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Kevin P. McDonough (1953-1994)
John H. Rea, P.E.
Jay S. Troutman, Jr., P.E.
Scott T. Kennel
Revised January 9, 2026
September 30, 2022
Jackson Township Planning Board
95 West Veterans Highway
Jackson, New Jersey 08527
Re: Farmingdale Road School Campus
Lot 24.02 in Block 1102
Jackson Township, Ocean County
MRA File No. 22-210
## Dear Board Members:
McDonough & Rea Associates (MRA) has been asked to provide the Planning Board with a Traffic Impact Analysis for plans to construct a 3 high schools on the noted property. The property is located on the north side of Farmingdale Road west of Pfister Road as shown on Figure 1, a Site Location Map, in the Appendix.
Plans prepared by NewLines Engineering & Survey (NES) show the following elements:
3 high school buildings for boys with a capacity of 174 students per building (522 total).
Separate parking and school bus queuing areas for each of the 3 school buildings, all to be accessed via 1-way and 2-way driveways along Pfister Road as well as an egress only driveway to School "A" from Farmingdale Road.
Realignment of Pfister Road to the east to align with North New Prospect Road to form a 4-way intersection.
A Traffic Impact Analysis has been requested in order to determine the impact of the school campus on the adjacent roadway network.
## SCOPE OF STUDY
In order to prepare a thorough Traffic Impact Analysis for the proposed school campus, MRA has conducted the following tasks:
reply to:
1431 Lakewood Road, Suite C, Manasquan, NJ 08736 • (732) 528-7076 • Fax (732) 528-6673
105 Elm Street, Lower Level, Westfield, NJ 07090 • (908) 789-7180 • Fax (908) 789-7181
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1. Made field visits to the site to establish existing roadway and traffic conditions in the area.
2. Conducted peak hour traffic counts at the intersection of Farmingdale Road at Pfister Road and New Prospect Road in September 2022 during critical morning and afternoon peak hours.
3. Installed Automatic Traffic Recorders (ATR's) across Farmingdale Road in September 2022 in the vicinity of the site, west of Pfister Road in order to inventory hourly and daily traffic volumes.
4. Prepared trip generation estimates for the 3 schools based upon information provided by the Applicant with respect to number of students, arrival and dismissal times, etc.
5. Distributed site generated traffic volumes in accordance with anticipated origins and destinations.
6. Prepared estimates of future traffic volume demand for a design year of 2032 in accordance with Ocean County protocol, including background traffic growth from the New Jersey Department of Transportation's (NJDOT) Historical Growth Rate data and in consideration of other adjacent development projects.
7. Conducted level of service capacity analyses for the site driveways to Farmingdale Road and Pfister Road, and for the unsignalized Farmingdale Road intersection with Pfister Road and New Prospect Road in accordance with Highway Capacity Manual (HCM) protocol.
8. Reviewed the Site Plan prepared by NLES with respect to adherence to proper traffic engineering principles.
The following report sets forth the database accumulated and the conclusions reached with respect to the Farmingdale Road school campus.
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Jackson Township Planning Board
## EXISTING CONDITIONS
The subject property is located on the north side of Farmingdale Road west of the Pfister Road intersection. Farmingdale Road is an east/west roadway providing for 1 travel lane in each direction and is under the jurisdiction of Ocean County. It has a gentle rolling vertical and straight horizontal alignment in the vicinity of the proposed site access. Farmingdale Road extends west to Jackson Mills Road and east to Route 9 in Howell Township, Monmouth County.
Pfister Road is a local 2-lane road and it intersects Farmingdale Road at an unsignalized intersection from the north, west of New Prospect Road. Pfister Road extends northwest to Sapphire Drive and serves commercial, farm and residential uses.
## EXISTING TRAFFIC VOLUMES
Traffic volume data was collected by conducting manual turning movement counts at the Farmingdale Road intersections of Pfister Road and New Prospect Road from 7:00 AM-10:00 AM and 3:00 PM-6:00 PM, consistent with the street peak hours adjacent to the site. In addition, an ATR was placed across Farmingdale Road which recorded traffic volumes for a period of approximately 1 week. The traffic volume counts were conducted in September 2022 when schools were in session. Peak hours of traffic flow were found to occur from 7:45 AM to 8:45 AM and from 3:30 PM to 4:30 PM. A summary of the 2022 volumes is included in the Appendix.
Figure 2 in the Appendix details the 2022 traffic volumes during the weekday street peak hours.
## TRIP GENERATION/DISTRIBUTION
Estimates of traffic to be generated by the school campus were made after consultation with the operators of the schools, which will be private schools and will be primarily serviced by school bus transportation. Based on communication with the Applicant, the following information was provided to MRA.
Each high school will have a capacity of 174 students. Arrivals will be at 7:15 AM with a mid-day break from 1:45 PM to 2:30 PM and dismissals at 7:30 PM.
Most students will arrive by school bus, with each bus having a capacity for approximately 45 students.
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Jackson Township Planning Board
10 percent of the overall school population is anticipated to arrive in private passenger vehicles operated by parents and/or relatives.
15 staff members per school (45 total) for the 3 high schools.
➢ High school students are prohibited from driving vehicles to the school
Based on the foregoing information, and review of the existing peak hour traffic counts, it has been determined that the critical peak hours for analysis are as follows:
7:00 AM-8:00 AM. Since the 3 high schools will commence at 7:15 AM with respect to morning arrivals.
3:30 PM-4:30 PM. During this hour in the afternoon there will be minimal traffic generated by the schools but represents the street peak hour, which is approximately 40-50 percent higher than the traffic volumes from 7:00 PM-8:00 PM.
The following Table illustrates the anticipated AM peak street hour (7:00 AM-8:00 AM) and PM peak street hour (3:30 PM-4:30 PM) traffic generation based on the number of buses anticipated, the number of staff at each school, the number of parents/relatives dropping off children, etc.
TABLEI
TRIP GENERATION FARMINGDALE SCHOOL COMPLEX
| HIGH SCHOOLS
522 STUDENTS | AM PSH (700-8:00) | PM PSH (3:30-4:30) |
| IN | OUT | TOTAL | IN | OUT | TOTAL |
| Buses | 12 | 12 | 24 | 0 | 0 | 0 |
| Staff | 45 | 10 | 55 | 5 | 5 | 10 |
| Parents | 50 | 50 | 100 | 10 | 10 | 20 |
| Total | 107 | 72 | 179 | 15 | 15 | 30 |
Site generated traffic was distributed to the adjacent roadway network in accordance with anticipated origins and destinations. Traffic was distributed as follows:
40 percent to and from the south on New Prospect Road
30 percent to and from the west on Farmingdale Road
30 percent to and from the east on Farmingdale Road
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Site generated and distributed traffic volumes are shown on Figure 3 in the Appendix.
## PROJECTION OF FUTURE TRAFFIC VOLUMES
A design year of 2035 was assumed for the proposed day care center in accordance with Ocean County protocol. The NJDOT Annual Background Growth Rate Table recommends a growth rate of 1.5 percent per year for local roadways within urban areas of Ocean County. MRA utilized a 2.0 percent growth rate for 3 years and 0.5 percent for 10 years to project 2035 no-build traffic volumes (±15%). Site generated traffic volumes were then added to the 2035 no-build volumes. Figure 4 in the Appendix illustrates year 2035 build traffic volumes at the study locations.
Traffic engineers calculate levels of service of unsignalized and signalized intersections which relate to the quality of traffic flow. Level of service is a measure of average control delay. Average control delay is the time lost due to deceleration and the amount of time from when a vehicle is stopped for a traffic control device (or at the end of the queue) to when the vehicle departs the intersection. Delay is a relative quantity of driver discomfort, frustration, fuel consumption, and loss in travel time.
Levels of service range from “A” to “F,” with “A” being the highest, or best attainable level of service. Level of service “E” with average control delays of not more than 50 seconds per vehicle at an unsignalized intersection or 80 seconds per vehicle at a signalized intersection indicates near to or at capacity conditions and is generally considered the limit of acceptable level of service and delay.
Full definitions of levels of service for unsignalized and signalized intersections as well as level of service summaries are included in the Appendix. The intersections studied by this report were analyzed according to the procedures set forth in the Highway Capacity Manual 2022, using the McTrans Highway Capacity Software (HCS 2023).
## SITE DRIVEWAY (SCHOOL A) TO FARMINGDALE ROAD
At the site driveway to Farmingdale Road as an egress only, findings were that the southbound approach is projected to operate at level of service “B” or better for both the AM and PM peak street hours.
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Jackson Township Planning Board
## SITE DRIVEWAY (SCHOOL A) TO PFISTER ROAD
At the School A driveway to Pfister Road, it was determined that the site driveway will operate at level of service “A” during the AM and PM peak hours analyzed.
## SITE DRIVEWAY (SCHOOL B) TO PFISTER ROAD
The Pfister Road driveways for School B are expected to operate at level of service “A” for both peak hours analyzed.
## SITE DRIVEWAY (SCHOOL C) TO PFISTER ROAD
The Pfister Road driveways for School C are expected to operate at level of service “A” for the peak hours analyzed.
## FARMINGDALE ROAD AND PFISTER ROAD
The Farmingdale Road and Pfister Road intersection operates at level of service “B” or better during the peak hours analyzed for the 2022 traffic volumes.
## FARMINGDALE ROAD AND NEW PROSPECT ROAD
At this unsignalized intersection, findings were that it operates at level of service “B” for the morning and afternoon peak hours.
## REALIGNED PFISTER ROAD/NEW PROSPECT ROAD AND FARMINGDALE ROAD
It is proposed to realign Pfister Road in an easterly direction to intersect Farmingdale Road opposite New Prospect Road, controlled by stop signs on the northbound and southbound approaches. Findings were that as an unsignalized intersection, with the realignment of Pfister Road and widening on the eastbound and westbound approaches to provide dedicated left turn lanes, the Pfister Road northbound and southbound approaches are projected to operate at level of service “B” during both the AM and PM peak street hours for the 2035 design year. Left turn movements on the eastbound and westbound approaches will operate at level of service “A” during both time frames.
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Jackson Township Planning Board
## SITE PLAN AND PARKING
The Site Plan prepared by NES details a 1-way egress driveway on Farmingdale Road for School "A" as well as a 2-way driveway to Pfister Road and two 1-way driveways to Pfister Road for School "B" and School "C" with separate parking areas and school bus queuing areas for each of the 3 schools. Queuing areas for a minimum of 2 school buses are provided for each of the 3 schools. Parking has been provided for each of the schools in accordance with anticipated staffing and parent drop-offs/pick-ups for the approximate 10 percent of students that will arrive and depart via private automobile. The total parking supply of 177 spaces exceeds the Jackson Township ordinance requirement of 171 parking spaces.
## SUMMARY OF FINDINGS
The following represents a summary of the findings contained in this Traffic Impact Analysis:
The site driveways to Farmingdale Road and Pfister Road will operate at an acceptable level of service for the 2032 design year.
Each school site has been designed to provide positive on-site circulation, bus queuing and adequate parking that meets and exceeds the Township recommendation.
The realigned Pfister Road intersection with Farmingdale Road is projected to operate at level of service “B” for both peak hours analyzed.
A representative of MRA will be in attendance at an upcoming Jackson Township Planning Board meeting to provide expert testimony and answer any questions Board members, Board experts or the public may have.
Very truly yours,
John H. Rea, PE
Principal
cc: Moshe Hoffman
Rikki Greenwald
Chaim Brownstein
Donna Jennings, Esq.
Scott T. Kennel
Sr. Associate
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APPENDIX
===== PAGE 9 =====
| M R McDONOUGH & REA ASSOCIATES TRAFFIC AND TRANSPORTATION CONSULTING | FIGURE | DATE: OCT 2022 |
| JOB NO. 22-210 |
FARMINGDALE ROAD SCHOOL CAMPUS - JACKSON TWP., OCEAN CO. SUBJECT: SITE LOCATION MAP
===== PAGE 10 =====
| McDONOUGH & REA ASSOCIATES | FIGURE | 2 |
| R | TRAFFIC AND TRANSPORTATION CONSULTING | JOB NO. | DATE: |
| 22-210 | OCT 2022 |
| FARMINGDALE ROAD SCHOOL CAMPUS - JACKSON TWP., OCEAN CO. |
| SUBJECT: | 2022 EXISTING PEAK HOUR TRAFFIC VOLUMES |
| [F2] |
 | SCHOOL A | SCHOOL B | SCHOOL C | SCHOOL D | PFISTER ROAD |
| 3) | ←29(18) | ←29(18) | ←29(18) | |
| (26)23 → | (26)23 → | (26)23 → | | |
===== PAGE 11 =====
| M R | McDONOUGH & REA ASSOCIATES | FIGURE | 3 |
| TRAFFIC AND TRANSPORTATION CONSULTING | JOB NO. 22-210 | DATE: JAN 2026 |
| FARMINGDALE ROAD SCHOOL CAMPUS - JACKSON TWP., OCEAN CO. |
| SUBJECT: | SITE GENERATED TRAFFIC VOLUMES |
| SCHOOL 'C' | PFISTER ROAD |  |
| (0)0 | (5)36 | (5)24 | (5)24 |
| (0)0 | (5)36 | (5)24 | (5)24 |
| SCHOOL 'B' | REALIGNED PFISTER |
| (0)0 | (5)36 | (5)24 | (5)24 |
| (0)0 | (5)36 | (5)24 | (5)24 |
| SCHOOL 'A' | REALIGNED PFISTER |
| (0)0 | (5)36 | (5)24 | (5)24 |
| (3)15 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | (5)24 | (5)24 |
| (3)15 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | (5)24 | (5)24 |
| (0)0 | (5)35 | <ecel> | |
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FARMINGDALE ROAD SCHOOL CAMPUS - JACKSON TWP, OCEAN CO.
SUBJECT: 2035 FUTURE POST - DEVELOPMENT TRAFFIC VOLUMES
| FIGURE | 4 |
| JOB NO. | DATE: |
| 22-210 | JAN 2026 |
TRAFFIC AND TRANSPORTATION CONSULTING
McDONOUGH & REA ASSOCIATES
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Mile Posts: 0.000 - 1.940
| Secondary Direction - Primary Direction | Dormant Road - Kart C1 - Mainline Road |
| Pavement | |
| Shoulder | |
| Number of Lances | |
| Speed Limit | |
| Street Name | |
| Interstate Route 287 - US Route 22 - NJ Route 33 - County Road - Interchange Number 2 - Grade Separated Interchange Traffic Signal (WR) - Traffic Monitoring Sites (AMC) - TAC - Road Underpass Road Overpass - Dyn Mag Sign (GAS) | Jackson Tiny Ocean Co. - SERENDIPTY DR - SAPHIRE DR (0.90) - SERENDIPTY DR (0.90) - MALLS RD - JACKSON - MALLS RD - KARLICT (0.97) - Jackson Tiny Ocean Co. - PHISTER RD (1.46) - NEW PROSPECT RD (1.90) - NETEDONCK DR (1.94) - N New in miles |
| Street Name | |
| Judididion | |
| Functional Class | |
| Federal Aid - NHS Sy | |
| Control Section | |
| Speed Limit | |
| Number of Lances | |
| Med. Type | |
| Med. Width | |
| Pavement | |
| Shoulder | |
| Traffic Volume | |
| Traffic Sits, ID | |
| Structure No. | |
| Enlarged Views | |
FARMINGDALE RD (West to East)
Date last inventoried: August 2011
SRI = 15110050
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# McDonough & Rea Associates 1431 Lakewood Road Suite C Manasquan NJ 08736 (732) 528-7076
Site Code: 22210
22210 FARMINGDALE ATR COUNT1
Located on Farmingdale Road West of
Serendipity Dr by Sunriser Kennels
Station ID: 15291
| Start Time | 05-Sep-22 | Tue | Wed | Thu | Fri | Sat | Sun | Week Average |
| WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) |
| 12:00 AM | | | | | | | | | | | | | | | | |
| 01:00 | | | | | | | | | | | | | | | | |
| 02:00 | | | | | | | | | | | | | | | | |
| 03:00 | | | | | | | | | | | | | | | | |
| 04:00 | | | | | | | | | | | | | | | | |
| 05:00 | | | | | | | | | | | | | | | | |
| 06:00 | | | | | | | | | | | | | | | | |
| 07:00 | | | | | | | | | | | | | | | | |
| 08:00 | | | | | | | | | | | | | | | | |
| 09:00 | | | | | | | | | | | | | | | | |
| 10:00 | | | | | | | | | | | | | | | | |
| 11:00 | | | | | | | | | | | | | | | | |
| 12:00 PM | | | | | | | | | | | | | | | | |
| 01:00 | | | | | | | | | | | | | | | | |
| 02:00 | | | | | | | | | | | | | | | | |
| 03:00 | | | | | | | | | | | | 52 | 69 | 52 | 69 | |
| 04:00 | | | | | | | | | | | | 53 | 56 | 53 | 56 | |
| 05:00 | | | | | | | | | | | | 47 | 70 | 47 | 70 | |
| 06:00 | | | | | | | | | | | | 35 | 48 | 35 | 48 | |
| 07:00 | | | | | | | | | | | | 50 | 38 | 50 | 38 | |
| 08:00 | | | | | | | | | | | | 31 | 22 | 31 | 22 | |
| 09:00 | | | | | | | | | | | | 11 | 17 | 11 | 17 | |
| 10:00 | | | | | | | | | | | | 7 | 10 | 7 | 10 | |
| 11:00 | | | | | | | | | | | | 9 | 4 | 9 | 4 | |
| Lane | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 295 | 334 | 295 | 334 |
| Day | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 629 | 629 | 629 | 629 |
| AM Peak | - | - | - | - | - | - | - | - | - | - | - | - | - | - | - | - |
| Vol. | - | - | - | - | - | - | - | - | - | - | - | - | - | - | - | - |
| PM Peak | - | - | - | - | - | - | - | - | - | - | - | - | 16:00 | 17:00 | 16:00 | 17:00 |
| Vol. | - | - | - | - | - | - | - | - | - | - | - | - | 53 | 70 | 53 | 70 |
===== PAGE 15 =====
| Start Time | WB (A) | 12-Sep-22 | Tue | Wed | Thu | Fri | Sat | Sun | Week Average |
| EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) | EB (B) | WB (A) |
| 12:00 AM | 4 | 7 | 3 | 7 | 2 | 5 | 6 | 8 | 3 | 11 | 9 | 15 | 10 | 16 | 5 | 10 | 10 |
| 01:00 | 3 | 4 | 1 | 3 | 2 | 5 | 1 | 1 | 1 | 1 | 1 | 9 | 3 | 6 | 2 | 4 | 4 |
| 02:00 | 3 | 3 | 1 | 1 | 2 | 1 | 1 | 3 | 1 | 1 | 5 | 8 | 2 | 2 | 2 | 3 | 3 |
| 03:00 | 6 | 1 | 5 | 1 | 3 | 3 | 2 | 2 | 2 | 0 | 3 | 2 | 6 | 1 | 4 | 1 | 1 |
| 04:00 | 9 | 3 | 5 | 1 | 7 | 1 | 5 | 4 | 6 | 2 | 5 | 4 | 3 | 0 | 6 | 2 | 2 |
| 05:00 | 30 | 5 | 20 | 4 | 27 | 10 | 30 | 6 | 24 | 8 | 9 | 6 | 7 | 2 | 21 | 6 | 6 |
| 06:00 | 66 | 36 | 66 | 34 | 64 | 33 | 68 | 32 | 61 | 35 | 26 | 14 | 17 | 4 | 53 | 27 | 27 |
| 07:00 | 87 | 49 | 95 | 36 | 106 | 57 | 114 | 81 | 107 | 58 | 40 | 31 | 25 | 18 | 82 | 47 | 47 |
| 08:00 | 91 | 63 | 84 | 53 | 69 | 48 | 78 | 98 | 114 | 91 | 61 | 44 | 38 | 28 | 76 | 61 | 61 |
| 09:00 | 52 | 56 | 65 | 44 | 57 | 54 | 68 | 74 | 89 | 106 | 88 | 57 | 55 | 43 | 68 | 62 | 62 |
| 10:00 | 50 | 50 | 68 | 60 | 69 | 60 | 64 | 107 | 79 | 114 | 116 | 90 | 79 | 56 | 75 | 77 | 77 |
| 11:00 | 60 | 56 | 55 | 62 | 88 | 61 | 64 | 98 | 73 | 95 | 112 | 114 | 87 | 78 | 77 | 81 | 81 |
| 12:00 PM | 65 | 59 | 58 | 72 | 38 | 67 | 68 | 86 | 103 | 129 | 75 | 104 | * | * | 68 | 86 | 86 |
| 01:00 | 68 | 59 | 71 | 71 | 62 | 56 | 84 | 106 | 92 | 143 | 77 | 90 | * | * | 76 | 88 | 88 |
| 02:00 | 64 | 71 | 59 | 90 | 73 | 72 | 74 | 160 | 101 | 170 | 72 | 97 | * | * | 74 | 110 | 110 |
| 03:00 | 64 | 105 | 71 | 103 | 74 | 106 | 68 | 176 | 123 | 235 | 78 | 108 | * | * | 80 | 139 | 139 |
| 04:00 | 78 | 102 | 64 | 121 | 89 | 109 | 71 | 150 | 107 | 138 | 84 | 88 | * | * | 82 | 118 | 118 |
| 05:00 | 83 | 113 | 64 | 112 | 87 | 134 | 90 | 143 | 98 | 153 | 61 | 104 | * | * | 84 | 126 | 126 |
| 06:00 | 51 | 100 | 63 | 97 | 65 | 118 | 64 | 108 | 104 | 133 | 66 | 85 | * | * | 69 | 107 | 107 |
| 07:00 | 41 | 64 | 43 | 61 | 65 | 76 | 49 | 65 | 69 | 96 | 51 | 81 | * | * | 53 | 74 | 74 |
| 08:00 | 25 | 40 | 38 | 44 | 41 | 51 | 46 | 47 | 56 | 70 | 48 | 56 | * | * | 42 | 51 | 51 |
| 09:00 | 15 | 31 | 15 | 28 | 18 | 29 | 23 | 38 | 35 | 69 | 50 | 49 | * | * | 26 | 41 | 41 |
| 10:00 | 12 | 10 | 4 | 18 | 14 | 17 | 12 | 22 | 27 | 32 | 46 | 48 | * | * | 19 | 24 | 24 |
| 11:00 | 6 | 10 | 6 | 10 | 8 | 12 | 6 | 11 | 42 | 23 | 39 | 27 | * | * | 18 | 16 | 16 |
| Lane Day | 1033 | 1097 | 1044 | 1133 | 1130 | 1185 | 1156 | 1626 | 1517 | 1913 | 1222 | 1331 | 332 | 254 | 1162 | 1361 | 1361 |
| AM Peak | 08:00 | 08:00 | 07:00 | 11:00 | 07:00 | 11:00 | 07:00 | 10:00 | 08:00 | 10:00 | 10:00 | 11:00 | 11:00 | 11:00 | 07:00 | 11:00 | 11:00 |
| Vol. | 91 | 63 | 95 | 62 | 106 | 61 | 114 | 107 | 114 | 114 | 116 | 114 | 87 | 78 | 82 | 81 | 81 |
| PM Peak | 17:00 | 17:00 | 17:00 | 16:00 | 16:00 | 17:00 | 17:00 | 15:00 | 15:00 | 15:00 | 16:00 | 15:00 | - | - | 17:00 | 15:00 | 15:00 |
| Vol. | 83 | 113 | 84 | 121 | 89 | 134 | 90 | 176 | 123 | 235 | 84 | 108 | - | - | 84 | 139 | 139 |
| Comb. Total | 2130 | 2177 | 2782 | 3430 | 2553 | 2553 | 2553 | 3152 | 3152 |
| ADT | ADT 2 564 | AADT 2 564 | 2782 | 3430 | 2553 | 2553 | 2553 | 3152 | 3152 |
Station ID: 15291
Site Code: 22210
22210 FARMINGDALE ATR COUNT1
Located on Farmingdale Road West of Serendipity Dr by Sunriser Kennels Station ID: 15291
McDonough & Rea Associates
1431 Lakewood Road Suite C
Manasquan NJ 08736
(732) 528-7076
FARMINGDALE ROAD CAMPUS
FARMINGDALE ROAD
JACKSON TOWNSHIP, OCEAN COUNTY
MRA JOB 22-210 ATR COUNT
===== PAGE 16 =====
| Pfister Road | Farmingdale Road | N. New Prospect Road | Farmingdale Road |
| Southbound | Westbound | Northbound | Eastbound |
| Start Time | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total |
| 07:00 AM | 10 | 3 | 0 | 13 | 0 | 8 | 8 | 16 | 13 | 3 | 0 | 16 | 0 | 11 | 11 | 22 |
| 07:15 AM | 2 | 4 | 0 | 6 | 2 | 15 | 2 | 19 | 23 | 2 | 4 | 29 | 0 | 13 | 13 | 26 |
| 07:30 AM | 1 | 2 | 2 | 5 | 1 | 10 | 1 | 12 | 11 | 0 | 7 | 18 | 1 | 18 | 10 | 29 |
| 07:45 AM | 6 | 2 | 3 | 11 | 2 | 28 | 3 | 33 | 25 | 3 | 6 | 34 | 0 | 17 | 11 | 28 |
| Total | 19 | 11 | 5 | 35 | 5 | 61 | 14 | 80 | 72 | 8 | 17 | 97 | 1 | 59 | 45 | 105 |
| 08:00 AM | 3 | 3 | 2 | 8 | 3 | 8 | 1 | 12 | 17 | 1 | 4 | 22 | 2 | 14 | 17 | 33 |
| 08:15 AM | 5 | 2 | 1 | 8 | 4 | 12 | 1 | 17 | 27 | 1 | 8 | 36 | 3 | 10 | 13 | 26 |
| 08:30 AM | 6 | 2 | 2 | 10 | 7 | 10 | 2 | 19 | 21 | 2 | 5 | 28 | 0 | 6 | 25 | 31 |
| 08:45 AM | 2 | 1 | 0 | 3 | 0 | 7 | 1 | 8 | 17 | 1 | 3 | 21 | 0 | 14 | 12 | 26 |
| Total | 16 | 8 | 5 | 29 | 14 | 37 | 5 | 56 | 82 | 5 | 20 | 107 | 5 | 44 | 67 | 116 |
| 09:00 AM | 1 | 1 | 1 | 3 | 4 | 10 | 1 | 15 | 11 | 1 | 4 | 16 | 0 | 13 | 11 | 24 |
| 09:15 AM | 2 | 0 | 0 | 2 | 1 | 10 | 1 | 12 | 12 | 0 | 1 | 13 | 0 | 12 | 10 | 22 |
| 09:30 AM | 3 | 1 | 1 | 5 | 1 | 10 | 1 | 12 | 14 | 1 | 2 | 17 | 2 | 16 | 13 | 31 |
| 09:45 AM | 2 | 3 | 2 | 7 | 2 | 10 | 2 | 14 | 13 | 1 | 1 | 15 | 2 | 7 | 8 | 17 |
| Total | 8 | 5 | 4 | 17 | 8 | 40 | 5 | 53 | 50 | 3 | 8 | 61 | 4 | 48 | 42 | 94 |
| Grand Total | 43 | 24 | 14 | 81 | 27 | 138 | 24 | 189 | 2043 | 16 | 45 | 265 | 10 | 151 | 154 | 315 |
| Approx % | 53.1 | 29.6 | 17.3 | | 14.3 | 73.0 | 12.7 | - | 77.0 | 6.0 | 17.0 | | 3.2 | 47.9 | 48.9 | |
| Total % | 5.1 | 2.8 | 1.6 | 9.5 | 3.2 | 16.2 | 2.8 | 22.2 | 24.0 | 1.9 | 5.3 | 31.2 | 1.2 | 17.8 | 18.1 | 37.1 |
| . | Pfister Road | Farmingdale Road | N. New Prospect Road | Farmingdale Road |
| Southbound | Westbound | Northbound | Eastbound |
| Start Time | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total |
| Peak Hour From 07:00 AM to 09:45 AM - Peak 1 of 1 |
| Intersection | 07:45 AM | 07:45 AM | 08:15 AM | 08:00 AM |
| Volume | 20 | 9 | 8 | 37 | 16 | 58 | 7 | 81 | 90 | 7 | 23 | 120 | 5 | 47 | 66 | 118 |
| Percent | 54.1 | 24.3 | 21.6 | | 19.8 | 71.6 | 8.6 | | 75.0 | 5.8 | 19.2 | | 4.2 | 39.8 | 55.9 | |
| 07:45 Volume | 6 | 2 | 3 | 11 | 2 | 28 | 3 | 33 | 25 | 3 | 6 | 34 | 0 | 17 | 11 | 28 |
| Peak Factor | | | | | | | | | | | | | | | | |
| High Int. | 07:45 AM | 07:45 AM | 08:15 AM | 08:00 AM |
| Volume | 6 | 2 | 3 | 11 | 2 | 28 | 3 | 33 | 27 | 1 | 8 | 36 | 2 | 14 | 17 | 33 |
| Peak Factor | | | | 0.841 | | | | 0.614 | | | | 0.833 | | | | 0.894 |
===== PAGE 17 =====
Groups Printed-CARS - TRUCKS - SCHOOL BUS
Site Code : 00022210
Start Date : 9/21/2022
Page No :1
| Pfister Road | Farmingdale Road | N. New Prospect Road | Farmingdale Road | |
| Southbound | Westbound | Northbound | Eastbound | |
| Start Time | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Int. Total |
| 03:00 PM | 2 | 2 | 1 | 5 | 9 | 18 | 3 | 30 | 19 | 1 | 3 | 23 | 1 | 16 | 33 | 50 | 108 |
| 03:15 PM | 4 | 4 | 2 | 10 | 6 | 13 | 3 | 22 | 13 | 1 | 3 | 17 | 0 | 23 | 25 | 48 | 97 |
| 03:30 PM | 1 | 4 | 2 | 7 | 6 | 12 | 3 | 21 | 11 | 0 | 8 | 19 | 2 | 17 | 36 | 55 | 102 |
| 03:45 PM | 3 | 1 | 2 | 6 | 1 | 13 | 1 | 15 | 14 | 1 | 4 | 19 | 1 | 15 | 39 | 55 | 95 |
| Total | 10 | 11 | 7 | 28 | 22 | 56 | 10 | 88 | 57 | 3 | 18 | 78 | 4 | 71 | 133 | 208 | 402 |
| 04:00 PM | 2 | 1 | 0 | 3 | 8 | 13 | 6 | 27 | 16 | 2 | 4 | 22 | 2 | 18 | 36 | 56 | 108 |
| 04:15 PM | 1 | 0 | 1 | 2 | 5 | 20 | 5 | 30 | 13 | 2 | 1 | 16 | 1 | 20 | 36 | 57 | 105 |
| 04:30 PM | 1 | 2 | 1 | 4 | 5 | 14 | 1 | 20 | 9 | 3 | 6 | 18 | 1 | 15 | 26 | 42 | 84 |
| 04:45 PM | 1 | 1 | 1 | 3 | 4 | 19 | 1 | 24 | 16 | 3 | 6 | 25 | 2 | 16 | 11 | 29 | 81 |
| Total | 5 | 4 | 3 | 12 | 22 | 66 | 13 | 101 | 54 | 10 | 17 | 81 | 6 | 69 | 109 | 184 | 378 |
| 05:00 PM | 4 | 2 | 1 | 7 | 8 | 11 | 0 | 19 | 9 | 2 | 2 | 13 | 2 | 18 | 15 | 35 | 74 |
| 05:15 PM | 1 | 2 | 1 | 4 | 3 | 19 | 3 | 25 | 12 | 4 | 1 | 17 | 0 | 23 | 27 | 50 | 96 |
| 05:30 PM | 2 | 3 | 0 | 5 | 7 | 18 | 3 | 28 | 13 | 2 | 4 | 19 | 0 | 24 | 16 | 40 | 92 |
| 05:45 PM | 1 | 3 | 0 | 4 | 5 | 20 | 1 | 26 | 6 | 6 | 2 | 14 | 0 | 22 | 13 | 35 | 79 |
| Total | 8 | 10 | 2 | 20 | 23 | 68 | 7 | 98 | 40 | 14 | 9 | 63 | 2 | 87 | 71 | 160 | 341 |
| Grand Total | 23 | 25 | 12 | 60 | 67 | 190 | 30 | 287 | 151 | 27 | 44 | 222 | 12 | 227 | 313 | 552 | 1121 |
| Approx % | 38.3 | 41.7 | 20.0 | | 23.3 | 66.2 | 10.5 | | 68.0 | 12.2 | 19.8 | | 2.2 | 41.1 | 56.7 | | |
| Total % | 2.1 | 2.2 | 1.1 | 5.4 | 6.0 | 16.9 | 2.7 | 25.6 | 13.5 | 2.4 | 3.9 | 19.8 | 1.1 | 20.2 | 27.9 | 49.2 | |
| . | Pfister Road | Farmingdale Road | N. New Prospect Road | Farmingdale Road | |
| Southbound | Westbound | Northbound | Eastbound | |
| Start Time | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Left | Thru | Right | App. Total | Int. Total |
| Peak Hour From 03:00 PM to 05:45 PM - Peak 1 of 1 |
| Intersection | 03:30 PM | | | | |
| Volume | 7 | 6 | 5 | 18 | 20 | 58 | 15 | 93 | 54 | 5 | 17 | 76 | 6 | 70 | 147 | 223 | 410 |
| Percent | 38.9 | 33.3 | 27.8 | | 21.5 | 62.4 | 16.1 | | 71.1 | 6.6 | 22.4 | | 2.7 | 31.4 | 65.9 | | |
| 04:00 Volume | 2 | 1 | 0 | 3 | 8 | 13 | 6 | 27 | 16 | 2 | 4 | 22 | 2 | 18 | 36 | 56 | 108 |
| Peak Factor | | | | | | | | | | | | | | | | | 0.949 |
| High Int. | 03:30 PM | 04:15 PM | 04:00 PM | 04:15 PM | |
| Volume | 1 | 4 | 2 | 7 | 5 | 20 | 5 | 30 | 16 | 2 | 4 | 22 | 1 | 20 | 36 | 57 | |
| Peak Factor | | | | 0.643 | | | | 0.775 | | | | 0.864 | | | | 0.978 | |
===== PAGE 18 =====
LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED INTERSECTIONS1
| Level of Service | Average Control Delay |
| A | ≤ 10.0 Seconds Per Vehicle |
| B | > 10.0 and ≤ 15.0 Seconds Per Vehicle |
| C | > 15.0 and ≤ 25.0 Seconds Per Vehicle |
| D | > 25.0 and ≤ 35.0 Seconds Per Vehicle |
| E | > 35.0 and ≤ 50.0 Seconds Per Vehicle |
| F | > 50.0 Seconds Per Vehicle |
===== PAGE 22 =====
| HCS7 Two-Way Stop-Control Report | |
| General Information | Site Information | |
| Analyst | STK | Intersection | FARM. & PFISTER | |
| Agency/Co | MRA | Function | | |
| Date Performed | 9/29/2022 | East/West Street | FARMINGDALE RD | |
| Analysis Year | 2022 | North South Street | PFISTER ROAD | |
| Time Analyzed | AM | Peak Hour Factor | 0.90 | |
| Intersection Orientation | East West | Analysis Time Period (1h) | 0.25 | |
| Project Description | 22-210AE-1 EXIST | |
| Lanes | |
 | |
| Vehicle Volumes and Adjustments | |
| Approach | Eastbound | Westbound | Northbound | Southbound | |
| Movement | U | L | T | R | U | L | R | U | T | R | U | L | T | |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Number of Lanes | 10 | 10 | 11 | 10 | 10 | 0 | 1 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| Configuration | | LT | | | | | TR | | | | | | LR | |
| Volume (veh/h) | | 1 | 104 | | | | 132 | 22 | | | | 24 | | 5 |
| Percent Heavy Vehides (%) | | 3 | | | | | | | | | | 3 | | 3 |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | 0 | |
| Right Turn Channelized | | | | | | | | | | | | | | |
| Median Type | Storage | Undivided | |
| Critical and Follow-up Headways | |
| Base Critical Headway (sec) | | 4.1 | | | | | | | | | | 7.1 | | 6.2 |
| Critical Headway (sec) | | 4.1 | | | | | | | | | | 6.43 | | 6.23 |
| Base Follow-Up Headway (sec) | | 2.2 | | | | | | | | | | 3.5 | | 3.3 |
| Follow-Up Headway (sec) | | 2.2 | | | | | | | | | | 3.53 | | 3.35 |
| Delay Queue Length and Level of Service |
| Flow Rate, v (veh/h) | | 1 | | | | | | | | | | | 32 | |
| Capacity c (veh/h) | | 1395 | | | | | | | | | | | 73 | |
| v/c Ratio | | 0.00 | | | | | | | | | | | 0.04 | |
| 95% Queue Length, Qsc (veh) | | 0.0 | | | | | | | | | | | 0.1 | |
| Control Delay (s/veh) | | 7.6 | | | | | | | | | | | 10.1 | |
| Level of Service (LOS) | | A | | | | | | | | | | | 6 | |
| Approach Delay (s/veh) | 0.1 | | 10.1 |
| Approach LOS | | | | | | | | | | | | 8 |
Copyright © 2022 University of Florida. All Rights Reserved.
===== PAGE 23 =====
| Lanes |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | T | R | U | L | T | R | U | L | T | R | U | L |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | | 7 | 8 | 9 | | 10 | 11 | 12 | | |
| Number of Lanes | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | | 0 | 0 | 0 | | 0 | 1 | 0 | | |
| Configuration | | LT | | | | | | TR | | | | | | | LR | | | |
| Volume (veh/h) | | 7 | 217 | | | | 112 | 20 | | | | | | | 13 | | 5 | |
| Percent Heavy Vehicles (%) | | 3 | | | | | | | | | | | | | 3 | | 3 | |
| Proportion Time Blocked | | | | | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | | | | | 0 |
| Median Type | Storage | Undivided | |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 4.1 | | | | | | | | | | | | | 7.1 | | 6.2 | |
| Critical Headway (sec) | | 4.13 | | | | | | | | | | | | | 6.43 | | 6.23 | |
| Base Follow-Up Headway (sec) | | 2.2 | | | | | | | | | | | | | 3.5 | | 3.3 | |
| Follow-Up Headway (sec) | | 2.23 | | | | | | | | | | | | | 3.53 | | 3.33 | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | 8 | | | | | | | | | | | | | | 20 | | |
| Capacity, c (veh/h) | | 1429 | | | | | | | | | | | | | | 668 | | |
| V/c Ratio | | 0.01 | | | | | | | | | | | | | | 0.03 | | |
| 95% Queue Length, Qas (veh) | | 0.0 | | | | | | | | | | | | | | 0.1 | | |
| 95% Queue Length, Qas (ft) | | 0.0 | | | | | | | | | | | | | | 2.6 | | |
| Control Delay (s/veh) | | 7.5 | 0.0 | | | | | | | | | | | | | 10.6 | | |
| Level of Service (LOS) | | A | A | | | | | | | | | | | | | B | | |
| Approach Delay (s/veh) | | 0.3 | | | | | | | | | | | | 10.6 |
| Approach LOS | A | | | | | | | | | | | | B |
HCS™ TWSC Version 2025
22-210PE-1.xtw
| General Information | Site Information |
| Analyst | STK | Intersection | FARM. & PFISTER |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 9/29/2022 | East/West Street | FARMINGDALE RD |
| Analysis Year | 2022 | North/South Street | PFISTER ROAD |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210PE-1 EXIST |
| Lanes |
Copyright © 2026 University of Florida. All Rights Reserved.
## HCS Two-Way Stop-Control Report
===== PAGE 24 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | FARM. & NEW PROSPECT |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 9/29/2022 | East/West Street | FARMINGDALE RD |
| Analysis Year | 2022 | North/South Street | NEW PROSPECT ROAD |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210PE-2 EXIST |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | T | R | U | L | T | R | U | L | T |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | | 7 | 8 | 9 | | 10 | 11 |
| Number of Lanes | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | | 0 | 1 | 0 | | 0 | 0 |
| Configuration | | | | TR | | LT | | | | | LR | | | | |
| Volume (veh/h) | | | 77 | 153 | | 20 | 73 | | | 59 | | 17 | | | |
| Percent Heavy Vehicles (%) | | | | | | 3 | | | | 3 | | 3 | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | 0 | | | | | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | | | | | 4.1 | | | | 7.1 | | 6.2 | | | |
| Critical Headway (sec) | | | | | | 4.13 | | | | 6.43 | | 6.23 | | | |
| Base Follow-Up Headway (sec) | | | | | | 2.2 | | | | 3.5 | | 3.3 | | | |
| Follow-Up Headway (sec) | | | | | | 2.23 | | | | 3.53 | | 3.33 | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | | | | 22 | | | | | 84 | | | | |
| Capacity, c (veh/h) | | | | | | 1304 | | | | | 7.15 | | | | |
| v/c Ratio | | | | | | 0.02 | | | | | 0.12 | | | | |
| 95% Queue Length, Q95 (veh) | | | | | | 0.1 | | | | | 0.4 | | | | |
| Control Delay (s/veh) | | | | | | 7.8 | 0.1 | | | | 10.7 | | | | |
| Level of Service (LOS) | | | | | | A | A | | | | B | | | | |
| Approach Delay (s/veh) | | 1.8 | 10.7 | |
| Approach LOS | | A | B | |
| Copyright © 2024 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 1/30/2024 10:31:24 AM |
HCS™ TWSC Version 2023
22-210PE-2.xtw
===== PAGE 25 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | FARM. & NEW PROSPECT |
| Agency/Co | MRA | Jurisdiction | |
| Date Performed | 9/29/2022 | East/West Street | FARMINGDALE RD |
| Analysis Year | 2022 | North/South Street | NEW PROSPECT ROAD |
| Time Analyzed | AM | Peak Hour Factor | 0.90 |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210AE-2 EXIST |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | T | R | U | L | T | R | U | L | T |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | | 7 | 8 | 9 | | 10 | 11 |
| Number of Lanes | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | | 0 | 1 | 0 | | 0 | 0 |
| Configuration | | | | TR | | LT | | | | | LR | | | | |
| Volume (veh/h) | | | 72 | 56 | | 5 | 75 | | | 80 | | 17 | | | |
| Percent Heavy Vehicles (%) | | | | | | 3 | | | | 3 | | 3 | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | 0 | | | | | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | | | | | 4.1 | | | | 7.1 | | 6.2 | | | |
| Critical Headway (sec) | | | | | | 4.13 | | | | 6.43 | | 6.23 | | | |
| Base Follow-Up Headway (sec) | | | | | | 2.2 | | | | 3.5 | | 3.3 | | | |
| Follow-Up Headway (sec) | | | | | | 2.23 | | | | 3.53 | | 3.33 | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | | | | 6 | | | | | 108 | | | | |
| Capacity, c (veh/h) | | | | | | 1434 | | | | | 802 | | | | |
| v/c Ratio | | | | | | 0.00 | | | | | 0.13 | | | | |
| 95% Queue Length, Q95 (veh) | | | | | | 0.0 | | | | | 0.5 | | | | |
| Control Delay (s/veh) | | | | | | 7.5 | 0.0 | | | | 10.2 | | | | |
| Level of Service (LOS) | | | | | | A | A | | | | B | | | | |
| Approach Delay (s/veh) | | | | | | 0.5 | | | | 10.2 | | | | | |
| Approach LOS | | | | | | A | | | | B | | | | | |
HCS™ TWSC Version 2023
22-210AE-2.xtw
===== PAGE 26 =====
| HCS Two-Way Stop-Control Report | |
| General Information | Site Information | |
| Analyst | STK | Intersection | FARM. & PFISTER | |
| Agency/Co | MRA | Unsidiction | | |
| Date Performed | 1/7/26 | East/West Street | FARMINGDALE RD | |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD | |
| Time Analyzed | AM | Peak Hour Factor | 0.90 | |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 | |
| Project Description | 22-210AFB-1 BUILD-MIT | |
| Lanes | |
 | |
| Vehicle Volumes and Adjustments | |
| Approach | Eastbound | Westbound | Northbound | Southbound | |
| Movement | U | L | T | R | U | T | R | U | T | R | U | T | R | |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Number of Lanes | 0 | 1 | 1 | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 1 | 0 |
| Configuration | | L | | TR | | L | | TR | | LTR | | | LTR | |
| Volume (veh/h) | | 36 | 69 | 55 | | 6 | 70 | 48 | | 82 | 49 | 20 | 41 | 39 |
| Percent Heavy Vehides (%) | | 3 | | | | 3 | | | | 3 | 3 | 3 | 3 | 3 |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | |
| Right Turn Channelized | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 4.1 | | | | 4.1 | | | | 7.1 | 6.5 | 6.2 | | 7.1 |
| Critical Headway (sec) | | 4.1 | | | | 4.1 | | | | 7.1 | 6.5 | 6.2 | | 7.1 |
| Base Follow-Up Headway (sec) | | 2.2 | | | | 2.2 | | | | 3.5 | 4.0 | 3.3 | | 3.5 |
| Follow-Up Headway (sec) | | 2.2 | | | | 2.2 | | | | 3.5 | 4.0 | 3.3 | | 3.5 |
| Delay Queue Length and Level of Service |
| Flow Rate, v (veh/h) | | 40 | | | | 7 | | | | 168 | | | | 116 |
| Capacity (veh/h) | | 1448 | | | | 1440 | | | | 578 | | | | 601 |
| v/c Ratio | | 0.03 | | | | 0.00 | | | | 0.29 | | | | 0.19 |
| 95% Queue Length Q95 (ft) | | 0.1 | | | | 0.00 | | | | 12 | | | | 0.7 |
| 95% Queue Length Q95 (ft) | | 2.6 | | | | 0.0 | | | | 30.7 | | | | 17.9 |
| Control Delay (s/veh) | | 7.6 | | | | 7 | | | | 3.8 | | | | 12.4 |
| Level of Service (LOS) | | A | | | | A | | | | B | | | | B |
| Approach Delay (s/veh) | | 17 | | | | 0.4 | | | | 13.8 | | | | 12.4 |
| Approach LOS | | A | | | | A | | | B | | | | B | |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 27 =====
| HCS Two-Way Stop-Control Report | |
| General Information | Site Information | |
| Analyst | STK | Intersection | FARM. & PFISTER | |
| Agency Co. | MRA | Jurisdiction | | |
| Date Performed | 1/7/26 | East/West Street | FARMINGDALE RD | |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD | |
| Time Analyzed | PM | Peak Hour Factor | 0.90 | |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 | |
| Project Description | 22-210PFB-1 BUILD-MIT | |
| Lanes | |
 | |
| Vehicle Volumes and Adjustments | |
| Approach | Eastbound | Westbound | Northbound | Southbound | |
| Movement | U | L | T | E | U | L | R | U | L | R | U | L | R | |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Number of Lanes | 0 | 1 | 1 | 0 | 0 | 1 | 1 | 0 | 0 | 1 | 0 | 0 | 1 | 0 |
| Configuration | | L | | TR | | L | | TR | | LTR | | | LTR | |
| Volume (veh/h) | | 12 | 80 | 170 | | 25 | 65 | 21 | | 61 | 12 | 20 | 12 | 12 |
| Percent Heavy Vehides (%) | | 3 | | | | 3 | | | 3 | 3 | 3 | | 3 | 3 |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | 0 | | | 0 | |
| Right Turn Channelized | | | | | | | | | | | | | | |
| Median Type | Storage | Undivided | |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 4.1 | | | | 4.1 | | | 7.1 | 6.5 | 6.2 | | 7.1 | 6.5 |
| Critical Headway (sec) | | 1.13 | | | | 4.13 | | | 7.13 | 6.63 | 6.23 | | 7.13 | 6.53 |
| Base Follow-Up Headway (sec) | | 2.2 | | | | 2.2 | | | 3.5 | 4.0 | 3.3 | | 3.5 | 4.0 |
| Follow Up Headway (sec) | | 2.23 | | | | 2.23 | | | 3.53 | 4.03 | 3.33 | | 3.53 | 4.03 |
| Delay Queue Length and Level of Service |
| Flow Rate, v (veh/h) | | 13 | | | | 26 | | | | 103 | | | | 38 |
| Capacity (v/v/h) | | 1492 | | | | 1279 | | | | 602 | | | | 602 |
| v/c Ratio | | 0.01 | | | | 0.02 | | | | 0.17 | | | | 0.06 |
| 95% Queue Length Q95 (veh) | | 0.0 | | | | 0.1 | | | | 0.5 | | | | 0.2 |
| 95% Queue Length Q95 (ft) | | 0.0 | | | | 2.6 | | | | 15.4 | | | | 5.1 |
| Control Delay (s/veh) | | 7.3 | | | | 7.9 | | | | 12.2 | | | | 11.4 |
| Level of Service (LOS) | | A | | | | A | | | | B | | | | B |
| Approach Delay (s/veh) | | 0.3 | | | | 1.7 | | | 12.2 | | | | 11.4 | |
| Approach LOS | | A | | | | A | | | B | | | B | | |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 28 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | FARM. & SCHOOL'A' |
| Agency/Co | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | FARMINGDALE RD |
| Analysis Year | 2035 | North/South Street | SCHOOL' A' |
| Time Analyzed | AM | Peak Hour Factor | 0.90 |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210AFB-3 BUILD |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | I | T | R | U | L | R | U | L | T | R | U | L | R |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Number of Lanes | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 0 | 0 | 0 | 1 | 0 |
| Configuration | | | T | | | | T | | | | | | LR | |
| Volume (veh/h) | | | 120 | | | | 176 | | | | | | 5 | |
| Percent Heavy Vehicles (%) | | | | | | | | | | | | | 3 | |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | | | | 0 | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | | | | | | | | | | | | 7.1 | |
| Critical Headway (sec) | | | | | | | | | | | | | 6.43 | |
| Base Follow-Up Headway (sec) | | | | | | | | | | | | | 3.5 | |
| Follow-Up Headway (sec) | | | | | | | | | | | | | 3.53 | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | | | | | | | | | | | | 10 |
| Capacity, c (veh/h) | | | | | | | | | | | | | | 733 |
| v/c Ratio | | | | | | | | | | | | | | 0.01 |
| 95% Queue Length, Qs (Veh) | | | | | | | | | | | | | | 0.0 |
| 95% Queue Length, Q95 (ft) | | | | | | | | | | | | | | 0.0 |
| Control Delay (s/veh) | | | | | | | | | | | | | | 100 |
| Level of Service (LOS) | | | | | | | | | | | | | | A |
| Approach Delay (s/veh) | | | | | | | | | | | | | | |
| Approach LOS | | | | | | | | | | | | | 100 |
| Copyright © 2026 University of Florida. All Rights Reserved. HCS Th. TWSC Version 2025. Generated: 1/8/2026 3:25:08 PM. |
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | FARM. & SCHOOL'A' |
| Agency/Co | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | FARMINGDALE RD |
| Analysis Year | 2035 | North/South Street | SGHOOL A |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | East-West | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210PFB-3 BUILD |
| Lanes |
 |
| Major Street: East-West |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | R | U | L | R | U | L | T | R |
| Priority | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | | 7 | 8 | 9 | | 12 |
| Number of Lanes | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | | 0 | 0 | 0 | | 0 |
| Configuration | | | T | | | | T | | | | | | LR | |
| Volume (veh/h) | | | 256 | | | | 136 | | | | | | 1 | |
| Percent Heavy Vehicles (%) | | | | | | | | | | | | | 3 | |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | | | 0 |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | | | | | | | | | | | | 7.1 | |
| Critical Headway (sec) | | | | | | | | | | | | | 6.4 | |
| Base Follow-Up Headway (sec) | | | | | | | | | | | | | 3.5 | |
| Follow Up Headway (sec) | | | | | | | | | | | | | 3.5 | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | | | | | | | | | | | | 2 |
| Capacity, c (veh/h) | | | | | | | | | | | | | | 7.00 |
| v/c Ratio | | | | | | | | | | | | | | 0.00 |
| 95% Queue Length, Qs (veh) | | | | | | | | | | | | | | 0.00 |
| 95% Queue Length, Qas (ft) | | | | | | | | | | | | | | 0.0 |
| Control Delay (s/wk) | | | | | | | | | | | | | | 102 |
| Level of Service (LOS) | | | | | | | | | | | | | | B |
| Approach Delay (s/wh) | | | | | | | | | | | | | 102 |
| Approach LOS | | | | | | | | | | | | | B |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 30 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL 'A' & PFISTER |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL 'A' |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD |
| Time Analyzed | AM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210AFB-4 BUILD |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | T | T | R | U | L | T | R | U | T | R | U | L | T |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 |
| Number of Lanes | | 0 | 0 | 0 | | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 0 | 1 |
| Configuration | | | LR | | | | | | LT | | | | | TR |
| Volume (veh/h) | | 0 | | 15 | | | | | 35 | 98 | | | | 89 |
| Percent Heavy Vehides (%) | | 3 | | 3 | | | | | 3 | | | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | 0 | | | | | | | | | | |
| Right Turn Channelized | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 7.1 | | 6.2 | | | | | | 4.1 | | | | |
| Critical Headway (sec) | | 6.43 | | 6.23 | | | | | | 4.13 | | | | |
| Base Follow-Up Headway (sec) | | 3.5 | | 3.3 | | | | | | 2.2 | | | | |
| Follow-Up Headway (sec) | | 3.53 | | 3.33 | | | | | | 2.23 | | | | |
| Delay Queue Length and Level of Service |
| Flow Rate, v (veh/h) | | | 17 | | | | | | | 39 | | | | |
| Capacity (c (veh/h)) | | | 354 | | | | | | | 1486 | | | | |
| v/c Ratio | | | 0.02 | | | | | | | 0.03 | | | | |
| 95% Queue Length, Qs (veh) | | | 0.1 | | | | | | | 0.1 | | | | |
| 95% Queue Length, Qs (ft) | | | 2.6 | | | | | | | 2.6 | | | | |
| Control Delay (s/veh) | | | 8.8 | | | | | | | 7.2 | 0.2 | | | |
| Level of Service (LOS) | | | A | | | | | | | A | A | | | |
| Approach Delay (s/veh) | | 8.8 | | | | | | | | 2.1 | | | | |
| Approach LOS | | A | | | | | | | A |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 31 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL 'A' & PFISTER |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL 'A' |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North-South | Analysis Time Period (hrs.) | 0.25 |
| Project Description | 22-210PFB-4 BUILD |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | R | U | L | R | U | L | R | |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 5 |
| Number of Lanes | | 0 | | 0 | | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| Configuration | | | LR | | | | | | LT | | | | | TR |
| Volume (veh/n) | | 0 | | 3 | | | | | 5 | 40 | | | | 31 |
| Percent Heavy Vehicles (%) | | 3 | | 3 | | | | | 3 | | | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | 0 | | | | | | | | | | | | |
| Right Turn Channelized | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 7.1 | | 6.2 | | | | | 4.1 | | | | | |
| Critical Headway (sec) | | 6.43 | | 5.23 | | | | | 4.1 | | | | | |
| Base Follow-Up Headway (sec) | | 3.5 | | 3.3 | | | | | 2.2 | | | | | |
| Follow-Up Headway (sec) | | 2.53 | | 3.33 | | | | | 2.2 | | | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/n) | | | 3 | | | | | | 6 | | | | | |
| Capacity (veh/n) | | | 1036 | | | | | | 1572 | | | | | |
| v/c Ratio | | | 0.00 | | | | | | 0.00 | | | | | |
| 95% Queue Length, Q95 (ft) | | | 0.0 | | | | | | 0.0 | | | | | |
| 95% Queue Length, Q95 (ft) | | | 0.0 | | | | | | 0.0 | | | | | |
| Control Delay (veh) | | | 8.5 | | | | | | 7.5 | 0.0 | | | | |
| Level of Service (LOS) | | | A | | | | | | A | A | | | | |
| Approach Delay (veh) | 8.5 | 0.8 |
| Approach LOS | A | | A | |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 32 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL' B' & PFISTER |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL 'B' |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD |
| Time Analyzed | AM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North/South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210AFB-5 BUILD |
| Lanes |
| [F3] |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | 1 | R | U | L | R | U | L | R | U | L | T | R | |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 5 | 6 |
| Number of Lanes | | 0 | | 0 | | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 0 | 1 | 0 |
| Configuration | | | LR | | | | | | LT | | | | | | TR |
| Volume (veh/h) | | 0 | | 24 | | | | | 36 | 62 | | | | 65 | 10 |
| Percent Heavy Vehicles (%) | | 3 | | 3 | | | | | 3 | | | | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | | |
| Percent Grade (%) | | 0 | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | | | | | | |
| Median Type | Storage | Undivided | |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | 7.1 | | 6.2 | | | | | | 4.1 | | | | | | |
| Critical Headway (sec) | 6.43 | | 6.23 | | | | | | 4.1 | | | | | | |
| Base Follow-Up Headway (sec) | 3.5 | | 3.3 | | | | | | 2.2 | | | | | | |
| Follow-Up Headway (sec) | 3.53 | | 3.33 | | | | | | 2.23 | | | | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | 27 | | | | | | 40 | | | | | | |
| Capacity, c (veh/h) | | | 987 | | | | | | 1521 | | | | | | |
| v/c Ratio | | | 0.03 | | | | | | 0.03 | | | | | | |
| 95% Queue Length, Q95 (ft) | | | 0.1 | | | | | | 0.1 | | | | | | |
| 95% Queue Length, Q95 (ft) | | | 2.6 | | | | | | 2.6 | | | | | | |
| Control Delay (s/veh) | | | 8.7 | | | | | | 7.4 | 0.2 | | | | | |
| Level of Service (LOS) | | | A | | | | | | A | A | | | | | |
| Approach Delay (s/veh) | | | 87 | | | | | | 2.9 | | | | | | |
| Approach LOS | | A | | | | | | | A | | | | | | |
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL' B' & PFISTER |
| Agency/Co | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL' B' |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210PFB-5 BUILD |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | L | T | R | U | L | R | U | L | T | R | U | L | R |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 |
| Number of Lanes | | 0 | | 10 | | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| Configuration | | | LR | | | | | | LT | | | | | TR |
| Volume (veh/m) | | 0 | | 5 | | | | | 3 | 35 | | | | 26 |
| Percent Heavy Vehicles (%) | | 3 | | 3 | | | | | 3 | | | | | |
| Proportion Time Blocked | | | | | | | | | | | | | | |
| Percent Grade (%) | | 0 | |
| Right Turn Channelized | | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | 7.1 | | 6.2 | | | | | | 4.1 | | | | | |
| Critical Headway (sec) | 16.43 | | 6.23 | | | | | | 2.15 | | | | | |
| Base Follow-Up Headway (sec) | 3.5 | | 3.3 | | | | | | 2.2 | | | | | |
| Follow-Up Headway (sec) | 3.53 | | 3.3 | | | | | | 2.2 | | | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | 6 | | | | | | | 6 | | | | | |
| Capacity (c (veh/h)) | | 1043 | | | | | | | 1578 | | | | | |
| v/c Ratio | | 0.01 | | | | | | | 0.00 | | | | | |
| 95% Queue Length Qas (veh) | | 0.0 | | | | | | | 0.0 | | | | | |
| 95% Queue Length Qas (ft) | | 0.0 | | | | | | | 0.0 | | | | | |
| Control Delay (s/veh) | | 8.5 | | | | | | | 7.0 | 0.0 | | | | |
| Level of Service (LOS) | | A | | | | | | | A | A | | | | |
| Approach Delay (s/veh) | 8.5 | | 0.9 | |
| Approach LOS | A | | A | |
===== PAGE 34 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL °C & PFISTER |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL °C |
| Analysis Year | 2035 | North/South Street | PFISTER ROAD |
| Time Analyzed | AM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210AFB-6 BUILD |
| Lanes |
 |
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | U | I | I | R | U | I | T | R | U | I | R | U | I | R |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 5 |
| Number of Lanes | | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 0 | 0 |
| Configuration | | | LR | | | | | | LT | | | | | TR |
| Volume (veh) | | 0 | | 24 | | | | | 35 | 26 | | | | 41 |
| Percent Heavy Vehicles (%) | | 3 | | 3 | | | | | 3 | | | | | |
| Proportion (me Blocked) | | | | | | | | | | | | | | |
| Percent Grade (%) | 0 | |
| Right Turn Channelized | | |
| Median Type | Storage | Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | 7.1 | | 6.2 | | | | | | 4.1 | | | | | |
| Critical Headway (sec) | 6.43 | | 6.2 | | | | | | 4.1 | | | | | |
| Base Follow-Up Headway (sec) | 3.5 | | 3.3 | | | | | | 2.2 | | | | | |
| Follow Up Headway (sec) | 3.53 | | 3.33 | | | | | | 2.23 | | | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | 27 | | | | | | | 40 | | | | | |
| Capacity (c (veh/h) | | 1021 | | | | | | | 1556 | | | | | |
| v/c Ratio | | 0.03 | | | | | | | 0.03 | | | | | |
| 95% Queue Length Qt (veh) | | 0.1 | | | | | | | 0.1 | | | | | |
| 95% Queue Length, Q95 (ft) | | 2.6 | | | | | | | 2.6 | | | | | |
| Control Delay (s/veh) | | 8.6 | | | | | | | 7.4 | 0.2 | | | | |
| Level of Service (LOS) | | A | | | | | | | A | A | | | | |
| Approach Delay (s/veh) | 8.6 | | 44 | |
| Approach LOS | A | | A | |
Copyright © 2026 University of Florida. All Rights Reserved.
===== PAGE 35 =====
| Vehicle Volumes and Adjustments |
| Approach | Eastbound | Westbound | Northbound | Southbound |
| Movement | 0 | 1 | 1 | R | 0 | L | T | R | 0 | 1 | T | R | 0 | 1 | T | R | |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 | |
| Number of Lanes | | 0 | 1 | 0 | | 0 | 0 | 0 | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 | |
| Configuration | | | LR | | | | | | LT | | | | | | | TR | |
| Volume (c�/D) | | 0 | 0 | 5 | | | | | | S | 60 | | | | 21 | 0 | |
| Percent Heavy Vehicles (%) | | 3 | | 3 | | | | | | 3 | | | | | | | |
| Proportion Line Blocked | | | | | | | | | | | | | | | | | |
| Percent Grade (%) | | | 0 | | | | | | | | | | | | | | |
| Right Turn Channelized | | | | | | | | | | | | | | | | | |
| Median Type | Storage | | | | | | | | | | | | | | | | | |
| Undivided |
| Critical and Follow-up Headways |
| Base Critical Headway (sec) | | 7.1 | | 6.2 | | | | | | 4.1 | | | | | | | |
| Critical Headway (sec) | | 6.43 | | 6.23 | | | | | | 4.13 | | | | | | | |
| Base Follow-Up Headway (sec) | | 3.5 | | 3.3 | | | | | | 2.2 | | | | | | | |
| Follow-Up Headway (sec) | | 3.55 | | 3.33 | | | | | | 2.23 | | | | | | | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | 6 | | | | | | | 6 | | | | | | | |
| Capacity, c (V/m) | | | 10.50 | | | | | | | 1585 | | | | | | | |
| V/c Ratio | | | 0.01 | | | | | | | 0.00 | | | | | | | |
| 95% Queue Length, Qas (ft) | | | 0.0 | | | | | | | 0.0 | | | | | | | |
| 95% Queue Length, Qas (ft) | | | 0.0 | | | | | | | 0.0 | | | | | | | |
| Control Delays/veh | | | 8.4 | | | | | | | 7.3 | 0.0 | | | | | | |
| Level of Service (LOS) | | | A | | | | | | | A | A | | | | | | |
| Approach Delay (S/ve) | | | | | | | | | | | | | | | | | |
| Approach LOS | | A | | A | |
| Copyright © 2026 University of Florida. All Rights Reserved. |
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | SCHOOL'C & PFISTER |
| Agency/Co | WRA | Jurisdiction | |
| Date Performed | 1/7/26 | East/West Street | SCHOOL'C |
| Analysis Year | 2035 | North/South Street | RIFISTER ROAD |
| Time Analyzed | PM | Peak Hour Factor | 0.90 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 22-210PFB-6 BUILD |
| Lanes |
