HomeMy WebLinkAbout19-06 Traffic Impact StmtA Traffic Impact Analysis of the
Seefried Property
PHA
Located in:
Frederick County, Virginia
Prepared for:
Seefried Properties
4200 Northside Parkway
Building 1, Suite 300
Atlanta, GA 30327
Prepared by:
Patton Harris Rust Associates, pc
Eng neers. Surveyors. Planners. Lmdsccpe Architects.
300 Foxcroft Avenue, Suite 200
Martinsburg, West Virginia 25401
T 304.264.2711
F 304.264.3671
October 6, 2006
OVERVIEW
Report Summary
Patton Harris Rust Associates, pc (PHR +A) has prepared this document to
present the traffic impacts associated with the proposed Seefried Property located along the
north side of Fort Collier Road, west of Brooke Road, in Frederick County, Virginia. The
proposed project is to be comprised of 1,000,000 square feet of industrial park with access
to be provided via "Option A" a single (1) site driveway along north side of Fort Collier
Road or "Option B" a single (1) site driveway along west side of Brooke Road. The
project is to be built -out over a single transportation phase by the year 2010. Figure 1 is
provided to illustrate the location of the proposed Seefried Property with respect to the
surrounding roadway network.
Methodology
The traffic impacts accompanying the Seefried Property were obtained through a
sequence of activities as the narratives that follow document:
Assessment of background traffic including other planned projects in the study area,
Calculation of trip generation for the proposed Seefried Property,
Distribution and assignment of the Seefried Property development generated trips onto
the completed roadway network,
Analysis of capacity and level of service using the latest version of the highway
capacity software, HCS for existing and future conditions.
EXISTING CONDITIONS
Per the Virginia Department of Transportation (VDOT) request, PHR +A conducted
AM and PM peak hour manual tuming movement counts at the intersection of Route 11
(Martinsburg Pike) Welltown Road, Brooke Road Route 11, Brooke Road Fort Collier
Road, Fort Collier Road Baker Lane and Fort Collier Road Route 7. ADT (Average
Daily Traffic) was established along each of the study area roadway links using a "k" factor
(the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 8.5% based on
the published Virginia Department of Transportation (VDOT) traffic count data.
Figure 2 shows the existing ADT (Average Daily Trips) and AM /PM peak hour
traffic volumes at key locations throughout the study area roadway network. Figure 3
illustrates the respective existing lane geometry and levels of service. All traffic count data
and HCS+ levels of service worksheets are included in the Appendix section of this report.
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Pagel
Figure 1 Vicinity Map Seefried Property in Frederick County, Virginia
P
A Traffic Impact Analysis of the See fried Property
Project Number: 14572 -1 -0
October 6, 2006
Page,2
No Scale
O 22110
(103)32 1.411
w,
(25)22
:50 i(»4
e ft. 8 8(I JO)
It
AM Peak Hour(PM Peak Flour)
q Average Daily,TH jis
_pHRA
r Figure 2
Existing Traffic Conditions
A Tragic Impact Analysis o(the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 3
1
No Scale
Signalized
lntersection
LOS-
J
Signalized
Intersection
LOS= -8
4'1
J
Signalized
Intersection
LOS =B(B)
b
is>BB bA ;a
Bnoke Road
o
(B,B
Vr
Signalized z
Intersection m
LOS =B(C)
SITE
AM Peak Hour (PM Peak Hour)
Denotes Unsignalized Critical Movement
PHA
r Figure 3
Existing Lane Geometry and Levels of Service
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 4
Code
Land Use
Amount
In
AM Peak Hour
Out Total
In
PM Peak Hour
Out Total
ADT
Winchester Gateway
310
Hotel
100 SF
25
16
41
31
28
59
522
310
Hotel
100 SF
25
16
41
31
28
59
522
820
Shopping Center
160,274 SF
127
81
208
410
444
855
9,228
932
H -T Restaurant
7,500
45
41
86
50
32
82
954
944
Gas Station
8
48
48
96
55
55
111
1,348
Total Trips
301
227
527
681
690
1,371
13,651
Total Pass -by
19
19
39
70
70
140
1,586
Total Internal
27
27
55
29
29
58
691
Total "New" Trips
254
180
434
582
591'
1,174
11,374
Orrick Paramount
251
Elderly Housing Detach
50 units
6
10
15
18
12
30
300
252
Elderly Housing Attach
100 units
4
4
8
7
4
11
348
565
Day Care
6,000 SF
41
36
77
32
36
68
476
710
Office
20,000 SF
46
6
52
17
84
101
386
820
Retail
80,200 SF
84
53
137
260
281
541
5,884
881
Pharmacy w/ DT
15,000 SF
23
17
40
63
66
129
1,322
912
Drive -in Bank
6,000 SF
41
33
74
137
137
274
1,351
932
H -T Restaurant
6,000 SF
36
33
69
40
26
66
763
932
H -T Restaurant
6,000 SF
36
33
69
40
26
66
763
Total
315
226
541
614
672
1,286
11,593
2010 BACKGROUND CONDITIONS
Based upon the VDOT (Virginia Department of Transportation) historical average
daily traffic data (between years 2002 and 2004) for Route 11 and Route 7 within the
vicinity of the site, PHR +A applied a conservative annual growth rate of 4.5 per year to
the existing traffic volumes (shown in Figure 2) to obtain the 2010 base conditions.
Additionally, PHR +A included specific future developments located within the vicinity of
the proposed site. Using the 7 Edition of the Institute of Transportation Engineers' (ITE)
Trip Generation Report, PHR +A has provided Table 1 to summarize the 2010 "other
developments" trip generation. PHR +A has also provided Figure A to show the location
of each development in the Appendix section of this report.
Figure 4 shows the 2010 background ADT and AM/PM peak hour traffic volumes
at key locations throughout the study area network. Figure 5 shows the respective 2010
background lane geometry and AM/PM peak hour levels of service. All HCS+ levels of
service worksheets are included in the Appendix section of this report.
1
Table 1
2010 Background Development
Trip Generation Summary
/1 Tra tc Impact Analysis of the Suet Property
Project Number: 14572 -1 -0
October 6, 2006
Page 5
Code Land Use
Amount
In
AM Peak Hour
Out Total
PM Peak Hour
In Out Total
ADT
Star Fort
210 Single Family Detached
70 units
15
44
58
50
28
78
700
Total
15
44
58
50
28
78
700
Regents Crescent
210 Single- Family Detached
28 units
7
22
29
22
12
34
280
230 Townhouse/Condo
42 units
4
21
26
20
10
30
365
Total
12
43
55
42
22
64
645
Rutherford's Farm Industrial Park
130 Industrial Park
420,000 SF
307
67
374
81
305
386
2,923
Total
307
67
374
81
305
386
2,923
Stephenson Village
210 Single Family Detached
400 units
72
217
289
235
138
373
4,000
230 Townhouse/Condo
300 units
21
103
124
99
49
148
2,610
251 Elderly Housing Detach
531 units
45
73
117
100
64
164
2,238
252 Elderly Housing Attach
144 units
5
6
12
10
6
16
501
520 Elementary School
550 stud.
94
65
160
2
4
6
710
Total
237
465
702
445
261
706
1 0,059
Russell Glendobbin
210 Single Family Detached
200 units
37
112
149
128
72
200
2,000
Total
37
112
149
128
72
200
2,000
Stonewall Industrial Park
110 Light Industrial
165 acres
1,028
211
1,239
159
565
724
7,229
Total
1,028
211
1,239
159
565
724
7,229
Haggerty Property
210 Single Family Detached
180 units
34
102
135
115
67
182
1800
220 Apartment
60 units
7
27
33
33
18
51
511
230 Townhouse/Condo
60units
6
28
34
26
13
40
522
Total
46
157
203
174
98
272
2833
Chadwell Property
210 Single-Family Detached
30 units
8
23
30
23
13
36
300
Total
8
23
30
23
13
36
300
Butcher Property
210 Single Family Detached
69 units
14
43
58
48
28
77
690
Total
14
43
58
48
28
77
690
Red -Bud Run
210 Single- Fancily Detached
300 units
55
165
219
182
107
288
3,000
Total
55
165
219
182
107
288
3,000
Toll Borthers- Eddy's Lane
210 Single Family Detached
80 units
16
49
65
55
32
88
800
Total
16
49
65
55
32
88
800
Fieldstone
210 Single Family Detached
63 units
13
40
54
45
26
71
630
230 Townhouse/Condo
207 units
16
77
92
73
36
109
1,801
Total
29
117
146
118
62
180
2,431
Misc. Other Developments along Channing Drive*
210 Single Family Detached
300 units
55
165
219
182
107
288
3,000
230 Townhouse/Condo
130 units
11
53
64
50
25
75
1,131
820 Retail
120,000 SF
107
68
175
339
367
706
7,645
Total
172
286
458
570
498
1,069
11,776
Includes Giles Farm, Toll Brothers, Abrams' Pointe, Coventry Court and miscellaneous residential.
Table 1(continued1
2010 Background Development
Trip Generation Summary
PT i
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 6,
T
No Scale
-P
r Figure 4
4'
z
q c<7
(120)37
(1623)684
(25)2
W
SITE
2010 Background Traffic Conditions
AM Peak Hour(PM Peak Hour)
+Average; Daly�Trips
A Tragic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 7
No Scale
Signalized
Intersection
LOS =B(C)
Signalized
Intersection
LOS =B(B)
8,
J
Signalized
Intersection
LOS—F(F)
J
It
s�O
I ntersection
Loa =D(D
"Suggested
Improvements"
Signahzation
SR -2 Lefts
EB NB -I Left
414 rSignalized
U Intersection
4 LOS-13(D)
AM Peak Hour (PM Peak Hour)
Denotes Unsignalized Critical Movement
_pHRA
F Figure 5
2010 Background Lane Geometry and Levels of Service
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 8
Code
Land Use
Amount
AM Peak Hour
PM Peak Hour
ADT
In
Out Total
In
Out Total
130
Industrial Park
1,000,000 SF
498
109 607
171
642 812
5,708
Total
498
109 607
171
642 812
5,708
TRIP GENERATION
Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip
Generation Report, PHR +A has prepared Table 2 to summarize the trip generation for the
proposed Seefried Property.
Table 2
Proposed Development: Seefried Property
Trip Generation Summary
TRIP DISTRIBUTION AND TRIP ASSIGNMENT
The distribution of trips, shown in Figure 6, was based upon local travel patterns
for the roadway network surrounding the proposed Seefried Property. Figure 7 shows the
respective development generated AM/PM peak hour trips and ADT assignments.
2010 BUILD -OUT CONDITIONS
The Seefried Property assigned trips (Figure 7) were added to the 2010 background
traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figure 8 shows the 2010
build -out ADT and AM/PM peak hour traffic volumes at key locations within the study
area roadway network. Figure 9 shows the respective 2010 build -out lane geometry and
AM /PM peak hour levels of service. All I -ICS+ levels of service worksheets are included
in the Appendix section of this report.
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 9
P
Trip Distribution Percentages
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 10
PHA
Figure 7
No Scale
AM Peak Hour(PM Peak Hour)
%Average'oa lv s
2010 Development Generated Trips
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 11
No Scale
N
by
V
1( 'Le SO55)
B rooke Road
(138)87 s,
(1623)684 ma*
(25)22 an
SITE
1a
2a
Scenario #f A
lli 0
9o 1
S
,8 r2-)
LS ^s, P a c e
AM Peak Hour(PM Peak Hour)
an-
Average Daily�Trips
FRA
r Figure 8
P HR A
2010 Build -out Traffic Conditions
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572-1-0
October 6, 2006
Page 12
—PHREA
Figure 9
cake Road
BO))
r
Signalize
Intersection
LOS =C(C)
c(c)
Signalized
Intersection
LOS =F(F)
,Signalrzedl "Suggested
L1 ersech a Improvements"
ILcOSg G (C) WB 1 Bight
1
No Scale
it
kSigi3liuda "Suggested
e—s` -'k' Ii Im P rovements"
erv- i mection
dI50S =B(D) SB -I Left
NN -1 Left
tri
Signalized
Intersection
LOS =C(E)
1)e CT)
"Suggested
Improvements"
Signalizalion
SB 2 Lefts
EB &NB 1 Left
Co/4
1
(D)
Scenario A Scenario B
l Sgn al d^n "Suggested im tt li a Sg I d Suggested
�J Inlei I In rse 1 I nts
COS C(a) 5g el d ;605 C(() 5 Signalization
h„yti 1 za d SB 1 Left
WB 1 L ft
4d
2a I Signalized
intersection
LOS —B(C)
4
n
9 ,y
SITE �L~ i r e
(Signalized
U Intersection
LOS =C(F)
New 2b Unsignalized New.
Intersection hi tersection
Intersection
AM Peak (lour (I'M I'eak Hour)
*Denotes Unsignalized Critical Movement
2010 Build -out Lane Geometry and Levels of Service
A Traffic Impact Analysis oldie Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 13
CONCLUSION
The traffic impacts associated with the proposed Seefried Property are acceptable
and manageable. For each of the study area intersections, the following describes the
recommended roadway improvements as well as the associated TICS+ intersection levels of
service:
Route 11 Welltown Road: An additional eastbound left -turn lane, northbound left
tum lane and two (2) southbound left -turn lanes will be required to maintain an
overall intersection level of service "D" or better during 2010 background and
build -out conditions.
Route 11 Brooke Road: A separate westbound right -turn lane would be required to
maintain overall intersection level of service "C" during 2010 build -out conditions.
Route 7 Fort Collier Road: An additional southbound left -turn lane and
northbound left-turn lane will be required to maintain overall intersection level of
service "D" or better during 2010 build -out conditions.
Brooke Road Fort Collier Road: Traffic signalization would be required to
maintain overall intersection level of service "D" or better during 2010 build -out
conditions for both Scenarios #A and #B. Additionally, southbound left -turn lane
and westbound right turn-lane would be required for Scenario #B during 2010
build -out conditions.
Site Driveway #A Fort Collier Road: Traffic signalization along with westbound
left and right turn lanes would be required to maintain overall intersection level of
service "C" or better during 2010 build -out conditions for Scenario #A.
Site Driveway #B Brooke Road: A northbound right turn-lane would be required
to maintain overall intersection level of service "D" or better during 2010 build -out
conditions for Scenario #B.
A Traffic Impact Analysis of the Seefried Property
Project Number: 14572 -1 -0
October 6, 2006
Page 14
No Scale
List of Developments:
#1 Winchester Gateway
#2 Orrick Property
#3 Star Fort
#4 Regents Crescent
#5 Rutherford's Farm Indust. Park
#6 Stephenson Village
#7 Russell- Glendobbin
#8 Stonewall Indust. Park
-PHRA
Figure A
#9 Haggerty Property
#10 Chadwell Property
#11 Butcher Property
#12 Red -Bud Run
#13 Toll Brothers- Eddy's Lane
#14 Fieldstone
#1S Misc. other developments along
Channing Drive
2010 "Other" Background Developments
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
119
110
205
212
235
248
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, Ii
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
\Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 29.0
G=
G=
G=
G= 39.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
260
233
241
267
282
Lane Group Capacity, c
609
899
764
550
899
v/c Ratio, X
0.43
0.26
0.32
0.49
0.31
Total Green Ratio, g/C
0.36
0.49
0.49
0.49
0.49
Uniform Delay, d
19.2
12.0
12.4
13.8
12.4
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.11
0.11
Incremental Delay, d
0.5
0.2
0.2
0.7
0.2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
19.7
12.2
12.7
14.4
12.6
Lane Group LOS
8
8
8
B
8
Approach Delay
19.7
12.4
13.5
Approach LOS
8
B
8
Intersection Delay
1e
Copyright 2005 University of Florida All Rights Reserved
X =0.46
I Inter ion LOS
HCS Versio
8
Generated: 10/5/2006 3:24 PM
HCS DETA LED REPORT
General Information
Site Information
Analyst PHR
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
251
169
296
165
152
256
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, It
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
120
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
'!parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 35.0
G=
G=
G=
G= 33.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
477
336
188
173
291
Lane Group Capacity, c
741
761
647
363
761
v/c Ratio, X
0.64
0.44
0.29
0.48
0.38
Total Green Ratio, g/C
0.44
0.41
0.41
0.41
0.41
Uniform Delay, d
17.6
16.9
15.7
17.2
16.4
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.22
0.11
0.11
0.11
0.11
Incremental Delay, d
1.9
0.4
0.3
1.0
0.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
19.5
17.3
15.9
18.2
16.7
Lane Group LOS
8
8
8
8
8
Approach Delay
19.5
16.8
17.3
Approach LOS
B
B
8
Intersection Delay
•7
Copyright 2005 University of Florida, All Rights Reserved
X 0.56 I Inter..ion LOS
HCS +TM Version 5.2
B
Generated: 10/5/2006 3:25 PM
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Hate Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume, V (vph)
29
140
25
26
274
55
58
44
14
58
47
47
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
a0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
O
N
N
O
N
N
O
N
N
0
N
)Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
33
159
28
404
132
172
Lane Group Capacity, c
422
876
745
833
536
558
v/c Ratio, X
0.08
0.18
0.04
0.48
0.25
0.31
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
0.38
Uniform Delay, d
11.5
12.1
11.2
14.3
17.2
17.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.11
0.11
0.11
Incremental Delay, d
0.1
0.1
0.0
0.4
0.2
0.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
11.5
12.2
11.2
14.8
17.5
18.0
Lane Group LOS
8
8
8
8
8
8
Approach Delay
12 0
14.8
17.5
18.0
Approach LOS
8
8
8
B
Intersection Delay
1 0
Copyright 2005 University of Florida All Rights Reserved
1 X 0.41 I Int+ction LOS
HCS +TM Version 5.2
I B
Generated: 10/5/2006 3:25 PM
HCS DETA
LED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume,:V (vph)
28
280
119
60
173
41
74
85
56
78
98
29
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
AA
A
A
A
A
Start-up Lost Time, It
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
O
N
N
O
N
N
O
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH-
RT
LT
TH
RT
Adjusted Flow Rate, v
32
318
135
312
245
233
Lane Group Capacity, c
490
876
745
737
550
541
v/c Ratio, X
0.07
0.36
0.18
0.42
0.45
0.43
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
0.38
Uniform Delay, d
11.4
13.3
12.1
13.8
18.8
18.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.11
0.11
0.11
Incremental Delay, d
0.1
0.3
0.1
0.4
0.6
0.6
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
Delay
11.4
13.6
12.2
14.2
19.3
19.2
Lane Group LOS
8
8
8
B
8
8
Approach Delay
13 0
14.2
19.3
19.2
Approach LOS
8
B
8
8
Intersection Delay
Copyright 2005 University of Florida All Rights Reserved
I X c 0.43 I Intrl:tion LOS
HCS Version 5.2
Ge erated: 10/5/2006 3:25 PM
ONO -WAY STOP CONTROL SUMIORY
General Information
Site Information
Fort Collier Road /Brooke
Road
(Analyst
PHR +A
Intersection
Agency /Co.
PHR +A
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
Existing Conditions
AM Peak Hour
Analysis Time Period
Project Description Seefried Properties
East/West Street: Brooke Road
North /South Street: Fort Collier Road
Intersection Orientation: North -South
Study Period (hrs): 0.25
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume (veh /h)
26
239
10
8
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
(veh /h)
0
29
271
11
9
0
Percent Heavy Vehicles
2
3
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
C onfiguration
TR
LT
Upstream Signal
0
0
Minor Street
Eastbound
Westbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
Volume (veh /h)
311
21
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
(veh /h)
0
0
0
353
0
23
Percent Heavy Vehicles
2
0
2
3
0
3
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
Approach
Northbound
Southbound
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane Configuration
LT
LR
v (veh /h)
11
376
C (m) (veh/h)
1255
790
v/c
0.01
0.48
95% queue length
0.03
2.59
Control Delay (s /veh)
7.9
13.6
.OS
A
B
B
rP.pproach Delay (s /veh)
13.6
pproach LOS
8
Copyright 2005 University of Florida, All Rights Reserved
HCS +T Version 5.2
Generated: 10 /5/2006 3:26 PM
ONO -WAY STOP CONTROL SUM2Y
General.Information
Site Information
Fort Collier Road /Brooke
Road
Analyst
PHR +A
Intersection
Agency
PHR +A
/Co.
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
Existing Conditions
Analysis Time Period
PM Peak Hour
Project Description Seefried Properties
East/West Street: Brooke Road
North /South Street: Fort Collier Road
Intersection Orientation: North -South
Study Period (hrs): 0.25
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume (veh /h)
12
419
23
27
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
(veh /h)
0
13
476
26
30
0
Percent Heavy Vehicles
2
3
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
0
0
1
0
Configuration
TR
LT
Upstream Signal
0
0
Minor Street
Eastbound
Westbound
Movement
7
8
9
10
11
12
I
L
T
R
L
T
R.
Volume (veh /h)
272
23
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
(veh /h)
0
0
0
309
0
26
Percent Heavy Vehicles
2
0
2
3
0
3
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
Approach
Northbound
Southbound
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane Configuration
LT
LR
v (veh /h)
26
335
C (m) (veh /h)
1069
653
v/c
0.02
0.51
95% queue length
0.07
2.94
Control Delay (s /veh)
8.5
16.2
'VDS
A
C
a pproach Delay (s /veh)
16.2
I YA pproach LOS
C
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated: 10/5/2006 3:26 PM
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
32
384
22
88
502
251
33
47
125
228
50
35
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
AA
A
A
AA
A
A
A
A
Start up Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
120
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
'Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 35.0
G=
G=
G=
G= 33.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
36
461
100
570
285
91
142
259
97
Lane Group Capacity, c
324
1524
382
1537
686
662
647
531
714
v/c Ratio, X
0.11
0.30
0.26
0.37
0.42
0.14
0.22
0.49
0.14
Total Green Ratio, g/C
0.44
0.44
0.44
0.44
0.44
0.41
0.41
0.41
0.41
Uniform Delay, d
13.3
14.6
14.3
15.1
15.5
14.6
15.2
17.3
14.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
Incremental Delay, d
0.2
0.1
0.4
0.2
0.4
0.1
0.2
0.7
0.1
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
tontrol Delay
13.5
14.7
14.7
15.3
15.9
14.7
15.4
18.0
14.7
Lane Group LOS
8
8
8
8
8
B
8
8
8
Approach Delay
14 6
15.4
15.1
17.1
Approach LOS
8
8
8
8
Intersection Delay
I0
Copyright 2005 University of Florida, All Rights Reserved
1 X 0.45 I Infection LOS I B
HCS Version 5.2 Generated: 10/5/2006 3 :26 PM
HCS+TM DETA
LED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
103
886
25
110
744
312
65
80
88
352
80
56
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
AA
A
A
AA
A
A
A
A
Start up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
)Parking Maneuvers, Nm
Buses. Stopping, Ne
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 35.0
G=
G=
G=
G= 33.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
117
1035
125
845
355
165
100
400
155
Lane Group Capacity, c
203
1530
138
1537
686
612
647
497
714
v/c Ratio, X
0.58
0.68
0.91
0.55
0.52
0.27
0.15
0.80
0.22
Total Green Ratio, g/C
0.44
0.44
0.44
0.44
0.44
0.41
0.41
0.41
0.41
Uniform Delay, d
16.9
18.0
21.0
16.7
16.4
15.5
14.7
20.7
15.2
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.17
0.25
0.43
0.15
0.12
0.11
0.11
0.35
0.11
Incremental Delay, d
4.0
1.2
49.4
0.4
0.7
0.2
0.1
9.4
0.2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
/Control Delay
20.9
19.2
70.4
17.1
17.1
15.8
14.9
30.1
15.3
Lane Group LOS
C
B
E
B
8
8
8
C
8
Approach Delay
19 4
22.1
15.4
25.9
Approach LOS
8
C
8
C
Intersection Delay
I 0
Copyright 2005 University of Florida, All Rights Reserved
X 0.86 I Infection LOS I C
HCS +TM Version 5.2
Generated: 10/5/2006 3:26 PM
HCS DETAILED REPORT'
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
L
T
R
L
T
R
LTR
LT
R
Volume, V (vph)
163
1039
75
101
1247
157
57
20
25
232
17
239
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
AA
A
A
A
A
Start -up Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0.
10
0
0
40
0
0
0
0
0
40
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
?arking Maneuvers, Nm
Buses Stopping, Ne
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
NS Perm
06
07
08
Timing
G= 10.0
G= 35.0
G=
G=
G= 23.0
G=
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
185
1181
74
115
1417
133
116
283
226
Lane Group Capacity, c
311
1976
882
180
1537
686
256
358
451
v/c Ratio, X
0.59
0.60
0.08
0.64
0.92
0.19
0.45
0.79
0.50
Total Green Ratio, g/C
0.56
0.56
0.56
0.44
0.44
0.44
0.29
0.29
0.29
Uniform Delay, d
15.5
11.5
8.0
17.6
21.2
13.8
23.3
26.3
23.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.18
0.19
0.11
0.22
0.44
0.11
0.11
0.34
0.11
Incremental Delay, d
3.1
0.5
0.0
7.4
9.5
0.1
1.3
11.4
0.9
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
.Control Delay
18.6
12.0
8.1
25.0
30.8
14.0
24.6
37.7
24.6
Lane Group LOS
B
B
A
C
C
B
C
D
C
Approach Delay
12 7
29.0
24.6
31.9
Approach LOS
g
C
C
C
Intersection Delay
I•
Copyright 2005 University of Florida, All Rights Reserved
X 0.95 In!+:ction LOS
HCS Version 5.2
C
Ge erated: 10/5/2006 3:26 PM
HCS+TM DETAILED REPORT.
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year Existing Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
LT
R
L
T
R
LTR
LT
R
Volume, V (vph)
223
1166
72
55
1151
210
48
29
28
274
25
274
To Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
AA
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
20
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
10
0
0
40
0
0
0
0
0
40
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
120
12.0
120
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
)Parking Maneuvers, Nm
Buses Stopping, Na
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
NS Perm
06
07
08
Timing
G= 10.0
G= 31.0
G=
G=
G= 25.0
G=
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T a 25
Cycle Length, C 78.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
253
1325
70
63
1308
193
120
339
266
Lane Group Capacity, c
320
1846
824
116
1396
623
327
396
503
vic Ratio, X
0.79
0.72
0.08
0.54
0.94
0.31
0.37
0.86
0.53
Total Green Ratio, g/C
0.53
0.53
0.53
0.40
0.40
0.40
0.32
0.32
0.32
Uniform Delay, d
15.7
141
9.2
18.1
22.6
16.1
20.4
248
21.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.34
0.28
0.11
0.14
0.45
0.11
0.11
0.39
0.13
Incremental Delay, d
12.6
1.4
0.0
5.2
12.1
0.3
0.7
16.7
1.1
Initial Queue Delay, c1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
28.4
15.5
9.2
23.2
34.7
16.4
21.1
41.5
22.7
Lane Group LOS
C
8
A
C
C
8
C
D
C
Approach Delay
172
32.0
21.1
33.2
Approach LOS
8
C
C
C
Intersection Delay
I.
Copyright 2005 University of Florida, All Rights Reserved
Ieection LOS I C
HCS Version 5.2 Generated: 10/5/2006 3:26 PM
HCS DETA LED REPOR.
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Background Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
139
129
427
248
275
365
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start-up Lost Time, h
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 28.0
G=
G=
G=
G= 40.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
305
485
282
313
415
Lane Group Capacity, c
588
923
784
351
923
v/c Ratio, X
0.52
0.53
0.36
0.89
0.45
Total Green Ratio, g/C
0.35
0.50
0.50
0.50
0.50
Uniform Delay, d
20.6
13.6
12.2
18.0
12.9
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.12
0.13
0.11
0.42
0.11
Incremental Delay, d
0.8
0.6
0.3
23.6
0.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
'Control Delay
21.5
14.1
12.5
41.7
13.3
Lane Group LOS
C
8
B
D
B
Approach Delay
21.5
13.5
25.5
Approach LOS
C
8
C
Intersection Delay
I
Copyright 2005 University of Florida, All Rights Reserved
?C 0.74
I Infection LOS
B
HCS Version 5.2 Generated: 10/5/2006 3:27 PM
HCS DETA
LED REPOR•
General Information
Site Information
Analyst PHR +A
)Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Background Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
294
198
416.
193
178
423
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start-up Lost Time, h
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
1 Parking Grade Parking
N
0
N
N
0
N
N
0
N
j Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time fo Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 35.0
G=
G=
G=
G= 33.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
559
473
219
202
481
Lane Group Capacity, c
741
761
647
252
761
v/c Ratio, X
0.75
0.62
0.34
0.80
0.63
Total Green Ratio, g/C
0.44
0.41
0.41
0.41
0.41
Uniform Delay, d
18.9
18.6
16.0
20.6
18.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.31
0.20
0.11
0.35
0.21
Incremental Delay, d
4.4
1.6
0.3
16.8
1.7
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
'Control Delay
23.3
20.1
16.4
37.4
20.4
Lane Group LOS
C
C
8
D
C
Approach Delay
23.3
18.9
25.4
Approach LOS
C
B
C
Intersection Delay
Copyright 2005 University of Florida All Rights Reserved
02.5 I X= 0.78 114
ection LOS I C
HCS Version 5.2
Generated: 10/5/2006 3 :27 PM
HCS DETA
LED REPOR•
General Information
Site Information
Analyst PHR
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BK Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume, V (vph)
29
164
25
26
321
55
58
44
14
58
47
47
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start up Lost Time, H
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
120
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
)Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
33
186
28
458
132
172
Lane Group Capacity, c
389
876
745
836
536
558
vie Ratio, X
0.08
0.21
0.04
0.55
0.25
0.31
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
a38
Uniform Delay, d
11.5
12.3
11.2
14.9
17.2
17.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.15
0.11
0.11
Incremental Delay, d
0.1
0.1
0.0
0.8
0.2
0.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
11.6
12.4
11.2
15.7
17.5
18.0
Lane Group LOS
8
8
8
B
B
8
Approach Delay
12 1
15.7
17.5
18.0
Approach LOS
8
8
8
8
Intersection Delay
1 04
Copyright 2005 University of Florida All Rights Reserved
X 0.44 I Infliction LOS I B
HCS Version 5.2 Ge erated: 10/5/2006 3:28 PM
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BK Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume, V (vph)
28
328
119
60
202
41
74
85
56
78
98
29
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
AA
A
Start-up Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
20
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
O
N
N
O
N
N
O
N
N
0
N
)Parking Maneuvers, Nil,
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
32
373
135
345
245
233
Lane Group Capacity, c
467
876
745
720
550
541
v/c Ratio, X
0.07
0.43
0.18
0.48
0.45
0.43
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
0.38
Uniform Delay, d
11.4
13.8
12.1
14.3
18.8
18.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.11
0.11
0.11
Incremental Delay, d
0.1
0.3
0.1
0.5
0.6
0.6
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
11.5
14.2
12.2
14.8
19.3
19.2
Lane Group LOS
B
B
B
B
B
B
Approach Delay
13 5
14.8
19.3
19.2
Approach LOS
B
8
B
B
Copyright 2005 University of Florida All Rights Reserved
Intersection Delay
I 08
I X c 0.46 I Inction LOS I 8
HCS Version 5.2 Generated: 10/5/2006 3:28 PM
*NO-WAY STOP CONTROL SUM2Y
General Information
Site Information
Intersection
Fort Collier Road /Brooke
Road
Analyst
PHR +A
Agency /Co.
PHR +A
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
10 BK Conditions
Analysis Time Period
AM Peak Hour
Project Description Seefried Properties
East/West Street: Brooke Road
North /South Street: Fort Collier Road
ntersection Orientation: North -South
Study Period (hrs): 0.25
ehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
olume (veh /h)
30
280
12
9
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
veh /h)
0
34
318
13
10
0
Percent Heavy Vehicles
2
3
Median Type
Undivided
RT Channelized
0
0
L anes
0
1
0
0
1
0
C onfiguration
TR
LT
U pstream Signal
0
0
Minor Street
Eastbound
Westbound
Movement
7
8
9
10
11
12
1
L
T
R
L
T
R
Volume (veh /h)
364
25
Peak -Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Hourly Flow Rate, HFR
(veh /h)
0
0
0
413
0
28
Percent Heavy Vehicles
2
0
2
3
0
3
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
0
0
0
Configuration
LR
Delay, Queue Length, and Level of Service
Approach
Northbound
Southbound
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane Configuration
LT
LR
v (veh/h)
13
441
C (m) (veh /h)
1201
754
v/c
0.01
0.58
95% queue length
0.03
3.85
Control Delay (s /veh)
8.0
16.3
',OS
A
C
approach Delay (s /veh)
16.3
LOS
C
Copyright 2005 University of Florida, All Rights Reserved
HCS +TM Version 5.2
Generated: 10/5/2006 3:28 PM
Intersection
Fort Collier Road /Brooke
Road
Jurisdiction
Virginia
Analysis
06/01/06
Year
10 BK Conditions
Analyst
PHR +A
Agency /Co.
PHR +A
Date Performed
06/01/06
Analysis Time Period
PM Peak Hour
•WO -WAY STOP CONTROL SUM•RY
General Information
Project Description Seefried Properties
East/West Street: Brooke Road
ntersection Orientation: North South
V ehicle Volumes and Adjustments
Major Street
Movement
olume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
C onfiguration
Upstream Signal
Minor Street
Movement
Volume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Percent Grade
Flared Approach
Storage
RT Channellzed
Lanes
Configuration
Northbound
1
L
0.88
0
2
Undivided
0
Eastbound
7
L
0.88
0
2
0
2
T
14
0.88
15
1
0
8
T
0.88
0
0
N
0
0
Site Information
North /South Street: Fort Collier Road
Study Period (hrs): 0.25
3
R
490
0.88
556
0
0
TR
9
R
0.88
0
2
0
0
0
Southbound
4
L
27
0.88
30
3
0
LT
10
L
318
0.88
361
3
0
5
T
32
0.88
36
1
0
11
T
0.88
0
0
N
0
0
LR
6
R
0.88
0
0
0
Westbound
12
R
27
0.88
30
3
0
0
0
Delay, Queue Length, and Level of Service
Approach
Movement
Lane Configuration
v (veh /h)
C (m) (veh /h)
v/c
95 I° queue length
Control Delay (s /veh)
.„Os
r pproach Delay (s /veh)
pproach LOS
Northbound
1
Southbound
4
LT
30
997
0.03
0.09
8.7
A
Westbound
7
8
LR
391
604
0.65
4.68
21.2
C
9
21.2
C
Eastbound
10
11
12
Copyright 2005 University of Florida, All Rights Re erved
HCS +TM Version 5.2
Generated: 10)5/2006 3:28 PM
HCS+ DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BK Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
37
684
22
88
844
294
33
47
125
267
50
41
%Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0.95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
AA
A
A
A
A
Start up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
`larking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
SB Only
NS Perm
07
08
Timing
G= 40.0
G=
G=
G=
G= 15.0
G= 15.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 82.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
41
767
92
879
306
84
132
314
107
Lane Group Capacity, c
229
1708
276
1713
1166
280
287
505
630
v/c Ratio, X
0.18
0.45
0.33
0.51
0.26
0.30
0.46
0.62
0.17
Total Green Ratio, g/C
0.49
0.49
0.49
0.49
0.74
0.18
0.18
0.37
0.37
Uniform Delay, d
11.8
13.8
12.8
14.3
3.3
29.0
29.9
20.2
17.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.12
0.11
0.11
0.11
0.20
0.11
Incremental Delay, d
0.4
0.2
0.7
0.3
0.1
0.6
1.2
2.4
0.1
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ibbntrol Delay
12.2
14.0
13.6
14.6
3.5
29.6
31.1
22.5
17.7
Lane Group LOS
8
8
8
8
A
C
C
C
8
Approach Delay
13 9
11.9
30.5
21.3
Approach LOS
8
8
C
C
I Intersection Delay
1
Copyright 2005 University of Florida, All Rights Reserved
X 0.66
I Inttian LOS I 8
HCS Version 5.2 Generated: 10/5/2006
3:29 PM
HCS DETAILED REPORT.
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
)Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BK Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
120
1623
25
110
744
312
65
80
88
352
80
56
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0.95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
AA
A
A
A
A
Start -up Lost Time, It
2.0
2.0
2.0
2.0
2.0
2.0
2,0
2.0
20
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2,0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1,000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
SB Only
NS Perm
07
08
Timing
G= 47.0
G=
G=
G=
G= 20.0
G= 12.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 91.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
132
1803
115
775
325
152
93
414
160
Lane Group Capacity, c
292
1811
81
1814
1258
190
207
466
609
v/c Ratio, X
0.45
1.00
1.42
0.43
0.26
0.80
0.45
0.89
0.26
Total Green Ratio, g/C
0.52
0.52
0.52
0.52
0,80
0.13
0.13
0.35
035
Uniform Delay, d
13.9
21.9
22.0
13.6
2.2
38.3
36.5
25.4
21.1
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
011
0.50
0.50
0.11
0.11
0.34
011
0.41
0.11
Incremental Delay, d
1.1
20.1
246.5
0.2
0.1
21.1
1.6
18.5
0.2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
ontrol Delay
15.0
42.0
268.5
13.8
2.4
59.5
38.0
44.0
21.3
Lane Group LOS
B
D
F
B
A
E
D
D
C
Approach Delay
40 1
34.9
51.3
37.7
Approach LOS
D
C
D
D
Intersection Delay
I
Copyright 2005 University of Florida, All Rights Reserved
X 1 3 2
HCS Version 5.2
I Int €tion LOS
D l
Generated: 10/5/2006 3:29 PM
HCSI DETAILED REPORT
General Information
Site Information
Analyst PHR +A
'Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Background Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
LT
R
L
T
R
LTR
LT
R
Volume, V (vph)
617
1297
88
118
1509
717
67
23
29
433
20
409
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
AA
AA
A
A
Start Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nrn
Buses Stopping, Na
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 20.0
G= 46.0
G=
G=
G= 14.0
G= 9.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
656
1380
94
120
1540
732
115
482
355
Lane Group Capacity, c
347
1600
714
420
1600
1025
58
401
761
v/c Ratio, X
1.89
0.86
0.13
0.29
0.96
0.71
1.98
1.20
0.47
Total Green Ratio, g/C
0.20
0.46
0.46
0.65
0.46
0.65
0.09
0.23
0.49
Uniform Delay, d
40.5
24.7
15.9
14.5
26.7
11.4
46.0
39.0
17.3
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.50
0.39
0.11
0.11
0.47
0.28
0.50
0.50
0.11
Incremental Delay, d
411.4
5.1
0.1
0.4
14.6
2.4
497.9
112.5
0.5
nitial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
451.9
29.8
16.0
14.9
41.2
13.8
543.9
151.5
17.8
Lane Group LOS
F
C
8
B
D
B
F
F
8
Approach Delay
159.2
31.5
543,9
94.8
Intersection Delay
101.6
X c =1.23
Intersection LOS
F
Approach LOS
Copyright 2005 University of Florida, All Rights Reserved
C
HCS Version 5.2
F
Generated: 10/5/2006 3:29 PM
HCS DETAILED REPORT•
General Information
Site Information
Analyst PHR
)Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Background Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
L
T
R
L
T
R
LTR
LT
R
Volume, V (vph)
376
1426
84
64
1432
389
56
34
33
639
29
575
Heavy Vehicles, %I
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
NN
0
N
N
0
N
N
0
N
'Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 15.0
G= 47.0
G=
G=
G= 20.0
G= 7.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
400
1517
89
65
1461
397
120
711
532
Lane Group Capacity, c
260
1634
730
333
1634
1133
53
470
745
v/c Ratio, X
1.54
0.93
0.12
0.20
0.89
0.35
2.26
1.51
0.71
Total Green Ratio, g/C
0.15
0.47
0.47
0.61
0.47
0.72
0.07
0.27
0.48
Uniform Delay, d
43.0
25.4
15.3
17.3
24.7
5.2
47.0
37.0
21.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.50
0.44
0.11
0.11
0.42
0.11
0.50
0.50
0.28
Incremental Delay, d
260.7
9.7
0.1
0.3
6.8
0.2
624.3
241.5
3.3
'Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
303.7
35.2
15.4
17.6
31.5
5.4
671.3
278.5
24.3
Lane Group LOS
F
D
B
8
C
A
F
F
C
Approach Delay
87 8
25.
671.3
169.7
Approach LOS
C
F
F
Intersection Delay
97.7
X 1.21
Intersection LOS
F
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated: 10/5/2006 3:30 PM
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
2010 Background Conditions
Analysis Year
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
2
2
1
1
2
1
1
1
0
2
1
1
Lane Group
L
T
R
L
T
R
L
TR
L
T
R
Volume, V (vph)
617
1297
88
118
1509
717
67
23
29
433
20
409
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
AA
A
A
Start Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
120
12.0
12.0
12.0
12.0
,'Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
a 2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 20.0
G= 46.0
G=
G=
G= 14.0
G= 9.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
656
1380
94
120
1540
732
71
44
461
21
355
Lane Group Capacity, c
674
1600
714
420
1600
1025
122
153
472
420
761
v/c Ratio, X
0.97
0.86
0.13
0.29
0.96
0.71
0.58
0.29
0.98
0.05
0.47
Total Green Ratio, g/C
0.20
0.46
0.46
0.65
0.46
0.65
0.09
0.09
0.14
0.23
0.49
Uniform Delay, d
40.2
24.7
15.9
14.5
26.7
11.4
44.2
43.0
43.3
30.5
17.3
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.48
0.39
0.11
0.11
0.47
0.28
0.17
0.11
0.48
0.11
0.11
Incremental Delay, d
28.0
5.1
0.1
0.4
14.6
2.4
6.9
1.0
35.3
0.0
0.5
:Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
68.2
29.8
16.0
14.9
41.2
13.8
51.1
44.0
78.6
30.5
17.8
Lane Group LOS
E
C
8
B
D
B
D
D
E
C
8
Approach Delay
41 0
31.5
48.4
51.6
Approach LOS
C
D
D
Intersection Delay
38.6
X c 0.93
Intersection LOS
D
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated: 10/5/2006 3:30 PM
HCS DETAILED REPOR•
General Information
Site Information
Analyst PHR +A
';Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
2010 Background Conditions
Analysis Year
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
2
2
1
1
2
1
1
1
0
2
1
1
Lane Group
L
T
R
L
T
R
L
TR
L
T
R
Volume, V (vph)
376
1426
84
64
1432
389
56
34
33
639
29
575
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
AA
A
A
Start up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
}parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB On y
NS Perm
07
08
Timing
G= 15.0
G= 47.0
G=
G=
G= 20.0
G= 7.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
400
1517
89
65
1461
397
60
60
680
31
532
Lane Group Capacity, c
505
1634
730
333
1634
1133
94
120
674
493
745
v/c Ratio, X
0.79
0.93
0.12.
0.20
0.89
0.35
0.64
0.50
1.01
0.06
0.71
Total Green Ratio, g/C
0.15
0.47
0.47
0.61
0.47
0.72
0.07
0.07
0.20
0.27
0.48
Uniform Delay, d
41.5
25.4
15.3
17.3
24.7
5.2
45.8
45.3
40.5
27.6
21.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.34
0.44
0.11
0.11
0.42
0.11
0.22
0.11
0.50
0.11
0.28
Incremental Delay, d
8.4
9.7
0.1
0.3
6.8
0.2
13.6
3.3
36.9
0.1
3.3
nitial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
49.9
35.2
15.4
17.6
31.5
5.4
59.4
48.6
77.4
27.6
24.3
Lane Group LOS
D
D
B
8
C
A
E
D
E
C
C
Approach Delay
372
25.7
54.0
53.4
Approach LOS
C
•D
D
Intersection Delay
37
X 0.90
c
Intersection LOS
D
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated: 10/5/2006 3:31 PM
HCS DETA LED REPORT`
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010Build -out Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
150
172
427
298
474
365
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
parkin Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians, Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
SB Only
NS Perm
07
08
Timing
G= 27.0
G=
G=
G=
G= 25.0
G= 26.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
365
485
339
539
415
Lane Group Capacity, c
502
533
1028
569
1045
v/c Ratio, X
0.73
0.91
0.33
0.95
0.40
Total Green Ratio, g/C
0.30
0.29
0.66
0.57
0.57
Uniform Delay, d
28.2
30.9
6.8
19.3
10.9
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.29
0.43
0.11
0.46
0.11
Incremental Delay, d
5.3
19.7
0.2
25.3
a2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
33.5
50.6
7.0
44.5
11.2
Lane Group LOS
C
D
A
D
8
Approach Delay
33.5
32.7
30.0
Approach LOS
C
C
C
Intersection Delay
I a
Copyright 2005 University of Florida, All Rights Reserved
1 X 0.95 I Intention LOS
HCS Version 5.2
I c i
Generated: 10/5/2006 3:37 PM
HCS+TM DETA
LED REPORTS
Site Information
General Information
Analyst PHR +A
Agency or Co. PHR +A
'Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
1
1
1
Lane Group
LR
T
R
L
T
Volume, V (vph)
358
454
416
210
246
423
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start-up Lost Time, It
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, OE)
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
120
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nrn
Buses Stopping, Ne
0
0
0
0
0
Min. Time fo Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
SB On y
NS Perm
07
08
Timing
G= 46.0
G=
G=
G=
G= 9.5
G= 22.5
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
923
473
239
280
481
Lane Group Capacity, c
853
461
1298
267
656
v/c Ratio, X
1.08
1.03
0.18
1.05
0.73
Total Green Ratio, g/C
0.51
0.25
0.83
0.36
0.36
Uniform Delay, d
22.0
33.8
1.6
25.0
25.3
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.50
0.50
0.11
0.50
0.29
Incremental Delay, d
55.5
48.7
0.1
68.4
4.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
77.5
82.5
1.6
93.4
29.5
Lane Group LOS
E
F
A
F
C
Approach Delay
77.5
55.3
53.0
Approach LOS
E
E
D
Intersection Delay
I e1
Copyright 2005 University of Florida Alt Rights Reserved
I X 1.09 I Intel 'tion LOS
HCS Version 5.2
E
Generated: 101512006 3:37 PM
HCS DETA LED REPOR
General Information
Site Information
Analyst PHR +A
'Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
Suggested Improvements
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
1
1
1
Lane Group
L
R
T
R
L
T
Volume, V (vph)
150
172
427
298
474
365
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start-up Lost Time, II
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
120
12.0
12.0
12.0
12.0
12.0
'Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
SB Only
NS Perm
07
08
Timing
G= 27.0
G=
G=
G=
G= 25.0
G= 26.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
170
195
485
339
539
415
Lane Group Capacity, c
526
1010
533
1028
569
1045
v/c Ratio, X
0.32
0.19
0.91
0.33
0.95
0.40
Total Green Ratio, g/C
0.30
0.64
0.29
0.66
0.57
0.57
Uniform Delay, d
24.4
6.5
30.9
6.8
19.3
10.9
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.43
0.11
0.46
0.11
Incremental Delay, d
0.4
0.1
19.7
0.2
25.3
a 2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
24.8
6.6
50.6
7.0
44.5
11.2
Lane Group LOS
C
A
D
A
D
6
Approach Delay
15.1
32.7
30.0
Approach LOS
B
C
C
Intersection Delay
105
Copyright 2005 University of Florida All Rights Reserved
X 0.80
Intiliction LOS I C
HCS +TM Version 5.2 Generated: 10/5/2006 3:38 PM
HCS+'" DETAILED REPORT.
General Information
Site Information
Analyst PHR +A
D gency or Co. PHR +A
ate Performed 6/01/06
Time Period PM Peak Hour
Intersection Brooke Rd /Route 11
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
Suggested Improvements
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
1
1
1
Lane Group
L
R
T
R
L
T
Volume, V (vph)
358
454
416
210
246
423
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, 11
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
.Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
a 2
3.2
Phasing
WB Only
02
03
04
SB Only
NS Perm
07
08
Timing
G= 35.0
G=
G=
G=
G= 13.0
G= 30.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
407
516
473
239
280
481
Lane Group Capacity, c
681
941
615
1237
340
882
v/c Ratio, X
0.60
0.55
0.77
0.19
0.82
0.55
Total Green Ratio, g/C
0.39
0.60
0.33
0.79
0.48
0.48
Uniform Delay, d
21.9
10.7
26.9
2.4
19.5
16.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.19
0.15
0.32
0.11
0.36
0.15
Incremental Delay, d
1.5
0.7
5.9
0.1
15.1
0.7
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
,control Delay
23.3
11.4
32.8
2.4
34.6
17.3
Lane Group LOS
C
8
C
A
C
8
Approach Delay
16.7
22.6
23.7
Approach LOS
8
C
C
I ..7
Copyright 2005 University of Florida All Rights Reserved
Intersection Delay
X 0.79
I In•ection LOS I C
HCS Version 5.2 Generated: 10/5/2006 3:36 PM
Analyst
PHR +A
Intersection
Brooke Road /Site Dr.
Agency /Co.
PHR +A
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
10 80 Conditions
Analysis Time Period
AM Peak Hour
General Information
Project Description S eef ried Properties Scenario #8
East/West Street: Site Driveway
Intersection Orientation: North South
ehicle Volumes and Adjustments
Major Street
Movement
olume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
Volume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Percent Grade
Flared Approach
Storage
RT Channelized
Lanes
Configuration
Approach
Movement
ane Configuration
(veh /h)
(m) (veh /h)
/c
95% queue length
Control Delay (s /veh)
LOS
Approach Delay (s /veh)
Approach LOS
•WO -WAY STOP CONTROL SU \RY
Northbound
1
L
0.93
0
2
0
7
L
0.93
0
2
0
Delay, Queue Length, and Level of Service
Northbound
1
2
T
55
0.93
59
Undivided
1
T
0
Eastbound
8
T
0.93
0
0
0
N
0
0
Southbound
4
LT
22
977
0.02
0.07
8.8
A
North /South Street: Brooke Road
Study Period (hrs): 0.25
3
R
498
0.93
535
0
1
R
9
R
0.93
0
2
0
0
Westbound
7
Site Information
8
LR
117
873
0.13
0.46
9.8
A
Southbound
4
L
21
0.93
22
3
0
LT
Westbound
10
L
109
0.93
117
3
0
9
9.8
A
5
T
0
0.93
0
1
0
11
0.93
0
0
N
0
LR
10
11
6
R
0.93
0
0
0
12
R
0
0.93
0
3
0
0
0
Eastbound
12
Copyright 2005 University of Florida, All Rights Reserved
HCS +TM Version 5.2
Generated: 10/5/2006 3:38 PM
Analyst
PHR +A
Intersection
Brooke Road /Site Dr.
Agency /Co.
PHR +A
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
10 BO Conditions
Analysis Time Period
PM Peak Hour
General Information
Project Description Seefried Properties Scenario #8
East/West Street: Site Driveway
Intersection Orientation: North -South
Vehicle Volumes and Adjustments
Major Street
Movement
olume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
Volume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Percent Grade
Flared Approach
Storage
RT Channelized
Lanes
Configuration
pproach
Movement
Lane Configuration
(veh /h)
C (m) (veh/h)
v/c
95% queue length
Control Delay (s /veh)
LOS
\pproach Delay (s /veh)
'Approach LOS
•WO -WAY STOP CONTROL SUNEIRY
Northbound
1
L
0.93
0
2
Undivided
0
Eastbound
7
L
0.93
0
2
0
Delay, Queue Length, and Level of Service
Northbound
1
2
T
41
0.93
44
1
T
0
8
T
0.93
0
0
N
0
0
Southbound
4
LT
62
1335
0.05
0.15
7.8
A
Site Information
North /South Street: Brooke Road
Study Period (hrs): 0.25
3
R
171
0.93
183
0
1
R
9
R
0,93
0
2
0
0
0
4
L
58
0.93
62
3
0
LT
10
L
642
0.93
690
3
0
Westbound
7
8
LR
690
782
0.88
11.33
33.4
D
Southbound
Westbound
0
9
33.4
D
5
T
0
0.93
0
1
0
11
T
0.93
0
0
N
2
0
LR
Eastbound
10
6
R
0.93
0
0
0
12
R
0
0.93
0
3
0
0
11
12
Copyright 2005 University of Florida, All Rights Re erved
HCS +TM Version 5.2
Generated: 7 0/5/2006 3:38 PM
HCS DETAILED REPORS
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10130 Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume, V (vph)
29
218
25
26
570
55
58
44
14
58
47
47
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
O
N
N
O
N
N
O
N
N
0
N
)Parking Maneuvers, Nm
Buses Stopping, Na
0
0
0
0
0
0
Min. Time fo Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
33
248
28
741
132
172
Lane Group Capacity, c
256
876
745
849
536
558
v/c Ratio, X
0.13
0.28
0.04
0.87
0.25
0.31
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
0.38
Uniform Delay, d
11.7
12.7
11.2
18.8
17.2
17.7
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.40
0.11
0.11
Incremental Delay, d
0.2
0.2
0.0
9.9
0.2
0.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
,Control Delay
12.0
12.9
11.2
28.8
17.5
18.0
Lane Group LOS
8
B
8
C
8
8
Approach Delay
12 7
28.8
17.5
18.0
Approach LOS
B
C
8
8
I Intersection Delay
•.6
Copyright 2005 University of Florida All Rights Reserved
X 0.62 I Ileection LOS I C
HCS +TM Version 5.2 Generated: 10/5/2006 3:38 PM
i HCS DETAILED REPOR•
General Information
Site Information
Analyst PHR +A
„Agency or Co. PHR +A
%Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Baker Lane
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BO Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
0
0
1
0
0
1
0
Lane Group
L
T
R
LTR
LTR
LTR
Volume, V (vph)
28
648
119
60
288
41
74
85
56
78
98
29
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.88
0.88
0.88
0.88
a 88
0.88
0.88
0.88
0.88
0.88
0.88
0.88
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
AA
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
O
N
N
O
N
N
O
N
N
0
N
parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
Min. Time fo Pedestrians
Gp
3.2
3.2
3.2
3.2
Phasing
EW Perm
02
03
04
NS Perm
06
07
08
Timing
G= 38.0
G=
G=
G=
G= 30.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 80.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
32
736
135
442
245
233
Lane Group Capacity, c
407
876
745
532
550
541
v/c Ratio, X
0.08
0.84
0.18
0.83
0.45
0.43
Total Green Ratio, g/C
0.47
0.47
0.47
0.47
0.38
0.38
Uniform Delay, d
11.5
18.3
12.1
18.2
18.8
18.6
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.38
0.11
0.37
0.11
0.11
Incremental Delay, d
0.1
7.4
0.1
10.7
0.6
0.6
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
C ontrol Delay
11.5
25.7
12.2
28.9
19.3
19.2
Lane Group LOS
8
C
8
C
8
8
Approach Delay
23 2
28.9
19.3
19.2
Approach LOS
c
c
8
8
Intersection Delay
x .5
Copyright 2005 University of Florida All Rights Reserved
X 0.67 I In action LOS
1 C
HCS +TM Version 5.2 Generated: 10/5/2006 3:39 PM
HCS DETAILED REPORT•
General Information
Site Information
Analyst PHR +A
/Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Site Drive
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Seefried Properties
Project ID (Suggested Improvement)
Scenario #A
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
1
1
0
1
1
Lane Group
LT
TR
L
R
Volume, V (vph)
249
291
388
249
55
55
Heavy Vehicles, %HV
0
0
0
3
3
0
Peak Hour Factor, PHF
029
0.89
0.89
029
0.89
0.89
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
10
0
0
0
Lane Width
12.0
12.0
12.0
12.0
,Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, Na
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
SB Only
06
07
08
Timing
G= 21.0
G= 47.0
G=
G=
G= 10.0
G=
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
607
705
62
62
Lane Group Capacity, c
743
931
195
664
v/c Ratio, X
0.82
0.76
0.32
0.09
Total Green Ratio, g/C
0.76
0.52
0.11
0.41
Uniform Delay, d
7.0
17.0
36.9
16.2
Progression Factor, PF
1.000
1.000
1.000
1.000
Delay Calibration, k
0.36
0.31
0.11
0.11
Incremental Delay, d
7.1
3.6
0.9
0.1
'initial Queue Delay, d
0.0
0.0
0.0
0.0
Control Delay
14.1
20.6
37.8
16.3
Lane Group LOS
8
C
D
8
Approach Delay
14.1
20.6
27.0
Intersection Delay
18.4
X 0.83
Intersection LOS
8
Approach LOS
Copyright 2005 University of Florida, All Rights Reserved
C
HCS +TM Version 5.2
C
Generated: 1015/2006 3:39 PM
HCS+Th DETAILED REPORT!
General Information
Site Information
Analyst PHR +A
)Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Site Drive
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Seefried Properties
Project ID (Suggested Improvement)
Scenario #A
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
1
1
0
1
1
Lane Group
LT
TR
L
R
Volume, V (vph)
85
517
345
85
321
321
Heavy Vehicles, %HV
0
0
0
3
3
0
Peak Hour Factor, PHF
0.89
0.89
0.89
0.89
0.89
0.89
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
10
0
0
0
Lane Width
12.0
12.0
12.0
12.0
/Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nnn
Buses Stopping, NB
0
0
0
0
Min. Time fo Pedestrians
Gp
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
SB Only
06
07
08
Timing
G= 26.0
G= 37.0
G=
G=
G= 25.0
G=
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 100.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
677
472
361
361
Lane Group Capacity, c
741
683
438
921
v/c Ratio, X
0.91
0.69
0.82
0.39
Total Green Ratio, g/C
0.63
0.37
0.25
0.57
Uniform Delay, d
16.1
26.7
35.4
11.9
Progression Factor, PF
1.000
1.000
1.000
1.000
Delay Calibration, k
0.43
0.26
0.36
0.11
Incremental Delay, d
15.8
3.0
12.1
0.3
'Initial Queue Delay, d
0.0
0.0
0.0
0.0
Control Delay
31.9
29.7
47.5
12.2
Lane Group LOS
C
C
D
8
Approach Delay
31.9
29.7
29.9
I Approach LOS
I s
I
C
I
C
Intersection Delay
I
30.6
X c 0.84
Intersection LOS
C
Copyright 2005 University of Florida, All Rights Reserved
HCS +TM Version 5-2
Generated: 10/5/2006 3:39 PM
HCS DETAILED REPORT!
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01106
Time Period AM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BO Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
87
684
22
88
844
493
33
47
125
310
50
52
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0.95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
AA
A
A
A
A
Start up Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering,
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking l Grade f Parking
N
0
N
N
0
N
N
0
N
N
0
N
(Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
a 2
Phasing
EB Only
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 5.0
G= 30.0
G=
G=
G= 22.0
G= 15.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 840
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
96
767
92
879
514
84
132
365
120
Lane Group Capacity, c
192
1459
213
1254
1083
271
280
459
751
v/c Ratio, X
0.50
0.53
0.43
0.70
0.47
0.31
0.47
0.80
0.16
Total Green Ratio, g/C
0.42
0.42
0.36
0.36
0.69
0.18
0.18
0.26
0.44
Uniform Delay, d
17.5
18.3
20.5
23.2
6.0
30.0
30.9
28.9
14.1
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1,000
1.000
1.000
Delay Calibration, k
0.11
0.13
0,11
0.27
0.11
0.11
0.11
0.34
0.11
Incremental Delay, d
2.0
0.4
1.4
1.8
0.3
0.7
1.3
9.4
0.1
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
'Control Delay
19.6
18,7
21.9
24.9
6.3
30.7
32.2
38.3
14.2
Lane Group LOS
8
g
C
C
A
C
C
D
B
Approach Delay
18 8
18.3
31.6
32.4
Approach LOS
g
B
C
C
Intersection Delay
•6
Copyright 2005 University of Florida, All Rights Reserved
I X c 0.76 I In.ction LOS
I 0
HCS +TM Version 5.2 Generated: 10/5/2006 3:40 PM
HCS DETAILED REPORT•
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BO Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
0
1
1
1
1
0
Lane Group
L
TR
L
T
R
LT
R
L
TR
Volume, V (vph)
138
1623
25
110
1418
433
65
80
88
668
80
130
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0.95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
A
A
A
A
A
A
Start up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking/Grade t Parking
N
0
N
N
0
N
N
0
N
N
0
N
)Parking Maneuvers, Nrn
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 5.0
G= 47.0
G=
G=
G= 240
G= 12.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 100.0
Lane Group Capacity, Control Delay and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
152
1803
115
1477
451
152
93
786
247
Lane Group Capacity, c
162
1824
74
1651
1207
164
188
420
602
v/c Ratio, X
0.94
0.99
1.55
0.89
0.37
0.93
0,49
1.87
0.41
Total Green Ratio, g/C
0.52
0.52
0.47
0.47
0.77
0.12
0,12
0.24
0.36
Uniform Delay, d
22.0
23.7
26.5
24.2
3.7
43.6
41.2
38.0
24.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.45
0.49
0.50
0.42
0.11
0.44
0.11
0.50
0.11
Incremental Delay, d
52.
18.3
305.1
6.8
0.2
49.3
2.0
401.1
0.5
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
74.7
42.0
331.6
31.0
3.9
92.9
43.2
439.1
24.5
Lane Group LOS
E
D
F
C
A
F
D
F
C
Approach Delay
44 6
41.9
74.0
340.0
Approach LOS
D
D
E
F
Intersection Delay
0.
Copyright 2005 University of Florida, All Rights Reserved
c 1.64 I In•ection LOS
HCS +TM Version 5.2
F
Generated: 10/5/2006 3:40 PM
HCS DETAILED REPORT.
General Information
Site Information
Analyst PHR +A
)Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BO Conditions
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
1
1
1
2
1
0
Lane Group
L
TR
L
T
R
L
T
R
L
TR
Volume, V (vph)
87
684
22
88
844
493
33
47
125
310
50
52
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0,95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
20
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
P arking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
G p
3.2
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
SB On y
NS Perm
07
08
Timing
G= 5.0
G= 40.0
G=
G=
G= 18.0
G= 15.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
96
767
92
879
514
35
49
132
365
120
Lane Group Capacity,c
248
1751
282
1561
1115
209
308
261
681
625
v/c Ratio, X
0.39
0.44
0.33
0.56
0.46
0.17
0.16
0.51
0.54
0.19
Total Green Ratio, g/C
0.50
0.50
0.44
0.44
0.71
0.17
0.17
0.17
0.20
0.37
Uniform Delay, d
13.9
14.4
16.2
18.5
5.6
32.1
32.1
34.1
32.3
19.4
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.11
0.11
0.11
0.16
0.11
0.11
0.11
0.11
0.14
0.11
Incremental Delay, d
1.0
0.2
0.7
0.5
0.3
0.4
0.2
1.6
0.8
0.2
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
14.9
14.6
16.9
19.0
5.9
32.5
32.3
35.7
33.1
19.6
Lane Group LOS
B
8
8
B
A
C
C
D
C
8
Approach Delay
14 6
14.3
34.4
29.7
Intersection Delay
18.3
X =0.62
Intersection LOS 1 B
Approach LOS
Copyright 2005 University of Florida, All Rights Reserved
B ac 1 C
HCS Version 5.2
Generated: 10/5/2006 3:41 PM
HCS+ DETAILED REPORT,
General Information
Site Information
Analyst PHR +A
'Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Route 7
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
0
1
2
1
1
1
1
2
1
0
Lane Group
L
TR
L
T
R
L
T
R
L
TR
Volume, V (vph)
138
1623
25
110
1418
433
65
80
88
668
80
130
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.91
0.91
0.91
0.96
0.96
0.96
0.95
0.95
0.95
0.85
0.85
0.85
Pretimed (P) or Actuated (A)
A
A
AA
A
A
A
A
A
A
A
A
Start-up Lost Time, li
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
8
0
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
NN
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
EB Only
EW Perm
03
04
SB On y
NS Perm
07
05
Timing
G= 50
G= 47.0
G=
G=
G= 24.0
G= 12.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 100.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
152
1803
115
1477
451
68
84
93
786
247
Lane Group Capacity, c
162
1824
74
1651
1207
134
221
188
817
602
v/c Ratio, X
0.94
0.99
1.55
0.89
0.37
0.51
0.38
0.49
0.96
0.41
Total Green Ratio, g/C
a52
0.52
0.47
0.47
0.77
0.12
0.12
0.12
0.24
0.36
Uniform Delay, d
22.0
23.7
26.5
24.2
3.7
41.2
40.6
41.2
37.6
24.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.45
0.49
0.50
0.42
0.11
0.12
0.11
0.11
0.47
0.11
Incremental Delay, d
52.7
18.3
305.1
6.8
0.2
3.2
1.1
2.0
22.6
a 5
Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
74.7
42.0
331.6
31.0
3.9
44.4
41.7
43.2
60.2
24.5
Lane Group LOS
E
D
F
C
A
D
D
D
E
C
Approach Delay
44 6
41.9
43.0
51.6
Approach LOS
D
D
D
Intersection Delay
44.9
X c 1.31
Intersection LOS
D
Copyright 2005 University of Florid All Rights Reserved
HCS +TM Version 5.2
Generated: 10/5/2006 3:42 PM
HCS DETAILED REPORT•
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
)Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
LT
R
L
T
R
LTR
LT
R
Volume, V (vph)
617
1496
88
118.
1553
717
67
23
29
433
20
409
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start Lost Time, 11
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
20
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
120
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, Ns
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 20.0
G= 46.0
G=
G=
G= 14.0
G= 9.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
656
1591
94
120
1585
732
115
482
355
Lane Group Capacity, c
347
1600
714
420
1600
1025
58
401
761
v/c Ratio, X
1.89
0.99
0.13
0.29
0.99
0.71
1.98
1.20
0.47
Total Green Ratio, g/C
0.20
0.46
0.46
0.65
0.46
0.65
0.09
0.23
0.49
Uniform Delay, d
40.5
27.4
15.9
15.9
27.3
11.4
46.0
39.0
17.3
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.50
0.50
0.11
0.11
0.49
0.28
0.50
0.50
0.11
Incremental Delay, d
411.4
21.1
0.1
0.4
20.2
2.4
497.9
112.5
0.5
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%Control Delay
451.9
48.5
16.0
16.2
47.5
13.8
543.9
151.5
17.8
Lane Group LOS
F
D
B
B
D
8
F
F
8
Approach Delay
160.2
35.8
543.9
94.8
Approach LOS
F
D
F
F
Intersection Delay
I .5
Copyright 2005 University of Florida, All Rights Reserved
:C 1.25
I Ir•ection LOS I F
HCS +TM Version 5.2 Generated: 1015/2006 3:43 PM
HCS1 DETAILED REPORT.
General Information
Site information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
2
1
1
2
1
0
1
0
0
1
1
Lane Group
LT
R
L
T
R
LTR
LT
R
Volume, V (vph)
376
1494
84
64
1688
389
56
34
33
639
29
575
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
AA
A
A
A
A
Start up Lost Time, li
2.0
2.0
2.0
2.0
20
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
120
120
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
)Parking Maneuvers, Nm
Buses Stopping, Ne
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3. 2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 15.0
G= 47.0
G=
G=
G= 20.0
G= 7.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
400
1589
89
65
1722
397
120
711
532
Lane Group Capacity, c
260
1634
730
333
1634
1133
53
470
745
v/c Ratio, X
1.54
0.97
0.12
0.20
1.05
0.35
2.26
1.51
0.71
Total Green Ratio, g/C
0.15
0.47
0.47
0.61
0.47
0.72
0.07
0.27
0.48
Uniform Delay, d
43.0
26.4
15.3
17.0
27.0
5.2
47.0
37.0
21.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.50
0.48
0.11
0.11
0.50
0.11
0.50
0.50
0.28
Incremental Delay, d
260.7
16.2
0.1
0.3
38.0
0.2
624.3
241.5
3.3
Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
?Control Delay
303.7
42.5
15.4
17.3
65.0
5.4
671.3
278.5
24.3
Lane Group LOS
F
D
8
B
E
A
F
F
C
Approach Delay
91 6
52.7
671.3
169.7
Approach LOS
F
D
F
F
Intersection Delay
I .2
Copyright 2005 University of Florida. All Rights Reserved
X 1.27 I Irtection LOS I F
HCS Version 5.2 Generated: 10/5/2006 3:43 PM
HCS DETAILED REPORT,'
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Nt
2
2
1
1
2
1
1
1
0
2
1
1
Lane Group
L
T
R
L
T
R
L
TR
L
T
R
Volume, V (vph)
617
1496
88
118
1553
717
67
23
29
433
20
409
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start Lost Time, It
2.0.
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
20
20
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
120
120
120
12.0
120
120
120
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nrn
Buses Stopping, NB
0
0
0
0
0
0
0
0
0
0
0
Min. Time fo Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 20.0
G= 46.0
G=
G=
G= 14.0
G= 9.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
656
1591
94
120
1585
732
71
44
461
21
355
Lane Group Capacity, c
674
1600
714
420
1600
1025
122
153
472
420
761
v/c Ratio, X
0.97
0.99
0.13
0.29
0.99
0.71
0.58
0.29
0.98
0.05
0.47
Total Green Ratio, g/C
0.20
0.46
0.46
0.65
0.46
0.65
0.09
0.09
0.14
0.23
0.49
Uniform Delay, d
40.2
27.4
15.9
15.9
27.3
11.4
44.2
43.0
43.3
30.5
17.3
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.48
0.50
0.11
0.11
0.49
0.28
0.17
0.11
0.48
0.11
0.11
Incremental Delay, d
28.0
21.1
0.1
0.4
20.2
2.4
6.9
1.0
35.3
0.0
as
)Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
68.2
48.5
16.0
16.2
47.5
13.8
51.1
440
78.6
30.5
17.8
Lane Group LOS
E
D
8
8
D
B
D
D
E
C
B
Approach Delay
52 7
35.8
48.4
51.6
Approach LOS
D
D
Intersection LOS
D
D
Intersection Delay
45.3
X 0.95
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated 10/5/2006 3:43 PM
HCS DETAILED REPORTS
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Rt. 11 Welltown Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 2010 Build -out Conditions
Project ID Seefried Properties
(Suggested Improvements)
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
2
2
1
1
2
1
1
1
0
2
1
1
Lane Group
LT
R
L
T
R
L
TR
L
T
R
Volume, V (vph)
376
1494
84
64
1688
389
56
34
33
639
29
575
Heavy Vehicles, %HV
3
3
3
3
3
3
3
3
3
3
3
3
Peak Hour Factor, PHF
0.94
0.94
0.94
0.98
0.98
0.98
0.94
0.94
0.94
0.94
0.94
0.94
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
A
A
A
A
A
A
Start up Lost Time, h
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
3
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
10
0
0
75
Lane Width
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
N
0
N
'Parking Maneuvers, Nm
Buses Stopping, Ne
0
0
0
0
0
0
0
0
0
0
0
Min. Time for Pedestrians,
Gp
3.2
3.2
3.2
3.2
Phasing
Excl. Left
EW Perm
03
04
SB Only
NS Perm
07
08
Timing
G= 15.0
G= 47.0
G=
G=
G= 20.0
G= 7.0
G=
G=
Y= 0
Y= 6
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 101.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
400
1589
89
65
1722
397
60
60
680
31
532
Lane Group Capacity, c
505
1634
730
333
1634
1133
94
120
674
493
745
v/c Ratio, X
0.79
0.97
0.12
0.20
1.05
0.35
0.64
0.50
1.01
0.06
0.71
Total Green Ratio, g/C
0.15
0.47
0.47
0.61
0.47
0.72
0.07
0.07
0.20
0.27
0.48
Uniform Delay, d
41.5
26.4
15.3
17.0
27.0
5.2
45.8
45.3
40.5
27.6
21.0
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.34
0.48
0.11
0.11
0.50
0.11
0.22
0.11
0.50
0.11
0.28
Incremental Delay, d
8.4
16.2
0.1
0.3
38.0
0.2
13.6
3.3
36.9
0.1
3.3
nitial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Control Delay
49.9
42.5
15.4
17.3
65.0
5.4
59.4
48.6
77.4
27.6
24.3
Lane Group LOS
D
D
B
8
E
A
E
D
E
C
C
Approach Delay
42 8
52.7
54.0
53.4
Approach LOS
D
D
D
Intersection Delay
q 2
X 0.97
c
Intersection LOS
I D
i
Copyright
1 2005 University of Florida, All Rights Reserved
HCS +TM Version 5.2
Generated: 10/5/2006 3:43 PM
•WO -WAY STOP CONTROL SUN RY
General Information
Site Information
Intersection
Fort Collier Road /Brooke
Road
Analyst
PHR +A
Agency /Co.
PHR +A
Jurisdiction
Virginia
Date Performed
06/01/06
Analysis Year
10 80 Conditions
Analysis Time Period
AM Peak Hour
Project Description Seefried Properties Scenario #A
East/West Street: Brooke Road
North /South Street: Fort Collier Road
Intersection Orientation: North -South
Study Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
Volume (veh /h)
172
280
42
39
Peak -Hour Factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate, HFR
(veh /h)
0
181
294
44
41
0
Percent Heavy Vehicles
2
3
Median Type
Undivided
RT Channelized
0
0
Lanes
0
1
1
1
1
0
Configuration
T
R
L
T
Upstream Signal
0
0
Minor Street
Eastbound
Westbound
Movement
7
8
9
10
11
12
1
L
T
R
L
T
R
Volume (veh /h)
364
166
Peak -Hour Factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate, HFR
(veh/h)
0
0
0
383
0
174
Percent Heavy Vehicles
2
0
2
3
0
3
Percent Grade
0
0
Flared Approach
N
N
Storage
0
0
RT Channelized
0
0
Lanes
0
0
0
1
0
1
Configuration
L
R
Delay, Queue Length, and Level of Service
Approach
Northbound
Southbound
Westbound
Eastbound
Movement
1
4
7
8
9
10
11
12
Lane Configuration
L
L
R
v (veh /h)
44
383
174
C (m) (veh /h)
1082
652
859
vlc
0.04
0.59
0.20
95% queue length
0.13
3.83
0.76
Control Delay (s /veh)
8.5
18.1
10.3
lOS
A
C
6
rApproach Delay (s /veh)
15.6
pproach LOS
C
Copyright 2005 University of Florida, All Rights Re erved
HCS Version 5.2
Generated: 10/5/2006 3:44 PM
Intersection
Fort Collier Road /Brooke
Road
Jurisdiction
Virginia
Analysis Year
10 80 Conditions
Analysis Time Period
PM Peak Hour
Analyst
PHR +A
Agency /Co.
PHR +A
Date Performed
06/01/06
Analysis Time Period
PM Peak Hour
General Information
•O -WAY STOP CONTROL SUMORY
Project Description Seefried Properties Scenario #A
East/West Street: Brooke Road
Intersection Orientation: North -South
ehicle Volumes and Adjustments
Major Street
Movement
olume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Northbound
1
L
0.88
0
2
0
2
T
57
0.88
64
1
T
0
Site Information
North /South Street: Fort Collier Road
Study Period (hrs): 0.25
3
R
490
0.88
556
0
1
R
Southbound
4
L
172
0.88
195
3
1
L
5
T
176
0.88
200
1
T
0
6
R
0.88
0
Undivided
0
0
Minor Street
Movement
Volume (veh /h)
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
(veh /h)
Percent Heavy Vehicles
Percent Grade
Flared Approach
Storage
RT Channelized
Lanes
Configuration
Eastbound
7
L
0.88
0
2
0
0
8
T
0.88
0
0
N
0
0
9
R
0.88
0
2
0
0
Westbound
10
L
318
0.88
361
3
0
1
L
11
T
0.88
0
0
N
0
0
12
R
70
0.88
79
3
0
1
R
Delay, Queue Length, and Level of Service
Approach
Movement
Lane Configuration
v (veh /h)
C (m) (veh /h)
v/c
95% queue length
Control Delay (s /veh)
pproach Delay (s /veh)
pproach LOS
Northbound
1
Southbound
4
L
195
956
0.20
0.76
9.7
A
Westbound
7
L
361
342
1.06
12.88
99.8
F
8
9
R
79
998
0.08
0.26
8.9
A
83.5
F
Eastbound
10
1 1
12
Copyright 2005 University of Florida, All Rights Reserved
HCS Version 5.2
Generated
0/5/2006 3:44 PM
HCS DETAILED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Brooke Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 BO Conditions
Seefried Properties
Project ID (Suggested Improvement)
Scenario #A
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
0
0
1
Lane Group
LR
TR
LT
Volume, V (vph)
418
25
30
529
12
9
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.89
0.89
0.96
0.96
0.78
0. 78
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, li
2.0
2.0
2.0
Extension of Effective Green,
e
2
2.0
2.0
Arrival Type, AT
3
3
3
Unit Extension, UE
3.0
3.0
3.0
Filtering /Metering, 1
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
;Lane Width
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, Na
0
0
0
Min. Time for Pedestrians Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 40.0
G=
G=
G=
G= 38.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 90.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
498
582
27
Lane Group Capacity, c
777
679
592
v/c Ratio, X
0.64
0.86
0.05
Total Green Ratio, g/C
0.44
0.42
0.42
Uniform Delay, d
19.4
23.5
15.3
Progression Factor, PF
1.000
1.000
1.000
Delay Calibration, k
0.22
0.39
0.11
Incremental Delay, d
1.8
10.6
0.0
'Initial Queue Delay, d
0.0
0.0
0.0
Control Delay
21.2
34.2
15.3
Lane Group LOS
C
C
8
Approach Delay
21.2
34.2
15.3
Intersection Delay
27.9
X =0.75
Intersection LOS
C
Copyright 2005 University of Florida, All Rights Reserved
Approach LOS
C
HCS Version 5.2
8
Generated: 10/5/2006 3:44 PM
HCS DETAILED REPORTS
General Information
Site Information
Analyst PHR +A
A gency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Brooke Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Seefried Properties
Project ID (Suggested Improvement)
Scenario #A
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
0
0
1
0
0
1
Lane Group
LR
TR
LT
Volume, V (vph)
639
27
14
575
27
32
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.89
0.89
0.96
0.96
0.78
0.78
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, it
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
Arrival Type, AT
3
3
3
Unit Extension, UE
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
0
0
0
0
0
0
Lane Width
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, Na
0
0
0,
Min. Time for Pedestrians Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
NS Perm
06
07
08
Timing
G= 40.0
G=
G=
G=
G= 39.0
G=
G=
G=
Y= 6
Y=
Y=
Y=
Y= 6
Y=
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 91.0
Lane Group Capacity, Control De ay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
748
614
76
Lane Group Capacity, c
770
687
505
v/c Ratio, X
0.97
0.89
0.15
Total Green Ratio, g/C
0.44
0.43
0.43
Uniform Delay, d
24.9
24.1
15.9
Progression Factor, PF
1.000
1.000
1.000
Delay Calibration, k
0.48
0.42
0.11
,Incremental Delay, d
25.5
14.2
0.1
t
`Initial Queue Delay, d
0.0
0.0
0.0
Control Delay
50.4
38.3
16.0
Lane Group LOS
D
D
8
Approach Delay
50.4
38.3
16.0
Intersection Delay
43.4
1
X 0.93
Intersection LOS
D
Approach LOS
Copyright 2005 University of Florida, All Rights Reserved
D
HCS +T Version 5.2
D 8
Generated
0/5/2006 3:44 PM
HCS DETA LED REPORT
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period AM Peak Hour
Intersection Fort Collier Rd /Brooke Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Seefried Properties
Project 0 (Suggested Improvement)
Scenario #8
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
1
Lane Group
L
R
TR
L
T
Volume, V (vph)
364
274
279
280
66
64
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak -Hour Factor, PHF
0.89
0.89
0.96
0.96
0.78
0.78
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start -up Lost Time, li
20
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3:0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
10
0
0
0
0
0
/Lane Width
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
SB Only
NS Perm
07
08
Timing
G= 30.0
G=
G=
G=
G= 16.0
G= 42.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 0.25
Cycle Length, C 100.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
409
297
583
85
82
Lane Group Capacity, c
526
815
722
435
1070
v/c Ratio, X
0.78
0.36
0.81
0.20
0.08
Total Green Ratio, g/C
0.30
0.52
0.42
0.58
0.58
Uniform Delay, d
32.0
14.2
25.5
12.3
9.2
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.33
0.11
0.35
0.11
0.11
Incremental Delay, d
7.3
0.3
6.8
0.2
0.0
'Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
39.2
14.5
32.2
12.5
9.3
Lane Group LOS
D
8
C
8
A
Approach Delay
28.8
32.2
10.9
Intersection Delay
28.1
X =0.76
Intersection LOS
C
Approach LOS
Copyright Cr 2005 University of Florida All Rights Reserved
C
HCS +T Version 5.2
C 8
Generated: 10/5/2006 3:45 PM
HCS DETAILED REPORT•
General Information
Site Information
Analyst PHR +A
Agency or Co. PHR +A
Date Performed 6/01/06
Time Period PM Peak Hour
Intersection Fort Collier Rd /Brooke Road
Area Type All other areas
Jurisdiction Frederick County, VA
Analysis Year 10 80 Conditions
Seefried Properties
Project ID (Suggested Improvement)
Scenario #B
Volume and Timing Input
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Number of Lanes, Ni
1
1
1
0
1
1
Lane Group
L
R
TR
L
T
Volume, V (vph)
318
112
99
490
348
352
Heavy Vehicles, %HV
3
3
3
3
3
3
Peak Hour Factor, PHF
0.89
0.89
096
0.96
0.78
0.78
Pretimed (P) or Actuated (A)
A
A
A
A
A
A
Start-up Lost Time, h
2.0
2.0
2.0
2.0
2.0
Extension of Effective Green,
e
2.0
2.0
2.0
2.0
2.0
Arrival Type, AT
3
3
3
3
3
Unit Extension, UE
3.0
3.0
3.0
3.0
3.0
Filtering /Metering, I
1.000
1.000
1.000
1.000
1.000
Initial Unmet Demand, Qb
0.0
0.0
0.0
0.0
0.0
Ped Bike RTOR Volumes
0
0
10
0
0
0
0
0
Lane Width
12.0
12.0
12.0
12.0
12.0
Parking Grade Parking
N
0
N
N
0
N
N
0
N
Parking Maneuvers, Nm
Buses Stopping, NB
0
0
0
0
0
Min. Time for Pedestrians
Gp
3.2
3.2
3.2
Phasing
WB Only
02
03
04
SB Only
NS Perm
07
08
Timing
G= 25.0
G=
G=
G=
G= 16.0
G= 42.0
G=
G=
Y= 6
Y=
Y=
Y=
Y= 0
Y= 6
Y=
Y=
Duration of Analysis, T 015
Cycle Length, C 95.0
Lane Group Capacity, Control Delay, and LOS Determination
EB
WB
NB
SB
LT
TH
RT
LT
TH
RT
LT
TH
RT
LT
TH
RT
Adjusted Flow Rate, v
357
115
613
446
451
Lane Group Capacity, c
461
776
724
461
1126
v/c Ratio, X
0.77
0.15
0.85
0.97
0.40
Total Green Ratio, g/C
0.26
0.49
0.44
0.61
0.61
Uniform Delay, d
32.4
13.1
23.6
18.8
9.5
Progression Factor, PF
1.000
1.000
1.000
1.000
1.000
Delay Calibration, k
0.32
0.11
0.38
0.47
0.11
-Incremental Delay, d
8.0
0.1
9.2
33.5
0.2
'Initial Queue Delay, d
0.0
0.0
0.0
0.0
0.0
Control Delay
40.4
13.2
32.8
52.3
9.8
Lane Group LOS
D
B
C
D
A
Approach Delay
33.8
32.8
30.9
Approach LOS
C
C
C
Intersection Delay
32.2
X 0.89
Intersection LOS
C
Copyright 2005 University of Florida All Rights Reserved
HCS Version 5.2
Generated: 10/512006 3:45 PM
ersection:
E -W:
ROUTE 11
Weather
DRY
File
Input
Name
NS:
ROUTE 839
Count By
JJP
13y
JJP
Location
Winchestcr,VA
Count Date
5/11/2006
15 Minute
EB:
ROUTE 11
WB:
ROUTE 11
NB:
ROUTE 839
SB:
ROUTE661
15 Min.
Period
N,S,
Period
Begining
Left
Thru
Right
Total
Left
Thru
Right
Total
Lett
Thru
Right
Total
Left
Thru
Right
Total
E W
Hegining
7:00
33
259
16
308
21
304
44
369
13
4
4
21
56
4
54
114
812
7:00
7:15
34
271
18
323
25
316
34
375
18
5
7
30
61
3
60
124
852
7:15
7:30
47
266
22
335
26
322
39
387
14
6
8
28
60
4
66
130
880
7:30
7:45
49
243
19
311
29
305
40
374
12
5
6
23
55
6
59
120
828
7:45
8:00
52
226
20
298
19
299
36
354
14
6
6
26
46
6
55
107
785
8:00
8:15
46
189
16
251
14
259
37
310
15
5
4
24
41
8
45
94
679
8:15
8:30
40
144
12
196
17
235
34
286
20
7
3
30
47
9
46
102
614
8:30
8:45
42
159
13
214
12
212
31
255
14
6
4
24
52
11
40
103
596
8:45
A.M. Total
343
1757
136
2236
163
2252
295
2710
120
44
42
206
418
51
425
894
6046
A.M. Total
16:00
44
266
16
326
12
261
49
322
12
6
7
25
52
7
56
115
788
16:00
16:15
46
279
20
345
15
278
51
344
13
7
8
28
66
7
65
138
855
16:15
1630
51
286
19
356
13
286
53
352
14
6
5
25
70
4
74
148
881
16:30
16:45
60
294
16
370
15
298
50
363
10
7
8
25
70
6
76
152
910
16:45
17:00
66
307
17
390
12
289
56
357
11
9
7
27
68
8
59
135
909
17:00
17:15
64
288
14
366
15
280
48
343
7
7
9
23
51
5
54
110
842
17:15
1790
50
271
12
333
11
270
40
321
4
4
7
15
39
2
49
90
759
17:30
17:45
45
259
9
313
12
259
34
305
5
4
8
17
35
3
40
78
713
17:45
P.M. Total
426
2250
123
2799
105
2221
381
2707
76
50
59
185
451
42
473
966
6657
L P.M. Total
1 [lour
EB:
ROUTE 11
W13:
ROUTE 11
NB: ROUTE
839
SB:
ROUTE661
1 Hour
Period
N,S,
Period
Begining
Left
Thru
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
E W
Begining
_%:00
163
1039
75
1277
101
1247
157
1505
57
20
25
102
232
17
239
488
3372
7:00
7:15
182
1006
79
1267
99
1242
149
1490
58
22
27
107
222
19
240
481
3345
7:15
7:30
194
924
77
1195
88
1185
152
1425
55
22
24
101
202
24
225
451
3172
7:30
7:45
187
802
67
1056
79
1098
147
1324
61
23
19
103
189
29
205
423
2906
7:45
8:00
180
718
61
959
62
1005
138
1205
63
24
17
104
186
34
186
4 06
2674
8:00
16:00
201
1125
71
1397
55
1123
203
1381
49
26
28
103
258
24
271
553
3434
16:00
16:15
223
1166
72
1461
55
1151
210
1416
48
29
28
105
274
25
274
573
3555
16:15
16:30
241
1175
66
1482
55
1153
207
1415
42
29
29
100
259
23
263
545
3542
16:30
16:45
240
1160
59
1459
53
1137
194
1384
32
27
31
90
228
21
238
487
3420
16:45
17:00
225
1125
52
1402
50
1098
178
1326
27
24
31
82
193
18
202
413
3223
17:00
1 Hour
EB:
ROUTE 11
WB:
ROUTE 11
NB: ROUTE 839
SB:
ROUTE661
1 hour
Period
N,S,
Period
Begining
Left
Thm
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
E W
Begining
7:00
163
1039
75
1277
101
1247
157
1505
57
20
25
102
232
17
239
488
3372
7:00
A.M. Peak
PHF
0.95
PHF
0.97
PILE
0.85
PILE
0.94
0.96
A.M. Peak
16:15
223
1166
72
1461
55
1151
210
1416
48
29
28
105
274
25
274
573
3555
16:15
P.M. Peak
P}IF
0.94
PHF
098
PHF
0.94
PHF
0.94
0.98
P.M. Peak
•ersection:
E-W:
FORT COLLIER RD
Weather
RAIN
File
Input
Name
N -S:
BROOKE RD
Count By
1JP
By
11P
Location
Winchester, VA
Count Date
5/15/2006
15 Minute
EB:
WB:
FORT COLLIER RD
NB:
BROOKE RD
SB:
BROOKE RD
15 Min.
Period
N,S,
Period
Begining
Left
Thru
Right
Total
Leo
Thru
Right
Total
Left
Thru
Right
'Total
Left
Thru
Right
Total
E W
Begining
7:00
0
0
0
0
56
0
8
64
0
3
55
58
8
6
0
14
136
7:00
7:15
0
0
0
0
66
0
2
68
0
3
53
56
4
1
0
5
129
7:15
7:30
0
0
0
0
82
0
7
89
0
12
68
80
0
4
0
4
173
7:30
7:45
0
0
0
0
96
0
5
101
0
7
56
63
4
2
0
6
170
7:45
8:00
0
0
0
0
67
0
7
74
0
4
62
66
2
1
0
3
143
8:00
8:15
0
0
0
0
62
0
1
63
0
5
43
48
1
2
0
3
114
8:15
8:30
0
0
0
0
48
0
2
50
0
5
41
46
I
2
0
3
99
8:30
8:45
0
0
0
0
34
0
2
36
0
3
43
46
4
2
0
6
88
8:45
A.M. Total In0
0
0
0
511
0
34
545
0
42
421
463
24
20
0
44
1052
A.M. Total
16:00
0
0
0
0
64
0
6
70
0
4
98
102
6
9
0
15
187
16:00
16:15
0
0
0
0
69
0
5
74
0
3
102
105
6
6
0
12
191
16:15
16:30
0
0
0
0
77
0
6
83
0
3
109
112
7
9
0
16
211
16:30
16:45
0
0
0
0
62
0
6
68
0
2
110
112
4
3
0
7
187
16:45
17:00
0
0
0
0
65
0
2
67
0
1
104
105
2
6
0
8
180
17:00
17:15
0
0
0
0
57
0
1
58
0
1
62
63
2
5
0
7
128
17:15
17:30
0
0
0
0
54
0
0
54
0
2
62
64
6
3
0
9
127
17:30
17:45
0
0
0
0
39
0
2
41
0
1
43
44
2
4
0
6
91
17:45
P.M. Total
0
0
0
0
487
0
28
515
0
17
690
707
35
45
0
80
1302
P.M. Total
1 Ilour
EB:
WB:
FOR I COLLIER RD
NB: BROOKE
RD
SB:
BROOKE RD
1 Hour
Period
N,S,
Period
Begining
Left
limo
Right Total
Left
Thru
Right
Total
Left
Thin
Right
Total
Left
Thru
Right
Total
F W
Begining
):00
0
0
0
0
300
0
22
322
0
25
232
257
16
13
0
29
608
7:00
7:15
0
0
0
0
311
0
21
332
0
26
239
265
10
8
0
18
615
7:15
7:30
0
0
0
0
307
0
20
327
0
28
229
257
7
9
0
16
600
7:30
7:45
0
0
0
0
273
0
15
288
0
21
202
223
8
7
0
15
526
7:45
8:00
0
0
0
0
211
0
12
223
0
17
189
206
8
7
0
15
444
8:00
16:00
0
0
0
0
272
0
23
295
0
12
419
431
23
27
0
50
776
16:00
16:15
0
0
0
0
273
0
19
292
0
9
425
434
19
24
0
43
769
16:15
16:30
0
0
0
0
261
0
15
276
0
7
385
392
15
23
0
38
706
16:30
16:45
0
0
0
0
238
0
9
247
0
6
338
344
14
17
0
31
622
16:45
17:00
0
0
0
0
215
0
5
220
0
5
271
276
12
18
0
30
526
17:00
1 Hour
EB:
WB:
FORT COLLIER RD
N13: BROOKE RD
SB:
BROOKE RD
1 Hour
Period
N,S,
Period
Begining
Left
Thru
Right Total
Left
Thru
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
E W
Begining
7:15
0
0
0
0
311
0
21
332
0
26
239
265
i0
8
0
18
615
7:15
A.M. Peak
PI-IF
PHF
0.82
PHF
0.83
PHF
0.75
0.89
A.M. Peak
16:00
0
0
0
0
272
0
23
295
0
12
419
431
23
27
0
50
776
16:00
P.M. Peak
PHF
PHF
0.89
PIIF 0.96
PHF
0.78
0.92
1 Peak
'ersection:
E -W:
BROOKE RD
Weather
DRY
File
Input
Name
N -S:
ROUTE 11
Count By
11P
By
BP
Location
WINCHESTER,VA
Count Date
5/162006
15 Minute
EB:
WB:
BROOKE RD
NB:
ROUTE 11
S13: ROUTE 11
15 Min.
Period
N,S,
Period
Begining
Left
Thu
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
Left Thru
Right
Total
E W
Begining
7:00
0
0
0
0
19
0
18
37
0
40
48
88
54 45
0
99
224
7:00
7:15
0
0
0
0
24
0
20
44
0
46
51
97
60 50
0
110
251
7:15
7:30
0
0
0
0
21
0
26
47
0
52
55
107
68 59
0
127
281
7:30
7:45
0
0
0
0
35
0
17
52
0
41
53
94
55 67
0
122
268
7:45
800
0
0
0
0
31
0
39
70
0
47
60
107
58 62
0
120
297
8:00
8:15
0
0
0
0
32
0
28
60
0
65
44
109
54 60
0
114
283
8:15
8:30
0
0
0
0
25
0
22
47
0
40
38
78
41 41
0
82
207
8:30
8:45
0
0
0
0
33
0
26
59
0
33
45
78
25 52
0
77
214
8 :45
A.M. Total
0
0
0
0
220
0
196
416
0
364
394
758
415 436
0
851
2025
A.M. Total
1600
0
0
0
0
78
0
51
129
0
88
38
126
44 64
0
108
363
16:00
16:15
0
0
0
0
66
0
46
112
0
79
33
112
38 59
0
97
321
16:15
16:30
0
0
0
0
54
0
44
98
0
63
37
100
37 63
0
100
298
16:30
16:45
0
0
0
0
53
0
28
81
0
66
57
123
33 70
0
103
307
16:45
17:00
0
0
0
0
60
0
31
91
0
80
59
139
44 73
0
117
347
17:00
17:15
0
0
0
0
60
0
39
99
0
67
63
130
46 49
0
95
324
17:15
17:30
0
0
0
0
51
0
46
97
0
47
44
91
33 55
0
88
276
17:30
17:45
0
0
0
0
42
0
36
78
0
54
37
91
31 57
0
88
257
17:45
P.M. Total I
0
0
0
0
464
0
321
785
0
544
368
912
306 490
0
796
2493
P.M. Total
1 Hour
EB:
WB:
BROOKE RD
NB:
ROUTE 11
SB: ROUTE 11
1 Hour
Period
N,S,
Period
Begining
Left
'Thru
Right
Total
Left
Thu
Right
Total
Left
Thu
Right
Total
Left Thru
Right
Total
E W
Begining
4 .):00
0
0
0
0
99
0
81
180
0
179
207
386
237 221
0
458
1024
7:00
7:15
0
0
0
0
111
0
102
213
0
186
219
405
241 238
0
479
1097
7:15
7:30
0
0
0
0
119
0
110
229
0
205
212
417
235 248
0
483
1129
7:30
7:45
0
0
0
0
123
0
106
229
0
193
195
388
208 230
0
438
1055
7:45
8:00
0
0
0
0
121
0
115
236
0
185
187
372
178 215
0
393
1001
8:00
16:00
0
0
0
0
251
0
169
420
0
296
165
461
152 256
0
408
1289
16:00
16:15
0
0
0
0
233
0
149
382
0
288
186
474
152 265
0
417
1273
16:15
16:30
0
0
0
0
227
0
142
369
0
276
216
492
160 255
0
415
1276
16:30
16:45
0
0
0
0
224
0
144
368
0
260
223
483
156 247
0
403
1254
16:45
17:00
0
0
0
0
213
0
152
365
0
248
203
451
154 234
0
338
1204
17:00
1 Hour
EB:
WB: BROOKE
RD
NB: ROUTE 11
SB: ROUTE 11
1 Hour
Period
N,S,
Period
Begining
Left
'Ihu
Right Total
Left
Thor
Right
Total
Left
'fhu
Right
Total
Left Thru
Right
Total
E W
Begining
7:30
0
0
0
0
119
0
110
229
0
205
212
417
235 248
0
483
1129
7:30
A.M. Peak
PHF
PHF
0.82
PRE
0.96
PI IF
0.95
0.95
A.M. Peak
16:00
0
0
0
0
251
0
169
420
0
296
165
461
152 256
0
408
1289
16:00
P.M. Peak
PUP
PHF
0.81
PIIF
0.91
PHF
0.94
0.89
P.M. Peak
et
E -W:
ROUTE 7
Weather
DRY
File
Input
Name
N -S:
FT. COLLIER RD
Count By
HP
By
J1P
Location
Winchester, VA
Count Date
5/18/2006
15 Minute
Ell: ROUTE 7
W13:
ROUTE 7
NB:
FT. COLLIER RD
S13 F I'. COLLIER RD
15 Min.
Period
N.S,
Period
Begining
Left Thru
Right
Total
Left
Thm
Right
Total
Left
Thru
Right
Total
Left Thru
Right
Total
E W
Begining
7:00
9 94
12
115
18
81
64
163
7
10
26
43
40 11
5
56
377
7:00
7:15
4 128
6
138
20
89
72
181
11
9
25
45
44 8
7
59
423
7:15
7:30
7 112
12
131
17
118
81
216
9
17
26
52
42 20
13
75
474
7:30
7:45
9 99
5
113
15
127
82
224
9
13
25
47
53 19
6
78
462
7:45
8:00
12 74
7
93
20
123
66
209
9
9
33
51
53 13
11
77
430
8:00
8:15
7 92
6
105
22
115
50
187
6
12
32
50
62 17
8
87
429
8:15
8:30
6 108
4
118
25
122
67
214
9
15
28
52
58 12
7
77
461
8:30
8:45
7 110
5
122
21
142
68
231
9
11
32
52
55 8
9
72
477
8:45
A.M. 'Total
61 817
57
935
158
917
550
1625
69
96
227
392
407 108
66
581
3533
A.M. Total
16:00
30 189
9
228
25
188
89
302
6
20
18
44
96 17
15
128
702
16:00
16:15
39 198
6
243
21
201
83
305
12
29
18
59
72 18
13
103
710
16:15
16 :30
24 210
6
240
30
179
75
284
17
15
25
57
117 19
8
144
725
16:30
16:45
21 223
8
252
33
184
87
304
21
17
23
61
73 25
21
119
736
16:45
17:00
19 255
5
279
26
180
67
273
15
19
22
56
90 18
14
122
730
17:00
17:15
28 199
7
234
27
143
90
260
12
12
23
47
86 17
16
119
660
17:15
17:30
27 185
6
218
33
161
79
273
10
17
20
47
77 21
15
113
651
17:30
17:45
15 179
3
197
21
141
60
222
11
11
17
39
65 14
12
91
549
17:45
P.M. Total
203 1638
50
1891
216
13 i7
630
2223
104
140
166
410
676 149
114
939
5463
P.M. Total
1 Hour
EB: ROUTE 7
WB:
ROUTE 7
NB: FT.
COLLIER RD
SH: FF. COLLIER RD
1 Hour
Period
N,S,
Period
Begining
Lel Thru
Right
Total
Left
Thm
Right
'['Mal
Left
Thru
Right
Total
Left 'llnu
Right
Total
E W
Begining
4:00
29 433
35
497
70
415
299
784
36
49
102
187
179 58
31
268
1736
7:00
7:15
32 413
30
475
72
457
301
830
38
48
109
195
192 60
37
289
1789
7:15
7:30
35 377
30
442
74
483
279
836
33
51
116
200
210 69
38
317
1795
7:30
7:45
34 373
22
429
82
487
265
834
33
49
118
200
226 61
32
319
1782
7:45
8:00
32 384
22
438
88
502
251
841
33
47
125
205
228 50
35
313
1797
8:00
16:00
114 820
29
963
109
752
334
1195
56
81
84
221
358 79
57
494
2873
16:00
16:15
103 886
25
1014
110
744
312
1166
65
80
88
233
352 80
56
488
2901
16:15
16:30
92 887
26
1005
116
686
319
1121
65
63
93
221
366 79
59
504
2851
16:30
16:45
95 862
26
983
119
668
323
1110
58
65
88
211
326 81
66
473
2777
16:45
17:00
89 818
21
928
107
625
296
1028
48
59
82
189
318 70
57
445
2590
17:00
1 hour
EB: ROUTE 7
WB:
ROUTE 7
NB: FT. COLLIER RD
813: FT. COLLIER RD
1 Hour
Period
14,S,
Period
Begining
Left Thru
Right
Total
Left
Thru
Right
Total
Left
Thm
Right
Total
Left 'Thru
Right
Total
E W
Bcgining
8:00
32 384
22
438
88
502
251
841
33
47
125
205
228 50
35
313
1797
8:00
A.M. Peak
PHF
0.90
P117
0.91
PHF
0.99
PHF
0.90
0.94
A.M. Peak
16:15
103 886
25
1014
110
744
312
1166
65
80
88
233
352 80
56
488
2901
16:15
P.M. Peak
PH.F
0.91
PHF
0.96
PHF
0.95
PHF
0.85
0.99
P.M. Peak
'irsection:
E-W:
FORT CO! I IFR RD
Weather
DRY
File
Input
Namel
N -S:
BAKER RD
Count By
77P
By 331'
Location
Winchester, VA
Count Date
5/22 /2006
15 Minute
EB:
FORT COLLIER RD
WB:
FORT COLLIER RD
NB:
BAKER RD
SB:
BAKER RD
15 Min.
Period
N,S,
Period
Begining
Left
Thru Right Total
Left
Thru Right Total
Left
Thru Right
Total
Left
Thru Right
Total
E W
Begining
7:00
8
39 7 54
10
49 9 68
11
10 3
24
16
8 1
25
171
7:00
7:15
2
33 5 40
6
68 13 87
10
8 4
22
17
15 4
36
185
7:15
730
9
28 5 42
5
66 12 83
14
9 3
26
9
14 4
27
178
7:30
7:45
10
40 8 58
5
91 21 117
23
17 4
44
16
11 8
35
254
7:45
8:00
12
34 14 60
3
46 14 63
11
5 4
20
7
16 4
27
170
8:00
8:15
7
31 8 46
3
61 19 83
12
4 2
18
13
12 9
34
181
8:15
830
9
30 16 55
1
35 22 58
10
11 2
23
10
8 7
25
161
8:30
8:45
3
26 11 40
2
25 13 40
9
8 4
21
10
10 6
26
127
8:45
A.M. Total
60
261 74 395
1 35
441 123 599
1 100
72 26
198
98
94 43
235
1427
A.M. Total
16:00
5
75 36 116
11
42 17 70
18
23 14
55
18
20 6
44
285
16:00
16:15
10
59 30 99
23
45 10 78
13
23 23
59
26
26 7
59
295
16:15
1630
4
80 26 110
9
40 10 59
16
21 12
49
19
22 8
49
267
16:30
16:45
9
66 27 102
17
46 4 67
27
18 7
52
15
30 8
53
274
16:45
17 :00
5
60 29 94
6
42 13 61
21
10 14
45
16
29 9
54
254
17:00
17:15
4
83 31 118
6
38 15 59
18
8 9
35
14
17 7
38
250
17:15
1730
7
49 22 78
8
34 20 62
17
14 9
40
14
23 6
43
223
1730
17:45
5
43 20 68
4
32 15 51
16
12 4
32
17
16 7
40
191
17:45
P.M. Total
49
515 221 785
R4
319 104 507
146
129 92
367
139
183 58
380
I 2039 I
P.M. Total
1 Hour
EB:
FORT COLLIER RD
WB:
FORT COLLIER RD
NB:
BAKER RD
SB:
BAKER RD
1 Hour
Period
N,S,
Period
Begining
Left
Thru Right Total
Left
Thru Right Total
Left
Thru Right
Total
Left
Thru Right
Total
E W
Begining
29
140 25 194
26
274 55 355
58
44 14
116
58
48 17
123
788
7:00
7:15
33
135 32 200
19
271 60 350
58
39 15
112
49
56 20
125
787
7:15
730
38
133 35 206
16
264 66 346
60
35 13
108
45
53 25
123
763
7:30
7:45
38
135 46 219
12
233 76 321
56
37 12
105
46
47 28
121
766
7:45
8:00
31
121 49 201
9
167 68 244
42
28 12
82
40
46 26
112
639
8:00
16:00
28
280 119 427
60
173 41 274
74
85 56
215
78
98 29
205
1121
16:00
16:15
28
265 112 405
55
173 37 265
77
72 56
205
76
107 32
215
1090
16:15
1630
22
289 113 424
38
166 42 246
82
57 42
181
64
98 32
194
1045
16:30
16:45
25
258 109 392
37
160 52 249
83
50 39
172
59
99 30
188
1001
16:45
17:00
21
235 102 358
24
146 63 233
72
44 36
152
61
85 29
175
918
17:00
1 Hour
E8:
FORT COLLIER RD
WB:
FORT COLLIER RD
NB:
BAKER RD
583:
BAKER RD
1 flour
Period
N,S,
Period
Begining
Left
Thru Right Total
Left
Thru Right Total
Left
Thru Right
Total
Left
Thru Right
Total
E W
Begining
7:00
29
140 25 194
26
274 55 355
58
44 14
116
58
48 17
123
788
7:00
A.M. Peak
PHF 0.84
PHI 0.76
PI F
0.66
P }IF
0.85
0.78
A.M. Peak
16:00
28
280 119 427
60
173 41 274
74
85 56
215
78
98 29
205
1121
16:00
P.M. Peak
PIIF 0.92
PHI 0.88
P111
0.91
PIIF
0.87
0.95
F.M. Peak