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TABLE OF CONTENTS
PAGE
INTRODUCTION 1
EXHIBIT 1 SITE LOCATION MAP
EXHIBIT 2A LANE CONFIGURATION (EXISTING & PLANNED)
EXHIBIT 2B LANE CONFIGURATION (EXISTING & PROPOSED)
EXISTING CONDITION 6
EXHIBIT 3A-B EXISTING TRAFFIC VOLUMES
BACKGROUND CONDITION 9
EXHIBIT 4 PROJECTED GROWTH RATES
EXHIBIT 5 BACKGROUND DEVELOPMENT LOCATIONS
EXHIBIT 6 BACKGROUND TRAFFIC VOLUMES
EXHIBIT 7A-B TOTAL BACKGROUND TRAFFIC VOLUMES
FUTURE CONDITION 16
EXHIBIT 7C DIVERTED TOTAL BACKGROUND TRAFFIC
(FOR CANNING HOUSE ROAD EXTENSION)
EXHIBIT 8A-B SITE GENERATED TRAFFIC Î TRUCK TRIPS
EXHIBIT 9A-B SITE GENERATED Î PASSENGER VEHICLES
EXHIBIT 10A-B TOTAL SITE GENERATED TRAFFIC
EXHIBIT 11A-B TOTAL FUTURE TRAFFIC VOLUMES
INTERSECTION CAPACITY ANALYSIS 27
33
QUEUING ANALYSIS
SIGNAL WARRANT ANALYSIS RESULTS 37
CONCLUSIONS AND RECOMMENDATIONS 39
APPENDICES
APPENDIX I - INTERSECTION CAPACITY CALCULATIONS
I-A Î CRITICAL LANE VOLUME ANALYSES
I-B Î HCS REPORTS
I-C Î HCM 2000 REPORTS
I-D Î SIMTRAFFIC REPORTS
I-E Î SIDRA REPORTS
APPENDIX II BACKGROUND TRAFFIC DISTRIBUTION
APPENDIX III TRAFFIC COUNT INFORMATION
APPENDIX IV SCOPING LETTER
APPENDIX V SITE TRIP DATA & PLAN
APPENDIX VI SIGNAL WARRANT ANALYSIS Î MD 159 AT SPESUTIA RD
APPENDIX VII SIGNAL WARRANT ANALYSIS Î MD 159 AT CHELSEA RD
INTRODUCTION
The June 2022 Mitchell Property Warehouse Traffic Impact Study was revised to
address the August 11, 2022 Harford County comments and Maryland
Department of Transportation State Highway Administration (MDOT SHA)
comments dated July18, 2022 and August 16, 2022.
Site Description & Access
The developer proposes to construct a 5,200,000 gsf of warehouse on the F.O.
Mitchell & Brothers property. The property address is 1714 Perryman Road. The
property is situated on the west side of MD 159 (Perryman RD) and the property
boundary begins south of Canning House Road and extends to Fords Lane.
The subject property has direct access to Canning House Road and to MD 159.
As shown on the site plan, Canning House would be relocated to intersect MD
159 north of its current location and will be extended to Chelsea Road. All site
trips were assigned to this new road connection.
Scope of Services
The study was developed in accordance with the Harford County Adequate
Public Facilities Ordinance and the Harford County Traffic Impact Study
Guidelines. A scope of services document was developed by the County, which
is included in the Appendix IV. The key intersections are listed below. Exhibit 1
shows the location of the site, the proposed Canning House Road extension and
new connection to Chelsea Road, and the key intersections.
US 40 EB Ramps @ MD 22 (Signalized) US 40 @ MD 132 (Signalized)
US 40 @ MD 7/MD 159 (Signalized)US 40 @ MD 543 (Signalized)
US 40 @ Spesutia Road (Signalized)MD 543 @ I-95 NB Ramps (Signalized)
MD 543 @ I-95 SB Ramps (Signalized)MD 543 @ MD 7 (Signalized)
MD 715 @ US 40 EB Ramps (Signalzied) MD 715 @ Old Philadelphia RD (Signalized)
MD 159 (Old Phil. RD) @ MD 159
MD 7 @ Stepney Road (Unsignalized)
(Perryman RD) (Roundabout)
MD 159 @ Chelsea Road (Unsignalized)
MD 159 @ Spesutia Road (Unsignalized)
MD 159 @ Fords Lane (Unsignalized)MD 159 @ Canning House Road (Unsignalized)
Chelsea Road @ Proposed Canning House
Chelsea Road @ Woodley RD (Unsignalized)
(Unsignalized)
Road Extended
1
Study Methodology
The key intersections were counted during the weekday morning (6:00 AM - 9:30
AM) and evening (3:00 PM Î 6:30 PM) peak hours. The key intersections were
analyzed during the peak hour time periods under an existing, background, and
the future traffic conditions. The intersection analysis methodologies are stated
below.
This study meets the County APFO standards by including analyses at all key
intersections using the Critical Lane Volume (CLV) and Highway Capacity
Manual software (HCS) methodologies. The HCS results are included at all key
intersections, unless otherwise approved by Harford County.
Additionally, the signalized key intersections and the non-standard unsignalized
intersections were analyzed with Synchro model. The Synchro model results
were reported with HCM methodology, which is represented as Version HCM
2000. This methodology was requested by MDOT SHA and is accepted by
Harford County. Finally, roundabout intersections were analyzed using the Sidra
Intersection method. The results are listed in the following tables and the detailed
calculations are included in Appendix I.
Vehicle queuing analyses were conducted at signalized intersections, as directed
by the County. The SimTraffic queues from the Synchro model were also
reported.
th
The Institute of Transportation Engineers', Trip Generation Manual, 11 Edition
(ITE Manual) was used to determine the background and the future peak hour
trips. The total future traffic volumes are described with the following formula:
Total Future Traffic = (Existing Traffic + Growth in Existing Traffic + Approved
Development Traffic + Site Generated Traffic)
2
3
4
5
EXISTING CONDITION
The existing traffic condition was established with intersection turning movement
counts that were conducted at the key intersections in March, 2022. This existing
traffic data determines the baseline intersection levels of service.
Study Exhibits 2A and 2B display the existing intersection lane use,
improvements planned by others, and improvements proposed by the developer.
The peak hour volumes are shown on Exhibits 3A and 3B. The existing
intersection conditions diagrams and the existing intersection turning movement
counts are included in Appendix III.
Traffic Data Revisions
Study revisions to the existing traffic counts include a September 7, 2022 count
conducted at the Woodley Road @ Chelsea Road intersection. Also, thirteen-
hour counts were conducted at the MD 159 @ Chelsea Rd/MD 159 intersection
and at the MD 159 @ Spesutia Road intersection for a Signal Warrant Analysis.
Truck Data
Truck percentages at the key intersections were determined with 24-hour traffic
count data, conducted by Traffic Concepts, Inc. and with MDOT SHA data. The
MDOT SHA data was used to determine the heavy truck percentages along
roadways outside of the Perryman Peninsula. The September 2022 counts
conducted by Traffic Concepts, Inc. determined the heavy truck percentages
along MD 159 (Perryman Road), south of the roundabout and along Chelsea
Road, north of Woodley Road. The TIS was revised with heavy truck
percentages, as shown on the table below. The 24-hours counts and the MDOT
SHA traffic data are provided in Appendix III.
STATE ROADWAY CLASSIFICATION Peak Hour % of Heavy Trucks
1
MD 543MinorArterial12%
1
US 40 Principal Arterial10%
MD 159 (Old Phil. RD)Minor ArterialUse 10% (No Data Available)
MD 7 Minor ArterialUse 10% (No Data Available)
1
MD 132MinorArterial5%
1
MD 22PrincipalArterial5%
MD 715 Minor ArterialUse 10% (No Data Available)
2
MD 159 (Perryman RD)Major Collector15%
Source: 1. MDOT SHA Data & 2. Traffic Concepts, INC Data
6
7
8
BACKGROUND CONDITION
The background condition evaluates the key intersections with the existing
intersection volumes and with the total background peak hour trips. The
background trips consist of trips generated by a traffic growth rate and trips
generated by nearby developments that are approved, but are not completed.
Growth Rates
The required Harford County growth rate of 2.2 percent was applied to the key
intersection volumes and was compounded over 5-years. Five years represents
the project build-out period. The peak hour trips generated by the growth rates
are shown on Exhibit 4.
Background Developments
Harford County DPZ identified fourteen (14) nearby developments that could
impact the key intersections. The locations of these developments are shown on
Exhibit 5. The background developments and the resulting background peak
hour trips are shown below. All background trips were generated with the ITE
th
Manual 10 E dition.
AM PM
IN OUT IN OUT
1.Abingdon Addition (ITE LUC 210)
20 sfu 5 14 14 8
2.Beech Creek Estates (ITE LUC 220)
15 thu 2 6 7 4
3.Hollywoods (ITE LUC 220)
250 condos 26 88 84 49
6.Woodlawn (ITE LUC 210)
103 sfu 20 58 66 39
TOTAL BACKGROUNDS 3 & 6: 46 146 150 88
4.Monarch Glen
1 sfu (ITE LUC 210) 0 1 1 0
15 thu (ITE LUC 220) 2 6 7 4
5.Redlief Run
26 sfu (ITE LUC 210) 6 17 18 10
TOTAL BACKGROUNDS 4 & 5: 8 24 26 14
9
AM PM
IN OUT IN OUT
7.999-1041 Old Philadelphia Rd
(Cranberry Run Ph II)
*
Distribution Center Î per ksf
0.06 0.02 0.04 0.07
691.6 ksf 41 14 28 48
8.Abingdon Business Park (Lots 1-3)
*
Distribution Center Î per ksf 0.06 0.02 0.04 0.07
2,064.8 ksf 124 41 83 145
9.Belcamp Commercial Î Lots 1 & 2**
Total New Trips 85 78 78 66
10.Capital Exports
ITE Land Use Code 840
8.0 ksf 11 4 18 10
11.Crossroads Community Church Î 13.72 ksf house of worship***
12.James Run****
13.LEMS Contrating Company, Inc. Î 8.8 ksf retail trade service***
14.Riverside Business Park Î Lot 36
ITE Land Use Code 150
242.94 ksf 41 13 15 42
*Harford County peak hour distribution center rates were used.
** Belcamp Commercial trips were copied directly from the approved TIS. The current plan,
approved by Harford County, represents a trip reduction of the total site trips analyzed in the
TIS. Excerpts of the approved TIS are included in Appendix II.
*** The peak hour trips, approved by the County, for these projects are accounted for with the
projected growth rates.
**** The James Run site trips approved by the County are included are included in Appendix II.
The background development trips were distributed and assigned to the key
intersections using the approved Harford County trip distribution patterns. The
combined background peak hour trip assignment is provided on Exhibit 6. The
distribution and assignment for each background development are provided in
Appendix II.
10
11
12
13
14
15
FUTURE CONDITION
The future condition evaluates the impact that the new site generated peak hour
trips have on the existing key intersections and the proposed new road
connection labeled Canning House Road (Extended) between MD 159 and
Chelsea Road.
Proposed Road Connection
As shown on the current site plan, the existing Canning House Road intersection
at MD 159 will be eliminated. The developer will realign Canning House Road
through the subject property to create a new intersection at MD 159, north of its
current location. Canning House Road (extended) would be constructed by the
developer and would span the distance from MD 159 to Chelsea Road. As
stated, all new site generated trips were assigned to this new road connection.
This new roadway is designed as a main south to north thoroughfare connection
in order to bypass the Perryman residential community along MD 159. This
roadway is also designed with no residential and or commercial access points to
encourage public use. Signage will be installed at the proposed site access and
along MD 159 in order to direct passenger car and trucks to use the new public
road. Due to the proposed signage directing traffic to use the new Canning
House Road connection, the majority of diverted trips are outbound trips. The
diverted trips include two-thirds of the existing (local) northbound through traffic
diverted to Chelsea Road via Canning House Road extended, as shown on
Exhibit 7C (Diverted Total Background Traffic for Canning House Road
Extension).
A portion of the existing (local) southbound MD 159 traffic may use this new
connection from Chelsea Road to MD 159. However, the study represents all
existing (local) southbound MD 159 traffic using MD 159, which includes a right
turn movement in order to continue south along MD 159. Therefore, no local
southbound MD 159 trips were diverted to Chelsea Road to Canning House
Road (extended).
16
Site Generated Trips
The developer proposes to construct warehouse buildings with a gross floor area
of 5,200,000 s.f. The weekday peak hour trips associated with this project are
shown below and were generated with data contained in the ITE Trip Generation
th
Manual 11 E dition.
AM PM
IN OUT IN OUT
High Cube Fulfillment Center Warehouse
ITE LUC 155
5,200,000 gsf 632 148 324 508
Trucks Trips (30%) 190 44 97 152
Passenger Vehicles (70%) 442 104 227 356
The site generated truck trips are shown on Exhibits 8A and 8B and Exhibits 9A
and 9B show the site generated passenger car trips. The total combined site
generated trips are shown on Exhibits 10A and 10B.
The diverted traffic (Exhibit 7C) and combined site trips (Exhibits 10A & 10B)
were added to the total background traffic volumes (Exhibits 7A & 7B) to obtain
total future traffic volumes as shown on Exhibits 11A and 11B.
17
18
19
20
21
22
23
24
25
26
INTERSECTION CAPACITY ANALYSIS
The following tables show the key intersection analysis results for the existing,
background, and future traffic conditions using the required analysis
methodologies. The detailed calculations are included in Appendix I.
CRITICALLANEVOLUMEANALYSISΑAMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
CLV/LOSCLV/LOSCLV/LOS
1:I95SBRamps@MD5431119/B1093/B1206/C
664/A886/A906/A
2:I95NBRamps@MD543
612/A847/A917/A
3:MD543@MD7
577/A694/A754/A
4:MD7@StepneyRoad
604/A741/A877/A
5:US40@MD543
688/A684/A*802/A*
6:US40@SpesutiaRoad
735/A872/A929/A
7:US40@MD7/MD159
616/A713/A800/A
9:US40@MD132
778/A875/A889/A
10:US40EBRamps@MD22
168/A188/A268/A
11:MD715@US40EBRamps
376/A424/A508/A
12:MD715@OldPhiladelphiaRd
790/A491/A*916/A*
13:MD159@SpesutiaRoad
836/A836/A1377/D
14:MD159@ChelseaRoad
15:ChelseaRd@Proposed
824/A
CanningHouseRd(Extended)
391/A391/A391/A
16:ChelseaRd@WoodleyRd
143/A143/A52/A
17:MD159@FordsLane
137/A137/A739/A
18:MD159@CanningHouseRd
(Relocated)
*IncludesplannedCountySpesutiaRoadimprovements,asrequiredbyHarfordCounty.
27
CRITICALLANEVOLUMEANALYSISΑPMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
CLV/LOSCLV/LOSCLV/LOS
1:I95SBRamps@MD5431084/B1008/B1132/B
1062/B1230/C1301/D
2:I95NBRamps@MD543
828/A1108/B1241/C
3:MD543@MD7
1082/B1319/D1368/D
4:MD7@StepneyRoad
811/A984/A1250/C
5:US40@MD543
818/A762/A*942/A*
6:US40@SpesutiaRoad
695/A839/A892/A
7:US40@MD7/MD159
853/A981/A1025/B
9:US40@MD132
849/A956/A1007/B
10:US40EBRamps@MD22
568/A639/A639/A
11:MD715@US40EBRamps
408/A479/A563/A
12:MD715@OldPhiladelphia
584/A584/A987/A
13:MD159@SpesutiaRoad
588/A589/A1096/B
14:MD159@ChelseaRoad
15:ChelseaRd@Proposed
824/A
CanningHouseRd(Extended)
660/A660/A660/A
16:ChelseaRd@WoodleyRd
159/A159/A159/A
17:MD159@FordsLane
666/A
18:MD159@CanningHouseRd166/A166/A
(Relocated)
*IncludesplannedCountySpesutiaRoadimprovements,asrequiredbyHarfordCounty.
SIDRAROUNDABOUTANALYSISAMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTION
DELAY/LOSDELAY/LOSDELAY/LOS
8:MD159@OldPhiladelphiaRd6.0/A6.4/A12.7/B
SIDRAROUNDABOUTANALYSISPMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTION
DELAY/LOSDELAY/LOSDELAY/LOS
5.9/A6.3/A10.5/B
8:MD159@OldPhiladelphiaRd
28
NUALSOFTWARE(HCS):SIGNALCONTROLAMPEAKHOUR
HIGHWAYCAPACITYMA
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
Delay/LOSDelay/LOSDelay/LOS
1:I95SBRamps@MD543*32.7/C26.2/C31.0/C
2:I95NBRamps@MD543*11.4/B20.8/B20.0/B
3:MD543@MD7*27.6/C29.2/C29.3/C
4:MD7@StepneyRoad10.3/B**10.2/B**
5:US40@MD54312.1/B13.0/B13.3/B
6:US40@SpesutiaRoad16.9/B25.3/C***27.8/C***
7:US40@MD7/MD15929.8/C31.4/C32.2/C
9:US40@MD13223.6/C24.6/C26.3/C
10:US40EBRamps@MD2216.3/B18.0/B18.2/B
11:MD715@US40EBRamps3.7/A3.7/A3.7/A
12:MD715@OldPhiladelphia23.8/C24.1/C25.0/C
HIGHWAYCAPACITYMANUALSOFTWARE(HCS):SIGNALCONTROLPMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
Delay/LOSDelay/LOS0elay/LOS
1:I95SBRamps@MD543*37.2/D30.5/C37.1/D
2:I95NBRamps@MD543*18.0/B23.6/C25.9/C
3:MD543@MD7*29.2/C34.5/C45.8/D
4:MD7@StepneyRoad12.9/B**13.9/B**
5:US40@MD54316.7/B18.6/B20.8/C
6:US40@SpesutiaRoad23.6/C30.0/C***32.4/C***
7:US40@MD7/MD15932.8/C33.9/C34.5/C
9:US40@MD13231.2/C34.0/C36.6/D
10:US40EBRamps@MD2215.4/B16.4/B17.9/B
11:MD715@US40EBRamps11.3/B11.9/B11.2/B
12:MD715@OldPhiladelphia21.0/C21.5/C22.8/C
*TheseintersectionsareonlyanalyzedintheSynchromodelasrequiredbyMDOTSHAforall
studiesduetotheextensiveoverlappingimprovementsandcoordinationofthesesignalized
intersections.
**IncludesCapitalProjectimprovementwithtrafficsignalcontrol.
***IncludesplannedCountySpesutiaRoadimprovements.
29
HIGHWAYCAPACITYMANUALSOFTWARE(HCS):STOPCONTROLAMPEAKHOUR
FUTURE
EXISTINGBACKGROUND
(withImprovements)
KEYINTERSECTIONSDelay/LOSDelay/LOS
Delay/LOS
4:MD7@StepneyRoad
EBLeftMD78.4/A
WBL/TMD78.5/A
NBApproachΑL/T/R29.1/D
SBApproachΑL&T/R18.7/C
13:MD159@SpesutiaRoad
433.9/F
EBApproachΑL/T&R23.5/C23.5/C
(38.0/E*)
WBApproachΑR9.2/A9.2/A9.7/A
NBLeftMD1598.3/A8.3/A10.4/B
SBLeftMD1597.7/A7.7/A7.9/A
14:MD159@ChelseaRoad
79.7/F
EBApproachL/R29.6/D29.6/D
(28.5/DwithMDT)
NBLeftMD1599.6/A9.6/A13.5/B
15:ChelseaRd@Proposed
CanningHouseRdExtended
EBApproachΑL&R22.2/C
NBLeftΑChelseaRd12.0/B
16:ChelseaRd@WoodleyRd
WBApproachΑL&R9.4/A9.4/A9.4/A
SBLeftΑChelseaRd8.2/A8.2/A8.2/A
17:MD159@FordsLane
EBApproachL/R9.5/A9.5/A9.0/A
NBL/TMD1597.3/A7.3/A7.3/A
18a:MD159@CanningHouseRd
EBApproachL/R9.5/A9.5/A
NBL/TMD1597.3/A7.3/A
18b:MD159@CanningHouseRd
(Relocated/Extended)
EBApproachΑLeft&Thru/R12.5/B
WBApproachΑL/T/R17.1/C
NBLeftMD1597.3/A
SBLeftMD1597.4/A
*IncludesimprovementsdescribedintheConclusions.Rightturnheadwayfactorreducedforfreerightturn
movement;however,HCMdoesnotaccuratelymodelandcalculatethefreerightturndelay.
30
HIGHWAYCAPACITYMANUALSOFTWARE(HCS):STOPCONTROLPMPEAKHOUR
FUTURE
EXISTINGBACKGROUND
(withImprovements)
KEYINTERSECTIONSDelay/LOSDelay/LOS
Delay/LOS
4:MD7@StepneyRoad
EBLeftMD711.6/B
WBL/TMD78.0/A
NBApproachΑL/T/R47.6/E
SBApproachΑL&T/R36.9/E
13:MD159@SpesutiaRoad
36.9/E
EBApproachΑL/T&R12.8/B12.8/B
(26.3/D*)
WBApproachΑR10.0/A10.0/A12.9/B
NBLeftMD1598.7/A8.7/A11.9/B
SBLeftMD1598.0/A8.0/A9.0/A
14:MD159@ChelseaRoad
87.9/F
EBApproachL/R21.5/C21.5/C
(13.9/BwithMDT)
NBLeftMD1598.4/A8.4/A9.6/A
15:ChelseaRd@Proposed
CanningHouseRdExt(MDT)
EBApproachΑL&R34.2/D
NBLeftΑChelseaRd8.7/A
16:ChelseaRd@WoodleyRd
WBApproachΑL&R11.7/B11.7/B11.7/B
SBLeftΑChelseaRd8.3/A8.3/A8.3/A
17:MD159@FordsLane
EBApproachL/R10.1/B10.1/B9.7/A
NBL/TMD1597.6/A7.6/A7.6/A
18a:MD159@CanningHouseRd
EBApproachL/R9.7/A9.7/A
NBL/TMD1597.6/A7.6/A
18b:MD159@CanningHouseRd
(Relocated/Extended)
EBApproachΑLeft&Thru/R15.6/C
WBApproachΑL/T/R9.8/A
NBLeftMD1597.6/A
SBLeftMD1597.4/A
*IncludesimprovementsdescribedintheConclusions.Rightturnheadwayfactorreducedforfreerightturn
movement;however,HCMdoesnotaccuratelymodelandcalculatethefreerightturndelay.
31
HIGHWAYCAPACITYMANUAL(HCM2000):SIGNALCONTROLAMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
Delay/LOSDelay/LOSDelay/LOS
1:I95SBRamps@MD54332.7/C26.2/C31.0/C
2:I95NBRamps@MD54311.4/B20.8/B20.0/B
3:MD543@MD727.6/C29.2/C29.3/C
4:MD7@StepneyRoad9.7/A*10.0/A*
5:US40@MD5439.7/A13.0/B15.7/B
6:US40@SpesutiaRoad17.4/B16.1/B**22.7/C**
7:US40@MD7/MD15925.6/C31.1/C33.9/C
9:US40@MD13218.3/B19.7/B20.6/C
10:US40EBRamps@MD2210.0/B10.7/B11.1/B
11:MD715@US40EBRamps2.5/A2.6/A2.6/A
12:MD715@OldPhiladelphia13.4/B13.8/B14.3/B
HIGHWAYCAPACITYMANUAL(HCM2000):SIGNALCONTROLPMPEAKHOUR
EXISTINGBACKGROUNDFUTURE
KEYINTERSECTIONS
Delay/LOSDelay/LOS0elay/LOS
1:I95SBRamps@MD54337.2/D30.5/C37.1/D
2:I95NBRamps@MD54318.0/B23.6/C25.9/C
3:MD543@MD729.2/C34.5/C45.8/D
4:MD7@StepneyRoad19.2/B*19.5/B*
5:US40@MD54315.6/B20.4/C35.6/D
6:US40@SpesutiaRoad43.6/D19.3/B**26.1/C**
7:US40@MD7/MD15926.4/C42.5/D52.2/D
9:US40@MD13224.4/C31.1/C32.7/C
10:US40EBRamps@MD2210.8/B12.7/B15.0/B
11:MD715@US40EBRamps6.6/A7.4/A7.2/A
12:MD715@OldPhiladelphia13.1/B13.9/B17.0/B
*IncludesCountyCapitalPlanimprovementforsignalization.
**IncludesplannedCountySpesutiaRoadimprovements,asrequiredbyHarfordCounty.
32
QUEUING ANALYSIS Î SIGNALIZED INTERSECTIONS - HCM
A queuing analysis was conducted at the signalized key intersections, with
exclusive left turn lanes. Unless noted, the Highway Capacity Manual software
(HCS) back-of-queues are listed for the background future traffic conditions. The
detailed calculations are included in Appendix I.
BACKGROUNDFUTURE
THTH
95Percentile95Percentile
SITE
STORAGE
HCSHCS
(ft)ADDS(ft)
Queue(ft)Queue(ft)
AM(PM)AM(PM)
1:I95SBRamps@MD543**
2:I95NBRamps@MD543**
3:MD543@MD7**
4:MD7@StepneyRoad
*
EBLeft33(154)34(175)
175
*
SBLeft71(56)71(56)
150
5:US40@MD543
WBLeftΑUS40158
199(333)264(608)450
NBLeftΑMD543*
97(205)97(205)
Continuous
6:US40@SpesutiaRoad***
EBLeftΑUS40*
3(10)3(10)350
WBLeftΑUS40*
25(47)25(47)400
*
NBLeft&L/T/RSpesutia214(406)260(586)
Continuous
7:US40@MD7/MD159
*
EBLeftΑUS4019(56)19(56)
350
*
WBLeftΑUS4043(55)43(55)
300
*
NBLeftΑMD15947(86)94(237)
400
*
SBLeftΑMD7408(241)408(241)
775**
9:US40@MD132
8
EBLeftΑUS4060(202)60(210)
200
*
WBLeftΑUS409(16)9(16)
185
0
NBLeftΑAPGRd86(119)86(119)
100
0
SBLeftΑMD13275(212)75(212)
150
*Thislanehasadequatestorage.
**TheseintersectionsareonlyanalyzedintheSynchromodelasrequiredbyMDOTSHAforall
studiesduetotheextensiveoverlappingimprovementsandcoordinationofthesesignalized
intersections.SimTrafficqueuesarereportedatthisintersection.
***IncludesplannedCountySpesutiaRoadimprovements(detailedonExhibits2A&2B),as
requiredbyHarfordCounty.
33
BACKGROUNDFUTURE
THTH
95Percentile95Percentile
SITE
STORAGE
HCSHCS
(ft)ADDS(ft)
Queue(ft)Queue(ft)
AM(PM)AM(PM)
10:US40EBRamps@MD22
EBLeftΑN.RogersSt138(296)157(372)Continuous*
NBLeftΑMD2228(40)28(40)215*
11:MD715@US40EB
Ramps
EBLeftΑUS40EBRamps74(19)74(19)300*
SBLeftΑMD7158(11)8(11)150*
12:MD715@Old
Philadelphia
EBLeftΑOldPhila50(62)76(147)200*
WBLeftΑOldPhila139(30)140(31)300*
NBLeftΑMD7154(30)4(30)275*
SBLeftΑMD71513(17)13(17)60*
*Thislanehasadequatestorage.
34
QUEUING ANALYSIS Î SIGNALIZED INTERSECTIONS - SimTraffic
The MDOT SHA required that all of the signalized key intersections must be
th
included in the Synchro model. Therefore, the SimTraffic 95 Percentile Back-of-
Queue results for the background and future traffic conditions are listed below. A
future condition with improvements analysis was modeled that includes a second
westbound right turn lane along MD 7 at MD 543. The detailed calculations are
included in Appendix I.
BACKGROUNDFUTUREFUTUREIMP
THTHTH
95Percentile95Percentile95PercentileSTORAGESITE
SimTrafficSimTrafficSimTraffic(ft)ADDS
Queue(ft)Queue(ft)Queue(ft)(ft)
AM(PM)AM(PMAM(PM)
1:I95SBRamps@MD543
176(195)*
WBLeft/Thru129(175)116(210)
Continuous
423(336)*
NBLeft364(339)413(356)800
2:I95NBRamps@MD543
273(404)*
EBLeft/Thru267(409)284(383)
Continuous
238(382)*
SBLeft303(460)345(470)575
3:MD543@MD7
EBLeft173(233)*
213(174)204(188)200
WBLeft153(160)*
154(105)151(123)430
WBRight
142(343)865
NBLeft118(484)123
134(291)140(403)280
SBLeft378(346)*
354(323)376(367)575
4:MD7@StepneyRoad
71(166)*
EBLeft61(145)66(147)
175
76(92)*
SBLeft75(93)82(118)
150
5:US40@MD543
WBLeftΑUS40260(558)84
199(366)247(534)450
NBLeftΑMD543109(160)*
109(154)114(176)
Continuous
*Thislanehasadequatestorage.
35
BACKGROUND
FUTURE
95 TH Percentile95 TH PercentileSTORAGE
SITE
SimTrafficSimTraffic(ft)Storage
ADDS(ft)
Queue(ft)Queue(ft)(ft)
AM(PM)AM(PM
6:US40@SpesutiaRoad**
EBLeftΑUS409(28)*
9(37)400
WBLeftΑUS4063(76)*
55(74)360
136(275)
NBLeft&L/T/RSpesutia122(198)*
Continuous
7:US40@MD7/MD159
42(93)
EBLeftΑUS4039(84)340*
72(84)
WBLeftΑUS4070(89)300*
105(223)
NBLeftΑMD15972(123)400*
344(221)
SBLeftΑMD7325(218)775*
9:US40@MD132
EBLeftΑMD132106(298)123(322)Continuous*
99(123)
WBLeftΑAPGRd95(118)110****
129(295)
NBLeftΑUS40116(286)2009
38(81)
SBLeftΑUS4075(46)185*
10:US40EBRamps@MD22
150(287)
EBLeftΑN.RogersSt143(227)Continuous*
70(196)
NBLeftΑMD2276(141)215*
11:MD715@US40EB
Ramps
33(49)
EBLeftΑMD71541(48)150*
78(43)
NBLeftΑUS40EBRamps77(51)300*
12:MD715@Old
Philadelphia
37(33)
EBLeftΑMD71537(40)275*
17(77)
WBLeftΑMD71521(59)260*
67(104)
NBLeftΑOldPhila50(69)200*
105(52)
SBLeftΑOldPhila116(56)305*
*Thislanehasadequatestorage.
**IncludesplannedCountySpesutiaRoadimprovements(detailedonExhibits2A&2B),asrequired
byHarfordCounty.
***BasedontheSimTrafficqueuesfromAPGRoad,theheavierleftturnvolumeutilizethe
continuousstoragewithoutblockingthethroughandrightturnmovements.
36
SIGNAL WARRANT ANALYSIS RESULTS
Signal warrant analyses were conducted at the MD 159 at Spesutia Road and
MD 159 at Chelsea Road intersections. The warrants were tested for the existing
and the future traffic volumes. Future traffic volumes include the existing traffic
and the new site trips using ITE diurnal curve data. ITE does not provide data for
LUC 155; therefore, we used the ITE diurnal curve data for LUC 154 (High-Cube
Transload and Short-Term Storage Warehouse). The warrant results are
provided on the following tables and details of the individual warrant tests are
included in the study appendix.
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT SPESUTIA RD
WARRANTSEXISTINGFUTURE
1-Eight-Hour Vehicular VolumeNOT SATISFIED NOT SATISFIED
A-Minimum Vehicle Volume(met 0 of the required 8 hrs) (met 3 of the required 8 hrs)
1-Eight-Hour Vehicular Volume
NOT SATISFIED NOT SATISFIED
B-Interruption of Continuous
(met 0 of the required 8 hrs) (met 1 of the required 8 hrs)
Traffic
1-Eight-Hour Vehicular VolumeNOT SATISFIED NOT SATISFIED
-Combination of Warrants(A: met 0 of the required 8 hrs) (A: met 7 of the required 8 hrs)
1A & 1B
(B: met 0 of the required 8 hrs) (B: met 1 of the required 8 hrs)
NOT SATISFIED SATISFIED
2-Four-Hour Vehicular Volume
(met 0 of the required 4 hrs) (met 10 of the required 4 hrs)
NOT SATISFIED NOT SATISFIED
3-Peak Hour
(met 0 of the required 1 hour) (met 0 of the required 1 hour)
4-Pedestrian VolumeNOT SATISFIEDNOT SATISFIED
5-School CrossingNOT APPLICABLE NOT APPLICABLE
6-Coordinated Signal SystemNOT APPLICABLE NOT APPLICABLE
7-Crash ExperienceNOT SATISFIEDNOT SATISFIED
8-Roadway NetworkNOT APPLICABLE NOT APPLICABLE
9-Intersection Near A Grade
NOT APPLICABLE NOT APPLICABLE
g
Crossin
37
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT CHELSEA RD
WARRANTSEXISTINGFUTURE
1-Eight-Hour Vehicular VolumeNOT SATISFIED NOT SATISFIED
A-Minimum Vehicle Volume(met 3 of the required 8 hrs) (met 5 of the required 8 hrs)
1-Eight-Hour Vehicular Volume
NOT SATISFIED SATISFIED
B-Interruption of Continuous
(met 4 of the required 8 hrs) (met 13 of the required 8 hrs)
Traffic
1-Eight-Hour Vehicular VolumeNOT SATISFIED SATISFIED
-Combination of Warrants(A: met 11 of the required 8 hrs) (A: met 11 of the required 8 hrs)
1A & 1B (B: met 6 of the required 8 hrs) (B: met 13 of the required 8 hrs)
NOT SATISFIED SATISFIED
2-Four-Hour Vehicular Volume
(met 3 of the required 4 hrs) (met 12 of the required 4 hrs)
NOT SATISFIED SATISFIED
3-Peak Hour
(met 0 of the required 1 hour) (met 4 of the required 1 hour)
4-Pedestrian VolumeNOT SATISFIEDNOT SATISFIED
5-School CrossingNOT APPLICABLE NOT APPLICABLE
6-Coordinated Signal SystemNOT APPLICABLE NOT APPLICABLE
7-Crash ExperienceNOT SATISFIEDNOT SATISFIED
8-Roadway NetworkNOT APPLICABLE NOT APPLICABLE
9-Intersection Near A Grade
NOT APPLICABLE NOT APPLICABLE
Crossing
38
CONCLUSIONS AND RECOMMENDATIONS
The Harford County APFO standards require signalized intersections located
within the development envelope to operate at a level of service "D" or better and
all unsignalized intersections located within the development envelope to operate
with a side road minor approach level of service of ÐDÑ or better. If the traffic
study determines an intersection is rated ÐEÑ or lower, than the developer needs
to mitigate only the new site generated trips.
Intersection Capacity Results
From a Critical Lane Volume (CLV) analysis standpoint, all key intersections
would operate with acceptable levels of service during the future traffic
conditions. The future HCS analyses show the MD 159 at Spesutia Road and the
MD 159 at Chelsea Road intersections would operate with deficient delays.
MD 159 @ Spesutia Road
The analysis contains the County planned improvements that includes widening
of Spesutia Road that creates a shared left/thru and a channelized right turn lane
with 200 feet of dedicated storage. With these County improvements, the HCS
results show a level of service ÐFÑ (433.9 sec/veh) during the future AM peak
hour and an ÐEÑ (36.9 sec/veh) during the future PM peak hour, along the
Spesutia Road approach at future traffic conditions.
Mitigation: A signal warrant analysis was conducted at this intersection, which
determined the major warrants were not met for signal control under the existing
or the full build out traffic conditions. However, in order to alleviate any concerns
that MDOT-SHA may have regarding this intersection, the Developer agrees to
prepare an updated traffic signal warrant analysis after occupancy of each
building. If the analysis shows a signal is warranted, the Developer will design
and install the traffic signal upon MDOT-SHA and Harford County approval.
Ultimately, if the installation of a traffic signal is not approved by MDOT-
SHA, the County will require other mitigation options. A roundabout was
considered at this intersection. However, due to right-of-way constraints,
a roundabout large enough to service large trucks could not be
constructed.
39
As such, the DeveloperÓs alternative mitigation plan is to construct the
following geometric improvements. The existing right turn lane from
Spesutia Road to MD 159 will be widened and channelization markings
added to encourage right turning traffic to flow without stopping. Also, the
existing small median along southbound MD 159 will be removed to provide a
wider left turn lane for trucks turning into the private property across from
Spesutia Road. This lane will also be extended to provide a longer queue
area for trucks without blocking southbound vehicles along MD 159 passing
through the intersection.
The existing channelized median on the private leg of the intersection will be
cut back to improve the turning radius for large vehicles entering the property.
Field observations show that these intersection modifications will improve the
flow of traffic and shorten delay times for the left turning vehicles from
northbound MD 159 and eastbound Spesutia Road. A conceptual mitigation
plan is included in the revised TIS.
An HCM analysis was conducted to show the additional impact of the
Developer improvements, and the improved operation of the free channelized
right turn movement from Spesutia Road. However, HCM does not accurately
calculate the free right turn delay. The base critical right turn headway factor
for the Spesutia Road right turn movement was reduced to model the
benefits resulting from the geometric improvements along MD 159 that
encourage the free right turn movement. (HCM defines the critical headway
Ðthe minimum time interval in the major street that allows intersection entry to
one minor street vehicleÑ.) As shown in the HCM results tables, the analysis
with these improvements show an ÐEÑ approach LOS (38.1 sec/veh) during
the AM peak hour and a ÐDÑ approach LOS (26.3 sec/veh) during the PM
peak hour along Spesutia Road.
MD 159 @ Chelsea Road
The results of the HCM analyses show an ÐFÑ along the MD 159 (minor street)
approach LOS during the future AM and PM peak hours. Consequently, a signal
warrant analysis was conducted for the existing and future traffic volumes.
Warrants were met for only the future traffic conditions for Warrant 1 (Eight-Hour
Volume), Warrant 2 (Four-Hour Volume), and Warrant 3 (Peak Hour Volume).
40
Mitigation: In order to alleviate any concerns that MDOT SHA may have
regarding this intersection, the Developer agrees to prepare an updated
traffic signal warrant analysis after occupancy of each building. If the
analysis shows a traffic signal is warranted, the Developer will design and
install the traffic signal upon MDOT-SHA and Harford County approval.
If the installation of a traffic signal is not approved by MDOT SHA, the County
will require other mitigation options. As such, the DeveloperÓs alternative
mitigation plan is to construct a Maryland T intersection to improve delay along
the northbound MD 159 left turn movement onto Chelsea Road. A Maryland T
intersection, depicted on the concept plan, would provide acceptable delays at
this intersection. The HCS minor approach LOS and delays are improved to an
acceptable ÐDÑ LOS during the AM peak hour (28.5 seconds per vehicle of delay)
and a ÐBÑ LOS during the PM peak hour (13.5 seconds per vehicle of delay).
MD 7 @ Spesutia Road
A capital project is established at this intersection and funds are available for the
design and construction of a traffic signal at this intersection. As such, the
intersection was evaluated with a traffic signal under the background and future
traffic conditions. The signal control creates acceptable future levels of service.
However, while there are funds available for this intersection if the installation
of a traffic signal is not approved by MDOT SHA, other mitigation options
must be considered and identified.
Therefore, the developer will extend the southbound Stepney Road left turn lane
to provide 25-feet of additional storage plus deceleration and taper. Since a
capital project is established, the developer will place in escrow the cost to
design and construct the stated geometric improvement.
Access Improvements - Chelsea Road @ Canning Couse (Extended)
The Canning House and Chelsea Road intersection is planned as a Maryland T
intersection. The HCS analysis shows a minor approach level of service ÐCÑ
during the future AM peak and a level of service ÐDÑ during the future PM.
41
Queuing Analysis Results
The queuing analysis results determined the site would create queue storage
deficiencies at the following intersections.
- MD 543 at MD 7: NB MD 543 Left Turn Storage
- MD 543 at MD 7: WB MD 7 Right Turn
- US 40 at MD 543: WB MD 543 Left Turn Storage
- US 40 @ MD 132: NB US 40 Left Turn Storage
MD 543 @ MD 7: Mitigation: As shown on the table, the site adds 123 feet to
the northbound MD 543 left turn lane. Therefore, the developer will extend the
northbound MD 543 left turn storage area by 123 feet of storage.
Additionally, in order to improve the overall intersection operation, the developer
will construct a second westbound right turn lane along MD 7. This improvement
was analyzed with the Synchro model (future with improvements). This
improvement will be bonded by this Developer if not already bonded by others at
the time of use and occupancy.
BACKGROUNDFUTUREFUTUREIMP
THTHTH
95Percentile95Percentile95PercentileSTORAGESITE
SimTrafficSimTrafficSimTraffic(ft)ADDS
Queue(ft)Queue(ft)Queue(ft)(ft)
AM(PM)AM(PMAM(PM)
a5ЎЍЌθa5А
NBLeft118(484)123
134(291)140(403)280
US 40 @ MD 543 Mitigation: As shown on the table, the site adds 158 feet to
the westbound US 40 left turn lane. Therefore, the developer will extend the
westbound US 40 left turn storage area by 158 feet of storage.
BACKGROUNDFUTURE
TH Percentile TH Percentile
9595
SITE
STORAGE
HCSHCS
(ft)ADDS(ft)
Queue(ft)Queue(ft)
AM(PM)AM(PM)
{ЍЉθa5ЎЍЌ
WBLeftΑUS40158
199(333)264(608)450
42
US 40 @ MD 132 Mitigation: As shown on the table, the site adds 9 feet to the
northbound US 40 left turn lane. Therefore, the developer will extend the
northbound US 40 left turn storage area by the length of on vehicle or 25 feet.
BACKGROUND
FUTURE
95 TH Percentile95 TH PercentileSTORAGE
SITE
SimTrafficSimTraffic(ft)Storage
ADDS(ft)
Queue(ft)Queue(ft)(ft)
{ЍЉθa5ЊЌЋ
AM(PM)AM(PM
129(295)
NBLeftΑUS40116(286)2009
Based on results of this study and the proposed traffic mitigation, the developer
meets the APFO standards. Therefore, we request approval of the proposed
warehouse project from a traffic impact standpoint.
43
APPENDIX I-A
CRITICAL LANE VOLUME
ANALYSIS
APPENDIX I-B
HC REPORTS
APPENDIX I-C
HCM 2000 REPORTS
APPENDIX I-
SIMTRAFFIC
REPORTS
APPENDIX I-
SIDRA
REPORTS
APPENDIX II
BAGKROUND TRAFFIC
DISTRIBUTION
APPENDIX III
TRAFFIC COUNT
INFORMATION
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 543 @ I-95 SB RAMP COUNTY:
HARFORD
COUNT BY:DATE:
CAMERAMARCH 29, 2022
WEATHER:DAY:
CLEARTUESDAY
MD 543MD 543I-95 SB OFF RAMP
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRUUTRNTHRURIGHTUTRNLEFTTHRUUTRNTOTAL
AM
6:00-6:15165180847901844372
6:15-6:301773208512502126448
6:30-6:4516536011298028110450
6:45-7:0014955011211903509479
7:00-7:15182108011186025015527
7:15-7:30157960138123039014567
7:30-7:4516811801387603426542
7:45-8:0016011701669504807593
8:00-8:1514495013878044117517
8:15-8:3013277014480044017494
8:30-8:451929401276402919516
8:45-9:00126800986504238422
1318801034902419405
9:00-9:15
9:15-9:30108720802801819316
PEAK HRPHF
7:00-8:00667439055338001462420.94
TOTALS
PM
3:00-3:1517714307431032017474
3:15-3:3017617208634038017523
3:30-3:4522022106932036010588
3:45-4:0021318108724043014562
4:00-4:1517723119628029015577
4:15-4:3018127207934040013619
4:30-4:4518625908622049116619
4:45-5:0018224709017027012575
5:00-5:1520024806046047016617
5:15-5:3016821409432028024560
5:30-5:45154205011037034014554
5:45-6:00161175010226028017509
14215809131024022468
6:00-6:15
6:15-6:3013516008627021016445
PEAK HRPHF
4:15-5:157491026031511901631570.98
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\ENTER JO
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 543 @ I-95 NB RAMP COUNTY:
HARFORD
COUNT BY:DATE:
CAMERAMARCH 29, 2022
WEATHER:DAY:
CLEARTUESDAY
MD 543MD 543I-95 NB OFF RAMP
NORTHBOUNDSOUTHBOUNDEASTBOUND
SIGNAL FREE
THRURIGHTUTRNLEFTTHRUUTRNLEFTTHRU
TIMETOTAL
RIGHTRIGHT
AM
6:00-6:1518027889011124101441
6:15-6:3021114790031033100486
6:30-6:45162151091030240109459
6:45-7:001772899203332578445
7:00-7:1525235229203813081551
7:15-7:30220191210304332791518
7:30-7:45251192011905424093598
7:45-8:002261412138048439115596
8:00-8:151913517152051146123616
8:15-8:301962113141050136111569
8:30-8:45248121212903723085555
8:45-9:00155141310604713493463
9:00-9:1517827911004113589490
9:15-9:3015716710103112890431
PEAK HRPHF
7:30-8:308648962550020381614420.97
TOTALS
PM
3:00-3:1524447197809002576579
3:15-3:3026229111240101137112677
3:30-3:45303486128013403090739
3:45-4:00317311699011602787693
4:00-4:15297212491011403087664
4:15-4:3035638189511512993745
4:30-4:453404611104010103792731
4:45-5:003015317980113033100715
5:00-5:153534711930106035108753
5:15-5:302933891010119220103685
5:30-5:45250319121011903093653
5:45-6:0021218111180124035112630
6:00-6:15190226124011003088570
6:15-6:3020724610909903286563
PEAK HRPHF
4:15-5:15135018457390043511344160.98
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\ENTER JO
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 7 @ MD 543 COUNTY:HARFORD
COUNT BY:DATE:MARCH 29, 2022
CAMERA
WEATHER:DAY:TUESDAY
CLEAR
MD 543MD 543MD 7MD 7
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNTOTAL
AM
6:00-6:157847069139801926130216890479
6:15-6:303110120651741901627200314730536
6:30-6:457118170722232203340230519660645
6:45-7:001011280601981702633220215940597
7:00-7:159142130601599047452002241230653
7:15-7:3010114906519912035512205231000645
7:30-7:4512112110711731203951130334920623
7:45-8:0010138120972071702930150528950683
8:00-8:157981101022031603539190525950655
8:15-8:3014103809219310028531802329770648
8:30-8:45231471906815412016291602721850617
8:45-9:0018851907916116011281902529650555
9:00-9:1579280561141901635120432850480
9:15-9:304888061701401740170340640426
PEAK HRPHF
7:30-8:30434514203627765501311736503611635900.95
TOTALS
PM
3:00-3:15241725056117150273132013341010627
3:15-3:303412313076158210314226012661320734
3:30-3:454916728078159120393024010641690829
3:45-4:003918636088147180243822015461351795
4:00-4:15471582208313120027471208871760818
4:15-4:30361651205914818041341405901940816
4:30-4:454019217074140110423513010701860830
19045492109721650822
4:45-5:0030158200100134
5:00-5:155015618093112110403715010701841797
5:15-5:30281511407614115036453506551620764
5:30-5:45261171209617340139553108571230778
5:45-6:00211091608816027017562428491190696
6:00-6:1524110190791443103133180954890641
6:15-6:3024120150681362302946170745840614
PEAK HRPHF
4:00-5:001536737103165536801551656003231972100.99
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 7 @ STEPNEY RD COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:THURSDAY
STEPNEY RDSTEPNEY RDMD 7MD 7
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:150001601868000713194
6:15-6:301002001768400624194
6:30-6:4500118013910200626211
6:45-7:00000190271013200786272
7:00-7:15000130201379008510220
7:15-7:30000121331210800809255
7:30-7:450001501916121008210263
7:45-8:00100150312214000805294
10103001129273
8:00-8:1500019020
8:15-8:3000011024910200855236
8:30-8:45001100262012300757262
8:45-9:00000200151310700787240
9:00-9:1500010022127800897218
9:15-9:30000140251270108211215
PEAK HRPHF
7:15-8:151006111036047200354330.92
TOTALS
PM
3:00-3:150019027251021014522332
3:15-3:30002612431850017025344
3:30-3:45000402121973019528369
3:45-4:00000902827810017927351
4:00-4:150001302231910022130408
4:15-4:30000903228801022530405
4:30-4:450111202431940121028402
4:45-5:00100402524770020630367
5:00-5:15101702836870021329402
28862017619350
5:15-5:301017030
5:30-5:450001302327771015018309
5:45-6:00200603224930113112301
6:00-6:150001002430740010214254
6:15-6:30000621531630010816241
PEAK HRPHF
4:00-5:00111380103114342118621180.97
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:US 40 @ MD 543 COUNTY:HARFORD
COUNT BY:DATE:MARCH 29, 2022
CAMERA
WEATHER:DAY:TUESDAY
CLEAR
MD 543US 40US 40
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNTOTAL
AM
6:00-6:1514106126170311000394
6:15-6:3013160154160421070492
6:30-6:4517180208320401220599
6:45-7:002119218333047920568
7:00-7:1532130141230461090481
7:15-7:3030150150340361150515
7:30-7:4530144156300411180519
7:45-8:0047128183380431210560
8:00-8:1545166133280341450551
8:15-8:3052131121300571030494
8:30-8:4540165135280371240529
8:45-9:0044142152340351220529
9:00-9:152181119340431290427
9:15-9:3040779933037910377
PEAK HRPHF
6:30-7:3010065268212201694380.90
TOTALS
PM
3:00-3:154297123320761700540
3:15-3:303192143540861860592
3:30-3:4577115124600991960671
3:45-4:0060126173580802100707
4:00-4:1547101119460902200623
4:15-4:303473138500972050597
4:30-4:453776204580882210684
4:45-5:002687157510942080623
5:00-5:1535791663601022020620
5:15-5:302497186550852140661
5:30-5:452182145560531700527
5:45-6:003187157450571280505
6:00-6:152082136470431060434
6:15-6:30209911031046920398
PEAK HRPHF
3:45-4:4517837663421203558560.92
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:US 40 @ SPESUTIA RD COUNTY:HARFORD
COUNT BY:DATE:MARCH 31, 2022
CAMERA
WEATHER:DAY:THURSDAY
OVERCAST
SPESUTIA RDACCESSUS 40US 40
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNTOTAL
AM
6:00-6:1552020004119104078921380
6:15-6:3041060040171130078300442
6:30-6:45540500111791600158900504
6:45-7:00620700322421830108830600
7:00-7:155301000020037029700390
7:15-7:3045050001213360811100419
7:30-7:4544060010268341813400496
7:45-8:0038030000245411512300456
8:00-8:1526070000240371212530441
8:15-8:3031090000206300610600388
8:30-8:4516080000206361513601409
8:45-9:0023080000198541715000441
9:00-9:1513070000165220713000344
9:15-9:30180310001732111015500382
PEAK HRPHF
6:15-7:152100190083792510034357300.81
TOTALS
PM
3:00-3:159001200011605401419900530
3:15-3:30990610111575701019400526
3:30-3:4512201020011787322017700585
3:45-4:00940610021759411515800546
4:00-4:15600920021634531118810484
4:15-4:30800121030162451923820553
4:30-4:4563092021182521922500546
4:45-5:0050051001184443423400526
0001483821217800477
5:00-5:1592061
5:15-5:30410600001704121219300465
5:30-5:4541060000148480913900391
5:45-6:0030090000168620712500401
6:00-6:15370101000143495912700381
6:15-6:30370720001443801012520365
PEAK HRPHF
3:00-4:004050344015670278359728000.93
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:US 40 @ MD 7/MD 159 (OLD PHILADELPHIA RD)COUNTY:HARFORD
COUNT BY:DATE:MARCH 29, 2022
B. SMITH; M. ROSEN
WEATHER:DAY:TUESDAY
CLEAR
MD 159MD 7US 40US 40
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNTOTAL
AM
6:00-6:1512626418601121411289743413
6:15-6:309629614421852506111451506
6:30-6:4511779921421701601099500496
6:45-7:00464144264526828011130581689
7:00-7:1571169310601921408113710531
7:15-7:307731008732521006134761614
7:30-7:4591341247812772005155700693
7:45-8:0086318312842462906127680700
8:00-8:155132147103523212010153871680
8:15-8:3047214312622021105100822578
8:30-8:459661307262267310155701638
8:45-9:001081116291032212616192803706
9:00-9:15111068811331881206162795584
9:15-9:3017316511891461517193810557
PEAK HRPHF
7:15-8:1529391255437261310077102756930120.96
TOTALS
PM
3:00-3:152328586914516015152381600749
3:15-3:3015249825920183120132551862815
3:30-3:451837107298713813082432163782
3:45-4:00151677410121021019082462280855
4:00-4:15142847485620912262282240820
4:15-4:3018142529682067232662190812
4:30-4:45101898785719542142302575851
4:45-5:001917558477198152172321770758
110719813162032430784
5:00-5:151616268
5:15-5:30151176166131987041821461657
5:30-5:45812680681317910061531581640
5:45-6:00564717661937051801303623
6:00-6:1513996385514111081441161533
6:15-6:30119454656168150101501013542
PEAK HRPHF
3:45-4:455776222873528318204263197092850.98
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\ENTER JO
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:US 40 @ MD 132 COUNTY:HARFORD
COUNT BY:DATE:MARCH 29, 2022
CAMERA
WEATHER:DAY:TUESDAY
CLEAR
APG RDMD 132US 40US 40
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNTOTAL
AM
6:00-6:1515128129125870115021287
6:15-6:3093124235137860116591338
6:30-6:451927101431110250122040425
6:45-7:001725220482110441116050390
7:00-7:151291315456229850116640405
7:15-7:3022515114352410841316650403
7:30-7:45188112044327100210165142415
7:45-8:0021892744933111504131153420
8:00-8:15163111074722871123195111426
8:15-8:301871017248269060713571374
8:30-8:452110111863825123412153130425
8:45-9:00177823332351261011129200412
9:00-9:15173142255519101121414481406
9:15-9:301677142473196101413591380
PEAK HRPHF
7:15-8:157724466819174106406224106574560.98
TOTALS
PM
3:00-3:15223732654632232603210234676
3:15-3:302812338959492001807171170611
3:30-3:4532104391056531962005192142633
3:45-4:00221610451248502241312183120638
4:00-4:152221636965741973536153112640
4:15-4:301713829674621911606169152608
4:30-4:451992331671572152404152130615
4:45-5:002592441574672241404199322711
1764522411417185120654
5:00-5:15218725
5:15-5:30211010461377481961803180160638
5:30-5:45281410241174421801815167171592
5:45-6:00137523653531861407173141555
6:00-6:15181112141056511871703124123518
6:15-6:30213712956441982418133172535
PEAK HRPHF
4:30-5:3086362114861286224876701187167320.92
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 22 @ US 40 RAMPS (SIGNALIZED)COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 29, 2022
WEATHER:OVERCAST DAY:TUESDAY
MD 22MD 22N.ROGERS STUS 40 RAMPS
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:151842171882148316
6:15-6:30103124319121660391
6:30-6:4594629130292570500
6:45-7:00205727335292966509
7:00-7:15104823550242474465
7:15-7:30175223932282673467
7:30-7:45176629833352880557
7:45-8:00185934457152698617
8:00-8:15173222448242062427
8:15-8:3020472064318966409
8:30-8:45258421644341960482
8:45-9:00167619951352388488
9:00-9:15204114145411685389
9:15-9:30185113051361266364
PEAK HRPHF
7:00-8:006222511161721021043250.85
TOTALS
PM
3:00-3:1528131152636616101557
3:15-3:302211813760741290513
3:30-3:452118514545511987553
3:45-4:0038228125446612106619
4:00-4:151927815268651498694
4:15-4:302923915547582395646
4:30-4:453232213944531891699
4:45-5:002324513841772092636
5:00-5:152521613050772998625
5:15-5:302017412937588104530
5:30-5:452311412640621478457
5:45-6:00281151483452692475
6:00-6:1513431325448783380
6:15-6:30103812152641374372
PEAK HRPHF
4:00-5:001031084584200253753760.96
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 715 @ US 40 EB RAMP COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:TUESDAY
MD 715MD 715US 40 EB OFF RAMP
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:15211221141380161
6:15-6:3013741531136206
6:30-6:4525613238115217
6:45-7:0017742938200295
7:00-7:152718141312148232
7:15-7:3018166179153219
7:30-7:45361562715181280
7:45-8:00271032314209286
8:00-8:1542872515175272
8:15-8:303616102120153256
8:30-8:45571371929138263
8:45-9:0034139826131221
PEAK HRPHF
7:30-8:30141492696647180.96
TOTALS
PM
3:00-3:150000000
3:15-3:3011421513221176
3:30-3:4518128147525260
3:45-4:001372948736221
4:00-4:1522222125324288
4:15-4:3022819125227293
4:30-4:4526517610627331
4:45-5:002191875615270
5:00-5:15207181111919275
5:15-5:30152554623195
5:30-5:4514916371925219
5:45-6:00102146102025177
PEAK HRPHF
4:00-5:0093476372517930.89
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 715 @ OLD PHILADELPHIA RD COUNTY:HARFORD
COUNT BY:DATE:MARCH 31, 2022
CAMERA (B.SMITH)
WEATHER:DAY:THURSDAY
OVERCAST
CAM
MD 715MD 715OLD PHILA RDOLD PHILA RD
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTUTRNLEFTTHRURIGHTUTRNLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:151191201764062589454190
6:15-6:30310402144308351126582293
6:30-6:45183031241308337196914293
6:45-7:0001340321070726926557354
7:00-7:15028305145309341136404290
7:15-7:3011640515240718427286255
7:30-7:4513470417210736231238291
7:45-8:00118701719150722852293341
8:00-8:1513780518680510932203286
8:15-8:3043480715680725742166282
8:30-8:45551150214850719818347263
8:45-9:00628705133004206162610227
9:00-9:15232120210030923318194193
9:15-9:302258029630615325238189
PEAK HRPHF
6:15-7:15459140136232603212838107222270.87
TOTALS
PM
3:00-3:15214721053830115552357331
3:15-3:3071202001264010631064711325
3:30-3:45717830032240957534311372
3:45-4:00413518012530858134615317
4:00-4:15924424032320632182316391
4:15-4:30721537042250636092712380
4:30-4:4582622902253074023308419
4:45-5:00419321073020732253319355
5:00-5:157184340225507311172811352
5:15-5:304135170328304220112915271
5:30-5:45118814032420239418269240
5:45-6:0078027022710017122271212
6:00-6:1549622031720619216325224
6:15-6:30384280323204314202813243
PEAK HRPHF
4:00-5:002891411101610012026140525113550.92
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\ 3762
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 159 @ FORDS LN COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:THURSDAY
MD 159MD 159FORDS LN
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:15028210132
6:15-6:30028621037
6:30-6:45034700041
6:45-7:00028200030
7:00-7:15037700044
7:15-7:30034600040
7:30-7:45038702047
7:45-8:000301502047
8:00-8:150241000034
8:15-8:300281101040
8:30-8:450161501032
8:45-9:000232310047
9:00-9:150141610031
9:15-9:301211512040
PEAK HRPHF
7:00-8:000139350400.95
TOTALS
PM
3:00-3:150162313043
3:15-3:300253500060
3:30-3:450102900140
3:45-4:001163400051
4:00-4:150162911148
4:15-4:300182400042
4:30-4:450172710045
4:45-5:001152312042
5:00-5:150254102068
5:15-5:300193210052
5:30-5:450173200049
5:45-6:000244911075
6:00-6:150173010048
6:15-6:300141700031
PEAK HRPHF
5:00-6:000851542300.81
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 159 @ CANNING HOUSE RD COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:THURSDAY
MD 159MD 159
CANNINGHOUSE RD
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:15021307031
6:15-6:30023426035
6:30-6:450205213040
6:45-7:00021018030
7:00-7:150224313042
7:15-7:300255212044
7:30-7:450234110038
7:45-8:0002210610048
8:00-8:15015726030
8:15-8:30024644038
8:30-8:45011543023
8:45-9:00014554028
9:00-9:15110854028
9:15-9:30011838030
PEAK HRPHF
7:00-8:0009223124500.90
TOTALS
PM
3:00-3:15072046037
3:15-3:300142549052
3:30-3:451720153046
3:45-4:000102276045
4:00-4:150917115042
4:15-4:300101461031
4:30-4:451131986047
4:45-5:000101694039
5:00-5:1501727116061
5:15-5:3001218126048
5:30-5:450921107047
5:45-6:0001726184065
6:00-6:15082082038
6:15-6:300101811030
PEAK HRPHF
5:00-6:0005592512300.85
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 159 @ SPESUTIA RD COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:THURSDAY
MD 159MD 159SPESUTIA RDACCESS
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:1533360553273103007249
6:15-6:30372701503123108004245
6:30-6:453535086912141165002341
6:45-7:005628012657195153001346
7:00-7:153640062157931017163
7:15-7:303825072524430106142
7:30-7:453931092344626006148
7:45-8:002531082587328019145
8:00-8:1522200102414428006119
8:15-8:302826041302326007109
8:30-8:451026042325720003100
8:45-9:00282401030165410015160
9:00-9:15152103212422100695
9:15-9:301924043020225003109
PEAK HRPHF
6:00-7:0016112602623724521252900140.85
TOTALS
PM
3:00-3:15876405332630460011275
3:15-3:307856034281057008253
3:30-3:4513567083073072005327
3:45-4:004445084663295008257
4:00-4:1569351425810570117218
4:15-4:306733022552242034185
4:30-4:45633601124661350410196
4:45-5:004732173062033031162
5:00-5:1568300729115138006195
5:15-5:302725082442634149144
5:30-5:453523142473442029154
5:45-6:0035141730421061004168
6:00-6:1535340425336400313166
6:15-6:303833041841234004138
PEAK HRPHF
3:00-4:003442320241514710227000320.85
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:MD 159 @ CHELSEA RD COUNTY:HARFORD
COUNT BY:CAMERA DATE:MARCH 31, 2022
WEATHER:OVERCAST DAY:THURSDAY
CHELSEA RDMD 159MD 159
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:150411406231211
6:15-6:300401337270207
6:30-6:4513622010320299
6:45-7:000572317280323
7:00-7:150324510460133
7:15-7:300264410370117
7:30-7:450243612460118
7:45-8:000283717330115
8:00-8:15117351524092
8:15-8:30019301033092
8:30-8:45020232016079
8:45-9:000244426280122
9:00-9:15018251817078
9:15-9:300263918190102
PEAK HRPHF
6:00-7:0011747243011010.80
TOTALS
PM
3:00-3:1501354831191234
3:15-3:3001056432270228
3:30-3:4511908328160318
3:45-4:000709742250234
4:00-4:151724537330188
4:15-4:301742836241164
4:30-4:450722735260160
4:45-5:001593927211148
5:00-5:152712345270168
5:15-5:300312732201111
5:30-5:451402642201130
5:45-6:000273556223143
6:00-6:151433032270133
6:15-6:300543421170126
PEAK HRPHF
3:00-4:0015002921338710.80
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3657
PEAK HOUR TURNING MOVEMENT COUNT
INTERSECTION:CHELSEA RD @ WOODLEY RD COUNTY:HARFORD
COUNT BY:CAMERA DATE:SEPTEMBER 7, 2022
WEATHER:OVERCAST DAY:WEDNESDAY
CAM
CHELSEA RDCHELSEA RDWOODLEY RD
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
AM
6:00-6:1518028127010183
6:15-6:30163419906165
6:30-6:452008233116152
6:45-7:0013012649011199
7:00-7:15100292101070
7:15-7:3010010190544
7:30-7:457016180546
7:45-8:00826241849
8:00-8:1513010181951
8:15-8:30717210743
8:30-8:458010160539
8:45-9:0012010180848
9:00-9:1510010210041
9:15-9:301608160646
PEAK HRPHF
6:00-7:006732773081430.88
TOTALS
PM
3:00-3:1511301921143197
3:15-3:307513334079222
3:30-3:453803521057151
3:45-4:006805913039179
4:00-4:157701015016118
4:15-4:30330101801071
4:30-4:45260324258113
4:45-5:00530931013106
5:00-5:1549041602089
5:15-5:302412431020100
5:30-5:4521314461140225
5:45-6:002702744028126
6:00-6:15241143101484
6:15-6:3020111340975
PEAK HRPHF
3:00-4:0029411468912180.84
TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
24-HOUR CLASSIFIED COUNT SUMMAR
Y
LOCATION:MD 159 (S. of MD 159 Roundabout)COUNTY:HARFORD
COUNT BY:CAM DATE:SEPTEMBER 7, 2022
WEATHER:OVERCAST/RAIN DAY:WEDNESDAY
NB MD 159SB MD 159
TOTAL NB & SB
ALLHVALLHVALLHV% HV
TIME
HOURLY
1884030733
6:00-7:00 AM
4957315%
2394015133
7:00-8:00 AM
3907319%
1473614738
8:00-9:00 AM
2947425%
1524514141
9:00-10:00 AM
2938629%
1554514651
10:00-11:00 AM
3019632%
1843517959
11:00 AM -12:00 PM
3639426%
1734918558
12:00-1:00 PM
35810730%
2004219045
1:00-2:00 PM
3908722%
2435022549
2:00-3:00 PM
4689921%
3833925348
3:00-4:00 PM
6368714%
2642318937
4:00-5:00 PM
4536013%
2853123937
5:00-6:00 PM
5246813%
1603117029
6:00-7:00 PM
3306018%
1042611422
7:00-8:00 PM
2184822%
1273413130
8:00-9:00 PM
2586425%
82258825
9:00-10:00 PM
1705029%
95249019
10:00-11:00 PM
1854323%
73204218
11:00 PM - 0:00 AM
1153833%
70283517
0:00-1:00 AM
1054543%
29183316
1:00-2:00 AM
623455%
72205222
2:00-3:00 AM
1244234%
80343613
3:00-4:00 AM
1164741%
1072910818
4:00-5:00 AM
2154722%
1002423938
5:00-6:00 AM 3396218%
371278834907967202158422%
24 HR TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
24-HOUR CLASSIFIED COUNT SUMMAR
Y
LOCATION:CHELSEA ROAD, JUST N. OF WOODLEY RD COUNTY:HARFORD
COUNT BY:CAM DATE:SEPTEMBER 7, 2022
WEATHER:OVERCAST/RAIN DAY:WEDNESDAY
NB SB
TOTAL NB & SB
CHELSEA RDCHELSEA RD
ALLHVALLHVALLHV% HV
TIME
HOURLY
110958514
6:00-7:00 AM
695233%
721414322
7:00-8:00 AM
2153617%
822211018
8:00-9:00 AM
1924021%
862211719
9:00-10:00 AM
2034120%
831811131
10:00-11:00 AM
1944925%
1382012728
11:00 AM -12:00 PM
2654818%
1302313630
12:00-1:00 PM
2665320%
1582313524
1:00-2:00 PM
2934716%
2353112527
2:00-3:00 PM
3605816%
5122523538
3:00-4:00 PM
747638%
2981712025
4:00-5:00 PM
4184210%
3461820616
5:00-6:00 PM
552346%
1272026419
6:00-7:00 PM
3913910%
67195413
7:00-8:00 PM
1213226%
63195815
8:00-9:00 PM
1213428%
56194715
9:00-10:00 PM
1033433%
8020589
10:00-11:00 PM
1382921%
32102810
11:00 PM - 0:00 AM
602033%
11117289
0:00-1:00 AM
1392619%
426238
1:00-2:00 AM
651422%
12584012
2:00-3:00 AM
1652012%
905294
3:00-4:00 AM
11998%
180921310
4:00-5:00 AM
393195%
16163847
5:00-6:00 AM 545132%
33844003376423676082312%
24 HR TOTALS
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
PENNSYLVANIA
D
D
O
F
E
T
N
I
H
T
W
CH I
CN
24
V
4.51 / 2.87 R
L
L
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6.21 / 3.1
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4.83 / 1.65
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165 W
H
HI
AT
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INF
S
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CH
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623
23 R
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136
LEGEND
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8.6 / 3.09
5.36 / 2.19
Y
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IL
V
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8.37 / 0.98
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P
S
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L
646 Interstate Highway
95
6.02 / 1.68 S
E
T
I
O
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N
3.48 / 0.7 CH
US Highway
1
623
CH A
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165
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H
5.62 / 3.25
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D
D
1
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5.07 / 3.85 CO
N
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I
NG
8.97 / 2.06 O 8
D
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R
Y
CH
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543 CH
440
5.8 / 1.9
CHCH
L
439161
9972Annual Average Daily Traffic (AADT)
R
R
E
D
9.11 / 1.68
6.63 / 2.98 D
A
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136
E
Percent Single Units Class 4-7/
G
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7.6 / 2.2
5.83 / 2.01
Y
TRO
Percent Combination Units Class 8-13
10
5.74 / 0.95 1
W
N
L
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6.55 / 1.84 N
138 K
I
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R
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12.97 / 1.09
23
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146
CH
D
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R
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24 S
S
A
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7.69 / 1.49
9.88 / 2.17
R
7.15 / 1.69
R
7.58 / 2.84
CH B
A
1.54 / 0.32
JR
543
L
E
10 W
RV 4.68 / 1.82 BE
BUSOYLE
E
K 1 RH
LA
M 95
SD
S
T 10
1
CH
L
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23 H
WE
SY
152 E
2.01 / 1.09
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W
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K
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CH 6.45 / 4.22 S CH
1.51 / 0.83
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146155;:
RRI
R CH
IR
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D 155
N
S
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0.86 / 0.11 P
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3.34 / 0.39
R
G
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B 9.62 / 2.7 T
156
BUSE
5.13 / 0.41
E
E
D
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10 NL
RL
G
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1
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AC
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2.33 / 0.28 H
WDC
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1.66 / 0.8 DT
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2.32 / 0.482.17 / 0.39 L
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BEL AIR OO
5.75 / 1.18 V
3.82 / 0.68
E
RR
CH
22
N
DST
2.8 / 0.76
3.92 / 0.58
HI
U
RK
CH C
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VA TRUCK VOLUME MAP
22 IL
L 462 L
E 40
CH FU
A
P
165 LA 8.36 / 2.22
L CH
I
SN
7
T 3.16 / 16.62
O
N 3.82 / 1.39
D
NRV 2018-2020
DL
IRD
10 B
S
CH
TA
1 I
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924 H
P
RR
L
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E
ED
A ANNUAL AVERAGE DAILY TRAFFIC
MNLT
BI
H
I 10
PO
LRA
BRD 40
5.84 / 1.131.45 / 0.14 EEN
I
AT
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3.24 / 0.34.03 / 0.76
WR
4.13 / 0.97
;:
U
RW
HARFORD
DA
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CH L
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152
R
BUS 22
3.54 / 3.15
CH
A
136 V
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E
D
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3.65 / 2.09
CH
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DV
543 ABERDEEN 132
R
E
COUNTY
L
B
M
DA
R
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L 3.97 / 0.53
F
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10
3.17 / 0.53 VD
W 6.08 / 15.43
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1.39 / 0.2 I 40
H
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A 2.54 / 0.29 MARYLAND
6.22 / 1.73
NDMaryland
R
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D House
5.57 / 2.07
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3.92 / 1.41
543
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M
CH O;:POPULATION 244,826 (2010)
147
OR
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24
11.19 / 25.13
10
4.62 / 7.33
1
5.27 / 3.83
H 10
PREPARED BY THE
W 40
Y
DEPARTMENT OF TRANSPORTATION
6.08 / 6.83
2.84 / 0.92 L
A
I
R
O
CH
E
ABERDEEN
152 CH
STATE HIGHWAY ADMINISTRATION
924
A
4.7 / 2.05
M
CH
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159
D
R
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6.69 / 15.58
IN COOPERATION WITH THE
K
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6.66 / 10.67
J
U.S. DEPARTMENT OF TRANSPORTATION
D
R
CH
FEDERAL HIGHWAY ADMINISTRATION
7
BE
;:
D
95
A
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AH
P
PROVING
5.33 / 2.54 MAP SCALE
H
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1:100,000
Y
W
H
LKI
4.74 / 0.75 S
A
UL
P
101234
E
3.51 / 0.74
M
MILES
10
40
R
T
CH
O
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152 CH
24
CH
755
4.75 / 1.44 O
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D
GROUND
PUBLISHED: 2021
D
35.8 / 1.23
2.72 / 0.1
LAMBERT CONFORMAL CONIC PROJECTION
THE CULTURAL FEATURES SHOWN ON THIS MAP ARE FOR LOCATING
PURPOSES ONLY AND MAY NOT REFLECT ACTUAL CONDITIONS.
THIS MAP WAS CREATED USING MARYLAND STATE PLANE COOR-DIGITAL COPIES OF THIS MAP ARE AVAILABLE FOR PUBLIC
DINATE 50,000 FOOT GRID VALUES BASED ON THE 1983 NORTHUSE FROM MDOT SHA BY
AMERICAN DATUM (NAD) TICKS.VISITING OUR WEB SITE AT WWW.ROADS.MARYLAND.GOV
DISCLAIMER: THE DATA AND RELATED MATERIALS CONTAINED HEREIN ARE PROVIDED 'AS IS' AND
WERE CREATED TO MEET A SPECIFIC BUSINESS NEED OF THE MARYLAND DEPARTMENT OF TRANSPORTATION STATE HIGHWAY
ADMINISTRATION (MDOT SHA). ANY OTHER USE, WHILE NOT PROHIBITED, IS THE SOLE RESPONSIBILITY
OF THE USER WHO SHALL ASSUME ALL LIABILITY REGARDING THE FITNESS OF USE OF THE
INFORMATION.
KEY MAP
HARFORD COUNTY12
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2011
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APPENDIX IV
SCOPING
LETTER
DATE: 07/07/2021
HARFORD COUNTY GOVERNMENT
DEPARTMENT OF PLANNING AND ZONING
PRELIMINARY TRAFFIC ANALYSIS INFORMATION
Project Name:Lands of F.O. Mitchell & Brothers
Project Description:4,674,000 sq. ft. warehouse/distribution/e-commerce
Project Location:Perryman Road
Study Area:1158, 1159, 1160, 1161, 1162, 1163, 1164, 1165, 1166, 1167, 1168, 1169, 1170,
1188, 1189, 1190, 1191, 1192, 1193, 1194, 1195, 1197, 1198, 1199, 1220
The following intersections will be analyzed and queuing analysis will be required for all turning
movements at signalized intersectionsutilizing the HCM Back-of Queue methodology:
Proposed Site AccessPoints @ Canning
MD543@ MD 7
House Road
Proposed Access Road @ Perryman RoadMD 543 @ I-95 Ramps (NB/SB)
Perryman Road @ Fords LaneMD 7 @ StepneyRoad
Proposed Access Road @ Chelsea RoadUS 40 @ MD 7
PerrymanRoad @ Canning House RoadPerryman Road@ Old Philadelphia Road
Perryman Road @Chelsea RoadMD 715 @ Old Philadelphia Road
Chelsea Road @ Woodley RoadMD 715 @ Woodley Road Extended
PerrymanRoad @ Spesutia RoadUS 40 @ MD 715
US 40 @ Spesutia RoadUS 40 @ MD132/Bel Air Avenue
US 40 @MD 543US 40 @ MD 22
Design Year:_________
Growth Rate Utilized:2.2%
Pass By Percentage:N/A
Background Traffic:
Other approved preliminary plans in the vicinity
DATE: 07/07/2021
RESIDENTIAL
1.Abingdon Addition20 single family units 4.Monarch Glen 1single family unitremaining
remainingand 15 townhouseunits remaining
2.Beech Creek Estates 15townhouse units
5.Redleif Run construct26 single family units
remaining
3.Hollywoods250condominium units
6.Woodlawn construct 103 single family units
remaining
NON-RESIDENTIAL
7.999-1041 Old Philadelphia Road(aka 11.Crossroads Community Church (Ayers
Cranberry Run Phase II)construct 691,600sq.Property) construct a13,718 sq. ft. house of
ft. distribution center/warehousebuildingsworship
12. James Run Develop a Mixed Office Project
witha 74,052 sq. ft. EMS facility, a 125-room
hotel, 14,000 sq. ft. high turnover sit-down
8.Abingdon Business Park (Lots 1-3)construct
restaurant, 44,000 sq. ft. office, 4,275 sq. ft. fast
2,064,800 sq. ft. distribution center/warehouse
food restaurant with drive thru, 5,000 sq. ft.
buildings
convenience store with fuel pumps and car wash,
5,000 sq. ft. retail,304-unitapartment and 100
bed assisted living facility
9.Belcamp Commercial (Lots 1 & 2) construct 13.LEMS Contracting Company, Inc.construct
a 4,070 sq. ft. convenience storewith fuel pumpsan 8,800 sq. ft. retail trade service with outdoor
and a991sq. ft. car wash anda96-roomhotelstorage
10. Capital Exports construct an 8,000 sq. ft. 14. Riverside Business Park, Lot 36 construct a
motor vehicle exports commercial building242,940 sq. ft. warehouse/distribution center
Trip Generation Rates for peak hours:
Weekday:AM7:009:00PM4:006:00
Weekend: hours:
Daily Trip GenerationRates:
Weekday:xWeekend:
DATE: 07/07/2021
Other approved Capital projects tobe included inanalysis:
1.
2.
3. ___________________________________________________________________
4.
5.
Transit Routes(within the Study Area):
Harford LINK:
Route 3
Route 5
Route 7
MTA Commuter:
Route420
Enclosed map identifies locationof other approved plans. Please provide sitedirectional
distribution prior to submitting TIA.
Please submitone (1) digital copy of the TIA to Harford County Department of Planning and
Zoningand the appropriate number of paper copies of the TIA for distribution.
Pending Projects Traffic:
Non-committed projects in the vicinity
RESIDENTIAL
NON-RESIDENTIAL
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Opuf
AADT:
Boovbm!Bwfsbhf!Ebjmz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!ebz!pg!uif!zfbs/
AAWDT:
Boovbm!Bwfsbhf!Xfflebz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!Xfflebz!)Npoebz!!Gsjebz*/
Single Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!5!.8*/
Combination Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!9.24*/
K Factor:
Qspqpsujpo!pg!Boovbm!Bwfsbhf!Ebjmz!Usbggjd!pddvssjoh!jo!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf!gps
Tipsu!evsbujpo!dpvou!tubujpot/
D Factor:
Qfsdfoubhf!pg!usbggjd!npwjoh!jo!uif!qfbl!ejsfdujpo!evsjoh!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf
gps!Tipsu!evsbujpo!dpvou!tubujpot/
North East Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Opsui!ps!Fbtu!Ejsfdujpo/
South West Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Tpvui!ps!Xftu!Ejsfdujpo/
Peak Hour
Uif!ejsfdujpo!xjui!mbshftu!wpmvnf!jo!uif!qfbl!ipvs/
Direction:
Dpvouz;Nvojdjqbmjuz;
IBSGPSEBCFSEFFO
Qsfgjy;Spvuf!OP;Tvggjy;Njmf!Qpjou;
NV21611/6
Mpdbujpo;
Pme!Qijmbefmqijb!Se!xftu!pg!NE!826
Cfhjo!Tfdu;Foe!Tfdu;
11/7:
Tubujpo!Eftd;
PME!QIJMBEFMQIJB!SE!UP!TIPSU!MBOF!)NE!826*
Gvod!Dmbtt;Mpdbujpo!JE;
28.VSCBO!DPMMFDUPST3111231147
DpncjobujpoOpsui!FbtuTpvui!XftuEjs!Jo!Qfbl
ZfbsBBEUBBXEUTjohmf!VojuVojuL!GbdupsE!GbdupsTqmjuTqmjuIpvs
31317-1147-5949/:771/9965/3656/86XFTU
312:8-2938-:139/:771/9965/3656/86XFTU
31298-2928-7229/:771/9965/3656/86XFTU
31288-3518-7819/:771/9965/3656/86XFTU
31278-3568-87621/8999/796:/4251/7:XFTU
31268-2158-71521/8999/796:/4251/7:XFTU
31257-:348-52421/8999/796:/4251/7:XFTU
31247-:538-61321/8999/796:/4251/7:XFTU
31237-:328-59221/8999/796:/4251/7:XFTU
31227-:918-65121/8999/796:/4251/7:XFTU
Opuf
AADT:
Boovbm!Bwfsbhf!Ebjmz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!ebz!pg!uif!zfbs/
AAWDT:
Boovbm!Bwfsbhf!Xfflebz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!Xfflebz!)Npoebz!!Gsjebz*/
Single Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!5!.8*/
Combination Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!9.24*/
K Factor:
Qspqpsujpo!pg!Boovbm!Bwfsbhf!Ebjmz!Usbggjd!pddvssjoh!jo!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf!gps
Tipsu!evsbujpo!dpvou!tubujpot/
D Factor:
Qfsdfoubhf!pg!usbggjd!npwjoh!jo!uif!qfbl!ejsfdujpo!evsjoh!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf
gps!Tipsu!evsbujpo!dpvou!tubujpot/
North East Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Opsui!ps!Fbtu!Ejsfdujpo/
South West Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Tpvui!ps!Xftu!Ejsfdujpo/
Peak Hour
Uif!ejsfdujpo!xjui!mbshftu!wpmvnf!jo!uif!qfbl!ipvs/
Direction:
Dpvouz;Nvojdjqbmjuz;
IBSGPSEOPOF
Qsfgjy;Spvuf!OP;Tvggjy;Njmf!Qpjou;
DP5371/2
Mpdbujpo;
TQFTVUJB!SE./21!NJ!T!PG!VT51
Cfhjo!Tfdu;Foe!Tfdu;
11/89
Tubujpo!Eftd;
VT!51!UP!NE!26:
Gvod!Dmbtt;Mpdbujpo!JE;
28.VSCBO!DPMMFDUPSC231144
DpncjobujpoOpsui!FbtuTpvui!XftuEjs!Jo!Qfbl
ZfbsBBEUBBXEUTjohmf!VojuVojuL!GbdupsE!GbdupsTqmjuTqmjuIpvs
31315-9336-323522/475/575:/5661/66TPVUI
312:6-8827-462522/475/575:/5661/66TPVUI
31296-8817-231522/475/575:/5661/66TPVUI
31286-:837-44342583/725:/4561/77TPVUI
31276-9427-35242583/725:/4561/77TPVUI
31266-8317-23142583/725:/4561/77TPVUI
31255-9936-333521/246:/563/658/6TPVUI
31245-9:26-392521/246:/563/658/6TPVUI
31235-9916-381521/246:/563/658/6TPVUI
31225-3825-722:/7672/5:61/765:/46TPVUI
Opuf
AADT:
Boovbm!Bwfsbhf!Ebjmz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!ebz!pg!uif!zfbs/
AAWDT:
Boovbm!Bwfsbhf!Xfflebz!Usbggjd!jt!uif!ovncfs!pg!wfijdmft!fyqfdufe!up!qbtt!b!hjwfo!mpdbujpo!po!bo!bwfsbhf!Xfflebz!)Npoebz!!Gsjebz*/
Single Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!5!.8*/
Combination Unit:
Qfsdfoubhf!pg!Usvdlt!)GIXB!Dmbttft!9.24*/
K Factor:
Qspqpsujpo!pg!Boovbm!Bwfsbhf!Ebjmz!Usbggjd!pddvssjoh!jo!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf!gps
Tipsu!evsbujpo!dpvou!tubujpot/
D Factor:
Qfsdfoubhf!pg!usbggjd!npwjoh!jo!uif!qfbl!ejsfdujpo!evsjoh!uif!41ui!ijhiftu!ipvs!wpmvnf!gps!Dpoujovpvt!dpvou!tubujpo!boe!Qfbl!ipvs!wpmvnf
gps!Tipsu!evsbujpo!dpvou!tubujpot/
North East Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Opsui!ps!Fbtu!Ejsfdujpo/
South West Split:
Qfsdfoubhf!pg!usbggjd!jo!uif!Tpvui!ps!Xftu!Ejsfdujpo/
Peak Hour
Uif!ejsfdujpo!xjui!mbshftu!wpmvnf!jo!uif!qfbl!ipvs/
Direction:
APPENDIX V
SITE TRIP
DATA & PLAN
APPENDIX VI
SIGNAL WARRANT ANALYSIS
ÎMD 159 AT SPESUTIA RD
TURNING MOVEMENT COUNT SUMMAR
Y
INTERSECTION:MD 159 AT SPESUTIA ROAD COUNTY:HARFORD
COUNT BY:CAMERA DATE:SEPTEMBER 15, 2022
WEATHER:CLEAR DAY:THURSDAY
MD 159MD 159SPESUTIAACCESS
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
HOURLY
161126026237245212529141181
6:00-7:00
1021020167114251310620469
7:00-8:00
96109011937211310519474
8:00-9:00
9711121810297611718487
9:00-10:00
1139311787111248922449
10:00-11:00
124130018100171257724507
11:00-12:00
1021150161121410712120517
12:00-1:00
1721240141012611711320588
1:00-2:00
1751420191202628111017638
2:00-3:00
328184310122535013220857
3:00-4:00
24917908137299316720801
4:00-5:00
18916122511822121920318769
5:00-6:00
114888151132012425018642
6:00-7:00
13-HOUR
TOTALS20221664162131513272216942119002508379
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
MD 159MD 159SPESUTIA RDACCESS
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM1611260287262372428752125295931414
7-8102102020416711410125131061442020
8-99610902051193711121131051391919
9-10971112210181029129761171301818
10-11113931207178711115124891052222
11-12 PM1241300254181001713512577942424
12-1102115021716112141421071211382020
1-2172124029614101261411171131312020
2-3175142031719120261652811101391717
3-432818435151012253185501321372020
4-52491790428813729174501321372020
5-618916123522511822165931671791818
6-7114888210151132014812192032341818
TOTAL2022166416370221315132721998209902001230000250250
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive EXISTING TRAFFIC VOLUMES
Suite B
Hanover, Maryland 21076 MD 159 @ SPESUTIA ROAD
410-760-2911
SITE PASSENGER CAR TRIPS
WAREHOUSING (LUC 154) - 5,200,000 SFADT -7158
TIMETOTALINOUTINOUT
6.2%
6-7 AM5.10%1.10%36579
4.8%
7-83.65%1.15%26182
3.9%
2.50%1.40%179100
8-9
7.2%
9-104.40%2.80%315200
6.2%
4.75%1.45%340104
10-11
3.7%
11-12 PM1.90%3.80%136272
6.0%
2.55%3.45%183247
12-1
5.9%
1-22.95%2.95%211211
5.2%
3.00%2.20%215157
2-3
7.6%
3-42.60%5.00%186358
4.7%
1.60%3.10%115222
4-5
5.0%
5-61.10%3.90%79279
5.7%
1.30%4.40%93315
6-7
38.5%
MD 159
61.5%
SPESUTIA RDACCESS
MD 159
SITE
N
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive HOURLY IMPACT
Suite B
Hanover, Maryland 21076 WAREHOUSING (LUC 154)
410-760-2911
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
MD 159MD 159SPESUTIA RDACCESS
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM4930791411412242240
7-85032821001001611610
8-9623810069691101100
9-10123772001211211941940
10-1164401041311312092090
11-12 PM167105272525284840
12-11529524770701131130
1-21308121181811301300
2-3976015783831321320
3-422013835872721141140
4-513785222444471710
5-6172107279303046460
6-7194121315363657570
TOTAL1617100902626010300103000164516450000
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive SITE PASSENGER CAR TRIPS
Suite B
Hanover, Maryland 21076 WAREHOUSING
410-760-2911
SITE TRUCK TRIPS
WAREHOUSING (LUC 154) - 5,200,000 SFADT -3068
TIMETOTALINOUTINOUT
6.2%
6-7 AM5.10%1.10%15634
4.8%
7-83.65%1.15%11235
3.9%
2.50%1.40%7743
8-9
7.2%
9-104.40%2.80%13586
6.2%
4.75%1.45%14644
10-11
3.7%
11-12 PM1.90%3.80%58117
6.0%
2.55%3.45%78106
12-1
5.9%
1-22.95%2.95%9191
5.2%
3.00%2.20%9267
2-3
7.6%
3-42.60%5.00%80153
4.7%
1.60%3.10%4995
4-5
5.0%
5-61.10%3.90%34120
5.7%
1.30%4.40%40135
6-7
100%
MD 159
SPESUTIA RDACCESS
MD 159
SITE
N
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive HOURLY IMPACT
Suite B
Hanover, Maryland 21076 WAREHOUSING (LUC 154)
410-760-2911
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
MD 159MD 159SPESUTIA RDACCESS
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM343415615600
7-8353511211200
8-94343777700
9-10868613513500
10-11444414614600
11-12 PM117117585800
12-1106106787800
1-29191919100
2-36767929200
3-4153153808000
4-59595494900
5-6120120343400
6-7135135404000
TOTAL0112601126011470114700000000
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive SITE TRUCK TRIPS
Suite B
Hanover, Maryland 21076 WAREHOUSING
410-760-2911
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
MD 159MD 159SPESUTIA RDACCESS
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM210190040026534245845212753817001414
7-8152169032116283143132513267305002020
8-915819003481123972572113215249001919
9-10220274249618358938576311324001818
10-1117717713551736411392124298314002222
11-12 PM29135206431821017245125161178002424
12-125431605701626014290107234251002020
1-230229605981427326313117243261002020
2-327226905411929526340281242271001717
3-454847531026102745333750246251002020
4-5386359074582302926750203208002020
5-63613882751251822222993213225001818
6-7308344ES'!D165215189202241219260291001818
TOTAL363937998744621336902724175209903646394500250250
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive TOTAL FUTURE TRAFFIC VOLUMES
Suite B
Hanover, Maryland 21076 MD 159 @ SPESUTIA ROAD
410-760-2911
TABLE 1
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT SPESUTIA ROAD
WARRANTSEXISTING CONDITIONS
1-Eight-Hour Vehicular Volume
Not Satisfied
A-Minimum Vehicle Volume
(met for 0 of the required 8 hours)
1-Eight-Hour Vehicular Volume
Not Satisfied
B-Interruption of Continuous Traffic
(met for 0 of the required 8 hours)
1-Eight-Hour Vehicular Volume
-Combination of Warrants 1A & 1BNot Satisfied
(met 1A for 0 of the required 8 hours)
(met 1B for 0 of the required 8 hours)
2-Four-Hour Vehicular VolumeNot Satisfied
(met for 0 of the required 4 hours)
3-Peak HourNot Satisfied
(met for 0 of the required 1 hour)
4-Pedestrian VolumeNot Satisfied
5-School CrossingNot Applicable
6-Coordinated Signal SystemNot Applicable
7-Crash ExperienceNot Satisfied
8-Roadway NetworkNot Applicable
9-Intersection Near A Grade CrossingNot Applicable
NOTE: SIDE RD VOLUME TESTED = NB MD 159 LEFT TURN VOLUME
MAINLINE VOLUME = CONFLICTING SB MD 159 THRUS/RIGHTS
Warrant 1, Eight-Hour Vehicular Volume, Condition A, Minimum Vehicular Volume- This warrant is
intended for application where a large volume of intersection traffic is the principal reason to consider a
traffic control signal. This warrant is satisfied when the minimum volumes as shown on Table 2 are met
for at least 8 hours.
TABLE 2
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION A - MINIMUM VEHICULAR VOLUME
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 261 350 161 105 X
7-8 85 350 102 105
8-9 100 350 96 105
9-10 111 350 97 105
10-11 98 350 113 105X
11-12PM 117 350 124 105X
12-1 126 350 102 105
1-2 127 350 172 105X
2-3 146 350 175 105X
3-4 175 350 328 105X
4-5 166 350 249 105X
5-6 140 350 189 105X
6-7 133 350 114 105X
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for none of the required eight (8)
hours, therefore, Warrant 1-Condition A is not satisfied.
Condition B-Interruption of Continuous Traffic Î This warrant is intended for application where the
traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay
or conflict in entering or crossing the major street. This warrant is satisfied when the minimum volumes as
shown on Table 3, are met for at least eight (8) hours.
TABLE 3
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION B - INTERRUPTION OF CONTINUOUS TRAFFIC
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM261 525 161 53 X
7-88552510253X
8-91005259653X
9-101115259753X
10-119852511353X
11-12PM11752512453X
12-112652510253X
1-212752517253X
2-314652517553X
3-417552532853X
4-5166525249 53X
5-6140525189 53X
6-7133525114 53X
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for none of the required eight (8)
hours, therefore, Warrant 1-Condition B is not satisfied.
Combination of Warrant 1, Condition A and Condition B Î This warrant is intended for application at
intersections where no warrants are satisfied, but the minimum required volumes are nearly met for warrant
1, Condition A and Condition B.
TABLE 4
WARRANT 1 - COMBINATION OF WARRANTS
56% OF WARRANT 1 - CONDITION A
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM261 280 161 84 X
7-88528010284X
8-91002809684X
9-101112809784X
10-119828011384X
11-12PM11728012484X
12-112628010284X
1-212728017284X
2-314628017584X
3-417528032884X
4-5166280249 84X
5-614028018984X
6-7133280114 84X
TABLE 5
WARRANT 1 Î COMBINATION OF WARRANTS
56% OF WARRANT 1 Î CONDITION B
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 261 420 161 42 X
7-8 85 420 102 42 X
8-9 100 420 96 42X
9-10 111 420 97 42X
10-11 98 420 113 42X
11-12PM 117 420 124 42X
12-1 126 420 102 42X
1-2 127 420 172 42X
2-3 146 420 175 42X
3-4 175 420 328 42X
4-5 166 420 249 42X
5-6 140 420 189 42X
6-7 133 420 114 42X
As indicated in these tables, 56% of the values in warrant 1-condition A are met for noneof the required 8
hours, and 56% of the values in warrant 1-condition B are met for none of the required 8 hours, therefore,
Warrant 1 (Combination of Warrants) is not satisfied.
Warrant 2, Four-Hour Vehicular Volume Î This warrant is intended for application where the volume of
intersecting traffic is the principal reason to consider installing a traffic control signal. This warrant is
satisfied when at least four plotted points, representing vehicles per hour fall above the curve as shown on
Table 6.
TABLE 6
FOUR HOUR VEHICULAR VOLUME
The plotted points did not fall above the curve for at least four hours; therefore, Warrant 2 is satisfied.
Warrant 3, Peak Hour Î The peak hour signal warrant is intended for use at a location where traffic
conditions are such that for a minimum of one hour of an average day, the minor street traffic suffers undue
delay when entering or crossing the major street. This warrant is satisfied when for one hour of the day, at
least one plotted point, representing vehicles per hour, fall above the curve shown on Table 7.
TABLE 7
PEAK HOUR VOLUME WARRANT
The plotted pointsl above the curve for at least one hour; therefore, Warrant 3 is satisfied.
Warrant 4, Pedestrian Volume Î This warrant is intended for application where the traffic volume on a
major street is so heavy that pedestrians experience excessive delay in crossing the major street. This
warrant is satisfied when there is a pedestrian volume crossing the major street of at least 75 for each of any
four hours, or at least 93 during any one hour.
The warrant also requires that there be less than 60 gaps per hour in main street traffic adequate
enough to allow pedestrians to cross.
While conducting the turning movement count no pedestrians were observed crossing the Main
Street, therefore Warrant 4 is not satisfied.
Warrant 5, School Crossing Î This warrant is intended for application at established school crossings
where the frequency and adequacy of gaps in the vehicular traffic stream do not allow school children to
safely cross and there are a minimum of 20 students during the highest crossing hour.
An established school crossing is not located at this intersection; therefore Warrant 5 is not
applicable.
Warrant 6, Coordinated Signal Systems Î This warrant is intended for application in coordinated signal
systems in order to maintain proper platooning of vehicles.
The intersection is not located within a coordinated signal system; therefore Warrant 6 is not
applicable.
Warrant 7, Crash Experience Î This warrant is intended for application where the severity and frequency
of crashes are the principal reasons to consider installing a traffic signal. The warrant requires five (5) or
more reported crashes in the last 12 months susceptible to correction by a traffic signal and 80% of Warrant
1, Condition A or Warrant 1, Condition B or Warrant 4 is met.
The Maryland State Highway Administration no longer releases reported crash data to consultants.
Therefore, Warrant 7 is not applicable.
Warrant 8, Roadway Network Î This warrant is intended for application at intersections to encourage
concentration and organization of traffic flow on a roadway network.
The warrant requires the intersection to be of two major routes and have 1000 vehicles entering
the intersection during the peak hour and 5-year projected traffic volumes that satisfy warrants 1, 2 and 3;
or the intersection has an entering volume at least 1000 vehicles per hour for each of any five hours of a
non-normal business day.
The side street is not considered a major route; therefore, Warrant 8 is not applicable.
Warrant 9, Intersection Near A Grade Crossing Î This warrant is intended for use at a location where
none of the conditions described in the other eight warrants are met, but the proximity to the intersection of
a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to
consider installing a traffic signal.
This signal warrant should be applied only after adequate consideration has been given to other
alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the
grade crossing.
This intersection is not near an at grade crossing, therefore, Warrant 9 is not applicable.
TABLE 1
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT SPESUTIA ROAD
WARRANTSFUTURE CONDITIONS
1-Eight-Hour Vehicular Volume
Not Satisfied
A-Minimum Vehicle Volume
(met for 3 of the required 8 hours)
1-Eight-Hour Vehicular Volume
Not Satisfied
B-Interruption of Continuous Traffic
(met for 1 of the required 8 hours)
1-Eight-Hour Vehicular Volume
-Combination of Warrants 1A & 1BNot Satisfied
(met 1A for 7 of the required 8 hours)
(met 1B for 1 of the required 8 hours)
2-Four-Hour Vehicular Volume Satisfied
(met for of the required 4 hours)
3-Peak HourNot Satisfied
(met for 0 of the required 1 hour)
4-Pedestrian VolumeNot Satisfied
5-School CrossingNot Applicable
6-Coordinated Signal SystemNot Applicable
7-Crash ExperienceNot Satisfied
8-Roadway NetworkNot Applicable
9-Intersection Near A Grade CrossingNot Applicable
NOTE: SIDE RD VOLUME TESTED = NB MD 159 LEFT TURN VOLUME
MAINLINE VOLUME = CONFLICTING SB MD 159 THRUS/RIGHTS
Warrant 1, Eight-Hour Vehicular Volume, Condition A, Minimum Vehicular Volume- This warrant is
intended for application where a large volume of intersection traffic is the principal reason to consider a
traffic control signal. This warrant is satisfied when the minimum volumes as shown on Table 2 are met
for at least 8 hours.
TABLE 2
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION A - MINIMUM VEHICULAR VOLUME
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM558 350X210105X1
7-8297 350152 105X
8-9246 350158105X
9-10367 350X220105X2
10-11375 350X177105X3
11-12PM227 350291105X
12-1274 350254105X
1-2299 350302105X
2-3321 350272105X
3-4327 350548105X
4-5259350386105X
5-6204350361105X
6-7209350308105X
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for three (3) of the required eight
(8)hours, therefore, Warrant 1-Condition A is not satisfied.
Condition B-Interruption of Continuous Traffic Î This warrant is intended for application where the
traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay
or conflict in entering or crossing the major street. This warrant is satisfied when the minimum volumes as
shown on Table 3, are met for at least eight (8) hours.
TABLE 3
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION B - INTERRUPTION OF CONTINUOUS TRAFFIC
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 558 525 X 210 53 X 1
7-8 297 525 152 53 X
8-9 246 525 158 53X
9-10 367 525 220 53X
10-11 375 525 177 53X
11-12PM 227 525 291 53X
12-1 274 525 254 53X
1-2 299 525 302 53X
2-3 321 525 272 53X
3-4 327 525 548 53X
4-5 259 525 386 53X
5-6 204 525 361 53X
6-7 209 525 308 53X
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for one of the required eight (8)
hours, therefore, Warrant 1-Condition B is not satisfied.
Combination of Warrant 1, Condition A and Condition B Î This warrant is intended for application at
intersections where no warrants are satisfied, but the minimum required volumes are nearly met for warrant
1, Condition A and Condition B.
TABLE 4
WARRANT 1 - COMBINATION OF WARRANTS
56% OF WARRANT 1 - CONDITION A
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM558 280 X 210 84 X 1
7-8297280X15284X2
8-924628015884X
9-10367280X22084X3
10-11375280X17784X4
11-12PM22728029184X
12-127428025484X
1-2299280X30284X5
2-3321280X27284X6
3-4327280X54884X7
4-525928038684X
5-620428036184X
6-720928030884X
TABLE 5
WARRANT 1 Î COMBINATION OF WARRANTS
56% OF WARRANT 1 Î CONDITION B
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM558 420 X 210 42 X 1
7-829742015242X
8-924642015842X
9-1036742022042X
10-1137542017742X
11-12PM22742029142X
12-127442025442X
1-229942030242X
2-332142027242X
3-432742054842X
4-525942038642X
5-620442036142X
6-720942030842X
As indicated in these tables, 56% of the values in warrant 1-condition A are met for 7 of the required 8
hours, and 56% of the values in warrant 1-condition B are met for one of the required 8 hours, therefore,
Warrant 1 (Combination of Warrants) is not satisfied.
Warrant 2, Four-Hour Vehicular Volume Î This warrant is intended for application where the volume of
intersecting traffic is the principal reason to consider installing a traffic control signal. This warrant is
satisfied when at least four plotted points, representing vehicles per hour fall above the curve as shown on
Table 6.
TABLE 6
FOUR HOUR VEHICULAR VOLUME
6PM
The plotted points did fall above the curve for at least four hours; therefore, Warrant 2 is satisfied.
Warrant 3, Peak Hour Î The peak hour signal warrant is intended for use at a location where traffic
conditions are such that for a minimum of one hour of an average day, the minor street traffic suffers undue
delay when entering or crossing the major street. This warrant is satisfied when for one hour of the day, at
least one plotted point, representing vehicles per hour, fall above the curve shown on Table 7.
TABLE 7
PEAK HOUR VOLUME WARRANT
The plotted pointsl above the curve for at least one hour; therefore, Warrant 3 is satisfied.
Warrant 4, Pedestrian Volume Î This warrant is intended for application where the traffic volume on a
major street is so heavy that pedestrians experience excessive delay in crossing the major street. This
warrant is satisfied when there is a pedestrian volume crossing the major street of at least 75 for each of any
four hours, or at least 93 during any one hour.
The warrant also requires that there be less than 60 gaps per hour in main street traffic adequate
enough to allow pedestrians to cross.
While conducting the turning movement count no pedestrians were observed crossing the Main
Street, therefore Warrant 4 is not satisfied.
Warrant 5, School Crossing Î This warrant is intended for application at established school crossings
where the frequency and adequacy of gaps in the vehicular traffic stream do not allow school children to
safely cross and there are a minimum of 20 students during the highest crossing hour.
An established school crossing is not located at this intersection; therefore Warrant 5 is not
applicable.
Warrant 6, Coordinated Signal Systems Î This warrant is intended for application in coordinated signal
systems in order to maintain proper platooning of vehicles.
The intersection is not located within a coordinated signal system; therefore Warrant 6 is not
applicable.
Warrant 7, Crash Experience Î This warrant is intended for application where the severity and frequency
of crashes are the principal reasons to consider installing a traffic signal. The warrant requires five (5) or
more reported crashes in the last 12 months susceptible to correction by a traffic signal and 80% of Warrant
1, Condition A or Warrant 1, Condition B or Warrant 4 is met.
The Maryland State Highway Administration no longer releases reported crash data to consultants.
Therefore, Warrant 7 is not applicable.
Warrant 8, Roadway Network Î This warrant is intended for application at intersections to encourage
concentration and organization of traffic flow on a roadway network.
The warrant requires the intersection to be of two major routes and have 1000 vehicles entering
the intersection during the peak hour and 5-year projected traffic volumes that satisfy warrants 1, 2 and 3;
or the intersection has an entering volume at least 1000 vehicles per hour for each of any five hours of a
non-normal business day.
The side street is not considered a major route; therefore, Warrant 8 is not applicable.
Warrant 9, Intersection Near A Grade Crossing Î This warrant is intended for use at a location where
none of the conditions described in the other eight warrants are met, but the proximity to the intersection of
a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to
consider installing a traffic signal.
This signal warrant should be applied only after adequate consideration has been given to other
alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the
grade crossing.
This intersection is not near an at grade crossing, therefore, Warrant 9 is not applicable.
APPENDIX VII
SIGNAL WARRANT ANALYSIS
ÎMD 159 AT CHELSEA RD
TURNING MOVEMENT COUNT SUMMAR
Y
INTERSECTION:MD 159 AT CHELSEA ROAD COUNTY:HARFORD
COUNT BY:CAMERA DATE:SEPTEMBER 15, 2022
WEATHER:CLEAR DAY:THURSDAY
CHELSEA RDMD 159MD 159
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL
HOURLY
11747243011011040
6:00-7:00
095142381051381
7:00-8:00
180125751130394
8:00-9:00
210714874970428
9:00-10:00
412811069701382
10:00-11:00
21539689983441
11:00-12:00
6130144100865471
12:00-1:00
6197100109760488
1:00-2:00
1238137114823575
2:00-3:00
35162391558831004
3:00-4:00
22961471881253761
4:00-5:00
42511811491042691
5:00-6:00
4122239147840596
6:00-7:00
13-HOUR
TOTALS362487002532133712380220007652
TRAFFIC CONCEPTS, INC.
7525 CONNELLEY DRIVE, SUITE B
HANOVER, MARYLAND 21076
410 760 2911 (FAX) 410 760 2915
E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM
M:\\3762
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
CHELSEA RDMD 159MD 159
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM11741757243075411011110
7-8095951423818010511060
8-9180811257520011301130
9-10210710914874222970970
10-11412813211069179701710
11-12 PM215315596891859831010
12-16130136144100244865910
1-26197203100109209760760
2-31238239137114251823850
3-43516519239155394883910
4-5229629814718833512531280
5-6425125518114933010421060
6-74122126239147386840840
TOTAL362487025230253213373869123802212600000
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive EXISTING TRAFFIC VOLUMES
Suite B
Hanover, Maryland 21076 MD 159 @ CHELSEA ROAD
410-760-2911
WAREHOUSING (LUC 154) - 5,200,000 SFADT -10226
TIMETOTALINOUTINOUT
6.2%
6-7 AM5.10%1.10%522112
4.8%
7-83.65%1.15%373118
3.9%
2.50%1.40%256143
8-9
7.2%
9-104.40%2.80%450286
6.2%
4.75%1.45%486148
10-11
3.7%
11-12 PM1.90%3.80%194389
6.0%
2.55%3.45%261353
12-1
5.9%
1-22.95%2.95%302302
5.2%
3.00%2.20%307225
2-3
7.6%
3-42.60%5.00%266511
4.7%
1.60%3.10%164317
4-5
5.0%
5-61.10%3.90%112399
5.7%
1.30%4.40%133450
6-7
100%
MD 159
MD 159
CHELSEA RD
SITE
N
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive HOURLY IMPACT
Suite B
Hanover, Maryland 21076 WAREHOUSING (LUC 154)
410-760-2911
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
CHELSEA RDMD 159MD 159
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM11211252252200
7-811811837337300
8-914314325625600
9-1028628645045000
10-1114814848648600
11-12 PM38938919419400
12-135335326126100
1-230230230230200
2-322522530730700
3-451151126626600
4-531731716416400
5-639939911211200
6-745045013313300
TOTAL0375303753038260382600000000
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive SITE TRIPS
Suite B
Hanover, Maryland 21076 WAREHOUSING
410-760-2911
TRAFFIC VOLUMES
NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND
CHELSEA RDMD 159MD 159
TIMELSRLSRLSRLSR
TOTALTOTALTOTALTOTAL
6-7 AM1286028701246301276110011110000
7-802130213051538553105011060000
8-912230224038175456113001130000
9-10239303950598746729700970000
10-11427602800596696657001710000
11-12 PM2542054402908937998031010000
12-16483048904051005058605910000
1-26499050504021095117600760000
2-31463046404441145588203850000
3-4310270103005051556608803910000
4-5261306150311188499125031280000
5-6465006540293149442104021060000
6-74572057603721475198400840000
TOTAL366240062760635813377695123802212600000
TRAFFIC CONCEPTS, INC.
7525 Connelley Drive TOTAL FUTURE TRAFFIC VOLUMES
Suite B
Hanover, Maryland 21076 MD 159 @ CHELSEA ROAD
410-760-2911
TABLE 1
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT CHELSEA RD
WARRANTSEXISTING CONDITIONS
1-Eight-Hour Vehicular Volume
Not Satisfied
A-Minimum Vehicle Volume
(met for 3 of the required 8 hours)
1-Eight-Hour Vehicular Volume
Not Satisfied
B-Interruption of Continuous Traffic
(met for 4 of the required 8 hours)
1-Eight-Hour Vehicular Volume
-Combination of Warrants 1A & 1BNot Satisfied
(met 1A for 11 of the required 8 hours)
(met 1B for 6 of the required 8 hours)
2-Four-Hour Vehicular VolumeNot Satisfied
(met for 3 of the required 4 hours)
3-Peak HourNot Satisfied
(met for 0 of the required 1 hour)
4-Pedestrian VolumeNot Satisfied
5-School CrossingNot Applicable
6-Coordinated Signal SystemNot Applicable
7-Crash ExperienceNot Satisfied
8-Roadway NetworkNot Applicable
9-Intersection Near A Grade CrossingNot Applicable
Warrant 1, Eight-Hour Vehicular Volume, Condition A, Minimum Vehicular Volume- This warrant is
intended for application where a large volume of intersection traffic is the principal reason to consider a
traffic control signal. This warrant is satisfied when the minimum volumes as shown on Table 2 are met
for at least 8 hours.
TABLE 2
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION A - MINIMUM VEHICULAR VOLUME
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 929 350 X 111 105 X 1
7-8 275 350 106 105 X
8-9 281 350 113 105X
9-10 331 350 97 105
10-11 311 350 71 105
11-12PM 340 350 101 105
12-1 380 350X 91 105
1-2 412 350X 76 105
2-3 490 350X 85 105
3-4 913 350X 91 105
4-5 633 350X 128 105X 2
5-6 585 350X 106 105X 3
6-7 512 350X 84 105
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for three (3) of the required eight
(8) hours, therefore, Warrant 1-Condition A is not satisfied.
Condition B-Interruption of Continuous Traffic Î This warrant is intended for application where the
traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay
or conflict in entering or crossing the major street. This warrant is satisfied when the minimum volumes as
shown on Table 3, are met for at least eight (8) hours.
TABLE 3
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION B - INTERRUPTION OF CONTINUOUS TRAFFIC
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM929 525 X 111 53 X 1
7-827552510653X
8-928152511353X
9-103315259753X
10-113115257153X
11-12PM34052510153X
12-13805259153X
1-24125257653X
2-34905258553X
3-4913525X9153X2
4-5633525X12853X3
5-6585525X10653X4
6-75125258453X
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for four (4) of the required eight
(8)hours, therefore, Warrant 1-Condition B is not satisfied.
Combination of Warrant 1, Condition A and Condition B Î This warrant is intended for application at
intersections where no warrants are satisfied, but the minimum required volumes are nearly met for warrant
1, Condition A and Condition B.
TABLE 4
WARRANT 1 - COMBINATION OF WARRANTS
56% OF WARRANT 1 - CONDITION A
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM929 280 X 111 84 X 1
7-8275280X10684X2
8-9281280X11384X3
9-10331280X9784X4
10-11311280X7184
11-12PM340280X10184X5
12-1380280X9184X6
1-2412280X7684
2-3490280X8584X7
3-4913280X9184X8
4-5633280X12884X9
5-6585280X10684X10
6-7512280X8484X11
TABLE 5
WARRANT 1 Î COMBINATION OF WARRANTS
56% OF WARRANT 1 Î CONDITION B
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM929 420 X 111 42 X 1
7-827542010642X
8-928142011342X
9-103314209742X
10-113114207142X
11-12PM34042010142X
12-13804209142X
1-24124207642X
2-3490420X8542X2
3-4913420X9142X3
4-5633420X12842X4
5-6585420X10642X5
6-7512420X8442X6
As indicated in these tables, 56% of the values in warrant 1-condition A are met for 11 of the required 8
hours, and 56% of the values in warrant 1-condition B are met for six (6) of the required 8 hours, therefore,
Warrant 1 (Combination of Warrants) is NOT satisfied.
Warrant 2, Four-Hour Vehicular Volume Î This warrant is intended for application where the volume of
intersecting traffic is the principal reason to consider installing a traffic control signal. This warrant is
satisfied when at least four plotted points, representing vehicles per hour fall above the curve as shown on
Table 6.
TABLE 6
FOUR HOUR VEHICULAR VOLUME
The plotted points did not fall above the curve for at least four hours; therefore, Warrant 2 is satisfied.
Warrant 3, Peak Hour Î The peak hour signal warrant is intended for use at a location where traffic
conditions are such that for a minimum of one hour of an average day, the minor street traffic suffers undue
delay when entering or crossing the major street. This warrant is satisfied when for one hour of the day, at
least one plotted point, representing vehicles per hour, fall above the curve shown on Table 7.
TABLE 7
PEAK HOUR VOLUME WARRANT
The plotted pointsl above the curve for at least one hour; therefore, Warrant 3 is satisfied.
Warrant 4, Pedestrian Volume Î This warrant is intended for application where the traffic volume on a
major street is so heavy that pedestrians experience excessive delay in crossing the major street. This
warrant is satisfied when there is a pedestrian volume crossing the major street of at least 75 for each of any
four hours, or at least 93 during any one hour.
The warrant also requires that there be less than 60 gaps per hour in main street traffic adequate
enough to allow pedestrians to cross.
While conducting the turning movement count no pedestrians were observed crossing the Main
Street, therefore Warrant 4 is not satisfied.
Warrant 5, School Crossing Î This warrant is intended for application at established school crossings
where the frequency and adequacy of gaps in the vehicular traffic stream do not allow school children to
safely cross and there are a minimum of 20 students during the highest crossing hour.
An established school crossing is not located at this intersection; therefore Warrant 5 is not
applicable.
Warrant 6, Coordinated Signal Systems Î This warrant is intended for application in coordinated signal
systems in order to maintain proper platooning of vehicles.
The intersection is not located within a coordinated signal system; therefore Warrant 6 is not
applicable.
Warrant 7, Crash Experience Î This warrant is intended for application where the severity and frequency
of crashes are the principal reasons to consider installing a traffic signal. The warrant requires five (5) or
more reported crashes in the last 12 months susceptible to correction by a traffic signal and 80% of Warrant
1, Condition A or Warrant 1, Condition B or Warrant 4 is met.
The Maryland State Highway Administration no longer releases reported crash data to consultants.
Therefore, Warrant 7 is not applicable.
Warrant 8, Roadway Network Î This warrant is intended for application at intersections to encourage
concentration and organization of traffic flow on a roadway network.
The warrant requires the intersection to be of two major routes and have 1000 vehicles entering
the intersection during the peak hour and 5-year projected traffic volumes that satisfy warrants 1, 2 and 3;
or the intersection has an entering volume at least 1000 vehicles per hour for each of any five hours of a
non-normal business day.
The side street is not considered a major route; therefore, Warrant 8 is not applicable.
Warrant 9, Intersection Near A Grade Crossing Î This warrant is intended for use at a location where
none of the conditions described in the other eight warrants are met, but the proximity to the intersection of
a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to
consider installing a traffic signal.
This signal warrant should be applied only after adequate consideration has been given to other
alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the
grade crossing.
This intersection is not near an at grade crossing, therefore, Warrant 9 is not applicable.
TABLE 1
TRAFFIC SIGNAL WARRANT SUMMARY
MD 159 AT CHELSEA RD
WARRANTSFUTURE CONDITIONS
1-Eight-Hour Vehicular Volume
Not Satisfied
A-Minimum Vehicle Volume
(met for 5 of the required 8 hours)
1-Eight-Hour Vehicular Volume
Satisfied
B-Interruption of Continuous Traffic
(met for 13 of the required 8 hours)
1-Eight-Hour Vehicular Volume
-Combination of Warrants 1A & 1BSatisfied
(met 1A for 11 of the required 8 hours)
(met 1B for 13 of the required 8 hours)
2-Four-Hour Vehicular VolumeSatisfied
(met for 12 of the required 4 hours)
3-Peak HourSatisfied
(met for 1 of the required 1 hour)
4-Pedestrian VolumeNot Satisfied
5-School CrossingNot Applicable
6-Coordinated Signal SystemNot Applicable
7-Crash ExperienceNot Satisfied
8-Roadway NetworkNot Applicable
9-Intersection Near A Grade CrossingNot Applicable
Warrant 1, Eight-Hour Vehicular Volume, Condition A, Minimum Vehicular Volume- This warrant is
intended for application where a large volume of intersection traffic is the principal reason to consider a
traffic control signal. This warrant is satisfied when the minimum volumes as shown on Table 2 are met
for at least 8 hours.
TABLE 2
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION A - MINIMUM VEHICULAR VOLUME
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM1563 350X111105X1
7-8766 350X106105X2
8-9680 350X113105X3
9-101067 350X97105
10-11945 350X71105
11-12PM923 350X101105
12-1994 350X91105
1-21016 350X76105
2-31022 350X85105
3-41690 350X91105
4-51114 350X128105X4
5-61096 350X106105X5
6-71095 350X84105
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for five (5) of the required eight
(8)hours, therefore, Warrant 1-Condition A is not satisfied.
Condition B-Interruption of Continuous Traffic Î This warrant is intended for application where the
traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay
or conflict in entering or crossing the major street. This warrant is satisfied when the minimum volumes as
shown on Table 3, are met for at least eight (8) hours.
TABLE 3
WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Î 70%
CONDITION B - INTERRUPTION OF CONTINUOUS TRAFFIC
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 1563 525 X 111 53 X 1
7-8 766 525 X 106 53 X 2
8-9 680 525X 113 53X 3
9-10 1067 525X 97 53X 4
10-11 945 525X 71 53X 5
11-12PM 923 525X 101 53X 6
12-1 994 525X 91 53X 7
1-2 1016 525X 76 53X 8
2-3 1022 525X 85 53X 9
3-4 1690 525X 91 53X 10
4-5 1114 525X 128 53X 11
5-6 1096 525X 106 53X 12
6-7 1095 525X 84 53X 13
th
Note: Warrant amount 70% of MUTCD requirements due to the major street traffic 85 percentile
exceeding 40 mph. As shown on Table 2, the minimum volumes are met for 13 of the required eight (8)
hours, therefore, Warrant 1-Condition B is satisfied.
Combination of Warrant 1, Condition A and Condition B Î This warrant is intended for application at
intersections where no warrants are satisfied, but the minimum required volumes are nearly met for warrant
1, Condition A and Condition B.
TABLE 4
WARRANT 1 - COMBINATION OF WARRANTS
56% OF WARRANT 1 - CONDITION A
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM 1563 280 X 111 84 X 1
7-8 766 280 X 106 84 X 2
8-9 680 280X 113 84X 3
9-10 1067 280X 97 84X 4
10-11 945 280X 71 84
11-12PM 923 280X 101 84X 5
12-1 994 280X 91 84X 6
1-2 1016 280X 76 84
2-3 1022 280X 85 84X 7
3-4 1690 280X 91 84X 8
4-5 1114 280X 128 84X 9
5-6 1096 280X 106 84X 10
6-7 1095 280X 84 84X 11
TABLE 5
WARRANT 1 Î COMBINATION OF WARRANTS
56% OF WARRANT 1 Î CONDITION B
VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR VEH/HR
TIME
MAIN ST. WARRANT WARRANT SIDE WARRANT WARRANT WARRANT
PERIOD
BOTH DIR AMOUNT MET ROAD AMOUNT MET MET
6-7 AM1563 420 X 111 42 X 1
7-8766420X10642X2
8-9680420X11342X3
9-101067420X9742X4
10-11945420X7142X5
11-12PM923420X10142X6
12-1994420X9142X7
1-21016420X7642X8
2-31022420X8542X9
3-41690420X9142X10
4-51114420X12842X11
5-61096420X10642X12
6-71095420X8442X13
As indicated in these tables, 56% of the values in warrant 1-condition A are met for 11 of the
required 8 hours, and 56% of the values in warrant 1-condition B are met for 13 of the required 8 hours,
therefore, Warrant 1 (Combination of Warrants) is satisfied.
Warrant 2, Four-Hour Vehicular Volume Î This warrant is intended for application where the volume of
intersecting traffic is the principal reason to consider installing a traffic control signal. This warrant is
satisfied when at least four plotted points, representing vehicles per hour fall above the curve as shown on
Table 6.
TABLE 6
FOUR HOUR VEHICULAR VOLUME
The plotted points did not fall above the curve for at least four hours; therefore, Warrant 2 is satisfied.
Warrant 3, Peak Hour Î The peak hour signal warrant is intended for use at a location where traffic
conditions are such that for a minimum of one hour of an average day, the minor street traffic suffers undue
delay when entering or crossing the major street. This warrant is satisfied when for one hour of the day, at
least one plotted point, representing vehicles per hour, fall above the curve shown on Table 7.
TABLE 7
PEAK HOUR VOLUME WARRANT
The plotted points fell above the curve for at least one hour; therefore, Warrant 3 is satisfied.
Warrant 4, Pedestrian Volume Î This warrant is intended for application where the traffic volume on a
major street is so heavy that pedestrians experience excessive delay in crossing the major street. This
warrant is satisfied when there is a pedestrian volume crossing the major street of at least 75 for each of any
four hours, or at least 93 during any one hour.
The warrant also requires that there be less than 60 gaps per hour in main street traffic adequate
enough to allow pedestrians to cross.
While conducting the turning movement count no pedestrians were observed crossing the Main
Street, therefore Warrant 4 is not satisfied.
Warrant 5, School Crossing Î This warrant is intended for application at established school crossings
where the frequency and adequacy of gaps in the vehicular traffic stream do not allow school children to
safely cross and there are a minimum of 20 students during the highest crossing hour.
An established school crossing is not located at this intersection; therefore Warrant 5 is not
applicable.
Warrant 6, Coordinated Signal Systems Î This warrant is intended for application in coordinated signal
systems in order to maintain proper platooning of vehicles.
The intersection is not located within a coordinated signal system; therefore Warrant 6 is not
applicable.
Warrant 7, Crash Experience Î This warrant is intended for application where the severity and frequency
of crashes are the principal reasons to consider installing a traffic signal. The warrant requires five (5) or
more reported crashes in the last 12 months susceptible to correction by a traffic signal and 80% of Warrant
1, Condition A or Warrant 1, Condition B or Warrant 4 is met.
The Maryland State Highway Administration no longer releases reported crash data to consultants.
Therefore, Warrant 7 is not applicable.
Warrant 8, Roadway Network Î This warrant is intended for application at intersections to encourage
concentration and organization of traffic flow on a roadway network.
The warrant requires the intersection to be of two major routes and have 1000 vehicles entering
the intersection during the peak hour and 5-year projected traffic volumes that satisfy warrants 1, 2 and 3;
or the intersection has an entering volume at least 1000 vehicles per hour for each of any five hours of a
non-normal business day.
The side street is not considered a major route; therefore, Warrant 8 is not applicable.
Warrant 9, Intersection Near A Grade Crossing Î This warrant is intended for use at a location where
none of the conditions described in the other eight warrants are met, but the proximity to the intersection of
a grade crossing on an intersection approach controlled by a STOP or YIELD sign is the principal reason to
consider installing a traffic signal.
This signal warrant should be applied only after adequate consideration has been given to other
alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the
grade crossing.
This intersection is not near an at grade crossing, therefore, Warrant 9 is not applicable.