===== PAGE 1 =====
Kevin P. McDonough (1953-1994)
John H. Rea, P.E.
Jay S. Troutman, Jr., P.E.
Scott T. Kennel
December 1, 2025
Jackson Township Planning Board
95 West Veterans Highway
Jackson, New Jersey 08527
Re: Proposed Shul
88 North New Prospect Road
Lot 14 of Block 5804
Jackson Township, Ocean County
MRA File No. 25-143
## Dear Board Members:
McDonough & Rea Associates (MRA) has been asked to provide Planning Board with a Traffic Impact Analysis for plans to construct a House of Worship (Shul) on the noted property. The property is located on the west side of North New Prospect Road approximately opposite Newark Avenue (access to Crawford Rodriguez Elementary School) as shown on Figure 1, a site Location Map, in the Appendix. Plans prepared by Haler Consulting (HC) show a single point of access, opposite Newark Avenue and 48 parking spaces to support the Shul.
## SCOPE OF STUDY
In order to prepare a thorough Traffic Impact Analysis, MRA conducted the following tasks:
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 North New Prospect Road/Newark Avenue.
3. Prepared estimates of additional traffic to be generated by the Shul, based on a worst-case scenario, one in which all 48 parking spaces turn over during a critical peak hour.
4. Prepared estimates of future traffic volume demand for a design year of 2035 after consulting the New Jersey Department of Transportation's background traffic growth rate data for the area.
===== PAGE 2 =====
Jackson Township Planning Board
December 1, 2025
5. Conducted a level of service capacity analysis for the intersection of North New Prospect Road/Newark Avenue/site access to Shul.
6. Reviewed the Site Plan with respect to availability and accessibility of the parking supply and conformance to proper traffic engineering principles.
The following report sets forth the database accumulated and the conclusions reached with respect to the proposed Shul at 88 North New Prospect Road.
## EXISTING CONDITIONS
The subject property is located on the west side of North New Prospect Road opposite Newark Avenue. It currently contains a single-family home. North New Prospect Road is a north/south Ocean County roadway designated as CR 641. It generally provides for 1 travel lane in each direction with shoulders in the vicinity of the site.
Newark Avenue intersects North New Prospect Road as the stem of a “T” intersection from the east. Newark Avenue provides access to the Crawford Rodriguez Elementary School.
## EXISTING TRAFFIC VOLUMES
Traffic volume data was collected by conducting manual turning movement counts at the intersection of North New Prospect Road/Newark Avenue. The counts were conducted from 7:00 AM to 10:00 AM and from 2:30 PM to 5:30 PM in order to capture peak hour traffic generated by the Crawford Rodriguez Elementary School. The morning peak hour occurred between 8:15 AM and 9:15 AM, consistent with arrivals at the Crawford Rodriguez Elementary School (school starts at 9:10 AM). The PM peak street hour occurred between 4:15 PM and 5:15 PM, outside of the peak hour for the Crawford Rodriguez Elementary School which dismisses students at 3:20 PM. Figure 2 in the Appendix illustrates the existing AM (8:15 AM to 9:15 AM and PM (4:15 PM to 5:15 PM) traffic volumes at the intersection.
## TRIP GENERATION/DISTRIBUTION
Estimates of traffic to be generated by the Shul, were made after reviewing the number of parking spaces proposed (48) and assuming that all parking spaces turn over during the critical peak hour in the morning when services are held. For the afternoon peak hour, since the Shul traffic will be less critical than the morning peak hour services, parking spaces were anticipated to turn over at a rate of 50 percent. Therefore, the following Table illustrates the anticipated AM and PM peak street hour traffic generation for the Shul.
===== PAGE 3 =====
Jackson Township Planning Board
# TABLE I TRIP GENERATION PROPOSED SHUL-88 NORTH NEW PROSPECT ROAD (48 PARKING SPACES)
| AM PSH | PM PSH |
| IN | OUT | TOTAL | IN | OUT | TOTAL | |
| 48 | 48 | 96 | 24 | 24 | 48 | |
Based on access to residential areas and higher order roadways, traffic was distributed as follows:
50 percent to and from the north on North New Prospect Road
50 percent to and from south on North New Prospect Road
Anticipated site generated and distributed traffic volumes are shown on Figure 3 in the Appendix.
## ANALYSIS OF FUTURE TRAFFIC
A design year of 2035 was assumed in accordance with Ocean County Planning Board protocol. The New Jersey Department of Transportation's (NJDOT) background traffic growth rate data for the area was consulted and based base 2025 traffic volumes were expanded by 10 percent in order to arrive at design year 2035 no-build traffic volumes which are shown on Figure 4 in the Appendix. Site generated traffic was then surcharged onto no-build volumes and are shown on Figure 5 in the Appendix.
Traffic engineers calculate levels of service of unsignalized 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 indicates near to or at capacity conditions and is generally considered the limit of acceptable level of service and delay.
===== PAGE 4 =====
Full definitions of levels of service for unsignalized intersections and 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 Highway Capacity Software (HCS 2025).
Findings were that exiting movements from the Shul driveway will do so at level of service “D” during the AM peak street hour for the build condition and level of service “D” for the PM peak street hour for the build condition. It should be further noted that a crossing guard is located at the intersection of North New Prospect Road/Newark Avenue during school arrival and dismissal hours and assists pedestrians crossing the intersection. The crossing guard also assists traffic entering North New Prospect Road from Newark Avenue (and from the Shul driveway when constructed). Therefore, the intersection of North New Prospect Road/Newark Avenue/Shul driveway will operate within acceptable traffic engineering parameters for the 2035 design year.
## SITE PLAN AND PARKING
The Site Plan, prepared by HC, shows a single point of access to North New Prospect Road and 48 parking spaces to support the Shul. Access is provided to the north side of the Shul building for fire access and access to the trash enclosure which is located at the northwest corner of the site. Parking stalls are dimensioned at 9 feet wide by 18 feet deep in keeping with current standards and 2-way circulation aisles are dimensioned at 24 feet between parking spaces and 18 feet for access to the trash enclosure (no parking spaces are located along the 18-foot-wide aisle).
## CONCLUSIÓNS
It is concluded, based on MRA's analysis, that plans to construct a Shul at 88 North New Prospect Road with 48 parking spaces, can be approved and operate compatibility with future traffic conditions in the area. The site access to North New Prospect Road will operate within acceptable traffic engineering parameters for the AM and PM peak street hours and will be assisted during the critical AM peak street hour by the presence of a crossing guard at the intersection who helps periodically stop vehicular traffic in order to assist pedestrians at the intersection.
The Site Plan itself has been properly designed with proper parking stall sizes, aisle widths, etc.
===== PAGE 5 =====
Jackson Township Planning Board
A representative from MRA will be in attendance at an upcoming Jackson Township Planning Board meeting to provide expert testimony and answer questions. Board members, Board experts or the public may have.
Very truly yours,
John H. Rea
John H. Rea, PE
Principal
Scott T. Kennel
Sr. Associate
cc: Eli Halpert, PE
===== PAGE 6 =====
APPENDIX
===== PAGE 7 =====
| M R McDONOUGH & REA ASSOCIATES TRAFFIC AND TRANSPORTATION CONSULTING | FIGURE 1 |
| JOB NO. | DATE: |
| 25-143 | OCT 2025 |
PROPOSED SHUL - 88 NORTH NEW PROSPECT ROAD SITE LOCATION MAP
===== PAGE 8 =====
| McDONOUGH & REA ASSOCIATES\nR TRAFFIC AND TRANSPORTATION CONSULTING | FIGURE 2 |
| JOB NO. 25-143 | DATE: OCT 2025 |
| SUBJECT: PROPOSED SHUL - 88 NORTH NEW PROSPECT ROAD\nEXISTING AM PSH 815 - 915 am (PM PSH 415 - 515 pm) TRAFFIC VOLUMES |
| N\nPROPOSED downarrow 395(692) downarrow 68(1) | uparrow 22(3)\n downarrow 28(1) | NEWARK AVENUE\nACCESS TO\nCRAWFORD-RODRIGUEZ\nSCHOOL |
| SHUL | uparrow (397 → 535)393 ROAD | |
| NORTH NEW PROSPECT ROAD | | |
| LEGEND:← AM PSH(PM PSH) |
===== PAGE 9 =====
| McDONOUGH & REA ASSOCIATES | FIGURE 3 |
TRAFFIC AND TRANSPORTATION CONSULTING | JOB NO. 25-143 | DATE: OCT 2025 |
| SUBJECT: PROPOSED SHUL - 88 NORTH NEW PROSPECT ROAD\nSITE GENERATED TRAFFIC VOLUMES |
| N\nPROPOSED\nSHUL\n(15)24 downarrow NORTH NEW PROSPECT ROAD | NEWARK AVENUE\nACCESS TO CRAWFORD-RODRIGUEZ SCHOOL |
===== PAGE 10 =====
McDONOUGH & REA ASSOCIATES TRAFFIC AND TRANSPORTATION CONSULTING | FIGURE 4 |
| JOB NO. 25-143 | DATE: OCT 2025 |
| SUBJECT: PROPOSED SHUL - 88 NORTH NEW PROSPECT ROAD DESIGN YEAR 2035 NO - BUILD TRAFFIC VOLUMES |
| N PROPOSED SHUL NORTH NEW PROSPECT ROAD DESIGN YEAR 2035 NO - BUILD TRAFFIC VOLUMES |
| N PROPOSED SHUL NORTH NEW PROSPECT ROAD DESIGN YEAR 2035 NO - BUILD TRAFFIC VOLUMES |
===== PAGE 11 =====
McDONOUGH & REA ASSOCIATES TRAFFIC AND TRANSPORTATION CONSULTING | FIGURE 5 |
| JOB NO. 25-143 | DATE: OCT 2025 |
| SUBJECT: PROPOSED SHUL - 88 NORTH NEW PROSPECT ROAD DESIGN YEAR 2035 BUILD TRAFFIC VOLUMES |
| N PROPOSED SHUL (15) 434(761) 68(1) 24(15) 22(3) X(X) 28(1) NEWARK AVENUE (15)24(X) X(X) 24(15)24(15)24(X) 28(1) ACCESS TO CRAWFORD-RODRIGUEZ SCHOOL NORTH NEW PROSPECT ROAD |
| LEGEND:← AM PSH(PM PSH) |
===== PAGE 12 =====
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 13 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | NEWARK AVE & n NEW PROSPECT |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 10/7/2025 | East/West Street | NEWARK AVE |
| Analysis Year | 2025 | North/South Street | N NEW PROSPECT |
| Time Analyzed | AM | Peak Hour Factor | 0.95 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 25-143AE 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 | R |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 |
| Number of Lanes | | 0 | 0 | 0 | | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 |
| Configuration | | | | | | | LR | | | | | TR | | LT | | |
| Volume (veh/h) | | | | | | 28 | | 22 | | | 393 | 97 | | 68 | 395 | |
| 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 | | | | | | 4.13 | | |
| 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) | | | | | | | 53 | | | | | | | 72 | | |
| Capacity, c (veh/h) | | | | | | | 322 | | | | | | | 1045 | | |
| v/c Ratio | | | | | | | 0.16 | | | | | | | 0.07 | | |
| 95% Queue Length, Q95 (veh) | | | | | | | 0.6 | | | | | | | 0.2 | | |
| 95% Queue Length, Q95 (ft) | | | | | | | 15.4 | | | | | | | 5.1 | | |
| Control Delay (s/veh) | | | | | | | 18.4 | | | | | | | 8.7 | 0.8 | |
| Level of Service (LOS) | | | | | | | C | | | | | | | A | A | |
| Approach Delay (s/veh) | | 18.4 | | 1.9 |
| Approach LOS | | C | | A |
| Copyright © 2025 University of Florida. All Rights Reserved. HCS ™ TWSC Version 2025 Generated: 10/7/2025 11:59:48 AM |
HCS™ TWSC Version 2025
25-143AE.xtw
===== PAGE 14 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | NEWARK AVE & n NEW PROSPECT |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 10/7/2025 | East/West Street | NEWARK AVE-SITE ACCESS |
| Analysis Year | 2035 | North/South Street | N NEW PROSPECT |
| Time Analyzed | AM | Peak Hour Factor | 0.95 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 25-143AFB BUILD |
| 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 | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 | 5 |
| Number of Lanes | | 0 | 1 | 0 | | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 0 | 1 |
| Configuration | | | LTR | | | | LR | | | | LTR | | | | LTR |
| Volume (veh/h) | | 24 | 0 | 24 | | 28 | | 22 | | 24 | 432 | 97 | | 68 | 434 |
| Percent Heavy Vehicles (%) | | 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) | | 7.1 | 6.5 | 6.2 | | 7.1 | | 6.2 | | 4.1 | | | | 4.1 | |
| Critical Headway (sec) | | 7.13 | 6.53 | 6.23 | | 7.13 | | 6.23 | | 4.13 | | | | 4.13 | |
| Base Follow-Up Headway (sec) | | 3.5 | 4.0 | 3.3 | | 3.5 | | 3.3 | | 2.2 | | | | 2.2 | |
| Follow-Up Headway (sec) | | 3.53 | 4.03 | 3.33 | | 3.53 | | 3.33 | | 2.23 | | | | 2.23 | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | 51 | | | | 53 | | | 25 | | | | 72 | |
| Capacity, c (veh/h) | | | 225 | | | | 207 | | | 1075 | | | | 1009 | |
| v/c Ratio | | | 0.22 | | | | 0.25 | | | 0.02 | | | | 0.07 | |
| 95% Queue Length, Q95 (veh) | | | 0.8 | | | | 1.0 | | | 0.1 | | | | 0.2 | |
| 95% Queue Length, Q95 (ft) | | | 20.5 | | | | 25.6 | | | 2.5 | | | | 5.0 | |
| Control Delay (s/veh) | | | 25.6 | | | | 28.2 | | | 8.4 | 0.3 | 0.3 | | 8.8 | 0.9 |
| Level of Service (LOS) | | | D | | | | D | | | A | A | A | | A | A |
| Approach Delay (s/veh) | | 25.6 | | | | 28.2 | | | | 0.6 | | | | 1.9 | |
| Approach LOS | D | D | A | A |
| Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2025 Generated: 10/7/2025 12:06:17 PM |
HCS™ TWSC Version 2025
25-143AFB.xtw
===== PAGE 15 =====
| HCS Two-Way Stop-Control Report |
| General Information | Site Information |
| Analyst | STK | Intersection | NEWARK AVE & n NEW PROSPECT |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 10/7/2025 | East/West Street | NEWARK AVE |
| Analysis Year | 2025 | North/South Street | N NEW PROSPECT |
| Time Analyzed | PM | Peak Hour Factor | 0.95 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 25-143PE 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 | R |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 | 5 | 6 |
| Number of Lanes | | 0 | 0 | 0 | | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 0 | 1 | 0 |
| Configuration | | | | | | | LR | | | | | TR | | LT | | |
| Volume (veh/h) | | | | | | 1 | | 3 | | | | 535 | 3 | | 1 | 692 |
| 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) | | | | | | | 4 | | | | | | | 1 | | |
| Capacity, c (veh/h) | | | | | | | 352 | | | | | | | 1001 | | |
| v/c Ratio | | | | | | | 0.01 | | | | | | | 0.00 | | |
| 95% Queue Length, Q95 (veh) | | | | | | | 0.0 | | | | | | | 0.0 | | |
| 95% Queue Length, Q95 (ft) | | | | | | | 0.0 | | | | | | | 0.0 | | |
| Control Delay (s/veh) | | | | | | | 15.3 | | | | | | | 8.6 | 0.0 | |
| Level of Service (LOS) | | | | | | | C | | | | | | | A | A | |
| Approach Delay (s/veh) | | 15.3 | | 0.0 |
| Approach LOS | | C | | A |
| Copyright © 2025 University of Florida. All Rights Reserved. HCS extsuperscript{TM} TWSC Version 2025 Generated: 10/7/2025 12:08:29 PM |
HCS™ TWSC Version 2025
25-143PE.xtw
===== PAGE 16 =====
| General Information | Site Information |
| Analyst | STK | Intersection | NEWARK AVE & n NEW PROSPECT |
| Agency/Co. | MRA | Jurisdiction | |
| Date Performed | 10/7/2025 | East/West Street | NEWARK AVE-SITE ACCESS |
| Analysis Year | 2035 | North/South Street | N NEW PROSPECT |
| Time Analyzed | PM | Peak Hour Factor | 0.95 |
| Intersection Orientation | North-South | Analysis Time Period (hrs) | 0.25 |
| Project Description | 25-143PFB BUILD |
| 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 |
| Priority | | 10 | 11 | 12 | | 7 | 8 | 9 | 1U | 1 | 2 | 3 | 4U | 4 |
| Number of Lanes | | 0 | 1 | 0 | | 0 | 1 | 0 | 0 | 0 | 1 | 0 | 0 | 1 |
| Configuration | | | LTR | | | | LR | | | LTR | | | | LTR |
| Volume (veh/h) | | 15 | 0 | 15 | | 1 | | 3 | | 15 | 588 | 3 | | 1 |
| Percent Heavy Vehicles (%) | | 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) | | 7.1 | 6.5 | 6.2 | | 7.1 | | 6.2 | | 4.1 | | | 4.1 | |
| Critical Headway (sec) | | 7.13 | 6.53 | 6.23 | | 7.13 | | 6.23 | | 4.13 | | | 4.13 | |
| Base Follow-Up Headway (sec) | | 3.5 | 4.0 | 3.3 | | 3.5 | | 3.3 | | 2.2 | | | 2.2 | |
| Follow-Up Headway (sec) | | 3.53 | 4.03 | 3.33 | | 3.53 | | 3.33 | | 2.23 | | | 2.23 | |
| Delay, Queue Length, and Level of Service |
| Flow Rate, v (veh/h) | | | 32 | | | | 4 | | | 16 | | | 1 | |
| Capacity, c (veh/h) | | | 160 | | | | 243 | | | 807 | | | 954 | |
| v/c Ratio | | | 0.20 | | | | 0.02 | | | 0.02 | | | 0.00 | |
| 95% Queue Length, Q95 (veh) | | | 0.7 | | | | 0.1 | | | 0.1 | | | 0.0 | |
| 95% Queue Length, Q95 (ft) | | | 17.9 | | | | 2.6 | | | 2.5 | | | 0.0 | |
| Control Delay (s/veh) | | | 32.9 | | | | 20.1 | | | 9.6 | 0.3 | 0.3 | | 8.8 |
| Level of Service (LOS) | | | D | | | | C | | | A | A | A | | A |
| Approach Delay (s/veh) | | 32.9 | | | | | | | | | | | 0.0 | |
| Approach LOS | | D | | | | 20.1 | | | 0.5 | 0.0 |
| Copyright © 2025 University of Florida. All Rights Reserved. | HCSTM TWSC Version 2025 | A | A |
HCS™ TWSC Version 2025
25-143PFB.xtw
===== PAGE 17 =====

SHUL - 88 N. NEW PROSPECT ROAD
N. NEW PROSPECT ROAD & NEWARK AVENUE
JACKSON TOWNSHIP, OCEAN COUNTY
MRA JOB 25-143 THURSDAY AM COUNT
# McDonough & Rea Associates 1431 Lakewood Road Suite C Manasquan NJ 08736 (732) 528-7076
File Name : 25143 new prospect & newark am1
Site Code : 00025143
Groups Printed-CARS - TRUCKS - SCHOOL BUS
Start Date : 5/1/2025
Page No :1
| N. New Prospect Road (CR 641) | Newark Avenue | N. New Prospect Road (CR 641) | |
| Southbound | Westbound | Northbound | |
| Start Time | Left | Thru | App. Total | Left | Right | App. Total | Thru | Right | App. Total | Int. Total |
| 07:00 AM | 0 | 48 | 48 | 0 | 0 | 0 | 85 | 0 | 85 | 133 |
| 07:15 AM | 1 | 83 | 84 | 0 | 0 | 0 | 95 | 0 | 95 | 179 |
| 07:30 AM | 2 | 55 | 57 | 0 | 0 | 0 | 101 | 3 | 104 | 161 |
| 07:45 AM | 1 | 76 | 77 | 0 | 0 | 0 | 112 | 5 | 117 | 194 |
| Total | 4 | 262 | 266 | 0 | 0 | 0 | 393 | 8 | 401 | 667 |
| 08:00 AM | 2 | 111 | 113 | 0 | 0 | 0 | 148 | 2 | 150 | 263 |
| 08:15 AM | 5 | 87 | 92 | 2 | 0 | 2 | 109 | 9 | 118 | 212 |
| 08:30 AM | 29 | 93 | 122 | 0 | 0 | 0 | 96 | 22 | 118 | 240 |
| 08:45 AM | 21 | 99 | 120 | 2 | 1 | 3 | 103 | 38 | 141 | 264 |
| Total | 57 | 390 | 447 | 4 | 1 | 5 | 456 | 71 | 527 | 979 |
| 09:00 AM | 13 | 116 | 129 | 24 | 21 | 45 | 85 | 28 | 113 | 287 |
| 09:15 AM | 1 | 90 | 91 | 11 | 8 | 19 | 78 | 5 | 83 | 193 |
| 09:30 AM | 2 | 77 | 79 | 9 | 5 | 14 | 89 | 3 | 92 | 185 |
| 09:45 AM | 1 | 50 | 51 | 0 | 0 | 0 | 73 | 2 | 75 | 126 |
| Total | 17 | 333 | 350 | 44 | 34 | 78 | 325 | 38 | 363 | 791 |
| Grand Total | 78 | 985 | 1063 | 48 | 35 | 83 | 1174 | 117 | 1291 | 2437 |
| Apprch % | 7.3 | 92.7 | | 57.8 | 42.2 | | 90.9 | 9.1 | | |
| Total % | 3.2 | 40.4 | 43.6 | 2.0 | 1.4 | 3.4 | 48.2 | 4.8 | 53.0 | |
| N. New Prospect Road (CR 641) | Newark Avenue | N. New Prospect Road (CR 641) | |
| Southbound | Westbound | Northbound | |
| Start Time | Left | Thru | App. Total | Left | Right | App. Total | Thru | Right | App. Total | Int. Total |
| Peak Hour From 07:00 AM to 09:45 AM - Peak 1 of 1 |
| Intersection | 08:15 AM | 08:45 AM | 08:15 AM | 08:45 AM |
| Volume | 68 | 395 | 463 | 28 | 22 | 50 | 393 | 97 | 490 | 1003 |
| Percent | 14.7 | 85.3 | | 56.0 | 44.0 | | 80.2 | 19.8 | | |
| 09:00 Volume | 13 | 116 | 129 | 24 | 21 | 45 | 85 | 28 | 113 | 287 |
| Peak Factor | | | | | | | | | | |
| High Int. | 09:00 AM | 09:00 AM | 09:00 AM | |
| Volume | 13 | 116 | 129 | 24 | 21 | 45 | 103 | 38 | 141 | 0.874 |
| Peak Factor | | | 0.897 | | | 0.278 | | | 0.869 | |
===== PAGE 18 =====

SHUL - 88 N. NEW PROSPECT ROAD
N. NEW PROSPECT ROAD & NEWARK AVENUE
JACKSON TOWNSHIP, OCEAN COUNTY
MRA JOB 25-143 THURSDAY PM COUNT
# McDonough & Rea Associates 1431 Lakewood Road Suite C Manasquan NJ 08736 (732) 528-7076
File Name : 25143 new prospect & newark pm1
Site Code : 00025143
Start Date : 5/8/2025
Groups Printed-CARS - TRUCKS - SCHOOL BUS
Page No : 1
| N. New Prospect Road (CR 641) | Newark Avenue | N. New Prospect Road (CR 641) | |
| Southbound | Westbound | Northbound | |
| Start Time | Left | Thru | App. Total | Left | Right | App. Total | Thru | Right | App. Total | Int. Total |
| 02:30 PM | 4 | 87 | 91 | 1 | 1 | 2 | 75 | 7 | 82 | 175 |
| 02:45 PM | 12 | 92 | 104 | 0 | 3 | 3 | 90 | 9 | 99 | 206 |
| Total | 16 | 179 | 195 | 1 | 4 | 5 | 165 | 16 | 181 | 381 |
| 03:00 PM | 13 | 108 | 121 | 10 | 10 | 20 | 109 | 15 | 124 | 265 |
| 03:15 PM | 2 | 116 | 118 | 24 | 29 | 53 | 103 | 1 | 104 | 275 |
| 03:30 PM | 1 | 112 | 113 | 33 | 14 | 47 | 106 | 0 | 106 | 266 |
| 03:45 PM | 1 | 125 | 126 | 13 | 10 | 23 | 105 | 3 | 108 | 257 |
| Total | 17 | 461 | 478 | 80 | 63 | 143 | 423 | 19 | 442 | 1063 |
| 04:00 PM | 1 | 139 | 140 | 8 | 3 | 11 | 114 | 0 | 114 | 265 |
| 04:15 PM | 0 | 162 | 162 | 0 | 0 | 0 | 149 | 1 | 150 | 312 |
| 04:30 PM | 0 | 181 | 181 | 1 | 2 | 3 | 122 | 0 | 122 | 306 |
| 04:45 PM | 0 | 167 | 167 | 0 | 0 | 0 | 131 | 1 | 132 | 299 |
| Total | 1 | 649 | 650 | 9 | 5 | 14 | 516 | 2 | 518 | 1182 |
| 05:00 PM | 1 | 182 | 183 | 0 | 1 | 1 | 133 | 1 | 134 | 318 |
| 05:15 PM | 0 | 120 | 120 | 0 | 0 | 0 | 135 | 2 | 137 | 257 |
| Grand Total | 35 | 1591 | 1626 | 90 | 73 | 163 | 1372 | 40 | 1412 | 3201 |
| Apprch % | 2.2 | 97.8 | | 55.2 | 44.8 | | 97.2 | 2.8 | | |
| Total % | 1.1 | 49.7 | 50.8 | 2.8 | 2.3 | 5.1 | 42.9 | 1.2 | 44.1 | |
| N. New Prospect Road (CR 641) | Newark Avenue | N. New Prospect Road (CR 641) | |
| Southbound | Westbound | Northbound |
| Start Time | Left | Thru | App. Total | Left | Right | App. Total | Thru | Right | App. Total |
| Peak Hour From 02:30 PM to 05:15 PM - Peak 1 of 1 | | | | | | | | | | |
| Intersection Volume | 04:15 PM | | | | | | | | | |
| Percent | 1 | 692 | 693 | 1 | 3 | 4 | 535 | 3 | 538 | 1235 |
| 05:00 Volume | 0.1 | 99.9 | | 25.0 | 75.0 | | 99.4 | 0.6 | | |
| Peak Factor | 1 | 182 | 183 | 0 | 1 | 1 | 133 | 1 | 134 | 318 |
| High Int. Volume | 05:00 PM | | | 04:30 PM | | | 04:15 PM | | | 0.971 |
| Peak Factor | 1 | 182 | 183 | 1 | 2 | 3 | 149 | 1 | 150 | 1 |
===== PAGE 19 =====
| SITE LAYOUT PLAN |
| PROPOSED HOUSE OF WORSHIP
88 NORTH NEW PROSPECT ROAD
BLOCK 5804 LOT 14
TOWNSHIP OF JACKSON, OCEAN COUNTY, NEW JERSEY
APPLICANT: |
| HALER
CONSULTING
SITE ENGINEERING | PROJECT NO.
25-001
SCALE
1"=20T
DATE
11-1-3-2025
SHEET NO.
C300 |
| 640 NEWMAN ROAD, LUNT. 1, JACKSON, NEW JERSEY ORERZ
PH: (073) 806-7511 F. 7373 806-7510
OFFICIALHACKINGSOLUTION.COM
COM.REPORT1300 | ERIC HALPERT
PROFESSIONAL ENGINEER AND PLANNER
HTEAC. INC. 9771 N. 17Y LLC. No. 6488 |