HomeMy WebLinkAbout220622 Porters Neck REVISED Approval_signed
December 6th, 2019 June 22, 2022 Ms. Caroline Bojarski, EI Ms. Caroline (Bojarski) Cheeves, PE Ramey Kemp & Associates, Inc. 5808 Farringdon Place, Suite 100 Raleigh, NC 27609 RE: REVISED approval with conditions of the Traffic Impact Analysis (TIA) associated with the proposed Porter’s Neck Development [also called the Reserve at Beaumont] Dear Ms. Bojarski Cheeves, The WMPO, NCDOT, and New Hanover County staffs have reviewed the technical memorandum (dated May 4, 2022) presented which revises the land uses and analysis presented in the Porter’s Neck Development TIA sealed December 2, 2019. This revised approval with conditions is based on the following TIA revised TIA land uses proposed with a build year of 2023:
• 58 single-family dwelling units (LUC 210)
• 62 single family dwelling units - detached (LUC 210)
• 34 single family dwelling units – attached (LUC 215)
• 348 Multi Family Housing units (Low-Rise) (LUC 220)
• 204 Multi-family (low rise) housing units (LUC 220) Based on review of the analysis provided in the technical memorandum TIA report, the following improvements are required by the developer:
SR 1402/SR 1492 (Porters Neck Road) at SR 1402 (Edgewater Club Road)/SR 2932 (Shiraz Way) (single lane roundabout)
o No improvements are recommended. US 17 (Market Street) at SR 1402 (Porters Neck Road) (signalized full movement intersection)
o No improvements are recommended. SR 1400 (Futch Creek Road/Market Street) at SR 2845 (Market Street) (stop-controlled T-intersection)
o No improvements are recommended.
REVISED TIA approval with conditions – Porter’s Neck Development (The Reserve at Beaumont)
Page 2 of 3
US 17 and U-turn location (North of SR 1400/Market Street) (northbound to southbound U-turn)
o No improvements are recommended. US 17 and SR 1400 (Futch Creek Road/Market Street) (signalized southbound directional crossover)
o Provide dual westbound right-turn lanes from SR 1400 (Market Street) to US 17, by constructing an additional right-turn lane with 150 feet of storage, 50 feet of full width deceleration, and 100 feet of taper.
o Revise signal plan to modify phasing. The developer will be responsible for providing funding for the appropriate re-timing of the coordinated signal system. A signal agreement is required for signal plan modifications. Contact the Division Traffic Engineer at (910)342-2200, to initiate a Traffic agreement.
o Upon attaining 1,000 daily site trips, applicant to provide updated traffic counts and Phasing Study analysis to review need for improvements to this intersection. US 17 and SR 1351 (Stephens Church Road) (signalized northbound directional crossover / U-turn)
o No improvements are recommended. SR 2932 (Shiraz Way) at Site Access 1 (stop-controlled T-intersection)
o Construct eastbound approach with one ingress and one egress lane.
o Provide stop control for the eastbound approach.
o Provide an internal protected stem of 75 feet. SR 2845 (Market Street) at Site Access 2 (stop-controlled T-intersection)
o Construct westbound approach with one ingress and one egress lane.
o Provide stop control for the westbound approach.
o Provide an internal protected stem of 75 feet. Note: A signal agreement is required for new signal installations or signal plan modifications. Contact the Division Traffic Engineer at (910) 341-2200, to initiate a traffic agreement. If changes are made to the proposed site driveways and/or land use, the current trip distribution may need to be modified and would require a revised Traffic Impact Analysis to be submitted for review by the NCDOT, WMPO, and New Hanover County, in which instance this revised approval will become null and void.
May 4, 2022
Benjamin T. Hughes, PE
District Engineer
Division 3, District 3
910-398-9100
bthughes@ncdot.gov
Subject: Reserve at Beaumont Phasing Study – New Hanover County, North Carolina
Dear Mr. Hughes,
This letter provides a traffic assessment for the proposed phasing of the Reserve at Beaumont development,
formerly Porter’s Neck, to be located south of Futch Creek Road and east of Porter’s Neck Road in New Hanover
County, North Carolina. This assessment is done in conjunction with the previously approved Porter’s Neck
TIA (completed by RKA in December 2019 and approved by WMPO December 2019).
The approved TIA assumed the development would consist of 58 single-family dwelling units and 348 multi-
family dwelling units and be completed 2023. This assessment analyzes a full build-out of the Reserve at
Beaumont development that would determine if the previously recommended roadway improvements at the
intersection of US 17 and SR 1400 (Market Street) would be required. The intersection was reanalyzed with the
current Reserve at Beaumont site plan which proposes a maximum of 62 detached single-family homes, 34
attached single-family homes, and 204 low-rise multifamily apartment units.
Access to the development is proposed via one (1) full movement intersection along SR 2845 (Market Street) and
one (1) full movement intersection along SR 2932 (Shiraz Way). Refer to the attachments for information
regarding the Porter’s Neck approved TIA and NCDOT approval letter as well as the updated site plan for the
Reserve at Beaumont.
2022 Existing Traffic Conditions
The scope of work for this study was developed based on coordination with North Carolina Department of
Transportation (NCDOT) and it was determined that the intersection of US 17 and SR 1400 (Market Street) would
be analyzed. Only movements controlled by the signal for the northbound direction of US 17 would be studied.
Existing lane configurations (number of traffic lanes on each intersection approach), speed limits, storage
capacities, and other intersection and roadway information for the study intersection is shown in Figure 3,
located in attachments. Table 1, on the following page, also provides a summary of this information.
Reserve at Beaumont Phasing Study | 2
Table 1: Existing Roadway Inventory
Road Name Route
Number
Typical
Cross
Section
Speed Limit Maintained
By
2019 AADT
(vpd)
Ocean Highway US 17 4-lane
divided 55 mph NCDOT 44,500
Market Street SR 1400 2-lane
undivided 35 mph NCDOT 3,650*
*ADT based on traffic counts conducted in April 2022 and assuming the PM peak hour was 10% of the average daily traffic.
Peak hour turning movement counts were conducted at the study intersection during the weekday AM (7:00
AM to 9:00 AM) and weekday PM (4:00 PM to 6:00 PM) peak hours in April 2022, while schools were in session.
Refer to the attached figures for a copy of the count data and the 2022 existing peak hour traffic volume figure.
2023 No-Build Traffic Conditions
Based on the previously approved Porter’s Neck TIA, no-build traffic volumes will be determined by projecting
2022 existing traffic volumes to the year 2023 using a 1% annually compounded growth rate. There was one (1)
approved development considered, Waterstone Development, per the approved Porter’s Neck TIA. Refer to the
attached figures for the 2023 projected peak hour traffic volume figure, the adjacent development figure, and
the 2023 no-build peak hour traffic volume figure.
Trip Generation
Average weekday daily, AM peak hour, and PM peak hour trips for the proposed development were estimated
using methodology contained within the ITE Trip Generation Manual, 11th Edition. Refer to Table 2, on the
following page, for a summary of the site trip generation for the proposed development.
Reserve at Beaumont Phasing Study | 3
Table 2: Trip Generation Summary
Land Use
(ITE Code) Intensity
Daily
Traffic
(vpd)
Weekday
AM Peak Hour
Trips (vph)
Weekday
PM Peak Hour
Trips (vph)
Enter Exit Enter Exit
Single-Family Homes – Detached
(210) 62 DU 650 12 36 40 23
Single-Family Homes-Attached
(215) 34 DU 209 4 8 9 7
Low-Rise Multifamily Housing
(220) 204 DU 1383 21 65 68 40
Total Trips 2,242 37 109 117 70
It is estimated that the proposed development will generate approximately 2,242 site trips on the roadway
network during a typical 24-hour weekday period. Of the daily traffic volume, it is anticipated that 146 trips (37
entering and 109 exiting) will occur during the weekday AM peak hour and 187 trips (117 entering and 70
exiting) will occur during the weekday PM peak hour.
Table 3: Trip Generation Comparison – Original TIA vs Current Site Plan
Proposed Density
Daily
Traffic
(vpd)
Weekday
AM Peak Hour
Trips (vph)
Weekday
PM Peak Hour
Trips (vph)
Enter Exit Enter Exit
Original TIA
(58 x LUC 210, 348 x LUC 220)
[ITE 10th Edition]
3,220 48 154 151 88
Current Site Plan
(62x LUC 210, 34 x LUC 215, 204x LUC 220)
[ITE 11th Edition]
2,242 37 109 117 70
Difference (+/-) -978 -11 -45 -34 -18
Table 3 above, provides a comparison of the trip generation for the current site plan and the approved trip
generation from the Porter’s Neck TIA. It is estimated that the current site plan will generate approximately 978
fewer site trips on the roadway network during a typical 24-hour weekday period. Of the daily traffic volume,
it is anticipated that the current site plan will generate 56 fewer trips (11 entering and 45 exiting) during the
weekday AM peak hour and 52 fewer trips (34 entering and 18 exiting) during the weekday PM peak hour.
Reserve at Beaumont Phasing Study | 4
Site Trip Distribution
The site trip distribution was based on the previously approved TIA for this development. A summary of the
overall regional distributions within the study area is below:
• 20% to/from the north via US 17
• 30% to/from the south via US 17
It should be noted that per the distributions in the approved Porter’s Neck TIA, it is assumed that 50% of the
site traffic will be routed through other off-site intersections not considered in this analysis.
Refer to the attached figures for the site trip distribution figure and the site trip assignment.
2023 Build Traffic Conditions
To estimate traffic conditions with the site developed, site trips were added to the 2023 no-build traffic volumes
to determine the 2023 build peak hour traffic volumes. Refer to the attached figures for the 2023 build peak hour
traffic volumes figure.
Reserve at Beaumont Phasing Study | 5
Capacity Analysis
Study intersections were analyzed using the methodology outlined in the Highway Capacity Manual (HCM), 6th
Edition published by the Transportation Research Board. Capacity, level of service, and 95th percentile queuing
are the design criteria for this traffic study. Computer software packages, Synchro (Version 10.3) and SimTraffic,
were used to complete the analyses for the study area intersections. Refer to Table 4 for HCM levels of service
and related average control delay per vehicle for both signalized and unsignalized intersections.
Table 4: Highway Capacity Manual – Levels of Service and Delay
Unsignalized Intersection Signalized Intersection
Level of
Service
Average Control Delay
Per Vehicle (Seconds)
Level of
Service
Average Control Delay
Per Vehicle (Seconds)
A
B
C
D
E
F
0-10
10-15
15-25
25-35
35-50
>50
A
B
C
D
E
F
0-10
10-20
20-35
35-55
55-80
>80
Reserve at Beaumont Phasing Study | 6
US 17 and SR 1400 (Market Street)
The signalized intersection of US 17 and Market Street was analyzed under 2022 existing, 2023 no-build, and
2023 build traffic conditions with the lane configurations and traffic control shown in Table 5. Refer to Table 5
for a summary of the analysis results. Refer to the attachments for copies of the Synchro capacity analysis reports
and for the SimTraffic queuing reports.
Table 5: Analysis Summary of US 17 and SR 1400 (Market Street)
Analysis
Scenario
Lane
Group
S
T
O
R
A
G
E
Weekday AM Peak Hour Weekday PM Peak Hour
Queue
95th /
Max (ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
Queue
95th /
Max (ft)
Lane
LOS
Delay
(sec)
Approach
(sec)
Overall
(sec)
2022
Existing
EBLT^ 450’ 47/83 B 16 B (16) C
(20)
60/91 C 30 C (30) B
(17)
WBR -- 227/308 D 37 D (37) 136/178 D 46 D (46)
NBT -- 431/261 B 18 B (17) 718/239 B 15 B (14) NBR 125’ 43/130 A 8 51/122 A 5
2023
No-Build
EBLT^ 450’ 48/88 B 16 B (16) C
(21)
60/106 C 30 C (30) B
(17)
WBR -- 230/243 D 38 D (37) 137/195 D 46 D (46)
NBT -- 448/280 B 19 B (18) 740/273 B 16 B (15) NBR 125’ 44/104 A 8 52/74 A 5
2023
No-Build
(Field)
EBLT^ 450’ 30/92 A 8 A (8) B
(18)
41/108 B 15 B (15) B
(14)
WBR -- 178/200 C 32 C (32) 115/138 D 36 D (36)
NBT -- 448/270 B 17 B (16) 730/242 B 14 B (13) NBR 125’ 23/83 A 3 27/50 A 2
2023
Build
EBLT^ 450’ 51/83 B 16 B (16) C
(25)
79/93 C 30 C (30) B
(20)*
WBR -- 287/316 D 44 D (44) 167/222 D 49 D (49)
NBT -- 448/319 C 22 C (21) 740/299 B 18 B (17) NBR 125’ 48/172 A 8 63/144 A 5
2023
Build
(Field)
EBLT^ 450’ 34/90 A 8 A (8) C
(21)
57/126 B 19 B (19) B
(17)
WBR -- 256/220 D 37 D (37) 142/174 D 40 D (40)
NBT -- 448/270 B 20 B (19) 740/306 B 16 B (15) NBR 125’ 25/86 A 3 32/173 A 2
^Due to Synchro configuration, the SBUL movement was analyzed as an EBLT.
*Due to rounding, there is an overlap with LOS delay.
Capacity analysis indicates that the intersection is expected to operate at an overall LOS of C or better during
both weekday AM and PM peak hours under all analysis scenarios. Additionally, all approaches are expected
to operate at LOS D or better under all analysis scenarios. It should be noted that there are instances of
degradation in level-of-service (for approach or overall intersection) between 2023 no-build and 2023 build
traffic conditions. However, due to the expected acceptable operation of this intersection under 2023 build traffic
conditions, no mitigation is required by the developer. Based on a review of expected maximum queues from
SimTraffic, queueing is not expected to be an issue on the westbound minor-street approach.
Reserve at Beaumont Phasing Study | 7
Due to the acceptable levels of service and expected queues, no improvements are recommended at this
intersection by the development. Additionally, it should be noted that the intersection is expected to perform
better operationally and experience shorter queues than reported in the Porter’s Neck TIA.
Findings & Conclusions
This letter summarizes the findings of the traffic assessment letter for the proposed phasing of the Reserve at
Beaumont, formerly Porter’s Neck Development. Based on the capacity analysis results, installation of a second
westbound right-turn lane is not required at the intersection of US 17 and SR 1400 (Market Street). Refer to the
attachments for the Porter’s Neck TIA approval letter from NCDOT which outlined the previous
recommendations for improvements at the intersection of US 17 and SR 1400 (Market Street).
Please contact us with any questions or comments at (919) 987-1281.
Sincerely,
Ramey Kemp & Associates, Inc.
Caroline Cheeves, PE
Attachments:
Porter’s Neck TIA NCDOT approval Letter
Traffic Count Data
Figures
Synchro Capacity Analysis Reports
SimTraffic Queuing Reports
5/4/2022
December 6th, 2019
Ms. Caroline Bojarski, EI
Ramey Kemp & Associates, Inc.
5808 Farringdon Place, Suite 100
Raleigh, NC 27609
RE: Approval of the Traffic Impact Analysis (TIA) associated with the proposed
Porter’s Neck Development
Dear Ms. Bojarski,
The WMPO, NCDOT, and New Hanover County staffs have reviewed The Porter’s Neck Development TIA sealed
December 2nd, 2019. This approval is based on the following land uses as proposed in the TIA with a build year
of 2023:
58 single-family dwelling units (LUC 210)
348 Multi Family Housing units (Low-Rise) (LUC 220)
Based on review of the analysis provided in the TIA report, the following improvements are required by the
developer:
SR 1402/SR 1492 (Porters Neck Road) at SR 1402 (Edgewater Club Road)/SR 2932 (Shiraz Way)
(single lane roundabout)
o No improvements are recommended.
US 17 (Market Street) at SR 1402 (Porters Neck Road) (signalized full movement intersection)
o No improvements are recommended.
SR 1400 (Futch Creek Road/Market Street) at SR 2845 (Market Street) (stop-controlled T-intersection)
o No improvements are recommended.
US 17 and U-turn location (North of SR 1400 Market Street) (signalized northbound to southbound U-
turn)
o No improvements are recommended.
Page 2 of 3
US 17 and SR 1400 (Market Street) (signalized southbound directional crossover)
o Provide dual westbound right-turn lanes from SR 1400 (Market Street) to US 17, by constructing an
additional right-turn lane with 150 feet of storage, 50 feet of full width deceleration, and 100 feet of
taper.
o Revise signal plan to modify phasing. The developer will be responsible for providing funding for
the appropriate re-timing of the coordinated signal system. A signal agreement is required for
signal plan modifications. Contact the Division Traffic Engineer at (910)342-2200, to initiate a Traffic
agreement.
US 17 and SR 1351 (Stephens Church Road) (signalized northbound directional crossover / U-turn)
o No improvements are recommended.
SR 2932 (Shiraz Way) at Site Access 1 (stop-controlled T-intersection)
o Construct eastbound approach with one ingress and one egress lane.
o Provide stop control for the eastbound approach.
o Provide an internal protected stem of 75 feet.
SR 2845 (Market Street) at Site Access 2 (stop-controlled T-intersection)
o Construct westbound approach with one ingress and one egress lane.
o Provide stop control for the westbound approach.
o Provide an internal protected stem of 75 feet.
Note: A signal agreement is required for new signal installations or signal plan modifications. Contact the
Division Traffic Engineer at (910)341-2200, to initiate a Traffic agreement.
If changes are made to the proposed site driveways and/or land use, the current trip distribution may need to
be modified and would require a revised Traffic Impact Analysis to be submitted for review by the NCDOT,
WMPO, and New Hanover County. This approval will become null and void.
The applicant is required to obtain all applicable New Hanover County and NCDOT permits for access to the
road network. All applicable NCDOT and New Hanover County technical standards and policies shall apply.
Please contact me at 910-341-7890 with any questions regarding this approval.
Sincerely,
Abby Lorenzo
Senior Transportation Planner
Wilmington Metropolitan Planning Organization
Ec: Ben Hughes, PE, District Engineer, NCDOT
Dan Cumbo, PE, Deputy District Engineer, NCDOT
Madi Lee, EI, Development Review Engineer, NCDOT
Page 3 of 3
Jon Roan, Assistant District Engineer, NCDOT
Jessi Leonard, PE, Division Traffic Engineer, NCDOT
Kirsten Spirakis, PE, Senior Assistant Traffic Engineer, NCDOT
Brad Schuler, AICP, Senior Planner, New Hanover County
Mike Kozlosky, Executive Director, WMPO
File Name : US 17 & FUTCH CREEK ROAD
Site Code : 00000001
Start Date : 4/12/2022
Page No : 1
Groups Printed- Cars - Trucks - SemisUS 17 SFrom North Futch Creek RoadFrom East US 17 NFrom South From West
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Exclu. Total Inclu. Total Int. Total07:00 AM 0 0 8 0 8 40 0 0 0 40 24 298 0 0 322 0 0 0 0 0 0 370 370
07:15 AM 0 0 5 0 5 78 0 0 0 78 20 356 0 0 376 0 0 0 0 0 0 459 45907:30 AM 0 0 28 0 28 76 0 0 0 76 22 414 0 0 436 0 0 0 0 0 0 540 54007:45 AM 0 0 17 0 17 95 0 0 0 95 28 416 0 0 444 0 0 0 0 0 0 556 556
Total 0 0 58 0 58 289 0 0 0 289 94 1484 0 0 1578 0 0 0 0 0 0 1925 1925
08:00 AM 0 0 19 0 19 79 0 0 0 79 37 313 0 0 350 0 0 0 0 0 0 448 44808:15 AM 0 0 23 0 23 41 0 0 0 41 25 314 0 0 339 0 0 0 0 0 0 403 40308:30 AM 0 0 20 0 20 44 0 0 0 44 22 349 0 0 371 0 0 0 0 0 0 435 43508:45 AM 0 0 13 0 13 53 0 0 0 53 30 330 0 0 360 0 0 0 0 0 0 426 426Total0075075217000217114130600142000000017121712
*** BREAK ***
04:00 PM 0 0 17 0 17 43 0 0 0 43 37 411 0 0 448 0 0 0 0 0 0 508 50804:15 PM 0 0 20 0 20 46 0 0 0 46 44 475 0 0 519 0 0 0 0 0 0 585 58504:30 PM 0 0 12 0 12 38 0 0 0 38 33 472 0 0 505 0 0 0 0 0 0 555 55504:45 PM 0 0 12 0 12 32 0 0 0 32 31 507 0 0 538 0 0 0 0 0 0 582 582Total0061061159000159145186500201000000022302230
05:00 PM 0 0 14 0 14 34 0 0 0 34 30 488 0 0 518 0 0 0 0 0 0 566 56605:15 PM 0 0 14 0 14 40 0 0 0 40 47 539 0 0 586 0 0 0 0 0 0 640 64005:30 PM 0 0 16 0 16 47 0 0 0 47 48 464 0 0 512 0 0 0 0 0 0 575 57505:45 PM 0 0 8 0 8 42 0 0 0 42 25 433 0 0 458 0 0 0 0 0 0 508 508Total0052052163000163150192400207400000022892289
Grand Total 0 0 246 0 246 828 0 0 0 828 503 6579 0 0 7082 0 0 0 0 0 0 8156 8156Apprch %0 0 100 100 0 0 7.1 92.9 0 0 0 0Total %0 0 3 3 10.2 0 0 10.2 6.2 80.7 0 86.8 0 0 0 0 0 100Cars0023823880600806482630606788000000 7832% Cars 0 0 96.7 0 96.7 97.3 0 0 0 97.3 95.8 95.9 0 0 95.8 0 0 0 0 0 0 0 96Trucks0077210021212090230000000258% Trucks 0 0 2.8 0 2.8 2.5 0 0 0 2.5 4.2 3.2 0 0 3.2 0 0 0 0 0 0 0 3.2Semis0011100106406400000066% Semis 0 0 0.4 0 0.4 0.1 0 0 0 0.1 0 1 0 0 0.9 0 0 0 0 0 0 0 0.8
8210 University Executive Park
Charlotte, NC 28262
File Name : US 17 & FUTCH CREEK ROAD
Site Code : 00000001
Start Date : 4/12/2022
Page No : 2
US 17 SFrom North Futch Creek RoadFrom East US 17 NFrom South From WestStart Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 07:15 AM07:15 AM 0 0 5 5 78 0 0 78 20 356 0 376 0 0 0 0 45907:30 AM 0 0 28 28 76 0 0 76 22 414 0 436 0 0 0 0 54007:45 AM 0 0 17 17 95 0 0 95 28 416 0 444 0 0 0 0 55608:00 AM 0 0 19 19 79 0 0 79 37 313 0 350 0 0 0 0 448Total Volume 0 0 69 69 328 0 0 328 107 1499 0 1606 0 0 0 0 2003
% App. Total 0 0 100 100 0 0 6.7 93.3 0 0 0 0PHF.000 .000 .616 .616 .863 .000 .000 .863 .723 .901 .000 .904 .000 .000 .000 .000 .901Cars00666632300323100 1422 0 1522 0 0 0 0 1911
% Cars 0 0 95.7 95.7 98.5 0 0 98.5 93.5 94.9 0 94.8 0 0 0 0 95.4Trucks00224004755062000068% Trucks 0 0 2.9 2.9 1.2 0 0 1.2 6.5 3.7 0 3.9 0 0 0 0 3.4Semis00111001022022000024% Semis 0 0 1.4 1.4 0.3 0 0 0.3 0 1.5 0 1.4 0 0 0 0 1.2
8210 University Executive Park
Charlotte, NC 28262
File Name : US 17 & FUTCH CREEK ROAD
Site Code : 00000001
Start Date : 4/12/2022
Page No : 3
US 17 S
F
u
t
c
h
C
r
e
e
k
R
o
a
d
US 17 N
Right
0000 Thru
0000 Left
662169
InOut Total174566181159261231241827189669
Ri
g
h
t
32
3
41
32
8
Th
r
u
0000
Le
f
t
0000
Ou
t
To
t
a
l
In
16
6
32
3
48
9
9
4
13
1
1
2
17
6
50
4
32
8
Left0000
Thru142255221499
Right10070107
Out TotalIn
0 1522 15220626202222016061606
Le
f
t
0000
Th
r
u
0000
Rig
h
t
0000
To
t
a
l
Ou
t
In
0
0
0
0
0
0
0
0
0
0
0
0 Peak Hour Begins at 07:15 AM
CarsTrucksSemis
Peak Hour Data
North
8210 University Executive Park
Charlotte, NC 28262
File Name : US 17 & FUTCH CREEK ROAD
Site Code : 00000001
Start Date : 4/12/2022
Page No : 4
US 17 SFrom North Futch Creek RoadFrom East US 17 NFrom South From WestStart Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM04:45 PM 0 0 12 12 32 0 0 32 31 507 0 538 0 0 0 0 582
05:00 PM 0 0 14 14 34 0 0 34 30 488 0 518 0 0 0 0 56605:15 PM 0 0 14 14 40 0 0 40 47 539 0 586 0 0 0 0 64005:30 PM 0 0 16 16 47 0 0 47 48 464 0 512 0 0 0 0 575Total Volume 0 0 56 56 153 0 0 153 156 1998 0 2154 0 0 0 0 2363% App. Total 0 0 100 100 0 0 7.2 92.8 0 0 0 0PHF.000 .000 .875 .875 .814 .000 .000 .814 .813 .927 .000 .919 .000 .000 .000 .000 .923Cars00565614500145154 1958 0 2112 0 0 0 0 2313% Cars 0 0 100 100 94.8 0 0 94.8 98.7 98.0 0 98.1 0 0 0 0 97.9
Trucks 0 0 0 0 8 0 0 8 2 33 0 35 0 0 0 0 43% Trucks 0 0 0 0 5.2 0 0 5.2 1.3 1.7 0 1.6 0 0 0 0 1.8Semis00000000070700007
% Semis 0 0 0 0 0 0 0 0 0 0.4 0 0.3 0 0 0 0 0.3
8210 University Executive Park
Charlotte, NC 28262
File Name : US 17 & FUTCH CREEK ROAD
Site Code : 00000001
Start Date : 4/12/2022
Page No : 5
US 17 S
F
u
t
c
h
C
r
e
e
k
R
o
a
d
US 17 N
Right
0000 Thru
0000 Left
560056
InOut Total2103562159410417072151220756
Ri
g
h
t
14
5
80
15
3
Th
r
u
0000
Le
f
t
0000
Ou
t
To
t
a
l
In
21
0
14
5
35
5
2
8
10
0
0
0
21
2
36
5
15
3
Left0000
Thru19583371998
Right15420156
Out TotalIn
0 2112 211203535077021542154
Le
f
t
0000
Th
r
u
0000
Rig
h
t
0000
To
t
a
l
Ou
t
In
0
0
0
0
0
0
0
0
0
0
0
0 Peak Hour Begins at 04:45 PM
CarsTrucksSemis
Peak Hour Data
North
8210 University Executive Park
Charlotte, NC 28262
Reserve at Beaumont
Phasing Study
Wilmington, NC Scale: Not to Scale
Scale: Not to Scale
Reserve at Beaumont
Phasing Study
Wilmington, NC
N
SR 1400(Market S
t
r
e
e
t
)
17
17
SR 1400(Market St
r
e
e
t
)
5
SPEEDLIMIT 55
2022 Existing
Lane Configurations
12
5
'
10
0
'
45
0
'
67
5
'
Figure 1
Signalized Intersection
Existing Lane
X'Storage (In Feet)
SPEEDLIMITXX Posted Speed Limit
LEGEND
328/15369
/
5
6
14
9
9
/
1
9
9
8
10
7
/
1
5
6
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
2022 Existing
Peak Hour Traffic
Figure 2
Signalized Intersection
Reserve at Beaumont
Phasing Study
Wilmington, NC Scale: Not to Scale
Scale: Not to Scale
Reserve at Beaumont
Phasing Study
Wilmington, NC
N
SR 1400(Market S
t
r
e
e
t
)
17
17
SR 1400(Market St
r
e
e
t
)
2023 Projected
Peak Hour Traffic
Figure 4
Figure 3
X / Y
LEGEND
Peak Hour Adjacent
Development Trips
Weekday AM / PM Peak Hour
Adjacent Development Trips
22
/
1
4
331/15570
/
5
7
15
1
4
/
2
0
1
8
10
8
/
1
5
8
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
Signalized Intersection
Signalized Intersection
Reserve at Beaumont
Phasing Study
Wilmington, NC Scale: Not to Scale
Scale: Not to Scale
Reserve at Beaumont
Phasing Study
Wilmington, NC
N
SR 1400(Market S
t
r
e
e
t
)
17
17
SR 1400(Market St
r
e
e
t
)
2023 No-Build
Peak Hour Traffic
Figure 6
331/155
70
/
5
7
15
3
6
/
2
0
3
2
10
8
/
1
5
8
Figure 5
XX%
Entering Trip Distribution
Exiting Trip Distribution
Regional Trip Distribution
X%
(Y%)
LEGEND
Site Trip Distribution
(50%)
30
%
20
%
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
Signalized Intersection
Signalized Intersection
20%
30%
Reserve at Beaumont
Phasing Study
Wilmington, NC Scale: Not to Scale
Scale: Not to Scale
Reserve at Beaumont
Phasing Study
Wilmington, NC
N
SR 1400(Market S
t
r
e
e
t
)
17
17
SR 1400(Market St
r
e
e
t
)
Figure 8
Weekday AM / PM Peak
Hour Site TripsX / Y
LEGEND
386/19077
/
8
0
15
3
6
/
2
0
3
2
11
9
/
1
9
3
Site Trip Assignment
Figure 7
55/35
7/
2
3
11
/
3
5
Signalized Intersection
Weekday AM / PM Peak
Hour TrafficX / Y
LEGEND
2023 Build
Peak Hour Traffic
Signalized Intersection
Reserve at Beaumont - New Hanover County, NC 2022 Existing1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 69 0 0 0 328 0 1499 107 0 0 0
Future Volume (vph)4 69 0 0 0 328 0 1499 107 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 77 0 0 0 364 0 1666 119 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 81 0 0 0 364 0 1666 119 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)24.0 24.0 24.0 36.0 36.0
Total Split (%)40.0% 40.0%40.0%60.0% 60.0%
Maximum Green (s)19.2 19.2 19.2 29.7 29.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)16.4 16.4 33.6 33.6
Actuated g/C Ratio 0.27 0.27 0.56 0.56
v/c Ratio 0.16 0.83 0.84 0.13
Control Delay 16.1 37.1 17.6 7.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 16.1 37.1 17.6 7.7
Reserve at Beaumont - New Hanover County, NC 2022 Existing1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS B D B A
Approach Delay 16.1 37.1 17.0
Approach LOS B D B
Queue Length 50th (ft)21 118 252 20
Queue Length 95th (ft)47 #227 #431 43
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)588 510 1980 885
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.14 0.71 0.84 0.13
Intersection Summary
Area Type:Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 4 (7%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 20.2 Intersection LOS: C
Intersection Capacity Utilization 80.1%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2022 Existing1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 56 0 0 0 153 0 1998 156 0 0 0
Future Volume (vph)4 56 0 0 0 153 0 1998 156 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot)0 1857 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.997
Satd. Flow (perm)0 1857 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 62 0 0 0 170 0 2220 173 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 66 0 0 0 170 0 2220 173 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)22.0 22.0 22.0 58.0 58.0
Total Split (%)27.5% 27.5%27.5%72.5% 72.5%
Maximum Green (s)17.2 17.2 17.2 51.7 51.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)12.3 12.3 57.7 57.7
Actuated g/C Ratio 0.15 0.15 0.72 0.72
v/c Ratio 0.23 0.69 0.87 0.15
Control Delay 30.0 45.6 14.8 4.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 30.0 45.6 14.8 4.5
Reserve at Beaumont - New Hanover County, NC 2022 Existing1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C D B A
Approach Delay 30.0 45.6 14.0
Approach LOS C D B
Queue Length 50th (ft)29 81 360 22
Queue Length 95th (ft)60 136 #718 51
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)394 342 2550 1140
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.17 0.50 0.87 0.15
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 83.0%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2023 No-Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 70 0 0 0 331 0 1536 108 0 0 0
Future Volume (vph)4 70 0 0 0 331 0 1536 108 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 78 0 0 0 368 0 1707 120 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 82 0 0 0 368 0 1707 120 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)24.0 24.0 24.0 36.0 36.0
Total Split (%)40.0% 40.0%40.0%60.0% 60.0%
Maximum Green (s)19.2 19.2 19.2 29.7 29.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)16.5 16.5 33.5 33.5
Actuated g/C Ratio 0.28 0.28 0.56 0.56
v/c Ratio 0.16 0.83 0.86 0.14
Control Delay 16.1 37.5 19.1 7.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 16.1 37.5 19.1 7.8
Reserve at Beaumont - New Hanover County, NC 2023 No-Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS B D B A
Approach Delay 16.1 37.5 18.3
Approach LOS B D B
Queue Length 50th (ft)21 119 266 20
Queue Length 95th (ft)48 #230 #448 44
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)588 510 1974 883
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.14 0.72 0.86 0.14
Intersection Summary
Area Type:Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 4 (7%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 21.3 Intersection LOS: C
Intersection Capacity Utilization 81.3%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Lanes, Volumes, Timings 2023 No-Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 70 0 0 0 331 0 1536 108 0 0 0
Future Volume (vph) 4 70 0 0 0 331 0 1536 108 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red Yes Yes Yes Yes Yes
Satd. Flow (RTOR) 60 60 100
Link Speed (mph) 45 35 55 55
Link Distance (ft) 125 1050 1140 1069
Travel Time (s) 1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 78 0 0 0 368 0 1707 120 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 82 0 0 0 368 0 1707 120 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0
Minimum Split (s) 11.8 11.8 11.8 20.3 20.3
Total Split (s) 24.0 24.0 24.0 36.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 60.0% 60.0%
Maximum Green (s) 19.2 19.2 19.2 29.7 29.7
Yellow Time (s) 3.0 3.0 3.0 5.2 5.2
All-Red Time (s) 1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s) 0.2 0.2 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 15.1 15.1 34.9 34.9
Actuated g/C Ratio 0.25 0.25 0.58 0.58
v/c Ratio 0.16 0.82 0.83 0.12
Control Delay 7.6 32.2 16.8 2.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 7.6 32.2 16.8 2.9
Lanes, Volumes, Timings 2023 No-Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A C B A
Approach Delay 7.6 32.2 15.9
Approach LOS A C B
Queue Length 50th (ft) 6 102 241 3
Queue Length 95th (ft) 30 178 #448 23
Internal Link Dist (ft) 45 970 1060 989
Turn Bay Length (ft) 125
Base Capacity (vph) 629 551 2056 961
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.13 0.67 0.83 0.12
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 4 (7%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 18.3 Intersection LOS: B
Intersection Capacity Utilization 81.3% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2023 No-Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 57 0 0 0 155 0 2032 158 0 0 0
Future Volume (vph)4 57 0 0 0 155 0 2032 158 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot)0 1857 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.997
Satd. Flow (perm)0 1857 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 63 0 0 0 172 0 2258 176 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 67 0 0 0 172 0 2258 176 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)22.0 22.0 22.0 58.0 58.0
Total Split (%)27.5% 27.5%27.5%72.5% 72.5%
Maximum Green (s)17.2 17.2 17.2 51.7 51.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)12.4 12.4 57.6 57.6
Actuated g/C Ratio 0.16 0.16 0.72 0.72
v/c Ratio 0.23 0.69 0.89 0.15
Control Delay 30.0 45.8 15.7 4.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 30.0 45.8 15.7 4.5
Reserve at Beaumont - New Hanover County, NC 2023 No-Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C D B A
Approach Delay 30.0 45.8 14.9
Approach LOS C D B
Queue Length 50th (ft)30 82 379 23
Queue Length 95th (ft)60 137 #740 52
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)394 342 2548 1139
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.17 0.50 0.89 0.15
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 17.3 Intersection LOS: B
Intersection Capacity Utilization 84.1%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Lanes, Volumes, Timings 2023 No-Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 57 0 0 0 155 0 2032 158 0 0 0
Future Volume (vph) 4 57 0 0 0 155 0 2032 158 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.997
Satd. Flow (prot) 0 1857 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.997
Satd. Flow (perm) 0 1857 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red Yes Yes Yes Yes Yes
Satd. Flow (RTOR) 45 45 119
Link Speed (mph) 45 35 55 55
Link Distance (ft) 125 1050 1140 1069
Travel Time (s) 1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 63 0 0 0 172 0 2258 176 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 67 0 0 0 172 0 2258 176 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0
Minimum Split (s) 11.8 11.8 11.8 20.3 20.3
Total Split (s) 22.0 22.0 22.0 58.0 58.0
Total Split (%) 27.5% 27.5% 27.5% 72.5% 72.5%
Maximum Green (s) 17.2 17.2 17.2 51.7 51.7
Yellow Time (s) 3.0 3.0 3.0 5.2 5.2
All-Red Time (s) 1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s) 0.2 0.2 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 11.0 11.0 59.0 59.0
Actuated g/C Ratio 0.14 0.14 0.74 0.74
v/c Ratio 0.23 0.66 0.86 0.15
Control Delay 15.4 36.0 13.7 1.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 15.4 36.0 13.7 1.8
Lanes, Volumes, Timings 2023 No-Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS B D B A
Approach Delay 15.4 36.0 12.8
Approach LOS B D B
Queue Length 50th (ft) 10 61 333 6
Queue Length 95th (ft) 41 115 #730 27
Internal Link Dist (ft) 45 970 1060 989
Turn Bay Length (ft) 125
Base Capacity (vph) 430 377 2611 1199
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.16 0.46 0.86 0.15
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 14.4 Intersection LOS: B
Intersection Capacity Utilization 84.1% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2023 Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 77 0 0 0 386 0 1536 119 0 0 0
Future Volume (vph)4 77 0 0 0 386 0 1536 119 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 86 0 0 0 429 0 1707 132 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 90 0 0 0 429 0 1707 132 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)24.0 24.0 24.0 36.0 36.0
Total Split (%)40.0% 40.0%40.0%60.0% 60.0%
Maximum Green (s)19.2 19.2 19.2 29.7 29.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)17.9 17.9 32.1 32.1
Actuated g/C Ratio 0.30 0.30 0.54 0.54
v/c Ratio 0.16 0.90 0.90 0.16
Control Delay 15.8 44.1 21.9 8.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 15.8 44.1 21.9 8.2
Reserve at Beaumont - New Hanover County, NC 2023 Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: AM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS B D C A
Approach Delay 15.8 44.1 20.9
Approach LOS B D C
Queue Length 50th (ft)23 142 277 23
Queue Length 95th (ft)51 #287 #448 48
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)588 510 1895 847
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.15 0.84 0.90 0.16
Intersection Summary
Area Type:Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 4 (7%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 25.0 Intersection LOS: C
Intersection Capacity Utilization 84.7%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Lanes, Volumes, Timings 2023 Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)04/28/2022
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Timing Plan: AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 77 0 0 0 386 0 1536 119 0 0 0
Future Volume (vph) 4 77 0 0 0 386 0 1536 119 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red Yes Yes Yes Yes Yes
Satd. Flow (RTOR) 60 60 109
Link Speed (mph) 45 35 55 55
Link Distance (ft) 125 1050 1140 1069
Travel Time (s) 1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 86 0 0 0 429 0 1707 132 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 90 0 0 0 429 0 1707 132 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0
Minimum Split (s) 11.8 11.8 11.8 20.3 20.3
Total Split (s) 24.0 24.0 24.0 36.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 60.0% 60.0%
Maximum Green (s) 19.2 19.2 19.2 29.7 29.7
Yellow Time (s) 3.0 3.0 3.0 5.2 5.2
All-Red Time (s) 1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s) 0.2 0.2 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 16.8 16.8 33.2 33.2
Actuated g/C Ratio 0.28 0.28 0.55 0.55
v/c Ratio 0.16 0.87 0.87 0.14
Control Delay 7.9 36.9 19.7 2.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 7.9 36.9 19.7 2.9
Lanes, Volumes, Timings 2023 Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)04/28/2022
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Timing Plan: AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS A D B A
Approach Delay 7.9 36.9 18.5
Approach LOS A D B
Queue Length 50th (ft) 7 119 276 4
Queue Length 95th (ft) 34 #256 #448 25
Internal Link Dist (ft) 45 970 1060 989
Turn Bay Length (ft) 125
Base Capacity (vph) 629 551 1957 924
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.14 0.78 0.87 0.14
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 4 (7%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 21.4 Intersection LOS: C
Intersection Capacity Utilization 84.7% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2023 Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street) Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)4 80 0 0 0 190 0 2032 193 0 0 0
Future Volume (vph)4 80 0 0 0 190 0 2032 193 0 0 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft)100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm)0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red No No No No No
Satd. Flow (RTOR)
Link Speed (mph)45 35 55 55
Link Distance (ft)125 1050 1140 1069
Travel Time (s)1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)4 89 0 0 0 211 0 2258 214 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph)0 93 0 0 0 211 0 2258 214 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s)7.0 7.0 7.0 14.0 14.0
Minimum Split (s)11.8 11.8 11.8 20.3 20.3
Total Split (s)22.0 22.0 22.0 58.0 58.0
Total Split (%)27.5% 27.5%27.5%72.5% 72.5%
Maximum Green (s)17.2 17.2 17.2 51.7 51.7
Yellow Time (s)3.0 3.0 3.0 5.2 5.2
All-Red Time (s)1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s)0.2 0.2 -1.3 -1.3
Total Lost Time (s)5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)2.0 2.0 2.0 6.0 6.0
Minimum Gap (s)2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s)0.0 0.0 0.0 15.0 15.0
Time To Reduce (s)0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s)13.8 13.8 56.2 56.2
Actuated g/C Ratio 0.17 0.17 0.70 0.70
v/c Ratio 0.29 0.76 0.91 0.19
Control Delay 30.0 48.8 18.2 5.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 30.0 48.8 18.2 5.1
Reserve at Beaumont - New Hanover County, NC 2023 Build1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street) Timing Plan: PM Peak Hour
Lanes, Volumes, Timings Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS C D B A
Approach Delay 30.0 48.8 17.0
Approach LOS C D B
Queue Length 50th (ft)40 100 423 32
Queue Length 95th (ft)79 167 #740 63
Internal Link Dist (ft)45 970 1060 989
Turn Bay Length (ft)125
Base Capacity (vph)395 342 2486 1111
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.24 0.62 0.91 0.19
Intersection Summary
Area Type:Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 19.9 Intersection LOS: B
Intersection Capacity Utilization 86.3%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Lanes, Volumes, Timings 2023 Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 80 0 0 0 190 0 2032 193 0 0 0
Future Volume (vph) 4 80 0 0 0 190 0 2032 193 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 0 125 0 0
Storage Lanes 0 0 0 1 0 1 0 0
Taper Length (ft) 100 100 100 100
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00
Frt 0.865 0.850
Flt Protected 0.998
Satd. Flow (prot) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Flt Permitted 0.998
Satd. Flow (perm) 0 1859 0 0 0 1611 0 3539 1583 0 0 0
Right Turn on Red Yes Yes Yes Yes Yes
Satd. Flow (RTOR) 45 45 144
Link Speed (mph) 45 35 55 55
Link Distance (ft) 125 1050 1140 1069
Travel Time (s) 1.9 20.5 14.1 13.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 4 89 0 0 0 211 0 2258 214 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 93 0 0 0 211 0 2258 214 0 0 0
Turn Type Perm NA Perm NA Perm
Protected Phases 7 2
Permitted Phases 7 7 2
Detector Phase 7 7 7 2 2
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0
Minimum Split (s) 11.8 11.8 11.8 20.3 20.3
Total Split (s) 22.0 22.0 22.0 58.0 58.0
Total Split (%) 27.5% 27.5% 27.5% 72.5% 72.5%
Maximum Green (s) 17.2 17.2 17.2 51.7 51.7
Yellow Time (s) 3.0 3.0 3.0 5.2 5.2
All-Red Time (s) 1.8 1.8 1.8 1.1 1.1
Lost Time Adjust (s) 0.2 0.2 -1.3 -1.3
Total Lost Time (s) 5.0 5.0 5.0 5.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 2.0 2.0 2.0 6.0 6.0
Minimum Gap (s) 2.0 2.0 2.0 3.4 3.4
Time Before Reduce (s) 0.0 0.0 0.0 15.0 15.0
Time To Reduce (s) 0.0 0.0 0.0 30.0 30.0
Recall Mode None None None C-Max C-Max
Act Effct Green (s) 12.3 12.3 57.7 57.7
Actuated g/C Ratio 0.15 0.15 0.72 0.72
v/c Ratio 0.29 0.74 0.88 0.18
Control Delay 18.6 40.4 15.6 2.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 18.6 40.4 15.6 2.1
Lanes, Volumes, Timings 2023 Build (Field)
1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)Timing Plan: PM Peak Hour
Reserve at Beaumont - New Hanover County, NC Synchro 10 Report
RKA Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
LOS B D B A
Approach Delay 18.6 40.4 14.5
Approach LOS B D B
Queue Length 50th (ft) 21 79 379 8
Queue Length 95th (ft) 57 142 #740 32
Internal Link Dist (ft) 45 970 1060 989
Turn Bay Length (ft) 125
Base Capacity (vph) 430 377 2552 1181
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.22 0.56 0.88 0.18
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 16.6 Intersection LOS: B
Intersection Capacity Utilization 86.3% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Reserve at Beaumont - New Hanover County, NC 2022 ExistingQueuing and Blocking Report AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)83 308 259 261 130
Average Queue (ft)28 150 158 117 29
95th Queue (ft)64 256 241 215 86
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)1
Queuing Penalty (veh)1
Storage Bay Dist (ft)125
Storage Blk Time (%)3
Queuing Penalty (veh)3
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4
Reserve at Beaumont - New Hanover County, NC 2022 ExistingQueuing and Blocking Report AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)91 178 239 216 122
Average Queue (ft)35 82 118 88 26
95th Queue (ft)73 152 205 172 79
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)2
Queuing Penalty (veh)1
Storage Bay Dist (ft)125
Storage Blk Time (%)1 0
Queuing Penalty (veh)2 0
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4
Reserve at Beaumont - New Hanover County, NC 2023 No-BuildQueuing and Blocking Report AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)88 243 280 228 104
Average Queue (ft)30 147 161 115 28
95th Queue (ft)69 229 251 202 73
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)2
Queuing Penalty (veh)1
Storage Bay Dist (ft)125
Storage Blk Time (%)3
Queuing Penalty (veh)3
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4
Queuing and Blocking Report 2023 No-Build (Field)
Reserve at Beaumont - New Hanover County, NC AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 92 200 270 249 83
Average Queue (ft) 34 103 134 97 18
95th Queue (ft) 74 170 235 197 57
Link Distance (ft) 75 988 1097 1097
Upstream Blk Time (%) 2
Queuing Penalty (veh) 2
Storage Bay Dist (ft) 125
Storage Blk Time (%) 2
Queuing Penalty (veh) 2
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4
Reserve at Beaumont - New Hanover County, NC 2023 No-BuildQueuing and Blocking Report PM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)98 195 273 253 74
Average Queue (ft)37 91 133 101 24
95th Queue (ft)79 158 229 195 60
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)3
Queuing Penalty (veh)2
Storage Bay Dist (ft)125
Storage Blk Time (%)2
Queuing Penalty (veh)3
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement SB
Directions Served L
Maximum Queue (ft)8
Average Queue (ft)0
95th Queue (ft)4
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)325
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 5
Queuing and Blocking Report 2023 No-Build (Field)
Reserve at Beaumont - New Hanover County, NC PM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 99 138 242 204 50
Average Queue (ft) 37 64 98 74 14
95th Queue (ft) 77 118 204 166 40
Link Distance (ft) 75 988 1097 1097
Upstream Blk Time (%) 3
Queuing Penalty (veh) 2
Storage Bay Dist (ft) 125
Storage Blk Time (%) 1
Queuing Penalty (veh) 1
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement SB
Directions Served L
Maximum Queue (ft) 9
Average Queue (ft) 0
95th Queue (ft) 6
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 3
Reserve at Beaumont - New Hanover County, NC 2023 BuildQueuing and Blocking Report AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)83 316 319 267 172
Average Queue (ft)31 165 187 142 35
95th Queue (ft)66 269 282 244 95
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)1
Queuing Penalty (veh)1
Storage Bay Dist (ft)125
Storage Blk Time (%)5 0
Queuing Penalty (veh)6 1
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 7
Queuing and Blocking Report 2023 Build (Field)
Reserve at Beaumont - New Hanover County, NC AM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 90 220 270 228 86
Average Queue (ft) 34 125 150 111 23
95th Queue (ft) 71 199 246 202 71
Link Distance (ft) 75 988 1097 1097
Upstream Blk Time (%) 1
Queuing Penalty (veh) 1
Storage Bay Dist (ft) 125
Storage Blk Time (%) 3
Queuing Penalty (veh) 3
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 4
Reserve at Beaumont - New Hanover County, NC 2023 BuildQueuing and Blocking Report PM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft)93 222 298 299 144
Average Queue (ft)41 102 162 130 33
95th Queue (ft)80 171 253 232 90
Link Distance (ft)75 988 1097 1097
Upstream Blk Time (%)3
Queuing Penalty (veh)3
Storage Bay Dist (ft)125
Storage Blk Time (%)4 0
Queuing Penalty (veh)7 0
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 10
Queuing and Blocking Report 2023 Build (Field)
Reserve at Beaumont - New Hanover County, NC PM Peak Hour
Reserve at Beaumont - New Hanover County, NC SimTraffic Report
RKA Page 1
Intersection: 1: US 17 (Market Street) NB & SB Left-Over/SR 1400 (Market Street)
Movement EB WB NB NB NB
Directions Served LT R T T R
Maximum Queue (ft) 115 174 306 273 173
Average Queue (ft) 48 86 135 106 28
95th Queue (ft) 94 149 253 219 94
Link Distance (ft) 75 988 1097 1097
Upstream Blk Time (%) 6
Queuing Penalty (veh) 5
Storage Bay Dist (ft) 125
Storage Blk Time (%) 2 0
Queuing Penalty (veh) 5 0
Intersection: 2: US 17 (Market Street) SB & SB Left-Over
Movement SB
Directions Served L
Maximum Queue (ft) 11
Average Queue (ft) 0
95th Queue (ft) 6
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 325
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 10