. Total entering volume of at least 1,000 veh/hr during a Entering Volume: the typical weekday peak hour. 1. criteria to the right b. Five-year projected volumes that satisfy Warrant: 1 2 3 are met. one or more of Warrants 1, 2, or 3. Satisfied?: Total entering volume at least Hour 2. 1,000 veh/hr for each of any 5 hrs ofar non-normal business day (Sat. or Sun.) Volume Met? Fulfilled? Characteristics of Major Routes Yes No Yes No Part of the street or highway system that serves as the principal roadway Major Street: 1. network for through traffic flow. Minor Street: Major Street: 2. Rural or suburban highway outside of, entering, or traversing a city. Minor Street: Major Street: 3. Appears as a major route on an official plan. Minor Street: WARRANT 8 ROADWAYI NETWORK Page 12 of 15 Form 750-020/01 State of Florida Department of Transportation TRAFFIC ENGINEERING October 2020 TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter mtpmadfadaiswixt2banént Approach Lane Criteria 1. How many approach lanes are there at the track crossing? 1 2or more Ift there is 1 lane, use Figure 4C-9 and if there are 2 or more, use Figure 4C-10. Fig 4C-9 Fig 4C-10 WARRANT 9 - INTERSECTION NEAR A GRADE CROSSING This signal warrant should be applied only after adequate consideration has been given to other alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the grade crossing. Indicate if both criteria are fulfilled in the boxes provided. The warrant is Applicable: Yes No satisfied if both criteria are met. Satisfied: Yes No Fulfilled? Criteria Yes No 1. Ag grade crossing exists on an approach controlled by a STOP or' YIELD sign and the center of the track nearest to 1 thei intersection is within 1401 feet of the stop line or yield line on the approach; and j 2. During the7 mgnesrvamevaume7 nouraurng whicn therart uses the crossig, thep protteay pomtr Tals above the I - applicable curve for the existing combination of approach lanes over the track and the distance D (clear storage distance) Use the following tables (4C-2, 4C-3, and 4C-4 to appropriately adjust the minor-street approach volume). Inputs Adjustment Factors from Tables Occurrences of Rail traffic per day % of High Occupancy Buses on Approach Lane at Track Crossing 1.00 Enter D (feet) % of Tractor-Trailer Trucks on Approach Lane at Track Crossing 0.50 Table 4C-2. Adjustment Factor for Daily Frequency Tabie 4C-3. Adjustment Factor for Percentage of High- of Rail Traffic Occupancy Buses Rail Traffic per Day Adjustment Factor % of High-Occupancy Buses* on Adjustment Factor 1 0.67 Minor Street Approach 2 0.91 0% 1.00 3to 5 1.00 2% 1.09 6to 8 1.18 4% 1.19 9to11 1.25 6% orr more 1.32 12ormore 1.33 AF high-occupancy bus is defined as a bus occupied by at least 20 people Table 4C-4. Adjustment Factor for Percentage of Tractor-Trailer Trucks % of Tractor-Trailer Trucks on Adjustment Factor Minor-Street Approach DI less than 70 feet D of7 70 feet or more 0%1 to 2.5% 0.50 0.50 2.6% to 7.5% 0.75 0.75 7.6% to 12.5% 1.00 1.00 12.6% to 17.5% 2.30 1.15 17.6% to 22.5% 2.70 1.35 22.6% to 27.5% 3.28 1.64 More than 27.5% 4.18 2.09 WARRANT 9 INTERSECTION NEAR. A GRADE CROSSING Page 13 of 15 Form 750-020/01 TRAFFIC ENGINEERING October 2020 Input the major and minor street volumes before FIGURE 4C-9: Criteria for 1 Approach Lane at the Track Crossing adjustment factors are applied 350 1 Approach Lane E 300 * 1 Snt 250 D() Major Vol. Minor Vol. o 200 Bay - D: a S08 : 150 I After adjustment factors are applied 05 70 a 1Approach Lane w/Factors 100 50 Oit a - '25 D() Major Vol. Minor Vol. 0 0 100 200 300 400 500 600 700 800 MAJOR STR RE EET TOTAL OF BOTH APPROACHES VPH *Note: 25 vph applies as the lower threshold volume *Note: VPH after applying the adjustment factors in Tables 4C-2, 4C, and or 4C-4, ifappropriate Input D and the major and minor street volumes before adjustment factors are applied FIGURE 4C-10: Criteria for 2+ Approach Lanes at Track Crossing 2orr more Approach Lanes 350 Major o : 300 , Street D() Major Vol. Minor Vol. a 250 o & R 200 o After adjustment factors are applied $150 4 2+ Approach Lane w/Factors * 100 0 2 50 D(Ft) Major Vol. Minor Vol. 01 o, "25 A 0 100 200 300 400 500 600 700 800 MAJOR STREET TOTAL OF BOTH APPROACHES VPH * Note: 25 vpha applies as the lower threshold volume "Note: VPH. after applying the adjustment factors in Tables 4C-2, 4C, and or 4C-4, ifappropriate WARRANT 9. INTERSEÇTION NEAR A GRADE CROSSING Page 14 of 15 Form7 750-020-0h State of Florida Department of Transportation TRAFFIC ENGINEERING October 202D TRAFFIC SIGNAL WARRANT SUMMARY City: High Springs Engineer: Setul Shah County: 26 - Alachua Date: September 10, 2024 District: Two Major Street: US 41 Lanes: 1 Major Approach Speed: 40 Minor Street: CR: 340 Lanes: 1 Minor Approach Speed: 45 MUTCD Electronic Reference to Chapter 4 htp/mutcd.frwa.dotgowpds2009r12part4.Ddr CONCLUSIONS Remarks: Warrants 1 and 2 met at the 70% threshold; Warrant 1 met at the 100% threshold. WARRANTS SATISFIED: Warrant 1 Not Applicable Met Not Met Warrant 2 Not Applicable Met Not Met Warrant 3 Not Applicable Met Not Met Warrant 4 Not Applicable Met Not Met Warrant 5 J Not Applicable Met Not Met Warrant 6 E Not Applicable Met Not Met Warrant 7 Not Applicable Met Not Met Warrant 8 1 Not Applicable Met Not Met Warrant 9 Not Applicable Met Not Met Warrant Summary Page 1 of 1