HomeMy WebLinkAboutSDP200800154 Calculations 2008-10-06Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Re- Store'n Station Water Resources Area: Rural Area
Preparers NP Date: 06- Oct -08
Project Drainage Area Designation DA1
L storrn pollutant export in pounds, L = [P(Pj)Rv /12 ] [ C(A)2.72 ]
Rv mean runoff coefficient, Rv = 0.05 + 0.009(1)
Pj small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area. A = 4.06
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27
RR required removal , L(post) - f x L(pre)
RR removal efficiency, RR100 /L(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development Area
Roads Length Width subtotal Length Width subtotal
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
0 0 0 0
Driveways Length Width no. subtotal Length Width no. subtotal
and walks 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0
Parking Lots 1 2 3 4 1 2 3 4
0 0 48656.35 0 4865635
Gravel areas Area Area
2000 x 0.70 = 1400 x 0.70 =0
Structures Area no. subtotal Area no. subtotal
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 4818.63 0 6000
Actively- grazed pasture & Area Area
yards and cultivated turf 174997 x 0.08 = 13999.7 128340.2 x 0.08 =10267.22
Active crop land Area Area
x0.25= 0 x0.25=0
Other Impervious Areas
0 0
Impervious Cover 11%37%
I(pre)I(post)
Rv(post) V
0.38 100.2
New Development (For Development Areas, existing impervious cover - 20 %)
C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type
0.70 1.00 20% 0.23 5.73 9.48 3.75 40%Development Area
0.35 1.00 0% 0.15 1 91 4.74 2.84 60%Drinking Water Watersheds
0.40 1.00 1% 0.15 2.18 5.42 124 60%Other Rural Land
min. values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type
0.70 0.90 20% 0.23 573 9.48 4.32 46%Development Area
0.35 0.85 0% 0.15 1 91 4.74 3.12 66%Drinking Water Watersheds
0.40 0.85 1% 0.15 2 18 5.42 3.57 66%Other Rural Land
Interim Manual, Page 70 rev. 16 Feb 1998 GEB
Short Version BMP Computations - For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: Re- Store'n Station Water Resources Area: Rural Area
Preparer: NP Date: 06- Oct -08
Project Drainage Area Designation DA1
L storm pollutant export in pounds, L = [P(Pj)Rv /12 ) [ C(A)2.72 ]
Rv mean runoff coefficient, Rv = 0.05 + 0.009(1)
Pj small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, A = 4.06
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5" over impery area = A(1)43560(0.5/12)/27
RR required removal , L(post) - f x L(pre)
RR removal efficiency, RR100 /L(post)
Impervious Cover Computation (values in feet & square feet)
Item
pre - development Area post - development Area
Roads Length Width subtotal Length Width subtotal
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 0
0 0 0 0
Driveways Length Width no. subtotal Length Width no. subtotal
and walks 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0
Parking Lots 1 2 3 4 1 2 3 4
0 0 48656.35 0 48656.35
Gravel areas Area Area
2000 x 0.70 = 1400 x 0.70 =0
Structures Area no. subtotal Area no. subtotal
0 0 0 0 0 0
0 0 0 0 0 0
0 0 0 4818.63 0 6000
Actively - grazed pasture & Area Area
yards and cultivated turf 174997 x 0.08 = 13999.7 128340.2 x 0.08 =10267.22
Active crop land Area Area
x0.25= 0 x0.25=0
Other Impervious Areas
0 0
Impervious Cover 11%37%
I(pre)I(post)
Rv(post) V
0.38 100.2
New Development (For Development Areas, existing impervious cover - 20 %)
C f I (pre)' Rv(pre) L(pre) L(post) RR % RR Area Type
0.70 1.00 20% 0.23 5.73 948 3.75 40%Development Area
0.35 1.00 0% 015 1.91 4.74 2.84 60%Drinking Water Watersheds
0.40 1.00 1% 0.15 2.18 5.42 3.24 60%Other Rural Land
min. values
Redevelopment (For Development Areas, existing impervious cover > 20 %)
C f I (pre) * Rv(pre) L(pre) L(post) RR % RR Area Type
0.70 0.90 20% 0.23 5.73 9.48 4.32 46%Development Area
0.35 0.85 0% 0.15 1.91 4.74 3.12 66%Drinking Water Watersheds
0.40 0.85 1% 0 15 218 5.42 3.57 66%Other Rural Land
Interim Manual, Page 70 rev. 16 Feb 1998 GEB
Old Dominion Engineering
October 10, 2008
VDH - Albemarle County
1138 Rose Ilill Drive
Charlottesville, VA 22906
SUBJECT: ONSITE WASTEWATER TREATMENT AND DISPOSI'LL
FEASIBILTY FOR RE- STORE'N STATION
Property Owner: Jeffries II, LLC
Property Address: 6115 Rockfish Gap Tnpk, Crozet, VA
Acreage. 4.06 acres, TM 55B -1
Albemarle County
Property Use
The proposed use for the property is a 6000 square foot convenience store and del with gas pumps
and a 1,000 square foot office.
Average Daily Water Usage
Water usage data was obtained for five similar facilities. Each of them have a convenience store, deli,
and gas pumps. Based on this data, the average water usage was 725 gpd. Shown below is the actual
water usage data and the locations of the similar facilities.
Average water usage of all facilities is 21,750 gallons per month or 725 gallons per day.
The water use at the facility will include food preparation and sanitary uses. Per VDH GMP 35,
drain field and wastewater disposal treatment will be sized for 1015 gpd (1.4 x 725 €,pd).
GAS STATIONS WITH CONVENIENCE AND FOOD TAKE OUT SERVICE
Water used in gallons / month
Date Liberty Shell Shell BP (Rolkin)Brownsville
RT29 & Airport Rd)RT29 & Greenbrier) (RT250 Free Bridge)RT2!i0 Market
Nov -07 20,200 24,100 18,500 20,800 16,000
Oct -07 24,300 22,100 29,500 21,3(10 17,600
Sep -07 21,300 19,600 23,100 23,600 22,000
Aug -07 23,000 27,600 27,800 23,9(19,400
Jul -07 22,400 23,100 16,500 24,8(10 19,800
Jun -07 28,900 26,300 13,700 26,600 22,300
May -07 28,000 26,500 14,800 25,4(0 21,100
Apr -07 23,300 26,300 18,400 19,200 21,400
Mar -07 14,900 23,500 15,800 22,000 20,000
Feb -07 15,800 23,500 23,100 18,800 18,000
Jan -07 17,200 22,900 18,300 24,900 16,000
Dec -06 19,200 30,700 16,300 30,200
Ave Gal/ Month 21,542 24,683 19,650 23,4 ".8 19418
Average water usage of all facilities is 21,750 gallons per month or 725 gallons per day.
The water use at the facility will include food preparation and sanitary uses. Per VDH GMP 35,
drain field and wastewater disposal treatment will be sized for 1015 gpd (1.4 x 725 €,pd).
2— October 10, 2008
Available Soils and Onsite Dispersal Suitability
Steve Gooch AOSE identified three potential drainfield areas on the property. Exhibit 1 contains a
plat with boring locations and soil boring profile descriptions. A summary of the three drainfield
areas is presented below.
Drainfield
Average
Slope
N
Area Number
of
lines
Width
of
Trench
ft)
Primary
Area
Available
sgft)
Reserve
Area
Available
sgft)
Depth
of
Irstallation
inches)
AOSE
Estimated
Perc
Rate
mpi)
Length
ft)
Width
ft)
A 8.5 75 120 14 3 1575 1575 42 50
B 10 65 94 10 3 975 975 42 45
C 7 80 120 14 3 1680 1680 96 60
Old Dominion Engineering analyzed the saturated permeability of the dispersal soil horizon with a
Johnson Permeameter. Ksat test locations and data sheets are attached to this report in exhibit 2.
Summary of Ksat results
Test Depth
inch)
Representative
Ksat
cm /day)
Al 44 20.0
A2 42 47.3
A3 44 85.0
B1 38 8.5
B2A 38 0.0
B2B 40 3.2
B3 37 57.3
C1 97 89.8
C2 97 39.8
Representative Ksats for Test Areas
The representative Ksat for the dispersal soil horizon was 50.4 cm /day as determined by geometric
mean of those tests run in the saprolite soil horizon. The Ksat results confirm ti e AOSE soil
evaluation and indicate that the preferred soil horizon for treated onsite dispersal absorption is the
saprolite layer. Ksat tests B1, 132A, and B213 were run at shallower depths than the saprolite soil
horizon and were considerably slower than those run in the saprolite.
Methods for Determining Loading Rates from Ksat Values
Per VDH GMP 101 the maximum loading rate shall be based upon representative Ksat value
multiplied by .25 for secondary treatment waste water effluent duality.
3— October 10, 2008
Saturated Permeability Maximum Allowable Loading Rate Calculation per ``DH
50.4
crn ) ( Ift ) (7.4805gal 25) = 3.09 gal
zday30.48cm ft day — ft
Based upon the available drainfield area, soil evaluation, and Ksat analysis, the site could easily accept
a maximum design effluent rate of 2400 gpd of secondary treated effluent. In order to mitigate
potential nitrate and mounding issues, the flow should be split evenly between draiifield C (1200 gpd
max) and drainfield A/B (1200gpd max).
Sewage Treatment Facilities
The proposed development will generate irregular flows of moderately high strengih wastewater
effluent. Separate building sewers will collect sanitary wastewater and kitchen was :ewater. A
proposed tank farm location is shown on the preliminary site plan. The treatment of the wastewater
will need to be secondary treatment in order to provide for system reliability/longevity and
groundwater protection.
The following components will require removal in the treatment process:
Biochemical Oxygen Demand
Suspended Solids
Fats, Oils, and Grease
Total Kjeldahl Nitrogen
The anticipated treatment scheme includes primary settling with a high grade effluent filter, grease
trap with a high grade effluent filter, flow equalization prior to treatment, aerobic treatment unit,
pump distribution (possibly gravity) dispersement to trench drainfields. Flow equalization through
time dosing will be used to regulate and stabilize the flows through the treatment process to the
drainfield. The anticipated average flows to the drainfield will be 725 gpd, with an'icipated
maximum peak daily flow to the drainfield of 1015 gpd. The proposed use of the site will not fall
under VDH Mass Drainfield Regulations.
Conclusions
The site can support the wastewater effluent generated from the proposed usage o the property.
Site building, parking, and infrastructure layout will need to be coordinated with the useable
drainfield areas in order to maximize the dispersal potential of the acceptable area.
Itlichael Craun PE
Old Dominion Engineering
2036 Forest Drive • Waynesboro, VA 22980
PHONE (540) 942 -5600 • FAX (540) 213 - 0297
o
s
s
iN
i
RESTORE'N STATION
ALBENARLE COUNTY. VIRGINIA
a 4 `
TAX MAP 55B. PARCEL 1 _ 414 , NP ENGINEERING
A - A!-QTORE'N STATION - COMNEPTUAL /LAN
Soil Profile
Re- Store'N Station
Drain Field Site "A"
Hole Depth (in.) Horizon Material Description
18 0 -3 A Brown (7.5YR 4/2) clay loam
3 -15 BC Yellowish red (5YR 5/8) sandy clay loam
15 -30 C1 Reddish yellow (7.5YR 6/8) sandy loam
30 -84 C2 Light yellowish brown (2.5Y 6/4) sandy loa n
19 0 -5 A Brown (7.5YR 4/2) clay loam
5 -24 BC Reddish brown (5YR 5/4) clay loam, some sand
24 -67 C Yellowish red (5YR 5/8) sandy loam with granite
gneiss fragments below 60"
67 Cr Granite gneiss
20 0 -8 A Brown (7.5YR 4/2) clay loam
8 -32 BC Reddish brown (5YR 5/4) clay loam, some sand
32 -54 CI Yellow (1 OYR 7/6) sandy loam
54 -84 C2 Very pale brown (1 OYR 7/3) sandy loam
21 0 -8 A Brown (7.5YR 4/2) clay loam
8 -48 BC Reddish brown (5YR 5/4) clay loam, some sand
48 -84 C Pale yellow (2.5Y 7/4) sandy loam
22 0 -6 A Dark gray (I OYR 4/1) clay loam
6 -23 Bt Red (1 OR 4/8) silty clay loam
23 -84 C Light yellowish brown (2.5Y 6/4) sandy lo:.m
23 0 -4 A Dark gray (I OYR 4/1) clay loam
4 -17 Bt Brown (7.5YR 5/4) clay loam
17 -78 C Light yellowish brown (2.5Y 6/4) sandy lo. °m, with
granite gneiss fragments below 60"
78 Cr Granite gneiss
Soil
Texture
3
2
2
2
3
3
2
2
3
2
2
2
3
2
3
3
2
2
3
2
Soil Profile
Re- Store'N Station
Drain Field Site "B"
Hole Depth (in.)Horizon Material Description
Soil
Texture
16 0 -6 A Dark gray (I OYR 4/1) loam 2
6 -22 BC Yellowish red (5YR 5/8) clay loam, some san 1 3
22 -44 C1 Yellow (I OYR 7/8) sandy loam 2
44 -84 C2 Gray (I OYR 6/1) loamy sand with weathered granite 1
gneiss fragments
Note: Chroma 1 due to parent material
17 0 -8 A Dark gray (I OYR 4/ 1) loam 2
8 -40 BC Yellowish red (5YR 5/8) clay loam, some sand 3
40 -57 Cl Yellowish brown (I OYR 5/6) sandy loam 2
57 -84 C2 White (l OYR 8/ 1) sandy loam 2
Note: Chroma 1 due to parent material
24 0 -3 A Dark gray (I OYR 4/1) loam 2
3 -20 Bt Brown (7.5YR 5/4) clay loam 3
20 -54 C Brownish yellow (I OYR 6/8) sandy loam with 2
weathered granite gneiss fragments below 45"
54 Cr Granite gneiss
25 0 -4 A Dark gray (I OYR 4/1) loam 2
4 -21 Bt Yellowish brown (1 OYR 5/4) clay loam 3
21 -48 C1 Yellow (I OYR 7/8) sandy loam 2
48 -84 C2 Very pale brown (1 OYR 7/4) sandy loam 2
26 0 -7 A Dark gray (I OYR 4/1) loam 2
7 -12 BE Brown (7.5YR 4/2) clay loam 3
12 -26 Bt Strong brown (7.5YR 5/8) clay loam 3
26 -45 BC Yellowish brown (1 OYR 5/6) sandy clay loan 2
45 -84 C Very pale brown (I OYR 7/4) sandy loam 2
27 0 -3 A Dark gray (IOYR 4/1) loam 2
3 -24 Bt Reddish yellow (7.5YR 6/8) silty clay loam 3
24 -84 C Pale yellow (2.5Y 7/4) sandy loam 2
Soil Profile
Re- Store'N Station
Drain Field Site "C"
Soil
Hole Depth (in.) Horizon Material Description Texture
3 0 -6 A Dark gray (I OYR 4/1) sandy loam 2
6 -19 E Light yellowish brown (2.5Y 6/4) sandy loam 2
19 -66 Bt Red (2.5YR 5/8) silty clay, olive yellow (2.5Y 6/6) 4
mottles
66 -90 Bt2 Red (2.5YR 5/8) clay loam, some sand 3
90 -120 C Reddish brown (5YR 5/4) sandy loam 2
4 0 -6 A Dark gray (1 OYR 4/1) sandy loam 2
6 -28 Bt Yellowish red (5YR 5/8) silty clay loam 3
28 -55 Cl Reddish brown (5YR 5/4) sandy loam, occa; ;ional 2
seams of red (2.5YR 5/8) clay loam
55 -120 C2 Light brown (7.5YR 6/4) sandy loam 2
5 0 -3 A Dark gray (I OYR 4/1) sandy loam 2
3 -12 BE Brown (7.5YR 5/4) sandy loam 2
12 -48 Bt Red (2.5YR 5/8) silty clay, olive yellow (2.` Y 6/6) 4
mottles from 38 " -48"
48 -66 BC Yellowish red (5YR 5/80 silty clay loam and yellow 3
91 OYR 7/8) sandy loam
66 -87 Cl Reddish yellow (5YR 6/6) sandy loam 2
87 -120 C2 Very pale brown (I OYR 7/4) sandy loam 2
6 0 -8 A Dark gray (IOYR 4/1) sandy loam 2
8 -22 BE Brownish yellow (I OYR 6/8) sandy loam 2
22 -48 Bt Red (1 OR 5/8) sandy clay 4
48 -72 Bt2 Red (2.5YR 5/8) clay loam, some sand 3
72 -84 C1 Reddish yellow (7.5YR 6/8) sandy loam 2
84 -120 C2 Very pale brown (1 OYR 7/4) loam 2
7 0 -6 A Dark gray (I OYR 4/1) sandy loam 2
6 -14 E Brownish yellow (I OYR 6/8) sandy loam 2
14 -36 Bt Reddish brown (5YR 5/4) silty clay loam 3
36 -57 BC Yellowish red (5YR 5/8) sandy clay loam 2
57 -120 C Brownish yellow (I OYR 6/6) sandy loam 2
10 0 -8 A Dark gray (1 OYR 4/1) sandy loam 2
8 -48 Bt Red (2.5YR 5/8) silty clay loam 3
48 -100 BC Yellowish red (5YR 5/8) clay loam, some s. end 3
100 -120 C Very pale brown (1 OYR 7/4) silt loam 3
Soil Profile
Re- Store'N Station
Drain Field Site "C" Continued
Hole Depth (in.)Horizon Material Description
Soil
Texture
11 0 -6 A Gray (I OYR 511) loam 2
6 -17 BE Reddish brown (2.5YR 5/4) clay loam 3
17 -41 Bt Red (I OR 5/8) silty clay, olive yellow (2.5Y 0/6)4
mottles
41 -60 Bt2 Red (2.5YR 5/8) silty clay loam 3
60 -78 C 1 Yellowish red (5YR 5/8) clay loam, some sand 3
78 -120 C2 Very pale brown (1 OYR 7/4) sandy loam 2
12 0 -6 A Gray (I OYR 5/1) loam 2
6 -30 Bt Red (I OR 5/8) silty clay 4
30 -60 Bt2 Reddish brown (2.5YR 5/4) silty clay loam 3
60 -120 C Strong brown (2.5YR 5/8) clay loam, some send 3
14 0 -6 A Dark gray (1 OYR 4/1) sandy loam 2
6 -22 Bt Yellowish red (5YR 5/8) clay loam 3
22 -34 C1 Reddish yellow (7.5YR 6/8) sandy clay loam 2
34 -120 C2 Light yellowish brown (2.5Y 6/4) sandy loar1 2
15 0 -3 A Dark gray (I OYR 4/1) sandy loam 2
3 -36 Bt Yellowish red (5YR 5/8) clay loam 3
36 -50 Cl Reddish yellow (7.5YR 6/6) sandy loam 2
50 -120 C2 Olive yellow (2.5Y 6/6) sandy loam 2
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kfk(&It 3
Traffic Impact Analysis
Re- Store' N Station
Albemarle County, VA
Prepared for jefferies II, LLC
February 23, 2009
Revised December 15, 2010
Analysis by: Frank Amenya, P.E., PTOE
Nick Liguori, E.I.
Drafting/ Graphics by: Nathaniel Baskett
Reviewed: Joseph Wallace
Davenport Transportation Consulting
1906 -A N. Hamilton Street
Richmond, Virginia 23220
TRAFFIC IMPACT STUDY
Re- Store'N Station
Albemarle County, Virginia
February 2009
REVISED
December 2010
Prepared for Jefferies H, LL C
Davenport Transportation Consulting
P.O. Box 3148
Petersburg, Virginia 23805
DAVENPOKT TRANSPORTATION COI'ISULTING
Note: This study shows a convenience store with 14 fueling stations and 1,000
square feet of office space. After this study was accomplished, two (2) fueling
stations were deleted and the store size was reduced to 3,000 square feet (by
special use perinit). The office space was increased to 3,000 square feet. With all
these changes, this analysis represents 37% higher daily traffic volumes than Re-
Store 'N Station will generate, as shown in the comparison table below.
Original
Re- Store'N Station 15Dec10
Summary of Multi -Use Trip Generation
Average Weekday Driveway Volumes
24 Hour AM Peak PM Peak
Average Weekday Driveway Volumes
Two -Way Hour Hour
Hour
IrI'E Land
Land Use
ITF, Land
Size Enter Exit Enter Exit
Land Use Size Enter Exit Enter Exit Enter Exit
Code
Convenience Store/Vehicle
Convenience Store/Vehicle
853 10 Fueling 2,713 2,713 83
Gas Station 853 14 Fueling 3,798 3,798 116 116 134 134
6,000 sq. ft.)Positions
General Office
710 3 Th.Sq.Ft. GFA 45 45 10 1 14
710
1,000 sq. ft.)
1 Th.Sq.Ft. GFA 19 19 4 1 14 66
Total Upadjusted
Total Unadiusted,Trivs 2758
1 117 148 200
Pass -by Reduction (Convenience
Pass -by Reduction (Convenience
Store)
40%1519 1519
1085 33 33 38
Total Adjusted Trips 9:2 74 71 146
Yo Increase (as compared to revised trip generation)37'Yo 37%,23'Yo 39'Yo 33%)17%
Revised ITE Tri Generation
Re- Store'N Station
Summary of Multi -Use Trip Generation
24 Hour AM Peak PM Peak
Average Weekday Driveway Volumes
Two -Way Hour Hour
Land Use
ITF, Land
Size Enter Exit Enter Exit Enter Exit
Code
Convenience Store/Vehicle
Gas Station 853 10 Fueling 2,713 2,713 83 83 95 95
3,000 sq. ft.)Positions
General Office
710 3 Th.Sq.Ft. GFA 45 45 10 1 14 68
3,000 sq. ft.)
Total Unadiusted,Trivs 2758 2,758 93 84 109 163
Pass -by Reduction (Convenience
Store)
40%1085 1085 33 33 38 38
AdjustedTotal Trips 1,673 1 51 71 125
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station 2
DAVEPIPORT TRANSPORTATION C0115ULTMG
Re -Store 'N Station - Traffic Impact Analysis
Table of Contents
1.0 INTRODUCTION ......................................................................................... ............................... 4
Figure — Site Plan ...................................................................................... ...............................5
Figure2 — Site Location Map ....................................................................... ...............................6
2.0 EXISTING CONDITIONS .......................................................................... ............................... 7
2.1 Inventory .................................................................................................. ...............................7
2.2 Base Traffic Volumes ................................................................................ ...............................7
Figure 3 — Existing Lane Geometry ............................................................. ...............................8
Figure 4 — Existing Traffic Volumes ............................................................ ...............................9
3.0 APPROVED DEVELOPMENTS AND COMMITTED IMPROVEMENTS ...................10
3.1 Approved Developments ......................................................................... ...............................10
3.2 Committed Improvements ...................................................................... ...............................10
4.0 METHODOLOGY ........................................................................................ .............................10
4.1 Base Assumptions and Standards ............................................................ .............................10
4.2 Interconnectivity and Fucl Delivery ...................................................... ...............................10
4.3 Trip Generation ...................................................................................... ...............................11
4.4 Trip Distribution .................................................................................... ...............................11
4.5 Background Traffic Volume .................................................................... ...............................11
4.6 Total Traffic .............................................................................................. .............................11
Figure 5A — Primary Trip Distribution ....................................................... ...............................12
Figure 513 — Pass -by Trip Distribution ....................................................... ...............................13
Figure 6 — 2010 AM Total Volumes .......................................................... ...............................14
Figure 7 — 2010 PM Total Volumes ........................................................... ...............................15
Figure 8 — 2016 AM Total Volumes .......................................................... ...............................16
Figure 9 — 2016 PM Total Volumes ........................................................... ...............................17
5.0 CAPACITY ANALYSIS ............................................................................... .............................18
5.1 Level of Service Summary ...................................................................... ...............................18
5.2 Level of Service Analysis for 2010 ............................................................ .............................18
Figure 10 — Recommended Lane Geometry for 2010 Background ............ ...............................23
Figure I 1 — Recommended Lane Geometry for 2010 Total ....................... ...............................24
5.3 Level of Service Analysis for Design Year 2016 ..................................... ...............................25
Figure 12 — Recommended Lane Geometry for 2016 Background ............ ...............................29
Figure 13 — Recommended Lane Geometry for 2016 Total ....................... ...............................30
6.0 RECOMMENDED IMPROVEMENTS ................................................... ...............................31
7.0 SUMMARY AND CONCLUSION ............................................................ .............................33
APPENDIX.................................................................................................... ...............................34
Route250 @ 1 -64 EB ............................................................................. ...............................35
Route250 @ I -64 WB ............................................................................ ...............................36
Route250 @ Site Access ........................................................................ ...............................37
Route 250 @ SR 1215 / High School Driveway .................................... ...............................38
Route 250 @ Middle School Driveway .................................................. ...............................39
Route250 a Route 240 .......................................................................... ...............................40
TripGeneration ....................................................................................... ...............................41
TrafficVolume Data ............................................................................... ...............................42
Supporting Docurnentation ..................................................................... ...............................43
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station 3
DAVENPORT TRANSPORTATION C0N5ULT1tJG
RE- STORE'N STATION - TRAFFIC IMPACT ANALYSIS
Prepared for Jefferies II, LLC
February 23, 2009 REVISED 15 December 2010
1.0 Introduction
The proposed Re -Store 'N Station conunercial development is located south of
Route 250 (Rockfish Gap Turnpike) between the I -64 interchange and Western
Albermarle High School. The proposed development includes a 6,000 square foot
gas station/ convenience store and 1,000 square feet general office space. Per the
site plan (Figure 1) site access will be directly onto Route 250 /Rockfish Gap
Road. Davenport Transportation Consultants, Inc. (DTC) was retained to perform a
Chapter 527 traffic impact analysis and recommend transportation
improvements to accommodate the impacts of both background traffic and new
development traffic. Per Virginia Department of Transportation (VDOT) and
Albemarle County the scope of study was determined to be analysis of the
following intersections:
Route 250 and I -64 Eastbound Ramps
Route 250 and I -64 Westbound Ramps
Route 250 and Site Access
Route 250 and SR 1215 /Western Albemarle High School Driveway
Route 250 and Brownsville Elem. & Joseph T. Henley Middle School
Driveway
Route 250 and Route 240
These intersections were analyzed for the following scenarios:
2008 Existing
2010 Background Traffic
2010 Total Traffic (Stcniniation
Station dez?elopinent traffic)
2016 Background
2016 Total Traffic (Stonnlation
Station dez)elopnient traffic)
of 2010 background traffic and Re- Store'N
of 2016 bacl(grotind traffic and Re- Store'N
The analysis years for this project were 2010 Build out and 2016 Design. Traffic
was analyzed for both the AM and PM peaks.
VDOT and Albemarle County were contacted to obtain background information
and to ascertain the elements to be covered in this Traffic Impact Analysis (TIA).
Information regarding the property was provided by the developer, Jefferies II,
LLC.
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station 4
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DAVLNPOKTTKANSPOKTATION CONSULTING
2.0 Existing Conditions
2.1 Inventory
A field investigation was conducted by DTC staff to determine the existing
roadway conditions in the study area. Table 2.1 represents a summary of this
investigation. Figure 3 contains a graphical summary of the existing roadway
geometry.
2.2 Base Traffic Volumes
Field surveys and research were conducted by DTC staff to determine the
existing conditions of the transportation facilities within the study area. Table
2.2 summarizes this effort.
Table
Count Location.
Table
Route 250 and I -64 EB Ramp 11/13/2008
11/13/2008
DTC
DTC
Typical Cross Pavement
Speed
DTC
Facili , Name Width without
LimitLimit
MaintenanceSection
turn lane_ s
Varies from 2 -laneRoute250 Varies 45 -55 MPH VDOTto4 -lane undivided
Route 1215 (Old
Trail Drive)
2 -lane undivided Approx. 24'25 MPH VDOT
Route 240 2 -lane undivided Approx. 24'35 MPH VDOT
Route 635 2 -lane undivided Approx. 24'50 MPH VDOT
2.2 Base Traffic Volumes
Field surveys and research were conducted by DTC staff to determine the
existing conditions of the transportation facilities within the study area. Table
2.2 summarizes this effort.
Table
Count Location.Date Taken:
Route 250 and I -64 EB Ramp 11/13/2008
11/13/2008
DTC
DTCRoute250andI -64 WB Ramp
Route 250 and SR 1215 / High School Driveway 11 /13/2008 DTC
Route 250 and Middle School Driveway 11/13/2008
11/19/2008
DTC
DTCRoute250andRoute240
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station 7
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DAVENPOKT TRANSPORTATION CONSULTING
3.0 Approved Developments and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in
the area, but not yet constructed. Based on our discussions with VDOT and
Albemarle County staff, the "Old Trail" development was approved for 2,600
units and there are currently 200 units constructed.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by VDOT, a local
municipality, or a developer in the area, but not yet constructed. Per VDOT and
Albemarle County staff, there are no committed roadway improvements within
the study area.
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing typical standards.
The following table contains a summary of the base assumptions.
Table 4
Peak Hour Factor 0.90
Background Traffic Annual Growth Rate 3%
Heavy Vehicle Percentage 2%
Analysis Software Synchro /SimTraffic Version 7.0
Trip Generation ITE Trip Generation Manual (7t Edition)
Lane widths 12 -feet
4.2 Interconnectivity and Fuel Delivery
The 4.06 -acre site is to be served by one entrance on Route 250 and
intercolmected internally in compliance with access management guidelines.
Fuel delivery trucks will be directed to the fueling tanks, which should be
located on the side of the fueling stations so as not to block access to the site
building and its parking facilities. Separate parking will be provided for the
convenience store and general office land uses of the site, and the parking area
will be paved to allow easy access throughout the site.
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station 10
DAVENPORT TKANSPOKTATION CONSULTING
4.3 Trip Generation
The Institute of Transportation Engineers (ITE) Trip generation software was
used to develop the projected trips created by this development. Table 4
contains the results.
Table
Re- Store'N Station
Summary of Trip Generation
12- Dec -08
24 Hour AM Peak PM Peak
Average Weekday Driveway Volumes Hour HourTwo -Way
Land Use
ITE
Land Size
Da to
Enter Exit Enter Exit Enter Exit
Source
Code
Convenience
Store/ Gas 853 14 Fueling Rates 3,798 3,798 116 116 134 134
Station Stations
6,000 s . ft.
General Office 710 1 Th.Sq.Ft.Equations 19 19 4 1 14 66
1,000 sq. ft.) GFA
Unadiusted Trips 3,817 3,817 1 117 148 200Total
Pass -by Reduction Convenience Store 40%1,519 1,519 46 46 54 54
Total Adiusted Trips 2,298 146
4.4 Trip Distribution
Trips for this proposed development were distributed based on the existing
traffic patterns collected and engineering judgment. The site traffic distribution
and assigrunent was confirmed with VDOT. The trip distribution model for this
project can be found in Figure 5A. The pass -by trip distribution model can be
found in Figure 513.
4.5 Background Traffic Volume
The 2010 and 2016 background traffic volumes were calculated by increasing the
2008 existing traffic data by a 3 percent compounded aimual growth rate.
4.6 Total Traffic
Total traffic volumes for 2010 and 2016 were obtained by adding the 2010 and
2016 background traffic volumes to traffic generated by the Re- Store'N Station
development.
2/23/09 REVISED 15Dec10 08 -321 Re- Storc'N Station 1 I
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DAVENPORT TRANSPORTATION CONSULTING
5.0 Capacity Analysis
5.1 Level of Service Summary
The Transportation Research Board's Highway Capacity Manual (HCM) utilizes
a term "level of service" to measure how traffic operates in intersections and on
roadway seginents. There are currently six levels of service ranging from A to F.
Level of service "A" represents the best conditions and Level of Service "F"
represents the worst. Synchro Traffic Modeling software was used to determine
the level of service for studied intersections. Note for unsignalized intersection
analysis, the level of service noted is for the worst approach of the intersection.
This is typically the left turn movement for the side street approach, due to the
number of opposing movements. All worksheet reports from the analyses can be
found in the Appendix.
Table 5.1 -Highway Capacity Manual
Levels of Service and Control Delay Criteria
Signalized Intersection Unsignalized Intersection
Level of
Service
Control Delay Per
vehicle (sec)
Level of
Service
Delay Range
sec
A 10 A 10
B 10and <20 B 10 and <15
C 20 and <_ 35 C 15 and _< 25
D 35 and < 55 D 25 and < 35
E 55and <_80 E 35and550
F 80 F 50
5.2 Level of Service Analysis for 2010
Capacities were analyzed for the following conditions during AM and PM peaks:
2008 Existing (data collected in Nov. 2008 / analyzed Jan. 2009)
2010 Background Traffic
2010 Background Traffic with Improvements
2010 Total Traffic (2010 background traffic plus Re- Store'N Station site traffic)
2010 Total Traffic with Improvements
Levels of service summaries for each scenario are provided in the following
sections. Efforts were made to improve the level of service for each lane group at
each intersection to a LOS C or better. While some approaches remained below
LOS C after mitigation (recommended roadway improvements), attention was
given in these cases to reducing queue lengths to acceptable levels.
2/23/09 REVISED 15Dec10 08 -321 Re- Store'N Station Is
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DAVLI -0PORT TRAN5PORTATIUN CON5ULTING
Table 5.213 -Route 1 @ • .
Analysis
AM Peak
o 2010 Level of Service
PM Peak
2008
Existing
2010
Background
2010 Total
2008
Existing
2010
Background
AM Peak PM Peale
B (10.6)
2010 Total
2010 Total +
2010 Total 2010 Total +
B (10.5)
EBT
Improvements
B (14.4)
Improvements
EBTR /EBT N/A N/A N/A N/A
EBR N/A N/A N/A N/A
WBL N/A A 9.6 N/A A 8.8
WBLT /WBT A 2.2 N/A A 2.2 N/A
NB /NBL
B (10.4)B (11.5)B (11.7)
WBT
NBR N/A B 14.6 N/A B 12.6
Background +
WBR C (20.8)
Improvements:
C (21.5)
None recommended
B (14.0)
Construct right turn lane on Route 250 with 200 feet of storage and
Total +
C (23.1)
140 feet of taper as shown on site plan
Improvements:Construct left turn lane on Route 250 with 100 feet of storage and 200
B (15.7)B (15.8)
feet of taper as shown on site plan
C (32.6)
Construct se arate right and left turn exit lanes as shown on site Dian
C (26.7)
L (delay in seconds)
Table 5.213 -Route 1 @ • .
Analysis
AM Peak
o 2010 Level of Service
PM Peak
2008
Existing
2010
Background
2010 Total
2008
Existing
2010
Background
2010 Total
EBL B (10.6)B (12.6)B (13.4)A (9.8)B (10.8)B (10.5)
EBT B (13.0)B (14.4)B (14.7)B (16.6)B (18.9)C (20.2)
EBR B (10.8)B (11.8)B (11.6)B (12.8)B (13.7)B (13.2)
EB Overall B (11.6)B (13.4)B (14.0)B (15.5)B (17.5)B (18.7)
WBL B (17.5)B (17.6)B (17.3)B (10.4)B (11.5)B (11.7)
WBT C (25.0)C (27.2)C (28.1)B (15.3)B (16.7)B (16.7)
WBR C (20.8)C (21.8)C (21.5)B (13.1)B (14.0)B (13.4)
WB Overall C (23.1)C (24.7)C (25.4)B (14.4)B (15.7)B (15.8)
NBLT C (32.6)C (34.3)C (26.7)C (27.1)C (29.4)
NBR C (30.1)C (31.4)C (32.8)C (25.7)C (26.2)C (28.4)
NB Overall C (31.6)C (33.1)C (347)C (26.2)C (26.7)C (28.8)
SBLT C (33.2)C (20.7)C (22.8)C (24.7)
SBR C (32.4)C (34.3)B (19.8)C (21.7)C (23.5)
SB Overall C (32.6)C (34.6)C (20.1)C (22.1)C (23.8)
Intersection
Overall C (20.9)C (22.7)C (23.3)B (17.4)B (19.1)C (20.1)
Background +
Improvements:
None recommended
Total +
Improvements:
None recommended
LOS (delay in seconds)
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 21
DAVENPORT TRANSPORTATION CONSULIING
le 5.2E -Route 250 @ Middle 1/ 2010
AM Peak
Level of
PM Peak
2008
Existing
2010
Background
2010
Total
2008
Existing
2010
Background
2010
Total
EBL A (5.9)A (7.1)A (7.8)A (4.9)A (5.5)A (5.9)
EBT A (4.0)A (4.2)A (4.2)A (5.4)A (6.0)A (6.5)
EB Overall B (4.7)A (5.2)A (5.4)A (5.3)A (5.9)A (6.4)
WBT B (17.7)C (20.0)C (20.5)B (13.3)B (14.5)B (15.0)
WBR B (11.9)B (12.4)B (12.1)B (10.5)B (11.0)B (10.7)
WB Overall B (16.4)B (18.3)B (18.8)B (12.8)B (13.9)B (14.4)
SBL C (23.2)C (25.3)C (26.6)B (18.2)B (18.5)B (19.6)
SBR C (21.3)C (23.0)C (24.1)B (16.2)B (16.3)B (17.3)
SB Overall C (22.3)C (24.2)C (25.5)B (17.5)B (17.7)B (18.8)
Intersection Overall B (13.3)B (14.7)B (15.0)B (10.5)B (11.1)B (11.5)
Background +
Im rovements:None recommended
Total +
Improvements:None recommended
LOS (delay in seconds)
RouteTable5.2F -1 @ Route 1 1 2010
AM Peak
Level of
PM Peak
2008
Existing
2010
Background
2010
Total
2008
Existing
2010
Background
2010
Total
EBL A (3.8)A (3.9)A (4.1)A (3.9)A (4.3)A (4.6)
EBTR A (6.3)A (6.0)A (6.0)A (6.8)A (7.0)A (7.1)
EB Overall A (5.3)A (5.2)A (5.3)A (5.4)A (5.6)A (5.9)
WBL A (6.9)A (7.3)A (7.4)A (7.8)A (8.0)A (8.0)
WBT B (10.5)B (11.4)B (11.7)B (11.8)B (12.3)B (12.5)
WBR A (8.4)A (8.9)A (8.9)B (10.0)B (10.2)B (10.2)
WB Overall B (10.3)B (11.1)B ( "11.4)B (11.0)B (11.5)B (11.6)
NB B (17.0)B (19.7)C (20.5)B (17.5)B (18.3)B (19.0)
SBLT B (16.6)B (19.2)B (19.8)B (17.6)B (18.3)B (18.9)
SBR B (16.2)B (18.5)B (19.1)B (16.7)B (17.3)B (17.9)
SB Overall B (16.3)B (18.7)B (19.3)B (17.0)B (17.6)B (18.1)
Intersection Overall B (10.5)B (11.5)B (11.8)B (10.8)B (11.2)B (11.4)
Backgrowid +
Improvements:None recommended
Total +
Improvements: I
None recommended
LOS (delay in seconds)
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 22
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5.3 Level of Service Analysis for Design Year 2016
Capacities were analyzed for the following conditions during AM and PM peaks:
2016 Design Year Background Traffic
2016 Design Year Background Traffic with Improvements
2016 Design Year Total Traffic
2016 Design Year Total Traffic with Improvements
Levels of service summaries for the above- mentioned conditions are provided in
the following sections. Analysis efforts were made to improve the level of service
for each lane group at each intersection to a LOS C. While some approaches
remained below LOS C after mitigation, attention was given in these cases to
maintain queue lengths at acceptable levels. The locations where the LOS was
below a LOS C have been highlighted in the tables below.
Table 53A - .4 EB Ramps @ Route of
AM Peak PM Peak
2016 Backgoound +2016 2016 Backgoound +2016
Background Improvements
Unsignalize
Total Background Improvements
Total
EB
SBL A (9.0)A (8.0)
EB
NBT B (11.7)B (12.6)A (9.8)B (10.7)
NBR B (13.4)B (14.3)A (9.6)B (10.5)
NB Overall B (12.7)B (13.6)A (9.7)B (10.6)
SBL A (5.0)A (5.5)A (3.7)A (4.6)
SBT A (3.4)A (3.6)A (3.7)A (4.6)
SB Overall A (4.3)A (4.7)A (3.7)A (4.6)
Intersection
B (12.8)B (13.6)B (10.8)B (11.8)Overall
Although signalization improves LOS, it is recommended that a 12 hour signal
warrant study be conducted as traffic volumes or patterns changes. Signalization ofBackground +this intersection is not the result of Re- Store'N Station development and
Improvements:signalization may not be warranted but was considered to mitigate a less than
acceptable LOS
Total +Improvements required under 2016 No Build scenario (as listed above) will be
Im rovements:adequate
seco
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 25
DAVEMPOPT TRm5POKlATiohi COMSUu - iiiG
Table i 64 WB Ramps @ Route 1 16 Level of
AM Peak PM Peak
2016 BackgOound +2016 2016 Backgoound +2016
Background Improvements
Unsignalized
Total Background Improvements
Total
WB C (15.4)
NBL A (8.6)A (8.3)
WBLT
WBR C (27.7)C (28.5)
WB Overall C (32.6)C (32.6)
NBL A (2.3)A (2.6)A (6.4)A (6.1)
NBT A (1.7)A (2.0)A (7.2)A (6.9)
NB Overall A (1.7)A (2.0)A (7.2)A (6.9)
SBT A (3.0)A (3.0)B (11.4)B (11.6)
SBR A (2.8)A (2.8)B (10.7)B (10.9)
SB Overall A (2.9)A (3.0)B (11.2)B (11.4)
Intersection Overall B (10.1)B (10.5)B (19.1)B (18.9)
VDOT should consider constructing a westbound left turn lane with
325 feet of storage and 100 -foot taper length and signalize this
intersection as spot improvement project. Although signalization
Background + Improvements:improves LOS, it is recommended that a 12 hour signal warrant
study be conducted by VDOT as traffic volumes or patterns changes.
The need to signalization of this intersection is not the result of Re-
Store'N Station development and signalization may not be
warranted but was considered to mitigate a less than acceptable LOS
Total + Improvements:Improvements required under 2016 No Build scenario (as listed
above) will be adequate
LOS (delay in seconds)
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 26
DAVENPORT TiiANSPORTATl01l CONSULT IPIG
MW MWWLIftr*-I,
1 @ • •
AM Peak
FEW-MlMM
I AM Peak PM Peak
2016
2016 Total 2016 Total + Improvements
2016
2016 Total + Improvements
Total
EBL 818.7
Total
C215
EBT N/A N/A N/A N/A
EBR N/A N/A N/A N/A
WBL N/A B 10.2 N/A A 92
WBLT /WBT A 2.5 N/A A 2.4 N/A
NBL
813.7
EB Overall B
NBR N/A C 17.1 N/A B 13.9
Background +
20.
Improvements:
None recommended
Construct right turn lane on Route 250 with 200 feet of storage and 140 feet of taper as
Total +shown on site plan
Improvements:Construct left turn lane on Route 250 with 100 feet of storage and 200 feet of taper as
shown on site plan
C
Construct sE arate right and left turn exit lanes as shown on site J21an
C
seco
RouteTable5.313 -1 @ • •
AM Peak
l - 2016 Level o
PM Peak
2016 Background 2016 Total 2016 Background 2016 Total
EBL 818.7 C215 B10.4 B10.6
EBT B 15.4 B 15.7 C 202 C 22.
EBR B12.0 B11.9 B13.8 813.7
EB Overall B 17.0 B 18.9 B 18.5 C 20.
WBL B18.3 B18.1 B12.8 812.4
WBT C 302 C 31.5 B 18.6 8 17.9
WBR C22.8 C22.5 815.1 814.0
WB Overall C 27.0 C 27.9 B 17.4 8 16.9
NBLT C 31.4 C 34.7
NBR C 34.4 C 30.1 C 33.2
NB Overall C 30.7 C 34.0
SBLT C 26.0 C 292
SBR C 24.5 C 27.4
SB Overall C 24.9 C 28.0
Intersection
Overall C (25.8)C (27.1)C (21.2)C 22.7)
Background +
Improvements:
None recommended
Total +
Improvements:
None recommended
LOS (delay in seconds)
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 27
DAVH`IPORT TRANSPORTATION CONSULTING
Table 1 1 @ Middle School 1 • Level
AM Peak
of Analysis
PM Peak
2016 Background 2016 Total 2016 Background 2016 Total
EBL B (10.5)B (12.5)A (6.6)A (7.1)
EBT A (4.5)A (4.6)A (7.0)A (7.6)
EB Overall A (6.6)A (7.2)A (6.9)A (7.5)
WBT C (24.8)C (26.8)B (16.3)B (16.5)
WBR B (13.2)B (13.1)B (11.5)B (11.0)
WB Overall C (22.3)C (24.0)B (15.5)B (15.8)
SBL C (29.4)C 30.9)C (20.6)C (22.3)
SBR C (26.2)C (27.4)B (17.7)B (19.2)
SB Overall C (27.9)C (29.2)B (19.5)C (21.1)
Intersection Overall B (17.7)B (18.8)B (12.6)B (13.0)
Background + Improvements:None recommended
Total + Improvements:None recommended
seconds)
Table 1 1 @ Route 240/ / . 1
AM Peak
Level of
PM Peak
2016 Background 2016 Total 2016 Background 2016 Total
EBL A (4.6)A (5.0)A (5.3)A (6.4)
EBTR A (6.1)A (6.3)A (7.1)A (7.3)
EB Overall A (5.5)A (5.8)A (6.2)A (6.8)
WBL A (7.4)A (7.4)A (8.0)A (7.8)
WBT B (12.4)B (12.9)B (12.8)B (12.9)
WBR A (8.9)A (9.0)B (10.2)A (9.9)
WB Overall B (12.0)B (12.5)B (11.9)B (11.9)
NB C (22.2)C (22.5)C (20.1)C (21.0)
SBLT C (21.6)C (21.6)C (20.1)C (20.9)
SBR C (20.4)C (20.5)B (18.5)B (19.2)
SB Overall C (20.6)C (20.7)B (19.0)B (19.7)
Intersection Overall B (12.6)B (12.8)B (12.0)B (12.4)
Background + Improvements:None recommended
Total + Improvements:None recommended
seconds)
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 28
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6.0 Recommended Improvements
6.1 2010 Conditions
Recorrunendations for improvements to intersection lane geometry as a result of
2010 background traffic and 2010 total traffic are summarized in Table 6.1. It
should be noted that the improvements listed under background conditions are as
a result of projected background traffic and not Re- Store'N Station development
traffic.
2/23/09 RBVISLD 15Dec10 08- 321.100 Re- Store'N Station 31
2010 Background Conditions 2010 Total Traffic
Conditions
Although signalization improves LOS, it is
recommended that a 12 hour signal warrant study
be conducted as traffic volumes or patterns Improvements required
changes. Signalization of this intersection is not under 2010 Background
the result of Re- Store'N Station development and scenario will be adequate
signalization may not be warranted but was
considered to mitigate a less than acceptable LOS
Construct westbound left turn lane with 325 feet
of storage and 100 -foot taper length and signalize
this intersection. Although signalization improves
f LOS, it is recommended that a 12 hour signal
warrant study be conducted as traffic volumes or Improvements required
patterns changes. Signalization of this intersection under 2010 Background
is not the result of Re- Store'N Station scenario will be adequate
development and signalization may not be
warranted but was considered to mitigate a less
than acceptable LOS
Construct right turn lane
on Route 250 with 200 feet
of storage and 140 feet of
taper as shown on site plan
Construct left turn lane on
N/A Route 250 with 100 feet of
storage and 200 feet of
taper as shown on site plan
Construct separate right
and left turn exit lanes as
shown on site plan
t
None Recommended None Recommended
i
None Recommended None Recommended
1
Iola None Recommended None Recommended
2/23/09 RBVISLD 15Dec10 08- 321.100 Re- Store'N Station 31
DAVENPORT TRANSPOKTATIOPI CON5ULTI1`IG
6.2 2016 Conditiotrs
Recommendations for improvements to intersection lane geometry as a result of
2016 background traffic and 2016 total traffic are summarized in Table 6.2. It
should be noted that the improvements listed under background conditions are as
a result of projected background traffic and not Re- Store'N Station development
traffic.
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 32
2016 Background Conditions 2016 Total Traffic
Conditio
Although signalization improves LOS, it is
recommended that a 12 hour signal warrant study be
conducted as traffic volumes or patterns changes.Improvements required
Signalization of this intersection is not the result of under Background
Re- Store'N Station development and signalization scenarioo will be
may not be warranted but was considered to adequate
mitigate a less than acceptable LOS
Construct westbound left turn lane with 325 feet of
storage and 100 -foot taper Iength and signalize this
intersection. Although signalization improves LOS, it
1 is recommended that a 12 hour signal warrant study Improvements required
be conducted as traffic volumes or patterns changes.under 2010 Background
Signalization of this intersection is not the result of scenario will be
Re- Store'N Station development and signalization adequate
may not be warranted but was considered to
mitigate a less than acceptable LOS
Construct right turn lane
on Route 250 with 200
feet of storage and 140
feet of taper as shown on
site plan
1 a Construct left turn lane
N/A on Route 250 with 100
feet of storage and 200
feet of taper as shown on
site plan
Construct separate right
and left turn exit lanes as
shown on site plan
None Recommended None Recommended
P
1
None Recommended None Recommended
1
1
None Recommended None Recommended
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 32
DAVENPORT TKAIJSPOPTATIOPI CaISULTIPIG
7.0 Summary and Conclusion
Note: This study shows a convenience store with 14 fueling stations and 1,000
square feet of office space. After this study was accomplished, two (2) fueling
stations were deleted and the store size was reduced to 3,000 square feet (by
special use permit). The office space was increased to 3,000 square feet. With all
these changes, this analysis represents 37% higher traffic volumes than Re-
Store'N Station will generate.
This analysis has been conducted according to Chapter 527 Virginia DOT
guidelines. We have identified all anticipated areas of deficiency and made
recommendations for improvements where possible. When fully built -out, the Re-
Store'N Station development will generate a net total of 4,596 trips per day. We
have distinguished between improvements required under background and total
traffic conditions. The recommended turn lanes on Route 250 / Rockfish Gap
Turnpike into the site will be constructed with Re- Store'N Station.
Additionally, all proposed and/or required improvements shall comply with the
VDOT Road Design Manual guidelines and Albemarle County standards.
Access Management guidelines will be reviewed and implemented as needed.
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 33
DAVENPORT TRANSPORTATION CONSULTING
APPENDIX
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 34
DAVENPORT TRANSPORTATION CONSULTING
Route 250 @ I -64 EB
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 35
HCM Unsignalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
O f-4`-I r'0 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 tt r tt
Volume (veh /h)111 0 3 0 0 0 0 193 298 250 182 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)123 0 3 0 0 0 0 214 331 278 202 0
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 865 972 101 874 972 107 202 214
vC1, stage 1 conf vol 758 758 214 214
vC2, stage 2 conf vol 107 214 660 758
vCu, unblocked vol 865 972 101 874 972 107 202 214
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %51 100 100 100 100 100 100 79
cM capacity (veh /h)252 259 935 281 277 926 1367 1353
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 127 107 107 331 278 101 101
Volume Left 123 0 0 0 278 0 0
Volume Right 3 0 0 331 0 0 0
cSH 257 1700 1700 1700 1353 1700 1700
Volume to Capacity 0.49 0.06 0.06 0.19 0.21 0.06 0.06
Queue Length 95th (ft)63 0 0 0 19 0 0
Control Delay (s)31.8 0.0 0.0 0.0 8.3 0.0 0.0
Lane LOS D A
Approach Delay (s)31.8 0.0 43
Approach LOS D
Intersection Summary
Average Delay 5.5
Intersection Capacity Utilization 48.6%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
100: 1-64 EB Ramps & Route 250 111412009
EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations cT tt iff tt
Volume (vehlh)125 0 3 0 0 0 0 217 335 281 205 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)139 0 3 0 0 0 0 241 372 312 228 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 973 1093 114 983 1093 121 228 241
vC1, stage 1 conf vol 852 852 241 241
vC2, stage 2 conf vol 121 241 742 852
vCu, unblocked vol 973 1093 114 983 1093 121 228 241
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %35 100 100 100 100 100 100 76
cM capacity (veh /h)212 222 917 241 240 908 1338 1323
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 142 121 121 372 312 114 114
Volume Left 139 0 0 0 312 0 0
Volume Right 3 0 0 372 0 0 0
cSH 216 1700 1700 1700 1323 1700 1700
Volume to Capacity 0.66 0.07 0.07 0.22 0.24 0.07 0.07
Queue Length 95th (ft)101 0 0 0 23 0 0
Control Delay (s)48.9 0.0 0.0 0.0 8.6 0.0 0.0
Lane LOS E A
Approach Delay (s)48.9 0.0 4.9
Approach LOS E
Intersection Summary
Average Delay 7.4
Intersection Capacity Utilization 53.4%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore 'N Station AM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
10. •-- k- i
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 411)
c0.23
v/c Ratio 0.54 0.11
tt r
0.08
tt
43.5
Volume (vph)125 0 3 0 0 0 0 217 335 281 205 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
A
5.0
45.7 0.0 10.6 3.6
5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot)1771 3539 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 0.56 1.00
Satd. Flow (perm)1771 3539 1583 1042 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)139 0 3 0 0 0 0 241 372 312 228 0
RTOR Reduction (vph)0 1 0 0 0 0 0 0 151 0 0 0
Lane Group Flow (vph)0 141 0 0 0 0 0 241 221 312 228 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)14.2 63.4 63.4 81.8 81.8
Effective Green, g (s)16.2 65.4 65.4 83.8 83.8
Actuated g/C Ratio 0.15 0.59 0.59 0.76 0.76
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3 .0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)261 2104 941 882 2696
v/s Ratio Prot
55.9% ICU Level of Service B
0.07
15
c0.04 0.06
v/s Ratio Perm 0.08 0.14 c0.23
v/c Ratio 0.54 0.11 0.24 0.35 0.08
Uniform Delay, d1 43.5 9.7 10.5 3.9 3.3
Progression Factor 1.00 1.00 1.00 0.97 0.86
Incremental Delay, d2 2.3 0.1 0.6 0.2 0.1
Delay (s)45.7 9.8 11.1 4.1 2.9
Level of Service D A B A A
Approach Delay (s)45.7 0.0 10.6 3.6
Approach LOS D A B A
Intersection Summa
HCM Average Control Delay 11.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.38
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
c Critical Lane Group
08 -321 Restore 'N Station AM 2010 Build
Nick Liguori, EIT Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44 tt r tt
Volume (vph)138 0 3 0 0 0 0 217 335 299 205 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 1.00 1.00 0.85 1.00 1.00
Fit Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot)1771 3539 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 0.56 1.00
Satd. Flow (perm)1771 3539 1583 1040 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)153 0 3 0 0 0 0 241 372 332 228 0
RTOR Reduction (vph)0 1 0 0 0 0 0 0 156 0 0 0
Lane Group Flow (vph)0 155 0 0 0 0 0 241 216 332 228 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)15.0 61.9 61.9 81.0 81.0
Effective Green, g (s)17.0 63.9 63.9 83.0 83.0
Actuated g/C Ratio 0.15 0.58 0.58 0.75 0.75
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)274 2056 920 878 2670
v/s Ratio Prot 0.07 c0.05 0.06
v/s Ratio Perm 0.09 0.14 c0.24
v/c Ratio 0.57 0.12 0.23 0.38 0.09
Uniform Delay, dl 43.1 10.4 11.2 4.2 3.5
Progression Factor 1.00 1.00 1.00 0.97 0.87
Incremental Delay, d2 2.7 0.1 0.6 0.3 0.1
Delay (s)45.8 10.5 11.8 4.4 3.1
Level of Service D B B A A
Approach Delay (s)453 0.0 11.3 3.9
Approach LOS D A B A
Intersection Summary
HCM Average Control Delay 12.2 HCM Level of Service B
HCM Volume to Capacity ratio 0.41
Actuated Cycle Length (s)110.0 Sum of lost time (s)10.0
Intersection Capacity Utilization 57.6 %ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44 tt r tt
Volume (veh /h)149 0 4 0 0 0 0 259 400 336 245 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)166 0 4 0 0 0 0 288 444 373 272 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1163 1307 136 1175 1307 144 272 288
vC1, stage 1 conf vol 1019 1019 288 288
vC2, stage 2 conf vol 144 288 887 1019
vCu, unblocked vol 1163 1307 136 1175 1307 144 272 288
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %0 100 99 100 100 100 100 71
cM capacity (veh /h)155 165 888 182 185 877 1288 1271
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 170 144 144 444 373 136 136
Volume Left 166 0 0 0 373 0 0
Volume Right 4 0 0 444 0 0 0
cSH 158 1700 1700 1700 1271 1700 1700
Volume to Capacity 1.07 0.08 0.08 0.26 0.29 0.08 0.08
Queue Length 95th (ft)219 0 0 0 31 0 0
Control Delay (s)150.7 0.0 0.0 0.0 9.0 0.0 0.0
Lane LOS F A
Approach Delay (s)150.7 0.0 5.2
Approach LOS F
Intersection Summary
Average Delay 18.7
Intersection Capacity Utilization 61.9%ICU Level of Service B
Analysis Period (min)15
08 -321 Restore'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps Route 250
HCM Volume to Capacity ratio 0.46
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min)15
1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt r tt
Volume (vph)149 0 4 0 0 0 0 259 400 336 245 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 1.00 1.00 0.85 1.00 1.00
Fit Protected 0.95 1.00 1.00 0.95 1.00
Said. Flow (prot)1770 3539 1583 1770 3539
Fit Permitted 0.95 1.00 1.00 0.53 1.00
Satd. Flow (perm)1770 3539 1583 991 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)166 0 4 0 0 0 0 288 444 373 272 0
RTOR Reduction (vph)0 1 0 0 0 0 0 0 195 0 0 0
Lane Group Flow (vph)0 169 0 0 0 0 0 288 249 373 272 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)15.9 59.7 59.7 80.1 80.1
Effective Green, g (s)17.9 61.7 61.7 82.1 82.1
Actuated g/C Ratio 0.16 0.56 0,56 0.75 0.75
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)288 1985 888 849 2641
v/s Ratio Prot 0.08 c0.06 0.08
v/s Ratio Perm 0.10 0.16 c0.27
v/c Ratio 0.59 0.15 0.28 0.44 0.10
Uniform Delay, d1 42.6 11.5 12.6 4.7 3.8
Progression Factor 1.00 1.00 1.00 1.00 0.86
Incremental Delay, d2 3.0 0.2 0.8 0.4 0.1
Delay (s)45.7 11.7 13.4 5.0 3.4
Level of Service D B B A A
Approach Delay (s)45.7 0.0 12.7 4.3
Approach LOS D A B A
Intersection Summar
HCM Average Control Delay 12.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.46
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T+tt r tt
Volume (vph)162 0 4 0 0 0 0 259 400 354 245 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot)1771 3539 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 0.53 1.00
Satd. Flow (perm)1771 3539 1583 989 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)180 0 4 0 0 0 0 288 444 393 272 0
RTOR Reduction (vph)0 1 0 0 0 0 0 0 202 0 0 0
Lane Group Flow (vph)0 183 0 0 0 0 0 288 242 393 272 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)16.8 57.9 57.9 79.2 79.2
Effective Green, g (s)18.8 59.9 59.9 81.2 81.2
Actuated g/C Ratio 0.17 0.54 0.54 0.74 0.74
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)303 1927 862 846 2612
v/s Ratio Prot 0.08 c0.07 0.08
v/s Ratio Perm 0.10 0.15 c0.27
v/c Ratio 0.60 0.15 0.28 0.46 0.10
Uniform Delay, dl 42.2 12.4 13.5 5.0 4.1
Progression Factor 1.00 1.00 1.00 1.01 0.86
Incremental Delay, d2 3.4 0.2 0.8 0.4 0.1
Delay (s)45.5 12.6 14.3 5.5 3.6
Level of Service D B B A A
Approach Delay (s)45.5 0,0 13.6 4.7
Approach LOS D A B A
Intersection Summar
HCM Average Control Delay 13.6 HCM Level of Service B
HCM Volume to Capacity ratio 0.49
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 66.1% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 111412009
0-4- -N - N t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations c+tt r tt
Volume (veh /h)117 0 9 0 0 0 0 147 70 111 474 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90
Hourly flow rate (vph)130 0 10 0 0 0 0 163 78 123 527 0
Pedestrians
Lane Width (ft)
Walking Speed (f /s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 855 937 263 683 937 82 527 163
vC1, stage 1 conf vol 773 773 163 163
vC2, stage 2 conf vol 82 163 520 773
vCu, unblocked vol 855 937 263 683 937 82 527 163
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 33 3.5 4.0 3.3 2.2 2.2
p0 queue free %55 100 99 100 100 100 100 91
cM capacity (veh /h)286 309 735 387 315 962 1036 1413
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 140 82 82 78 123 263 263
Volume Left 130 0 0 0 123 0 0
Volume Right 10 0 0 78 0 0 0
cSH 299 1700 1700 1700 1413 1700 1700
Volume to Capacity 0.47 0.05 0.05 0.05 0.09 0.15 015
Queue Length 95th (ft)59 0 0 0 7 0 0
Control Delay (s)27.2 0.0 0.0 0.0 7.8 0.0 0.0
Lane LOS D A
Approach Delay (s)27.2 0.0 1.5
Approach LOS D
Intersection Summary
Average Delay 4.6
Intersection Capacity Utilization 50.2%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station PM Base
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
100: 1 -64 EB Ramps Route 250 1/1412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T+tt r tt
Volume (veh /h)132 0 10 0 0 0 0 165 79 125 533 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)147 0 11 0 0 0 0 183 88 139 592 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 962 1053 296 768 1053 92 592 183
vC1, stage 1 conf vol 870 870 183 183
vC2, stage 2 conf vol 92 183 585 870
vCu, unblocked vol 962 1053 296 768 1053 92 592 183
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5,5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %40 100 98 100 100 100 100 90
cM capacity (veh /h)246 273 700 346 279 948 980 1389
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 S82 SB 3
Volume Total 158 92 92 88 139 296 296
Volume Left 147 0 0 0 139 0 0
Volume Right 11 0 0 88 0 0 0
cSH 258 1700 1700 1700 1389 1700 1700
Volume to Capacity 0.61 0.05 0.05 0.05 0.10 0.17 0.17
Queue Length 95th (ft)91 0 0 0 8 0 0
Control Delay (s)38.6 0.0 0.0 0.0 7.9 0.0 0.0
Lane LOS E A
Approach Delay (s)38.6 0.0 1.5
Approach LOS E
Intersection Summary
Average Delay 6.2
Intersection Capacity Utilization 54.9%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station PM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14
t *--- I / .
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 14
0.10
v/c Ratio 0.57 0.08
tt r
0.22
tt
43.1
Volume (vph)132 0 10 0 0 0 0 165 79 125 533 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
A
5.0
45.8 0.0 8.5 2.1
5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 0.99 1.00 0.85 1.00 1.00
Flt Protected 0.96 1.00 1.00 0.95 1.00
Satd. Flow (prot)1763 3539 1583 1770 3539
Fit Permitted 0.96 1.00 1.00 0.59 1.00
Satd. Flow (perm)1763 3539 1583 1104 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)147 0 11 0 0 0 0 183 88 139 592 0
RTOR Reduction (vph)0 3 0 0 0 0 0 0 34 0 0 0
Lane Group Flow (vph)0 155 0 0 0 0 0 183 54 139 592 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)15.0 65.9 65.9 81.0 81.0
Effective Green, g (s)17.0 67.9 67.9 83.0 83.0
Actuated g/C Ratio 0.15 0.62 0.62 0.75 0.75
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)272 2185 977 894 2670
v/s Ratio Prot
45.2% ICU Level of Service A
0.05
15
0.01 c0.17
vls Ratio Perm 0.09 0.03 0.10
v/c Ratio 0.57 0.08 0.06 0.16 0.22
Uniform Delay, d1 43.1 8.5 8.3 3.7 4.0
Progression Factor 1.00 1.00 1.00 0.50 0.48
Incremental Delay, d2 2.7 0.1 0.1 0.1 0.2
Delay (s)45.8 8.6 8.5 2.0 2.1
Level of Service D A A A A
Approach Delay (s)45.8 0.0 8.5 2.1
Approach LOS D A A A
Intersection Summar
HCM Average Control Delay 9.5 HCM Level of Service A
HCM Volume to Capacity ratio 0.28
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 45.2% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations fl
0.13
v/c Ratio 0.60 0.09
tt r tt
42.4
Volume (vph)149 0 10 0 0 0 0 165 79 162 533 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
A
5.0
45.7 0.0 9.4 2.4
5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 0.99 1.00 0.85 1.00 1.00
Flt Protected 0.96 1.00 1.00 0.95 1.00
Satd. Flow (prot)1764 3539 1583 1770 3539
Flt Permitted 0.96 1.00 1.00 0.59 1.00
Satd. Flow (perm)1764 3539 1583 1102 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)166 0 11 0 0 0 0 183 88 180 592 0
RTOR Reduction (vph)0 3 0 0 0 0 0 0 35 0 0 0
Lane Group Flow (vph)0 174 0 0 0 0 0 183 53 180 592 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)163 63.7 63.7 79.7 79.7
Effective Green, g (s)18.3 65.7 65.7 81.7 81.7
Actuated g/C Ratio 0.17 0.60 0.60 0.74 0.74
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 10 3.0 3.0
Lane Grp Cap (vph)293 2114 945 885 2629
v/s Ratio Prot
46.3% ICU Level of Service A
0.05
15
0.02 c0.17
v/s Ratio Perm 0.10 0.03 0.13
v/c Ratio 0.60 0.09 0.06 0.20 0.23
Uniform Delay, dl 42.4 9.4 9.2 4.2 4.4
Progression Factor 1.00 1.00 1.00 0.52 0.50
Incremental Delay, d2 3.2 0.1 0.1 0.1 0.2
Delay (s)45.7 9.5 93 2.3 2.4
Level of Service D A A A A
Approach Delay (s)45.7 0.0 9.4 2.4
Approach LOS D A A A
Intersection Summar
HCM Average Control Delay 101 HCM Level of Service B
HCM Volume to Capacity ratio 0.29
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 46.3% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 11
4-- 4. - 110. 41
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4 tt r tt
Volume (veh /h)157 0 12 0 0 0 0 198 94 149 637 0
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)174 0 13 0 0 0 0 220 104 166 708 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1149 1259 354 918 1259 110 708 220
vC1, stage 1 conf vol 1039 1039 220 220
vC2, stage 2 conf vol 110 220 698 1039
vCu, unblocked vol 1149 1259 354 918 1259 110 708 220
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %8 100 98 100 100 100 100 88
cM capacity (veh /h)189 220 642 286 226 922 887 1346
Direction, Lane #EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 188 110 110 104 166 354 354
Volume Left 174 0 0 0 166 0 0
Volume Right 13 0 0 104 0 0 0
cSH 199 1700 1700 1700 1346 1700 1700
Volume to Capacity 0.94 0.06 0.06 0.06 0.12 0.21 0.21
Queue Length 95th (ft)193 0 0 0 10 0 0
Control Delay (s)98.7 0.0 0.0 0.0 8.0 0.0 0.0
Lane LOS F A
Approach Delay (s)98.7 0.0 1.5
Approach LOS F
Intersection Summary
Average Delay 14.3
Intersection Capacity Utilization 62.9%ICU Level of Service B
Analysis Period (min)15
08 -321 Restore'N Station PM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1/14/2009
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
303
T+
940 853 2609
v/s Ratio Prot
50.4% ICU Level of Service A
tt r
0.02
tt
v/s Ratio Perm
Volume (vph)157 0 12 0 0 0 0 198 94 149 637 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
0.1
5.0
Delay (s)45.5 9.8 9.6 3.7
5.0 5.0 5.0 5.0
A
Lane Util. Factor
A
1.00
45.5 0.0 9.7 3.7
0.95 1.00 1.00 0.95
Frt 0.99 1.00 0.85 1.00 1.00
Flt Protected 0.96 1.00 1.00 0.95 1.00
Satd. Flow (prot)1763 3539 1583 1770 3539
Flt Permitted 0.96 1.00 1.00 0.57 1.00
Satd. Flow (perm)1763 3539 1583 1063 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)174 0 13 0 0 0 0 220 104 166 708 0
RTOR Reduction (vph)0 3 0 0 0 0 0 0 42 0 0 0
Lane Group Flow (vph)0 184 0 0 0 0 0 220 62 166 708 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 g
Actuated Green, G (s)16.9 63.3 63.3 79.1 79.1
Effective Green, g (s)18.9 65.3 65.3 81.1 81.1
Actuated g/C Ratio 0.17 0.59 0.59 0.74 0.74
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)303 2101 940 853 2609
v/s Ratio Prot
50.4% ICU Level of Service A
0.06
15
0.02 c0.20
v/s Ratio Perm 0.10 0.04 0.12
vlc Ratio 0.61 0.10 0.07 0.19 0.27
Uniform Delay, dl 42.1 9.7 9.5 4.3 4.7
Progression Factor 1.00 1.00 1.00 0.82 0.74
Incremental Delay, d2 3.4 0.1 0.1 0.1 0.2
Delay (s)45.5 9.8 9.6 3.7 3.7
Level of Service D A A A A
Approach Delay (s)45.5 0.0 9.7 3.7
Approach LOS D A A A
Intersection Summar
HCM Average Control Delay 10.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.33
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 50.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
100: 1 -64 EB Ramps & Route 250 1114/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
0.15
v/c Ratio 0.63 0.11
tt r Vi tt
41.5
Volume (vph)174 0 12 0 0 0 0 198 94 186 637 0
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
A
5.0
45.5 0.0 10.7 4.6
5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95
Frt 0.99 1.00 0.85 1.00 1.00
Flt Protected 0.96 1.00 1.00 0.95 1.00
Satd. Flow (prot)1764 3539 1583 1770 3539
Flt Permitted 0,96 1.00 1.00 0.57 1.00
Satd. Flow (perm)1764 3539 1583 1060 3539
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)193 0 13 0 0 0 0 220 104 207 708 0
RTOR Reduction (vph)0 2 0 0 0 0 0 0 44 0 0 0
Lane Group Flow (vph)0 204 0 0 0 0 0 220 60 207 708 0
Turn Type Perm Perm pm +pt
Protected Phases 4 2 1 6
Permitted Phases 4 2 6
Actuated Green, G (s)18.1 61.1 61.1 77.9 77.9
Effective Green, g (s)20.1 63.1 63.1 79.9 79.9
Actuated g/C Ratio 0.18 0.57 0.57 0.73 0.73
Clearance Time (s)7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)322 2030 908 846 2571
v/s Ratio Prot
51.4% ICU Level of Service A
0.06
15
0.03 c0.20
v/s Ratio Perm 0.12 0.04 0.15
v/c Ratio 0.63 0.11 0.07 0.24 0.28
Uniform Delay, d1 41.5 10.7 10.4 4.8 5.1
Progression Factor 1.00 1.00 1.00 0.92 0.84
Incremental Delay, d2 4.0 0.1 0.1 0.1 0.3
Delay (s)45.5 10.8 10.5 4.6 4.6
Level of Service D B B A A
Approach Delay (s)45.5 0.0 10.7 4.6
Approach LOS D A B A
Intersection Summar
HCM Average Control Delay 11.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.35
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
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DAVENPORT TRANSPORTATION CONSULTING
Route 250 @ I -64 M
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 36
HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt tt r
Volume (veh /h)0 0 0 57 0 117 4 300 0 0 375 111
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 63 0 130 4 333 0 0 417 123
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 722 759 208 551 759 167 417 333
vC1, stage 1 conf vol 417 417 342 342
vC2, stage 2 conf vol 306 342 208 417
vCu, unblocked vol 722 759 208 551 759 167 417 333
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 41 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 87 100 85 100 100
cM capacity (veh /h)385 431 798 506 429 848 1139 1223
Direction, Lane # WB 1 N8 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 193 4 167 167 208 208 123
Volume Left 63 4 0 0 0 0 0
Volume Right 130 0 0 0 0 0 123
cSH 695 1139 1700 1700 1700 1700 1700
Volume to Capacity 0.28 0.00 0.10 0.10 0.12 0.12 0.07
Queue Length 95th (ft)28 0 0 0 0 0 0
Control Delay (s)12.2 8.2 0.0 0.0 0.0 0.0 0.0
Lane LOS B A
Approach Delay (s)12.2 0.1 0.0
Approach LOS B
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 48.6%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations tt tt r
Volume (veh /h)0 0 0 64 0 132 5 338 0 0 422 125
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 71 0 147 6 376 0 0 469 139
Pedestrians
Lane Width (ft)
Walking Speed (fl/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 814 856 234 621 856 188 469 376
vC1, stage 1 conf vol 469 469 387 387
vC2, stage 2 conf vol 346 387 234 469
vCu, unblocked vol 814 856 234 621 856 188 469 376
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 85 100 82 99 100
cM capacity (veh /h)345 398 767 469 397 822 1089 1180
Direction, Lane #WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 218 6 188 188 234 234 139
Volume Left 71 6 0 0 0 0 0
Volume Right 147 0 0 0 0 0 139
cSH 660 1089 1700 1700 1700 1700 1700
Volume to Capacity 0.33 0.01 0.11 0.11 0.14 0.14 0.08
Queue Length 95th (ft)36 0 0 0 0 0 0
Control Delay (s)13.1 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS B A
Approach Delay (s)13.1 0.1 0.0
Approach LOS B
ntersection Summary
Average Delay 2.4
Intersection Capacity Utilization 53.4%ICU Level of Service A
Analysis Period (min)15
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Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1114/2009
f '- T
EBL EBT EBR WBL WBT WBR NBL
Lane Configurations
195 174 719 2828
T,
1265
tt
0.01
c Critical Lane Group
tt r
Volume (vph)0 0 0 64 0 132 5 338 0 0 422 125
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
1.00 1.00
Incremental Delay, d2
5.0 5.0
0.0
5.0 5.0
0.1
Delay (s)
5.0 5.0
Lane Util. Factor
1.1 2.7 2.5
1.00 1.00
D
1.00 0.95
A A
0.95 1.00
Frt
1.2 2.6
1.00 0.85
A
1.00 1.00
A A
1,00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.48 1.00 1.00 1.00
Satd. Flow (perm)1770 1583 900 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 71 0 147 6 376 0 0 469 139
RTOR Reduction (vph)0 0 0 0 131 0 0 0 0 0 0 28
Lane Group Flow (vph)0 0 0 71 16 0 6 376 0 0 469 111
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)10.1 10.1 85.9 85.9 85.9 85.9
Effective Green, g (s)12.1 12.1 87.9 87.9 87.9 87.9
Actuated g/C Ratio 0.11 0.11 0.80 0.80 0.80 0.80
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)195 174 719 2828 2828 1265
v/s Ratio Prot
Analysis Period (min)
0.01
c Critical Lane Group
0.11 c0.13
v/s Ratio Perm c0.04 0.01 0.07
v/c Ratio 0.36 0.09 0.01 0.13 0.17 0.09
Uniform Delay, d1 45.4 44.0 2.2 2.5 2.6 2.4
Progression Factor 1.00 1.00 0.69 0.42 1.00 1.00
Incremental Delay, d2 1.2 0.2 0.0 0.1 0.1 0.1
Delay (s)46.5 44.2 1.6 1.1 2.7 2.5
Level of Service D D A A A A
Approach Delay (s)0.0 45.0 1.2 2.6
Approach LOS A D A A
Intersection Summar
HCM Average Control Delay 9.8 HCM Level of Service A
HCM Volume to Capacity ratio 0.19
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
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Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
t 1 41
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
v/s Ratio Perm c0.04
T+Vi tt
0.36 0.11
tt r
Volume (vph)0 0 0 64 0 150 5 351 0 0 440 138
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
1.4 2.7 2.6
5.0 5.0
D
5.0 5.0
A A
5.0 5.0
Lane Util. Factor
1.4 2.7
1.00 1.00
A
1.00 0.95
A A
0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.47 1.00 1.00 1.00
Said. Flow (perm)1770 1583 882 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 71 0 167 6 390 0 0 489 153
RTOR Reduction (vph)0 0 0 0 149 0 0 0 0 0 0 31
Lane Group Flow (vph)0 0 0 71 18 0 6 390 0 0 489 122
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)10.1 10.1 85.9 85.9 85.9 85.9
Effective Green, g (s)12.1 12.1 87.9 87.9 87.9 87.9
Actuated g/C Ratio 0.11 0.11 0.80 0.80 0.80 0.80
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)195 174 705 2828 2828 1265
v/s Ratio Prot
Analysis Period (min)
0.01
c Critical Lane Group
0.11 c0.14
v/s Ratio Perm c0.04 0.01 0.08
v/c Ratio 0.36 0.11 0.01 0.14 0.17 0.10
Uniform Delay, dl 45.4 44.1 2.2 2.5 2.6 2.4
Progression Factor 1.00 1.00 0.83 0.53 1.00 1.00
Incremental Delay, d2 1.2 0.3 0.0 0.1 0.1 0.2
Delay (s)46.5 44.3 1.9 1.4 2.7 2.6
Level of Service D D A A A A
Approach Delay (s)0.0 45.0 1.4 2.7
Approach LOS A D A A
Intersection Summar
HCM Average Control Delay 10.2 HCM Level of Service B
HCM Volume to Capacity ratio 0.20
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 57.6% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vehlh)0 0 0 77 0 157 5 403 0 0 504 149
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 86 0 174 6 448 0 0 560 166
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 969 1019 280 739 1019 224 560 448
vC1, stage 1 conf vol 560 560 459 459
vC2, stage 2 conf vol 409 459 280 560
vCu, unblocked vol 969 1019 280 739 1019 224 560 448
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 13 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 79 100 78 99 100
cM capacity (vehlh)287 350 717 415 349 779 1007 1109
Direction, Lane #W61 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 260 6 224 224 280 280 166
Volume Left 86 6 0 0 0 0 0
Volume Right 174 0 0 0 0 0 166
cSH 605 1007 1700 1700 1700 1700 1700
Volume to Capacity 0.43 0.01 0.13 0.13 0.16 0.16 0.10
Queue Length 95th (ft)54 0 0 0 0 0 0
Control Delay (s)15.4 8.6 0.0 0.0 0.0 0.0 0.0
Lane LOS C A
Approach Delay (s)15.4 0.1 0.0
Approach LOS C
Intersection Summ
Average Delay 2.8
Intersection Capacity Utilization 61.9% ICU Level of Service B
Analysis Period (min) 15
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Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
j '- t ,
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
208 186 652
Vi T*
1253
tt
0.01
c Critical Lane Group
tt r
Volume (vph)0 0 0 77 0 157 5 403 0 0 504 149
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
1.00 1.00
Incremental Delay, d2
5,0 5.0
0.0
5.0 5.0
0.2
Delay (s)
5.0 5.0
Lane Util. Factor
1.7 3.0 2.8
1.00 1.00
D
1,00 0.95
A A
0.95 1.00
Frt
1.7 2.9
1.00 0,85
A
1,00 1.00
A A
1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Said. Flow (prot)1770 1583 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.44 1.00 1.00 1.00
Satd. Flow (perm)1770 1583 823 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 86 0 174 6 448 0 0 560 166
RTOR Reduction (vph)0 0 0 0 154 0 0 0 0 0 0 35
Lane Group Flow (vph)0 0 0 86 20 0 6 448 0 0 560 131
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)10,9 10.9 85.1 85.1 85.1 85.1
Effective Green, g (s)12.9 12.9 87.1 87.1 87.1 87.1
Actuated g/C Ratio 0.12 0.12 0.79 0.79 0.79 0.79
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)208 186 652 2802 2802 1253
vls Ratio Prot
Analysis Period (min)
0.01
c Critical Lane Group
0.13 c0.16
v/s Ratio Perm c0.05 0.01 0.08
vlc Ratio 0.41 0.11 0.01 0.16 0.20 0.10
Uniform Delay, d1 45.0 43.4 2.4 2.7 2.8 2.6
Progression Factor 1.00 1.00 0.95 0.59 1.00 1.00
Incremental Delay, d2 1.3 0.3 0.0 0.1 0.2 0.2
Delay (s)46.4 43.7 2.3 1.7 3.0 2.8
Level of Service D D A A A A
Approach Delay (s)0.0 44.6 1.7 2.9
Approach LOS A D A A
Intersection Summar
HCM Average Control Delay 10.1 HCM Level of Service B
HCM Volume to Capacity ratio 0.23
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
I' -- --- t '- '-. 4\
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
v/s Ratio Perm c0.05 0.01
T*tt
0.41 0.20
tt r
Volume (vph)0 0 0 77 0 176 5 416 0 0 522 162
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
2.0 3.0 2.8
5.0 5.0
D
5.0 5.0
A A
5.0 5.0
Lane Util. Factor
2.0 3.0
1.00 1.00
A
1.00 0.95
A A
0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1583 1770 3539 3539 1583
At Permitted 0.95 1.00 0.43 1.00 1.00 1.00
Satd. Flow (perm)1770 1583 808 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 86 0 196 6 462 0 0 580 180
RTOR Reduction (vph)0 0 0 0 159 0 0 0 0 0 0 37
Lane Group Flow (vph)0 0 0 86 37 0 6 462 0 0 580 143
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)10.9 10.9 85.1 85.1 851 85.1
Effective Green, g (s)12.9 12.9 87.1 87.1 87.1 87.1
Actuated g/C Ratio 0.12 0.12 0.79 0.79 0.79 0.79
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)208 186 640 2802 2802 1253
v/s Ratio Prot
Analysis Period (min)
0.02
c Critical Lane Group
0.13 c0.16
v/s Ratio Perm c0.05 0.01 0.09
v/c Ratio 0.41 0.20 0.01 0.16 0.21 0.11
Uniform Delay, d1 45.0 43.9 2.4 2.7 2.9 2.6
Progression Factor 1.00 1.00 1.07 0.68 1.00 1.00
Incremental Delay, d2 1.3 0.5 0.0 0.1 0.2 0.2
Delay (s)46.4 44.4 2.6 2.0 3.0 2.8
Level of Service D D A A A A
Approach Delay (s)0.0 45.0 2.0 3.0
Approach LOS A D A A
Intersection Summar
HCM Average Control Delay 10.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.23
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 66.1% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 111412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
0 0
Volume Right 236
4
0
Vi tt
0 146
tt r
Volume (veh /h)0 0 0 276 1 212 9 255 0 0 309 131
Sign Control
Queue Length 95th (ft)
Stop
1 0
Stop
0 0
Free
Control Delay (s)31.9
Free
0.0
Grade
0.0
0%
0.0
Lane LOS
0%
A
0%0%
Approach Delay (s)
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 307 1 236 10 283 0 0 343 146
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 741 647 172 475 647 142 343 283
vC1, stage 1 conf vol 343 343 303 303
vC2, stage 2 conf vol 398 303 172 343
vCu, unblocked vol 741 647 172 475 647 142 343 283
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
IF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 44 100 73 99 100
cM capacity (veh /h)331 470 842 545 468 880 1212 1276
nirPrtinn. I anP # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 543 10 142 142 172 172 146
Volume Left 307 10 0 0 0 0 0
Volume Right 236 0 0 0 0 0 146
cSH 653 1212 1700 1700 1700 1700 1700
Volume to Capacity 0.83 0.01 0.08 0.08 0.10 0.10 0.09
Queue Length 95th (ft)225 1 0 0 0 0 0
Control Delay (s)31.9 8.0 0.0 0.0 0.0 0.0 0.0
Lane LOS D A
Approach Delay (s)31.9 0.3 0.0
Approach LOS D
Intersection Summary
Average Delay 13.1
Intersection Capacity Utilization 50.2% ICU Level of Service A
Analysis Period (min) 15
08 -321 Restore'N Station PM Base
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
f- .- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SRR
Lane Configurations 44 tt tt r
Volume (veh /h)0 0 0 311 1 239 10 287 0 0 348 147
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 346 1 266 11 319 0 0 387 163
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 834 728 193 534 728 159 387 319
vC1, stage 1 conf vol 387 387 341 341
vC2, stage 2 conf vol 448 341 193 387
vCu, unblocked vol 834 728 193 534 728 159 387 319
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 32 100 69 99 100
cM capacity (veh /h)289 440 816 511 437 857 1168 1238
Direction, Lane #WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 612 11 159 159 193 193 163
Volume Left 346 11 0 0 0 0 0
Volume Right 266 0 0 0 0 0 163
cSH 619 1168 1700 1700 1700 1700 1700
Volume to Capacity 0.99 0.01 0.09 0.09 0.11 0.11 0.10
Queue Length 95th (ft)368 1 0 0 0 0 0
Control Delay (s)59.3 8.1 0.0 0.0 0.0 0.0 0.0
Lane LOS F A
Approach Delay (s)59.3 0.3 0.0
Approach LOS F
Intersection Summary
Average Delay 24.4
Intersection Capacity Utilization 54.9%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore 'N Station PM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
v/s Ratio Perm c0.20 0.01
TO
0.06
tt
0.69 0.17
tt r
Volume (vph)0 0 0 311 1 239 10 287 0 0 348 147
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
5.4 8.8 8.4
5.0 5.0
C
5.0 5,0
A A
5.0 5.0
Lane Util. Factor
5.3 8.7
1.00 1.00
A
1.00 0.95
A A
0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1584 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.52 1.00 1.00 1.00
Said. Flow (perm)1770 1584 971 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 346 1 266 11 319 0 0 387 163
RTOR Reduction (vph)0 0 0 0 191 0 0 0 0 0 0 61
Lane Group Flow (vph)0 0 0 346 76 0 11 319 0 0 387 102
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)29.1 29.1 66.9 66.9 66.9 66.9
Effective Green, g (s)31.1 31.1 68.9 68.9 68.9 68.9
Actuated g/C Ratio 0.28 0.28 0.63 0.63 0.63 0.63
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 10 3.0
Lane Grp Cap (vph)500 448 608 2217 2217 992
vls Ratio Prot 0.05 0.09 c0.11
v/s Ratio Perm c0.20 0.01 0.06
v/c Ratio 0.69 0.17 0.02 0.14 0.17 0.10
Uniform Delay, dl 35.2 29.7 7.8 8.4 8.6 8.2
Progression Factor 1.00 1.00 0.61 0.62 1.00 1.00
Incremental Delay, d2 4.1 0.2 0.1 0.1 0.2 0.2
Delay (s)39.3 29.9 4.8 5.4 8.8 8.4
Level of Service D C A A A A
Approach Delay (s)0.0 35.2 5.3 8.7
Approach LOS A D A A
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
18.8 HCM Level of Service B
0.34
110.0 Sum of lost time (s) 10.0
45.2% ICU Level of Service A
15
08 -321 Restore'N Station PM 2010 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
v/s Ratio Perm c0.20 0.01
T
0.08
tt
0.69 0.19
tt r
Volume (vph)0 0 0 311 1 262 10 304 0 0 384 174
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
5.0 8.9 8.6
5.0 5.0
C
5.0 5.0
A A
5.0 5.0
Lane Util. Factor
5.0 8.8
1.00 1.00
A
1.00 0.95
A A
0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0,95 1.00 1.00 1.00
Satd. Flow (prot)1770 1584 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.50 1.00 1.00 1.00
Satd Flow (perm)1770 1584 925 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 346 1 291 11 338 0 0 427 193
RTOR Reduction (vph)0 0 0 0 209 0 0 0 0 0 0 72
Lane Group Flow (vph)0 0 0 346 83 0 11 338 0 0 427 121
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)29.1 29.1 66.9 66.9 66.9 66.9
Effective Green, g (s)31.1 31.1 68.9 68.9 68.9 68.9
Actuated g/C Ratio 0.28 0.28 0.63 0.63 0.63 0.63
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 3.0 3.0 3.0 10 3.0
Lane Grp Cap (vph)500 448 579 2217 2217 992
v/s Ratio Prot
Analysis Period (min)
0.05
c Critical Lane Group
0.10 c0.12
v/s Ratio Perm c0.20 0.01 0.08
v/c Ratio 0.69 0.19 0.02 0.15 0.19 0.12
Uniform Delay, dl 35.2 29.9 7.8 8.5 8.7 8.3
Progression Factor 1.00 1.00 0.57 0.57 1.00 1.00
Incremental Delay, d2 4.1 0.2 0.1 0.1 0.2 0.3
Delay (s)39.3 30.1 4.5 5.0 8.9 8.6
Level of Service D C A A A A
Approach Delay (s)0.0 35.1 5.0 8.8
Approach LOS A D A A
Intersection Summa
HCM Average Control Delay 18.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.35
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 46.3% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
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HCM Unsignalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1114/2009
08 -321 Restore'N Station PM 2016 Future No Build
Nick Liguori, EIT Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4o tt tt r
Volume (veh /h)0 0 0 371 1 285 12 343 0 0 415 176
Sign Control Stop Stop Free Free
Grade 0%0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)0 0 0 412 1 317 13 381 0 0 461 196
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type Raised Raised
Median storage veh)1 1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 996 869 231 638 869 191 461 381
vC1, stage 1 conf vol 461 461 408 408
vC2, stage 2 conf vol 534 408 231 461
vCu, unblocked vol 996 869 231 638 869 191 461 381
tC, single (s)7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)6.5 5.5 6.5 5.5
tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free %100 100 100 10 100 61 99 100
cM capacity (veh /h)226 393 772 456 389 819 1096 1174
Direction, Lane #WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3
Volume Total 730 13 191 191 231 231 196
Volume Left 412 13 0 0 0 0 0
Volume Right 317 0 0 0 0 0 196
cSH 564 1096 1700 1700 1700 1700 1700
Volume to Capacity 1.29 0.01 0.11 0.11 0.14 0.14 0.12
Queue Length 95th (ft)747 1 0 0 0 0 0
Control Delay (s)167.2 8.3 0.0 0.0 0.0 0.0 0.0
Lane LOS F A
Approach Delay (s)167.2 0.3 0.0
Approach LOS F
Intersection Summary
Average Delay 68.6
Intersection Capacity Utilization 62.9%ICU Level of Service B
Analysis Period (min)15
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HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 1/1412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
36.3 27.7
D C
to
32.6
Vi tt
1.00 1.00
tt r
Volume (vph)0 0 0 371 1 285 12 343 0 0 415 176
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Said. Flow (prot)1770 1584 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.47 1.00 1.00 1.00
Satd. Flow (perm)1770 1584 876 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 412 1 317 13 381 0 0 461 196
RTOR Reduction (vph)0 0 0 0 167 0 0 0 0 0 0 82
Lane Group Flow (vph)0 0 0 412 151 0 13 381 0 0 461 114
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)34.1 34.1 61.9 61.9 61.9 61.9
Effective Green, g (s)36.1 36.1 63.9 63.9 63.9 63.9
Actuated g/C Ratio 0.33 0.33 0.58 0.58 0.58 0.58
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (sl 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
581 520 2056
0,10
c0.23
0.11
0.71 0.29
32.4 27.4
1.00 1.00
4.0 0.3
36.3 27.7
D C
0.0 32.6
A C
509 2056 2056 920
Actuated Cycle Length (s)
0.11 c0.13
50.4% ICU Level of Service A
0.01
15
c Critical Lane Group
0.07
0.03 0.19 0.22 0.12
9.8 10.8 11.1 10.4
0.65 0.65 1.00 1.00
0.1 0.2 03 0.3
6.4 7.2 11.4 10.7
A A B B
7.2 11.2
A B
Intersection Summa
HCM Average Control Delay 19.1 HCM Level of Service B
HCM Volume to Capacity ratio 0.40
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 50.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Future No Build + Imp
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
200:1-64 WB Ramps & Route 250 111412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
v/s Ratio Perm c0.23 0.02
T+
0.08
tt
0.71 0.36
tt r
Volume (vph)0 0 0 371 1 309 12 360 0 0 452 202
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)
6.9 11.6 10.9
5.0 5.0
C
5.0 5.0
B B
5.0 5.0
Lane Util. Factor
6.9 11.4
1.00 1.00
A
1.00 0.95
A B
0.95 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot)1770 1584 1770 3539 3539 1583
Flt Permitted 0.95 1.00 0.45 1.00 1.00 1.00
Satd Flow (perm)1770 1584 831 3539 3539 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 0 0 412 1 343 13 400 0 0 502 224
RTOR Reduction (vph)0 0 0 0 155 0 0 0 0 0 0 94
Lane Group Flow (vph)0 0 0 412 189 0 13 400 0 0 502 130
Turn Type Perm Perm Perm
Protected Phases 8 2 6
Permitted Phases 8 2 6
Actuated Green, G (s)343 34.3 61.7 61.7 61.7 61.7
Effective Green, g (s)36.3 36.3 63.7 63.7 63.7 63.7
Actuated g/C Ratio 0.33 0.33 0.58 0.58 0.58 0.58
Clearance Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s)3.0 10 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)584 523 481 2049 2049 917
v/s Ratio Prot
Analysis Period (min)
0.12
c Critical Lane Group
0.11 c0.14
v/s Ratio Perm c0.23 0.02 0.08
v/c Ratio 0.71 0.36 0.03 0.20 0.24 0.14
Uniform Delay, d1 32.2 28.0 9.9 11.0 11.4 10.6
Progression Factor 1.00 1.00 0.61 0.61 1.00 1.00
Incremental Delay, d2 3.9 0.4 0.1 0.2 0.3 0.3
Delay (s)361 28.5 6.1 6.9 11.6 10.9
Level of Service D C A A B B
Approach Delay (s)0.0 32.6 6.9 11.4
Approach LOS A C A B
Intersection Summar
HCM Average Control Delay 18.9 HCM Level of Service B
HCM Volume to Capacity ratio 0.41
Actuated Cycle Length (s)110.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 51.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
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DAVENPORT TRANSPORTATION CONSULTING
Route 250 @ Site Access
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 37
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1/14/2009
08 -321 Restore'N Station AM 2010 Build
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 14 T Y
Volume (veh /h)624 55 65 508 54 63
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0,90 0.90
Hourly flow rate (vph)693 61 72 564 60 70
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 754 1433 724
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 754 1433 724
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %92 56 84
cM capacity (veh /h)856 135 426
birection, Lane #EB 1 WB 1 NB 1
Volume Total 754 637 130
Volume Left 0 72 60
Volume Right 61 0 70
cSH 1700 856 214
Volume to Capacity 0.44 0.08 0.61
Queue Length 95th (ft)0 7 87
Control Delay (s)0.0 2.2 44.9
Lane LOS A E
Approach Delay (s)0.0 2.2 44.9
Approach LOS E
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 83.4%ICU Level of Service E
Analysis Period (min)15
08 -321 Restore'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1114/2009
Intersection Summ;
Average Delay 3.0
Intersection Capacity Utilization 49.8% ICU Level of Service A
Analysis Period (min) 15
08 -321 Restore 'N Station AM 2010 Build + Imp
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations r t r
Volume (veh /h)624 55 65 508 54 63
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)693 61 72 564 60 70
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 754 1402 693
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 754 1402 693
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %92 58 84
cM capacity (veh /h)856 141 443
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 NB 2
Volume Total 693 61 72 564 60 70
Volume Left 0 0 72 0 60 0
Volume Right 0 61 0 0 0 70
cSH 1700 1700 856 1700 141 443
Volume to Capacity 0.41 0.04 0.08 0.33 0.42 0.16
Queue Length 95th (ft)0 0 7 0 47 14
Control Delay (s)0.0 0.0 9.6 0.0 48.1 14.6
Lane LOS A E B
Approach Delay (s)0.0 1.1 30.1
Approach LOS D
Intersection Summ;
Average Delay 3.0
Intersection Capacity Utilization 49.8% ICU Level of Service A
Analysis Period (min) 15
08 -321 Restore 'N Station AM 2010 Build + Imp
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 111412009
08 -321 Restore'N Station AM 2016 Build
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations LCD
Volume (veh /h)750 55 65 611 54 63
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)833 61 72 679 60 70
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 894 1687 864
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 894 1687 864
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 33
p0 queue free %90 36 80
cM capacity (veh /h)759 93 354
Direction, Lane #EB 1 WB 1 NB 1
Volume Total 894 751 130
Volume Left 0 72 60
Volume Right 61 0 70
cSH 1700 759 155
Volume to Capacity 0.53 0.10 0.84
Queue Length 95th (ft)0 8 140
Control Delay (s)0.0 2.5 93.0
Lane LOS A F
Approach Delay (s)0.0 2.5 93.0
Approach LOS F
Intersection Summary
Average Delay 7.8
Intersection Capacity Utilization 95.4%ICU Level of Service F
Analysis Period (min)15
08 -321 Restore'N Station AM 2016 Build
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HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1/14/2009
08 -321 Restore'N Station AM 2016 Build + Imp
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations t r t r
Volume (veh /h)750 55 65 611 54 63
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)833 61 72 679 60 70
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 894 1657 833
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 894 1657 833
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %90 38 81
cM capacity (veh /h)759 97 368
Direction, Lane #EB 1 E32 WB 1 WB 2 NB 1 NB 2
Volume Total 833 61 72 679 60 70
Volume Left 0 0 72 0 60 0
Volume Right 0 61 0 0 0 70
cSH 1700 1700 759 1700 97 368
Volume to Capacity 0.49 0.04 0.10 0.40 0.62 0.19
Queue Length 95th (ft)0 0 8 0 74 17
Control Delay (s)0.0 0.0 10.2 0.0 88.6 17.1
Lane LOS B F C
Approach Delay (s)0.0 1.0 50.1
Approach LOS F
Intersection Summary
Average Delay 4.1
Intersection Capacity Utilization 56.4%ICU Level of Service B
Analysis Period (min)15
08 -321 Restore'N Station AM 2016 Build + Imp
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1/14/2009
08 -321 Restore 'N Station PM 2010 Build
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations l 1 Y
Volume (veh /h)421 67 81 535 90 110
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)468 74 90 594 100 122
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 542 1279 505
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 542 1279 505
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %91 40 78
cM capacity (veh /h)1027 167 567
Direction, Lane #EB 1 WB 1 NB 1
Volume Total 542 684 222
Volume Left 0 90 100
Volume Right 74 0 122
cSH 1700 1027 273
Volume to Capacity 0.32 0.09 0.81
Queue Length 95th (ft)0 7 162
Control Delay (s)0.0 2.2 57.5
Lane LOS A F
Approach Delay (s)0.0 2.2 57.5
Approach LOS F
Intersection Summary
Average Delay 9.9
Intersection Capacity Utilization 80.6%ICU Level of Service D
Analysis Period (min)15
08 -321 Restore 'N Station PM 2010 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1114/2009
08 -321 Restore'N Station PM 2010 Build + Imp
Nick Liguori, EIT Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations t r t r
Volume (veh /h)421 67 81 535 90 110
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)468 74 90 594 100 122
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 542 1242 468
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 542 1242 468
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %91 43 79
cM capacity (veh /h)1027 176 595
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 NB 2
Volume Total 468 74 90 594 100 122
Volume Left 0 0 90 0 100 0
Volume Right 0 74 0 0 0 122
cSH 1700 1700 1027 1700 176 595
Volume to Capacity 0.28 0.04 0.09 0.35 0.57 0.21
Queue Length 95th (ft)0 0 7 0 75 19
Control Delay (s)0.0 0.0 8.8 0.0 49.5 12.6
Lane LOS A E B
Approach Delay (s)0.0 1.2 29.2
Approach LOS D
Intersection Summary
Average Delay 5.0
Intersection Capacity Utilization 41.6%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station PM 2010 Build + Imp
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1/14/2009
08 -321 Restore 'N Station PM 2016 Build
Nick Liguori, EIT Page 1
4N 10 ,
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 14 T Y
Volume (veh /h)508 67 81 644 90 110
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)564 74 90 716 100 122
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 639 1497 602
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 639 1497 602
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 15 3.3
p0 queue free %90 18 76
cM capacity (veh /h)945 122 500
Direction, Lane #EB 1 WB 1 NB 1
Volume Total 639 806 222
Volume Left 0 90 100
Volume Right 74 0 122
cSH 1700 945 209
Volume to Capacity 0.38 0.10 1.06
Queue Length 95th (ft)0 8 250
Control Delay (s)0.0 2.4 128.5
Lane LOS A F
Approach Delay (s)0.0 2.4 128.5
Approach LOS F
Intersection Summary
Average Delay 18.3
Intersection Capacity Utilization 90.9%ICU Level of Service E
Analysis Period (min)15
08 -321 Restore 'N Station PM 2016 Build
Nick Liguori, EIT Page 1
HCM Unsignalized Intersection Capacity Analysis
300: Route 250 & Site Access 1/1412009
08 -321 Restore'N Station PM 2016 Build + Imp
Nick Liguori, EIT Page 1
10 .Ai 41 "
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations t r t r
Volume (veh /h)508 67 81 644 90 110
Sign Control Free Free Stop
Grade 0%0%0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph)564 74 90 716 100 122
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 639 1460 564
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 639 1460 564
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %90 22 77
cM capacity (veh /h)945 129 525
Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 NB 2
Volume Total 564 74 90 716 100 122
Volume Left 0 0 90 0 100 0
Volume Right 0 74 0 0 0 122
cSH 1700 1700 945 1700 129 525
Volume to Capacity 0.33 0.04 0.10 0.42 0.78 0.23
Queue Length 95th (ft)0 0 8 0 115 22
Control Delay (s)0.0 0.0 9.2 0.0 93.8 13.9
Lane LOS A F B
Approach Delay (s)0.0 1.0 49.9
Approach LOS E
Intersection Summary
Average Delay 7.1
Intersection Capacity Utilization 46.2%ICU Level of Service A
Analysis Period (min)15
08 -321 Restore'N Station PM 2016 Build + Imp
Nick Liguori, EIT Page 1
DAVENPORTTPANSPOKTATION CONSULTING
Route 250 @ SR 1215 /High School
Driveway
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 38
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
A f - 4 " 4\ I ,
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r
c0.03
T r
c0.17
4 r
Volume (vph)297 258 20 28 267 148 39 61 72 36 14 166
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
1.00
4.0 4.0
1.00
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
0.1
1.00 1.00
0.6
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85
301
1.00 0.85
Level of Service
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00
C
0.98 1.00
11.6
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1827 1583 1799 1583
Flt Permitted 0.37 1.00 1.00 0.58 1.00 1.00 0.98 1.00 0.97 1.00
Satd Flow (perm)680 1863 1583 1088 1863 1583 1827 1583 1799 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)330 287 22 31 297 164 43 68 80 40 16 184
RTOR Reduction (vph)0 0 11 0 0 114 0 0 68 0 0 161
Lane Group Flow (vph)330 287 11 31 297 50 0 111 12 0 56 23
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)45.8 38.5 38.5 25.4 23.1 23.1 10.5 10.5 8.3 8.3
Effective Green, g (s)47.8 40.5 40.5 29.4 25.1 25.1 12.5 12.5 10.3 10.3
Actuated g/C Ratio 0.58 0.49 0.49 0.36 0.30 0.30 0.15 0.15 0.12 0.12
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)653 913 776 423 566 481 276 240 224 197
v/s Ratio Prot c0.12 0.15 0.00 0.16 c0.06 c0.03
v/s Ratio Perm c0.17 0.01 0.02 0.03 0.01 0.01
v/c Ratio 0.51 0.31 0.01 0.07 0.52 0.10 0.40 0.05 0.25 0.12
Uniform Delay, d1 9.9 12.7 10.8 17.4 23.8 20.7 31.7 30.0 32.7 32.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.3 0.0 0.1 1.1 0.1 1.0 0.1 0.6 0.3
Delay (s)10.6 13.0 10.8 17.5 25.0 20.8 32.6 301 33.2 32.4
Level of Service B B B B C C C C C C
Approach Delay (s)11.6 23.1 31.6 32.6
Approach LOS B C C C
Intersection Summar
HCM Average Control Delay 20.9 HCM Level of Service C
HCM Volume to Capacity ratio 0.44
Actuated Cycle Length (s)82.6 Sum of lost time (s) 11.0
Intersection Capacity Utilization 52.5% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
1, -. 't f '
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r 4 r 4 r
Volume (vph)334 290 23 32 301 167 44 69 81 41 16 187
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1827 1583 1798 1583
Flt Permitted 0.32 1.00 1.00 0.57 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)598 1863 1583 1053 1863 1583 1827 1583 1798 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)371 322 26 36 334 186 49 77 90 46 18 208
RTOR Reduction (vph)0 0 13 0 0 129 0 0 76 0 0 182
Lane Group Flow (vph)371 322 13 36 334 57 0 126 14 0 64 26
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)48.7 40.1 40.1 28.5 24.9 24.9 11.7 11.7 8.8 8.8
Effective Green, g (s)50.7 42.1 42.1 32.5 26.9 26.9 13.7 13.7 10.8 10.8
Actuated g/C Ratio 0.58 0.48 0.48 0.37 0.31 0.31 0.16 0.16 0.12 0.12
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extensions 3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)627 899 764 439 575 488 287 249 223 196
v/s Ratio Prot c0.14 0.17 0.01 0.18 c0.07 c0.04
v/s Ratio Perm c0.20 0.01 0.03 0.04 0.01 0.02
v/c Ratio 0.59 0.36 0.02 0.08 0.58 0.12 0.44 0.06 0.29 0.13
Uniform Delay, d1 11.1 14.1 11.8 17.5 25.4 21.6 33.3 31.3 34.7 34.0
Progression Factor 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.3 0.0 0.1 1.8 0.1 1.1 0.1 0.7 0.3
Delay (s)12.6 14.4 11.8 17.6 27.2 21.8 34.3 31.4 35.4 34.3
Level of Service B B B B C C C C D C
Approach Delay (s)13.4 24.7 33.1 34.6
Approach LOS B C C C
Intersection Summary
HCM Average Control Delay 22.7 HCM Level of Service C
HCM Volume to Capacity ratio 0.51
Actuated Cycle Length (s)87.2 Sum of lost time (s)11.0
Intersection Capacity Utilization 57.1%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 111412009
Intersection Summa
HCM Average Control Delay
0.53
Actuated Cycle Length (s)
Intersection Capacity Utilization 59.2% ICU Level of Service B
t
15
c Critical Lane Group
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r T r 4 r
Volume (vph)334 331 23 32 342 167 44 69 81 41 16 187
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0 4,0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1827 1583 1798 1583
Flt Permitted 0.28 1.00 1.00 0.54 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)529 1863 1583 1010 1863 1583 1827 1583 1798 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj, Flow (vph)371 368 26 36 380 186 49 77 90 46 18 208
RTOR Reduction (vph)0 0 13 0 0 125 0 0 76 0 0 183
Lane Group Flow (vph)371 368 13 36 380 61 0 126 14 0 64 25
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)51.7 43.0 43.0 31.3 27.6 27.6 11.9 11.9 9.0 9.0
Effective Green, g (s)53.7 45.0 45.0 35.3 29.6 29.6 13.9 13.9 11.0 11.0
Actuated g/C Ratio 0.59 0.50 0.50 0.39 0.33 0.33 0.15 0.15 0.12 0.12
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4,0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)603 925 786 441 609 517 280 243 218 192
v/s Ratio Prot c0.14 0.20 0.01 0.20 c0.07 c0.04
v/s Ratio Perm c0.22 0.01 0.03 0.04 0.01 0.02
v/c Ratio 0.62 0.40 0.02 0.08 0.62 0.12 0.45 0.06 0.29 0.13
Uniform Delay, d1 11.6 14.3 11.6 17.2 25.8 21.4 34.9 32.8 36.3 35.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.9 0.4 0.0 0.1 2.3 0.1 1.2 0.1 0.8 0.3
Delay (s)13.4 14.7 11.6 173 28.1 21.5 36.0 32.8 37.0 35.8
Level of Service B B B B C C D C D D
Approach Delay (s)14.0 25.4 34.7 36.1
Approach LOS B C C D
Intersection Summa
HCM Average Control Delay 23.3 HCM Level of Service C
HCM Volume to Capacity ratio 0.53
Actuated Cycle Length (s)90.6 Sum of lost time (s) 11.0
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)399 347 27 38 359 199 52 82 97 48 19 223
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4,0 4.0 4.0 4.0 4.0
Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1827 1583 1798 1583
Flt Permitted 0.26 1.00 1.00 0.53 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)487 1863 1583 993 1863 1583 1827 1583 1798 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)443 386 30 42 399 221 58 91 108 53 21 248
RTOR Reduction (vph)0 0 15 0 0 149 0 0 91 0 0 217
Lane Group Flow (vph)443 386 15 42 399 72 0 149 17 0 74 31
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)54.7 45.8 45.8 33.2 293 29.3 13.0 13.0 9.8 9.8
Effective Green, g (s)56.7 47.8 47.8 37.2 31.3 31.3 15.0 15.0 11.8 11.8
Actuated g/C Ratio 0.59 0.50 0.50 0.39 0.33 0.33 0.16 0.16 0.12 0.12
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)590 932 792 435 611 519 287 249 222 196
v/s Ratio Prot c0.18 0.21 0.01 0.21 c0.08 c0.04
v/s Ratio Perm c0.27 0.01 0.03 0.05 0.01 0.02
v/c Ratio 0.75 0.41 0.02 0.10 0.65 0.14 0.52 0.07 0.33 0.16
Uniform Delay, d1 13.4 15.0 12.0 18.2 27.5 22.6 36.9 34.3 38.3 37.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.4 0.4 0.0 0.1 2.8 0.2 1.6 0.1 0.9 0.4
Delay (s)18.7 15.4 12.0 18.3 30.2 22.8 38.5 34.4 39.1 37.8
Level of Service B B B B C C D C D D
Approach Delay (s)17.0 27.0 36.8 38.1
Approach LOS B C D D
Intersection Summary
HCM Average Control Delay 25.8 HCM Level of Service C
HCM Volume to Capacity ratio 0.64
Actuated Cycle Length (s)95.5 Sum of lost time (s)11.0
Intersection Capacity Utilization 64.9%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
t f l i
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r
c0.04
T r
c0.29
T r
Volume (vph)399 387 27 38 401 199 52 82 97 48 19 223
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
1.00
4.0 4.0
1.00
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
0.2
1.00 1.00
0.9
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1,00 0.85
35.6
1.00 0.85
Level of Service
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00
D
0.98 1.00
18.9
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1827 1583 1798 1583
Flt Permitted 0.23 1.00 1.00 0.51 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)421 1863 1583 954 1863 1583 1827 1583 1798 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)443 430 30 42 446 221 58 91 108 53 21 248
RTOR Reduction (vph)0 0 15 0 0 145 0 0 91 0 0 218
Lane Group Flow (vph)443 430 15 42 446 76 0 149 17 0 74 30
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)57.3 48.4 48.4 35.7 31.8 31.8 13.3 13.3 9.9 9.9
Effective Green, g (s)59.3 50.4 50.4 39.7 33.8 33.8 15.3 15.3 11.9 11.9
Actuated g/C Ratio 0.60 0.51 0.51 0.40 0.34 0.34 0.16 0.16 0.12 0.12
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)562 953 810 433 639 543 284 246 217 191
v/s Ratio Prot c0.18 0.23 0.01 0.24 c0.08 c0.04
v/s Ratio Perm c0.29 0.01 0.03 0.05 0.01 0.02
v/c Ratio 0.79 0.45 0.02 0.10 0.70 0.14 0.52 0.07 0.34 0.16
Uniform Delay, dl 15.3 15.3 11.9 18.0 27.9 22.3 38.3 35.5 39.7 38.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.2 0.5 0.0 0.1 3.6 0.2 1.7 0.1 0.9 0.4
Delay (s)22.5 15.7 11.9 18.1 31.5 22.5 40.0 35.6 40.6 39.2
Level of Service C B B B C C D D D D
Approach Delay (s)18.9 27.9 38.2 39.5
Approach LOS B C D D
Intersection Summar
HCM Average Control Delay 27.1 HCM Level of Service C
HCM Volume to Capacity ratio 0.67
Actuated Cycle Length (s)98.5 Sum of lost time (s) 11.0
Intersection Capacity Utilization 67.1% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2016 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
I. -'i *- 4\
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r
c0.07
T r
0.04
T r
Volume (vph)50 317 31 35 212 34 16 16 35 75 42 271
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
1.00
4.0 4.0
1.00
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
0.0
1.00 1.00
0.5
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85
25.7
1.00 0.85
Level of Service
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00
B
0.98 1.00
15.5
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1817 1583 1805 1583
Flt Permitted 0.54 1.00 1.00 0.42 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)1014 1863 1583 779 1863 1583 1817 1583 1805 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)56 352 34 39 236 38 18 18 39 83 47 301
RTOR Reduction (vph)0 0 22 0 0 25 0 0 35 0 0 234
Lane Group Flow (vph)56 352 12 39 236 13 0 36 4 0 130 67
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)23.9 20.3 20.3 23.1 19.9 19.9 3.7 3.7 11.8 11.8
Effective Green, g (s)27.9 22.3 22.3 27.1 21.9 21.9 5.7 5.7 13.8 13.8
Actuated g/C Ratio 0.45 0.36 0.36 0.44 0.35 0.35 0.09 0.09 0.22 0.22
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)525 670 569 424 658 559 167 146 402 352
v/s Ratio Prot c0.01 c0.19 0.01 0.13 c0,02 c0.07
v/s Ratio Perm 0.04 0.01 0.03 0.01 0.00 0.04
v/c Ratio 0.11 0.53 0.02 0.09 0.36 0.02 0.22 0.02 0.32 0.19
Uniform Delay, d1 9.7 15.7 12.8 10.3 14.8 13.1 26.1 25.6 20.2 19.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.0 0.0 0.1 0.5 0.0 0.7 0.1 0.5 0.3
Delay (s)9.8 16.6 12.8 10.4 15.3 13.1 26.7 25.7 20.7 19.8
Level of Service A B B B B B C C C B
Approach Delay (s)15.5 14.4 26.2 20.1
Approach LOS B B C C
Intersection Summar
HCM Average Control Delay 17.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.35
Actuated Cycle Length (s)62.0 Sum of lost time (s) 11.0
Intersection Capacity Utilization 43.0% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14
1_ 4\ t /1W 41
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
0.14
t r
c0.08
t r
0.05
4 r
0.04
T r
Volume (vph)56 357 35 39 239 38 18 18 39 84 47 305
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
Incremental Delay, d2
4.0 4.0
0.0
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
13.7
1.00 1.00
27.1
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85
C
1.00 0.85
C
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00
B
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1817 1583 1805 1583
Flt Permitted 0.50 1.00 1.00 0.36 1.00 1.00
HCM Level of Service
0.98 1.00 0.97 1.00
Satd. Flow (perm)931 1863 1583 666 1863 1583 1817 1583 1805 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)62 397 39 43 266 42 20 20 43 93 52 339
RTOR Reduction (vph)0 0 25 0 0 27 0 0 38 0 0 265
Lane Group Flow (vph)62 397 14 43 266 15 0 40 5 0 145 74
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)25.9 22.1 22.1 25.1 21.7 21.7 5.7 5.7 12.5 12.5
Effective Green, g (s)29.9 24.1 24.1 29.1 23.7 23.7 7.7 7.7 14.5 14.5
Actuated g/C Ratio 0.45 0.36 0.36 0.44 0.36 036 0.12 0.12 0.22 0.22
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)490 673 572 380 662 562 210 183 392 344
v/s Ratio Prot c0.01 c0.21 0.01 0.14 c0.02 c0.08
v/s Ratio Perm 0.05 0.01 0.04 0.01 0.00 0.05
v/c Ratio 0.13 0.59 0.02 0.11 0.40 0.03 0.19 0.03 0.37 0.21
Uniform Delay, dl 10.6 17.3 13.7 11.3 16.2 14.0 26.7 26.2 22.2 21.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 1.6 0.0 0.1 0.5 0.0 0.4 0.1 0.6 0.3
Delay (s)10.8 18.9 13.7 11.5 16.7 14.0 27.1 26.2 22.8 21.7
Level of Service B B B B B B C C C C
Approach Delay (s)17.5 15.7 26.7 22.1
Approach LOS B B C C
Intersection Summary
HCM Average Control Delay 19.1 HCM Level of Service B
HCM Volume to Capacity ratio 0.39
Actuated Cycle Length (s)66.7 Sum of lost time (s)11.0
Intersection Capacity Utilization 45.9%ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r
c0.08
T r
0.05
1 r
Volume (vph)56 440 35 39 292 38 18 18 39 84 47 305
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
1.00
4.0 4.0
1.00
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
0.0
1.00 1.00
0.6
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85
28.4
1.00 0.85
Level of Service
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00
C
0.98 1.00
18.7
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1817 1583 1805 1583
Flt Permitted 0.45 1.00 1.00 0.28 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)829 1863 1583 523 1863 1583 1817 1583 1805 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)62 489 39 43 324 42 20 20 43 93 52 339
RTOR Reduction (vph)0 0 22 0 0 26 0 0 38 0 0 267
Lane Group Flow (vph)62 489 17 43 324 16 0 40 5 0 145 72
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)29.7 26.0 26.0 28.9 25.6 25.6 5.7 5.7 13.0 13.0
Effective Green, g (s)33.7 28.0 28.0 32.9 27.6 27.6 7.7 7.7 15.0 15.0
Actuated g/C Ratio 0.47 0.39 0.39 0.46 0.39 0.39 0.11 0.11 0.21 0.21
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)469 735 624 335 724 615 197 172 381 334
v/s Ratio Prot c0.01 c0.26 0.01 0.17 c0.02 c0.08
v/s Ratio Perm 0.05 0.01 0.05 0.01 0.00 0.05
v/c Ratio 0.13 0.67 0.03 0.13 0.45 0.03 0.20 0.03 0.38 0.21
Uniform Delay, d1 10.4 17.7 13.2 11.5 16.1 13.4 28.9 28.3 24.0 23.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 2.5 0.0 0.2 0.6 0.0 0.5 0.1 0.6 0.3
Delay (s)10.5 20.2 13.2 11.7 16.7 13.4 29.4 28.4 247 23.5
Level of Service B C B B B B C C C C
Approach Delay (s)18.7 15.8 28.8 23.8
Approach LOS B B C C
Intersection Summar
HCM Average Control Delay 20.1 HCM Level of Service C
HCM Volume to Capacity ratio 0.44
Actuated Cycle Length (s)71.0 Sum of lost time (s) 11.0
Intersection Capacity Utilization 50.3% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1114/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r
c0.10
4 i
0.06
4 r
Volume (vph)67 426 42 47 285 46 22 22 47 101 56 364
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0
1.00
4.0 4.0
1.00
4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
0.0
1.00 1.00
0.8
1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85
301
1.00 0.85
Level of Service
1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00
C
0.98 1.00
18.5
0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1817 1583 1805 1583
Flt Permitted 0.41 1.00 1.00 0.31 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)767 1863 1583 587 1863 1583 1817 1583 1805 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)74 473 47 52 317 51 24 24 52 112 62 404
RTOR Reduction (vph)0 0 27 0 0 32 0 0 46 0 0 315
Lane Group Flow (vph)74 473 20 52 317 19 0 48 6 0 174 89
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)33.5 27.8 27.8 29.3 25.7 25.7 6.0 6.0 14.5 14.5
Effective Green, g (s)37.5 29.8 29.8 33.3 27.7 27.7 8.0 8.0 16.5 16.5
Actuated g/C Ratio 0.50 0.40 0.40 0.44 0.37 0.37 0.11 0.11 0.22 0.22
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)487 741 630 349 689 585 194 169 398 349
v/s Ratio Prot c0.02 c0.25 0.01 0.17 c0.03 c0.10
v/s Ratio Perm 0.06 0.01 0.06 0.01 0.00 0.06
v/c Ratio 0.15 0.64 0.03 0.15 0.46 0.03 0.25 0.03 0.44 0.26
Uniform Delay, dl 10.2 18.2 13.8 12.6 17.9 15.1 30.7 30.0 25.2 24.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 2.0 0.0 0.2 0.7 0.0 0.7 0.1 0.8 0.4
Delay (s)10.4 20.2 13.8 12.8 18.6 15.1 31.4 301 26.0 24.5
Level of Service B C B B B B C C C C
Approach Delay (s)18.5 17.4 30.7 24.9
Approach LOS B B C C
Intersection Summar
HCM Average Control Delay 21.2 HCM Level of Service C
HCM Volume to Capacity ratio 0.48
Actuated Cycle Length (s)74.9 Sum of lost time (s) 14.0
Intersection Capacity Utilization 51.0% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
400: Route 250 & Old Trail Drive 1/14/2009
Intersection Summar
HCM Average Control Delay
1 f-
81.3 Sum of lost time (s) 11.0
4`-A \
Analysis Period (min)
I D.10 •t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations t r t r 4 r 4 r
Volume (vph)67 509 42 47 339 46 22 22 47 101 56 364
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (prot)1770 1863 1583 1770 1863 1583 1817 1583 1805 1583
Flt Permitted 0.40 1.00 1.00 0.23 1.00 1.00 0.98 1.00 0.97 1.00
Satd. Flow (perm)739 1863 1583 422 1863 1583 1817 1583 1805 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)74 566 47 52 377 51 24 24 52 112 62 404
RTOR Reduction (vph)0 0 22 0 0 30 0 0 47 0 0 321
Lane Group Flow (vph)74 566 25 52 377 21 0 48 5 0 174 83
Turn Type pm +pt Perm pm +pt Perm Split Perm Split Perm
Protected Phases 5 2 1 6 4 4 3 3
Permitted Phases 2 2 6 6 4 3
Actuated Green, G (s)38.0 32.5 32.5 37.0 32.0 32.0 6.0 6.0 14.8 14.8
Effective Green, g (s)42.0 34.5 34.5 41.0 34.0 34.0 8.0 8.0 16.8 16.8
Actuated g/C Ratio 0.52 0.42 0.42 0.50 0.42 0.42 0.10 0.10 0.21 0.21
Clearance Time (s)5.0 6.0 6.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph)477 791 672 329 779 662 179 156 373 327
v/s Ratio Prot c0.01 c0.30 0,01 0.20 c0.03 c0.10
v/s Ratio Perm 0.07 0.02 0.07 0.01 0.00 0.05
v/c Ratio 0.16 0.72 0.04 0.16 0.48 0.03 0.27 0.03 0.47 0.26
Uniform Delay, d1 10.5 19.3 13.7 12.2 17.3 13.9 33.9 33.2 28.3 27.0
Progression Factor 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 3.3 0.0 0.2 0.6 0.0 0.8 0.1 0.9 0.4
Delay (s)10.6 22.7 13.7 12.4 17.9 14.0 34.7 312 29.2 27.4
Level of Service B C B B B B C C C C
Approach Delay (s)20.7 16.9 34.0 28.0
Approach LOS C B C C
Intersection Summar
HCM Average Control Delay 22.7 HCM Level of Service C
HCM Volume to Capacity ratio 0.51
Actuated Cycle Length (s)81.3 Sum of lost time (s) 11.0
Intersection Capacity Utilization 55.3% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Build
Nick Liguori, EIT Page 1
DAVENPORT TRANSPORTATION CONSULTING
Route 250 @Middle School Driveway
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 39
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1/1412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
c0.06
t t r r
Volume (vph)151 282 443 125 113 101
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Fit Permitted 0.25 1.00 1.00 1.00 0.95 1.00
Said Flow (perm)460 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)168 313 492 139 126 112
RTOR Reduction (vph)0 0 0 79 0 91
Lane Group Flow (vph)168 313 492 60 126 21
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)413 41.7 23.8 218 10.2 10.2
Effective Green, g (s)43.7 43.7 25.8 25.8 12.2 12.2
Actuated g/C Ratio 0.68 0.68 0.40 0.40 0.19 0.19
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)589 1274 752 639 338 302
v/s Ratio Prot c0.06 0.17 c0.26 c0.07
v/s Ratio Perm 0.14 0.04 0.01
v/c Ratio 0.29 0.25 0.65 0.09 0.37 0.07
Uniform Delay, d1 5.6 3.8 15.4 11.8 22.5 21.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 2.3 0.1 0.7 0.1
Delay (s)5.9 4.0 17.7 11.9 23.2 21.3
Level of Service A A B B C C
Approach Delay (s)4.7 16.4 22.3
Approach LOS A B C
Intersection Summar
HCM Average Control Delay 13.3 HCM Level of Service B
HCM Volume to Capacity ratio 0.49
Actuated Cycle Length (s)63.9 Sum of lost time (s) 12.5
Intersection Capacity Utilization 48.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1/14/2009
41-
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Uniform Delay, d1
t t r r
Volume (vph)170 317 499 141 127 114
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Said. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.20 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)380 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)189 352 554 157 141 127
RTOR Reduction (vph)0 0 0 77 0 103
Lane Group Flow (vph)189 352 554 80 141 24
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)45.6 45.6 26.6 26.6 11.1 11,1
Effective Green, g (s)47.6 47.6 28.6 28.6 13.1 13.1
Actuated g/C Ratio 0.69 0.69 0.42 0.42 0.19 0.19
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6,0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)557
v/s Ratio Prot c0.07
v/s Ratio Perm 0.16
v/c Ratio 0.34
Uniform Delay, d1 6.8
Progression Factor 1.00
Incremental Delay, d2 0.4
Delay (s)7.1
Level of Service A
Approach Delay (s)
0.08
Approach LOS
16.7
intersection Summar
1291 776 659 338 302
0.19 c0.30
53.1% ICU Level of Service A
c0.08
15
c Critical Lane Group
0.05 0.02
0.27 0.71 0.12 0.42 0.08
4.0 16.7 12.3 24.4 22.8
1.00 1.00 1.00 1.00 1.00
0.2 3.4 0.1 0.8 0.1
4.2 20.0 12.4 25.3 23.0
A C B C C
5.2 18.3 24.2
A B C
HCM Average Control Delay 14.7 HCM Level of Service B
HCM Volume to Capacity ratio 0.55
Actuated Cycle Length (s)68.7 Sum of lost time (s) 12.5
Intersection Capacity Utilization 53.1% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1/1412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations Vi t r r
Volume (vph)170 358 541 141 127 114
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.18 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)342 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)189 398 601 157 141 127
RTOR Reduction (vph)0 0 0 69 0 103
Lane Group Flow (vph)189 398 601 88 141 24
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)48.1 48.1 29.1 29.1 11.2 11.2
Effective Green, g (s)50.1 50.1 31.1 31.1 13.2 13.2
Actuated g/C Ratio 0.70 0.70 0.44 0.44 0.19 0.19
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extensio (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)531 1309 813 690 328 293
v/s Ratio Prot c0.07 0.21 c0.32 c0.08
v/s Ratio Perm 0.18 0.06 0.01
v/c Ratio 0.36 0.30 0.74 0.13 0.43 0.08
Uniform Delay, d1 7.4 4.0 16.7 12.0 25.7 24.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.2 3.8 0.1 0.9 0.1
Delay (s)7.8 4.2 20.5 12.1 26.6 24.1
Level of Service A A C B C C
Approach Delay (s)5.4 18.8 25.5
Approach LOS A B C
Intersection Summar
HCM Average Control Delay 15.0 HCM Level of Service B
HCM Volume to Capacity ratio 0.58
Actuated Cycle Length (s)71.3 Sum of lost time (s) 12.5
Intersection Capacity Utilization 55.3% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1114/2009
EBL EBT WB SBL SBR
Lane Configurations
498 1318 823
v/s Ratio Prot c0.09 0.23
Volume (vph)203 379 595 168 152 136
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.14 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)261 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)226 421 661 187 169 151
RTOR Reduction (vph)0 0 0 74 0 122
Lane Group Flow (vph)226 421 661 113 169 29
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)53.1 53.1 32.4 32.4 12.8 12.8
Effective Green, g (s)55.1 55.1 34.4 34.4 14.8 14.8
Actuated g/C Ratio 0.71 0.71 0.44 0.44 0.19 0.19
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)498 1318 823
v/s Ratio Prot c0.09 0.23 c0.35
v/s Ratio Perm 0.23
v/c Ratio 0.45
intersection Summar
699 336 301
c0.10
0.07 0.02
0.16 0.50 0.10
13.1 28.3 26.0
1.00 1.00 1.00
0.1 1.2 0.1
13.2 29.4 26.2
B C C
27.9
C
HCM Average Control Delay 17.7 HCM Level of Service 8
HCM Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 77.9 Sum of lost time (s) 12.5
Intersection Capacity Utilization 61.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Average Control Delay 17.7 HCM Level of Service 8
HCM Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 77.9 Sum of lost time (s) 12.5
Intersection Capacity Utilization 61.4% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
0.32 0.80
08 -321 Restore'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 111412009
Intersection Summa
HCM Average Control Delay 18.8 HCM Level of Service B
0.1*
Intersection Capacity Utilization
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations t t r r
Volume (vph)203 419 637 168 152 136
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Fit Protected 0.95 1.00 1.00 1.00 0,95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Fit Permitted 0.12 1.00 1.00 1.00 0.95 1.00
Said. Flow (perm)218 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)226 466 708 187 169 151
RTOR Reduction (vph)0 0 0 67 0 123
Lane Group Flow (vph)226 466 708 120 169 28
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)55.7 55.7 34.7 34.7 13.0 13.0
Effective Green, g (s)57.7 57.7 36.7 36.7 15.0 15.0
Actuated g/C Ratio 0.71 0.71 0.45 0.45 0.19 0.19
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)473 1332 847 720 329 294
v/s Ratio Prot c0.10 0.25 c0.38 c010
v/s Ratio Perm 0.24 0.08 0.02
v/c Ratio 0.48 0.35 0.84 0.17 0.51 0.10
Uniform Delay, dl 11.8 4.4 19.4 13.0 29.6 27.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.2 7.5 0.1 1.4 0.1
Delay (s)12.5 4.6 26.8 13.1 30.9 27.4
Level of Service B A C B C C
Approach Delay (s)7.2 24.0 29.2
Approach LOS A C C
Intersection Summa
HCM Average Control Delay 18.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.68
Actuated Cycle Length (s)80.7 Sum of lost time (s) 125
Intersection Capacity Utilization 63.6% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1/1412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
0.02
t t r Vi r
Volume (vph)86 391 301 58 146 86
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00
Said. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.38 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)707 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)96 434 334 64 162 96
RTOR Reduction (vph)0 0 0 40 0 74
Lane Group Flow (vph)96 434 334 24 162 22
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)31.6 31.6 18.7 18.7 10.5 10.5
Effective Green, g (s)33.6 33.6 20.7 20.7 12.5 12.5
Actuated g/C Ratio 0.62 0.62 0.38 0.38 0.23 0.23
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)604 1157 713 606 409 366
v/s Ratio Prot 0.02 c0.23 c0.18 c0.09
v/s Ratio Perm 0.07 0.02 0.01
v/c Ratio 0.16 0.38 0.47 0.04 0.40 0.06
Uniform Delay, dl 4.8 5.1 12.6 10.5 17.6 16.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.3 0.7 0.0 0.6 0.1
Delay (s)4.9 5.3 13.2 10.5 18.2 16.3
Level of Service A A B B B B
Approach Delay (s)5.3 12.8 17.5
Approach LOS A B B
Intersection Summar
HCM Average Control Delay 10.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.44
Actuated Cycle Length (s)54.1 Sum of lost time (s) 12.0
Intersection Capacity Utilization 39.1% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1/1412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
0.03
t t r
c0.10
r
Volume (vph)97 440 339 65 164 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4,0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.34 1.00 1.00 1.00 0.95 1.00
Satd Flow (perm)626 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)108 489 377 72 182 108
RTOR Reduction (vph)0 0 0 45 0 82
Lane Group Flow (vph)108 489 377 27 182 26
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)32.4 32.4 19.3 19.3 11.5 11.5
Effective Green, g (s)34.4 34.4 21.3 21.3 13.5 13.5
Actuated g/C Ratio 0.62 0.62 0.38 0.38 0.24 0.24
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4,0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)561 1146 710 603 427 382
v/s Ratio Prot 0.03 c0.26 c0.20 c0.10
v/s Ratio Perm 0.09 0.02 0.02
v/c Ratio 0.19 0.43 0.53 0.05 0.43 0.07
Uniform Delay, dl 5.3 5.6 13.4 10.9 17.9 16.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.4 1.0 0.0 0.7 0.1
Delay (s)5.5 6.0 14.4 10.9 18.6 16.4
Level of Service A A B B B B
Approach Delay (s)5.9 13.8 17.8
Approach LOS A B B
Intersection Summar
HCM Average Control Delay 11.1 HCM Level of Service B
HCM Volume to Capacity ratio 0.49
Actuated Cycle Length (s)55.9 Sum of lost time (s) 12.0
Intersection Capacity Utilization 42.7% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 111412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
0.03
t t r
c0.10
r
Volume (vph)97 524 393 65 164 97
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1,00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.30 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)555 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)108 582 437 72 182 108
RTOR Reduction (vph)0 0 0 43 0 82
Lane Group Flow (vph)108 582 437 29 182 26
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)34.8 34.8 21.8 21.8 12.0 12.0
Effective Green, g (s)36.8 36.8 23.8 23.8 14.0 14.0
Actuated g/C Ratio 0.63 0.63 0.40 0.40 0.24 0.24
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)523 1166 754 641 421 377
v/s Ratio Prot 0.03 c0.31 c0.23 c0.10
v/s Ratio Perm 0.10 0.02 0.02
v/c Ratio 0.21 0.50 0.58 0.05 0.43 0.07
Uniform Delay, dl 5.7 6.0 13.6 10.6 19.0 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.5 1.3 0.0 0.7 0.1
Delay (s)5.9 6.4 14.9 10.7 19.7 17.4
Level of Service A A B B B B
Approach Delay (s)6.4 14.3 18.9
Approach LOS A B B
Intersection Summar
HCM Average Control Delay 11.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.54
Actuated Cycle Length (s)58.8 Sum of lost time (s) 12.0
Intersection Capacity Utilization 45.6% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station PM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 1114/2009
EBT WBT WBR SBL SBR
Lane Configurations 11 T t F I F
Volume (vph)116 525 405 78 196 116
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.28 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)522 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)129 583 450 87 218 129
RTOR Reduction (vph)0 0 0 52 0 97
Lane Group Flow (vph)129 583 450 35 218 32
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)36.2 36.2 22.6 22.6 13.5 13.5
Effective Green, g (s)38.2 38.2 24.6 24.6 15.5 15.5
Actuated g/C Ratio 0.62 0.62 0.40 0.40 0.25 0.25
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)507 1153 743 631 445 398
v/s Ratio Prot 0.04 c0.31 c0,24 c0.12
v/s Ratio Perm 0.12 0.02 0.02
vJc Ratio 0.25 0.51 0.61 0.05 0.49 0.08
Uniform Delay, dl 6.4 6.5 14.7 11.4 19.7 17.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.5 1.6 0.0 0.9 0.1
Delay (s)6.6 7.0 16.3 11.5 20.6 17.7
Level of Service A A B B C B
Approach Delay (s)6.9 15.5 19.5
Approach LOS A B B
Intersection Summar
HCM Average Control Delay 12.6 HCM Level of Service B
HCM Volume to Capacity ratio 0.57
Actuated Cycle Length (s)61.7 Sum of lost time (s) 12.0
Intersection Capacity Utilization 49.0% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
500: Route 250 & Middle School 111412009
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
13.0 HCM Level of Service B
t t r
65.2 Sum of lost time (s) 12.0
r
Volume (vph)116 609 458 78 196 116
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900
Total Lost time (s)4.5 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1863 1583 1770 1583
Flt Permitted 0.25 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)471 1863 1863 1583 1770 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)129 677 509 87 218 129
RTOR Reduction (vph)0 0 0 46 0 98
Lane Group Flow (vph)129 677 509 41 218 31
Turn Type pm +pt Perm Perm
Protected Phases 5 2 6 4
Permitted Phases 2 6 4
Actuated Green, G (s)39.4 39.4 25.9 25.9 13.8 13.8
Effective Green, g (s)41.4 41.4 27.9 27.9 15.8 15.8
Actuated g/C Ratio 0.63 0.63 0.43 0.43 0.24 0.24
Clearance Time (s)6.5 6.0 6.0 6.0 6.0 6.0
Vehicle Extension (s)3.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph)478 1183 797 677 429 384
v/s Ratio Prot 0.04 c0.36 c0.27 c0.12
v/s Ratio Perm 0.13 0.03 0.02
v/c Ratio 0.27 0.57 0.64 0.06 0.51 0.08
Uniform Delay, dl 6.8 6.8 14.7 11.0 21.3 19.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.8 1.9 0.1 0.9 0.1
Delay (s)7.1 7.6 16.6 11.0 22.3 19.2
Level of Service A A B B C B
Approach Delay (s)7.5 15.8 21.1
Approach LOS A B C
Intersection Summar
HCM Average Control Delay 13.0 HCM Level of Service B
HCM Volume to Capacity ratio 0,60
Actuated Cycle Length (s)65.2 Sum of lost time (s) 12.0
Intersection Capacity Utilization 51.8% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Build
Nick Liguori, EIT Page 1
DAVENPOPTTPANSPOPTATION CONSULTING
Route 250 @ Route 240
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 40
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 1/14/2009
Movement EBL EBT EBR WBL WBT WEIR NBL NBT NBR SBL SBT SBR
Lane Configurations T*t r
0.01 0.01
T r
Volume (vph)160 226 15 9 320 24 44 24 30 43 12 204
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7
0.1
3.6 3.7 3.7
0.0
3.1
0.3 0.2
3.1 3.1
Lane Util. Factor 1.00 1.00
8.4
1.00 1.00 1.00
Level of Service
1.00
A A
1.00 1.00
Frt 1.00 0.99
Approach Delay (s)
1.00 1.00 0.85
10.3
0.96
17.0 16.3
1.00 0.85
Flt Protected 0.95 1.00
B
0.95 1.00 1.00 0.98 0.96 1.00
Said. Flow (prot)1770 1845 1770 1863 1583 1747 1792 1583
Fit Permitted 0.39 1.00 0.59 1.00 1.00 0.84 0.81 1.00
Said. Flow (perm)723 1845 1107 1863 1583 1504 1505 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)178 251 17 10 356 27 49 27 33 48 13 227
RTOR Reduction (vph)0 2 0 0 0 16 0 26 0 0 0 182
Lane Group Flow (vph)178 266 0 10 356 11 0 83 0 0 61 45
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)301 23.8 18.8 18.1 18.1 7.7 7.7 7.7
Effective Green, g (s)32.1 25.8 22.8 20.1 20.1 9.7 9.7 9.7
Actuated g/C Ratio 0.66 0.53 0.47 0.41 0.41 0.20 0.20 0.20
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)659 979 556 771 655 300 300 316
v/s Ratio Prot c0.05 0.14 0.00 c0.19
v/s Ratio Perm 0.13 0.01 0.01 c0.05 0.04 0.03
v/c Ratio 0.27 0.27 0.02 0.46 0.02 0.28 0.20 0.14
Uniform Delay, d1 3.7 6.3 6.9 10.3 8,4 16.5 16.2 16.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.0 0.2 0.0 0.5 0.3 0.2
Delay (s)3.8 6.3 6.9 10.5 8.4 17.0 16.6 16.2
Level of Service A A A B A B B B
Approach Delay (s)5.3 10.3 17.0 16.3
Approach LOS A B B B
Intersection Summar
HCM Average Control Delay 10.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.38
Actuated Cycle Length (s)48.6 Sum of lost time (s) 10.4
Intersection Capacity Utilization 47.9% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
11.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.42
Actuated Cycle Length (s)53.4 Sum of lost time (s) 10.4
Intersection Capacity Utilization 51.9% ICU Level of Service A
Analysis Period (min)
600: Route 250 & Route 240
c Critical Lane Group
1/1412009
t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T.J.Vi t r T r
Volume (vph)180 254 17 10 360 27 50 27 34 48 14 230
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7 3.6 3.7 3.7 3.1 3.1 3.1
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.85 0.96 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.96 1.00
Satd. Flow (prot)1770 1845 1770 1863 1583 1746 1794 1583
Flt Permitted 0.35 1.00 0.58 1.00 1.00 0.83 0.76 1.00
Satd. Flow (perm)657 1845 1074 1863 1583 1486 1421 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)200 282 19 11 400 30 56 30 38 53 16 256
RTOR Reduction (vph)0 2 0 0 0 17 0 28 0 0 0 209
Lane Group Flow (vph)200 299 0 11 400 13 0 96 0 0 69 47
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)34.7 28.3 21.5 20.7 20.7 7.9 7.9 7.9
Effective Green, g (s)36.7 30.3 25.5 22.7 22.7 9.9 9.9 9.9
Actuated g/C Ratio 0.69 0.57 0.48 0.43 0.43 0.19 0.19 0.19
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)668 1047 549 792 673 275 263 293
v/s Ratio Prot c0.06 0.16 0.00 c0.21
v/s Ratio Perm 0.15 0.01 0.01 c0.06 0.05 0.03
v/c Ratio 0.30 0.29 0.02 0.51 0.02 0.35 0.26 0.16
Uniform Delay, dl 3.8 6.0 7.3 11.2 8.9 18.9 18.6 18.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.0 0.2 0.0 0.8 0.5 0.3
Delay (s)3.9 6.0 7.3 11.4 8.9 19.7 19.2 18.5
Level of Service A A A B A B B B
Approach Delay (s)5.2 11.1 19.7 18.7
Approach LOS A B B B
Intersection Summa
HCM Average Control Delay 11.5 HCM Level of Service B
HCM Volume to Capacity ratio 0.42
Actuated Cycle Length (s)53.4 Sum of lost time (s) 10.4
Intersection Capacity Utilization 51.9% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 111412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T*t r
0.01 0.01
4 pr
Volume (vph)197 274 20 10 381 27 53 27 34 48 14 247
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7
0.1
3.6 3.7 3.7
0.0
3.1
0.6 0.3
3.1 3.1
Lane Util. Factor 1.00 1.00
8.9
1.00 1.00 1.00
Level of Service
1.00
A A
1.00 1.00
Frt 1.00 0.99
Approach Delay (s)
1.00 1.00 0.85
11.4
0.96
20.5 19.3
1.00 0.85
Flt Protected 0.95 1.00
B
0.95 1.00 1.00 0.98 0.96 1.00
Satd. Flow (prot)1770 1844 1770 1863 1583 1747 1794 1583
Flt Permitted 0.34 1.00 0.56 1.00 1.00 0.83 0.75 1.00
Satd. Flow (perm)626 1844 1050 1863 1583 1477 1405 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)219 304 22 11 423 30 59 30 38 53 16 274
RTOR Reduction (vph)0 2 0 0 0 17 0 27 0 0 0 224
Lane Group Flow (vph)219 324 0 11 423 13 0 100 0 0 69 50
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)35.9 29.5 22.4 21.6 21.6 8.0 8.0 8.0
Effective Green, g (s)37.9 31.5 26.4 23.6 23.6 10.0 10.0 10.0
Actuated g/C Ratio 0.69 0.58 0.48 0.43 0.43 0.18 0.18 0.18
Clearance Time (s)5.6 5.7 5.6 53 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)658 1062 544 804 683 270 257 289
v/s Ratio Prot c0.07 0.18 0.00 c0.23
v/s Ratio Perm 0.17 0.01 0.01 c0.07 0.05 0.03
v/c Ratio 0.33 0.31 0.02 0.53 0.02 0.37 0.27 0.17
Uniform Delay, d1 4.0 6.0 7.4 11.4 8.9 19.6 19.2 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.0 0.3 0.0 0.9 0.6 0.3
Delay (s)4.1 6.0 7.4 11.7 8.9 20.5 19.8 19.1
Level of Service A A A B A C B B
Approach Delay (s)5.3 11.4 20.5 19.3
Approach LOS A B C B
Intersection Summar
HCM Average Control Delay 11.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.45
Actuated Cycle Length (s)54.7 Sum of lost time (s) 10.4
Intersection Capacity Utilization 54.1% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations il t r
0.01 0.01
4 r
Volume (vph)215 304 20 12 430 32 59 32 40 58 16 274
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7
0.1
3.6 3.7 3.7
0.0
3.1
0.9 0.3
3.1 3.1
Lane Util. Factor 1.00 1.00
8.9
1.00 1.00 1.00
Level of Service
1.00
A A
1.00 1.00
Frt 1.00 0.99
Approach Delay (s)
1.00 1.00 0.85
12.0
0.96
22.2 20.6
1.00 0.85
Flt Protected 0.95 1.00
B
0.95 1.00 1.00 0.98 0.96 1.00
Satd. Flow (prot)1770 1846 1770 1863 1583 1747 1793 1583
FIt Permitted 0.30 1.00 0.55 1.00 1.00 0.82 0.70 1.00
Satd. Flow (perm)559 1846 1017 1863 1583 1468 1297 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)239 338 22 13 478 36 66 36 44 64 18 304
RTOR Reduction (vph)0 2 0 0 0 19 0 28 0 0 0 249
Lane Group Flow (vph)239 358 0 13 478 17 0 118 0 0 82 55
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)38.4 32.0 24.6 23.8 23.8 8.4 8.4 8.4
Effective Green, g (s)40.4 34.0 28.6 25.8 25.8 10.4 10.4 10.4
Actuated g/C Ratio 0.70 0.59 0.50 0.45 0.45 0.18 0.18 0.18
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)623 1090 542 834 709 265 234 286
v/s Ratio Prot c0.07 0.19 0.00 c0.26
v/s Ratio Perm 0.20 0.01 0.01 c0.08 0.06 0.03
v/c Ratio 0.38 0.33 0.02 0.57 0.02 0.45 0.35 0.19
Uniform Delay, d1 4,5 6.0 7.4 11.8 8.9 21.0 20.6 20.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00
Incremental Delay, d2 0.1 0.1 0.0 0.6 0.0 1.2 0.9 0.3
Delay (s)4.6 6.1 7.4 12.4 8.9 22.2 21.6 20.4
Level of Service A A A B A C C C
Approach Delay (s)5.5 12.0 22.2 20.6
Approach LOS A B C C
Intersection Summar
HCM Average Control Delay 12.6 HCM Level of Service B
HCM Volume to Capacity ratio 0.50
Actuated Cycle Length (s)57.6 Sum of lost time (s) 10.4
Intersection Capacity Utilization 58.6% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station AM 2016 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 1114/2009
11
4--
t r
t 1 14p ,
4
MovementMovement EB EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 11 t r T+4 r
Volume (vph)232 323 24 12 451 32 63 32 40 58 16 292
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 37 3.6 3.7 3.7 3.1 3.1 3.1
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.85 0.96 1.00 0.85
Fit Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.96 1.00
Satd. Flow (prot)1770 1843 1770 1863 1583 1748 1793 1583
Flt Permitted 0.28 1.00 0.53 1.00 1.00 0.82 0.69 1.00
Satd. Flow (perm)523 1843 993 1863 1583 1459 1293 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)258 359 27 13 501 36 70 36 44 64 18 324
RTOR Reduction (vph)0 2 0 0 0 18 0 26 0 0 0 265
Lane Group Flow (vph)258 384 0 13 501 18 0 124 0 0 82 59
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)38.6 32.1 24.8 23.9 23.9 8.5 8.5 8.5
Effective Green, g (s)40.6 34.1 28.8 25.9 25.9 10.5 10.5 10.5
Actuated g/C Ratio 0.70 0.59 0.50 0.45 0.45 0.18 0.18 0.18
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)606 1085 533 833 708 265 234 287
v/s Ratio Prot c0.08 0.21 0.00 c0.27
v/s Ratio Perm 0.22 0.01 0.01 c0.08 0.06 0.04
v/c Ratio 0.43 0.35 0.02 0.60 0.03 0.47 0.35 0.20
Uniform Delay, dl 4.8 6.2 7.4 12.1 8.9 21.2 20.7 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.0 0.8 0.0 1.3 0.9 0.4
Delay (s)5.0 6.3 7.4 12.9 9.0 22.5 21.6 20.5
Level of Service A A A B A C C C
Approach Delay (s)5.8 12.5 22.5 20.7
Approach LOS A B C C
Intersection Summary
HCM Average Control Delay 12.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.53
Actuated Cycle Length (s)57.9 Sum of lost time (s)10.4
Intersection Capacity Utilization 60.9%ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station AM 2016 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240
EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
1/14/2009
t f- a--I -44
4 4 r
Volume (vph)
4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
0.90
1
0.90
r 4 4 r
Volume (vph)244 205 41 31 265 85 37 41 17 43 45 221
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7 3.6 3.7 37 3.1 31 3.1
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.97 1.00 1.00 0.85 0.98 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.98 1.00
Satd. Flow (prot)1770 1816 1770 1863 1583 1783 1818 1583
At Permitted 0.42 1.00 0.59 1.00 1.00 0.85 0.86 1.00
Satd. Flow (oerm)789 1816 1101 1863 1583 1548 1604 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)271 228 46 34 294 94 41 46 19 48 50 246
RTOR Reduction (vph)0 6 0 0 0 59 0 14 0 0 0 197
Lane Group Flow (vph)271 268 0 34 294 35 0 92 0 0 98 49
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)31.1 23.9 18.2 16.6 16.6 7.9 7.9 7.9
Effective Green, g (s)33.1 25.9 22.2 18.6 18.6 9.9 9.9 9.9
Actuated g/C Ratio 0.66 0.52 0.45 0.37 0.37 0.20 0.20 0.20
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 51 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 10 3.0 3.0
Lane Grp Cap (vph)739 944 539 696 591 308 319 315
v/s Ratio Prot c0.08 0.15 0.00 c0.16
v/s Ratio Perm 0.16 0.02 0.02 0.06 c0.06 0.03
v/c Ratio 0.37 0.28 0.06 0.42 0.06 0.30 0.31 0.16
Uniform Delay, d1 3.8 6.7 7.8 11.6 10.0 17.0 17.0 16.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.0 0.2 0.0 0.5 0.5 0.2
Delay (s)3.9 6.8 7.8 11.8 10.0 17.5 17.6 16.7
Level of Service A A A B B B B B
Approach Delay (s)5.4 11.0 17.5 17.0
Approach LOS A B B B
Intersection Summar
HCM Average Control Delay 10.8 HCM Level of Service B
HCM Volume to Capacity ratio 0.38
Actuated Cycle Length (s)49.8 Sum of lost time (s) 10.4
Intersection Capacity Utilization 49.4% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM Base
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations l t r T+4 r
Volume (vph)275 231 46 35 298 96 42 46 19 48 51 249
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7 3.6 3.7 3.7 3.1 3.1 3.1
Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 0.85 0.98 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.98 1.00
Satd. Flow (prot)1770 1816 1770 1863 1583 1783 1819 1583
Flt Permitted 0.39 1.00 0.57 1.00 1.00 0.84 0.85 1.00
Satd. Flow (perm)722 1816 1067 1863 1583 1532 1584 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)306 257 51 39 331 107 47 51 21 53 57 277
RTOR Reduction (vph)0 6 0 0 0 67 0 14 0 0 0 221
Lane Group Flow (vph)306 302 0 39 331 40 0 105 0 0 110 56
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)32.3 251 19.0 17.4 17.4 8.3 8.3 8.3
Effective Green, g (s)34.3 27,1 23.0 19.4 19.4 10.3 10.3 10.3
Actuated g/C Ratio 0.67 0.53 0.45 0.38 0.38 0.20 0.20 0.20
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)712 957 527 703 597 307 317 317
v/s Ratio Prot c0.09 0.17 0.01 0.18
v/s Ratio Perm c0.19 0.03 0.03 0.07 c0.07 0.04
v/c Ratio 0.43 0.32 0.07 0.47 0.07 0.34 0.35 018
Uniform Delay, d1 4.1 6.9 8.0 12.1 10.2 17.6 17.7 17.0
Progression Factor 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.0 0.2 0.0 0.7 0.7 0.3
Delay (s)4.3 7.0 8.0 12.3 10.2 18.3 18.3 17.3
Level of Service A A A B B B B B
Approach Delay (s)5.6 11.5 18.3 17.6
Approach LOS A B B B
Intersection Summar
HCM Average Control Delay 11.2 HCM Level of Service B
HCM Volume to Capacity ratio 0.40
Actuated Cycle Length (s)51.4 Sum of lost time (s) 63
Intersection Capacity Utilization 53.5% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore 'N Station PM 2010 Future No Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 111412009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations Vi To r T+
0.03
T r
Volume (vph)310 272 53 35 325 96 46 46 19 48 51 271
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7
0.2
3.6 3.7 3.7
0.0
3.1
0.7 0.3
31 3.1
Lane Util. Factor 1.00 1.00
10.2
1.00 1.00 1.00
Level of Service
1.00
A A
1.00 1.00
Frt 1.00 0.98
Approach Delay (s)
1.00 1.00 0.85
11.6
0.98
19.0 18.1
1.00 0.85
At Protected 0.95 1.00
B
0.95 1.00 1.00 0.98 0.98 1.00
Satd. Flow (prot)1770 1817 1770 1863 1583 1783 1819 1583
Flt Permitted 0.36 1.00 0.55 1.00 1.00 0.83 0.84 1.00
Satd. Flow (perm)676 1817 1016 1863 1583 1515 1572 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)344 302 59 39 361 107 51 51 21 53 57 301
RTOR Reduction (vph)0 6 0 0 0 66 0 13 0 0 0 242
Lane Group Flow (vph)344 355 0 39 361 41 0 110 0 0 110 59
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)33.3 26.1 19.8 18.2 18.2 8.3 8.3 8.3
Effective Green, g (s)353 28.1 23.8 20.2 20.2 10.3 10.3 10.3
Actuated g/C Ratio 0.67 0.54 0.45 0.39 0.39 0.20 0.20 0.20
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 10 3.0 3.0
Lane Grp Cap (vph)695 974 513 718 610 298 309 311
v/s Ratio Prot c0.11 0.20 0.01 0.19
v/s Ratio Perm c0.22 0.03 0.03 c0.07 0.07 0.04
v/c Ratio 0.49 0.36 0.08 0.50 0.07 0.37 036 0.19
Uniform Delay, dl 4.4 7.0 8.0 12.3 10.2 18.2 18.2 17.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.0 0.2 0.0 0.8 0.7 0.3
Delay (s)4.6 7.1 8.0 12.5 10.2 19.0 18.9 17.9
Level of Service A A A B B B B B
Approach Delay (s)5.9 11.6 19.0 18.1
Approach LOS A B B B
Intersection Summar
HCM Average Control Delay 11.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.46
Actuated Cycle Length (s)52.4 Sum of lost time (s) 6.7
Intersection Capacity Utilization 57.1% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2010 Build
Nick Liguori, EIT Page 1
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 1/14/2009
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T+t r 4
0.03
4 r
Volume (vph)328 276 55 42 356 114 50 55 23 58 60 297
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7
0.5
36 3.7 33
0.0
3.1
1.1 0.3
3.1 3.1
Lane Util. Factor 1.00 1.00
10.2
1.00 1.00 1.00
Level of Service
1.00
A A
1.00 1.00
Frt 1.00 0.98
Approach Delay (s)
1.00 1.00 0.85
11.9
0.98
20.1 19.0
1.00 0.85
Flt Protected 0.95 1.00
B
0.95 1.00 1.00 0.98 0.98 1.00
Said. Flow (prot)1770 1816 1770 1863 1583 1782 1818 1583
Flt Permitted 0.34 1.00 0.54 1.00 1.00 0.83 0.80 1.00
Satd. Flow (perm)628 1816 1010 1863 1583 1509 1499 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)364 307 61 47 396 127 56 61 26 64 67 330
RTOR Reduction (vph)0 5 0 0 0 77 0 14 0 0 0 265
Lane Group Flow (vph)364 363 0 47 396 50 0 129 0 0 131 65
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)34.6 27.4 21.1 19.5 19.5 8.7 8.7 8.7
Effective Green, g (s)36.6 29.4 25.1 21.5 21.5 10.7 10.7 10.7
Actuated g/C Ratio 0.68 0.54 0.46 0.40 0.40 0.20 0.20 0.20
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)668 987 519 740 629 298 296 313
v/s Ratio Prot c0.12 0.20 0.01 0.21
v/s Ratio Perm c0.25 0.04 0.03 0.09 c0.09 0.04
v/c Ratio 0.54 0,37 0.09 0.54 0.08 0.43 0.44 0.21
Uniform Delay, dl 4.8 7.0 8.0 12.5 10.1 19.0 19.1 18.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00
Incremental Delay, d2 0.5 0.1 0.0 0.4 0.0 1.0 1.1 0.3
Delay (s)5.3 7.1 8,0 12.8 10.2 20.1 20.1 18.5
Level of Service A A A B B C C B
Approach Delay (s)6.2 11.9 20.1 19.0
Approach LOS A B C B
Intersection Summar
HCM Average Control Delay 12.0 HCM Level of Service B
HCM Volume to Capacity ratio 0.51
Actuated Cycle Length (s)54.1 Sum of lost time (s) 6.7
Intersection Capacity Utilization 60.6% ICU Level of Service B
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Future No Build
Nick Liguori, EIT Page i
HCM Signalized Intersection Capacity Analysis
600: Route 250 & Route 240 *
I
1/14/2009
Mnvamant EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations T+t r 41 T r
Volume (vph)363 316 62 42 383 114 54 55 23 58 60 320
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)3.6 3.7 3.6 3.7 33 3.1 3.1 3.1
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 1.00 0.85 0.98 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.98 1.00
Satd. Flow (prot)1770 1817 1770 1863 1583 1782 1818 1583
Flt Permitted 0.32 1.00 0.52 1.00 1.00 0.82 0.80 1.00
Satd Flow (perm)595 1817 963 1863 1583 1494 1481 1583
Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)403 351 69 47 426 127 60 61 26 64 67 356
RTOR Reduction (vph)0 5 0 0 0 75 0 14 0 0 0 287
Lane Group Flow (vph)403 415 0 47 426 52 0 133 0 0 131 69
Turn Type pm +pt pm +pt Perm pm +pt pm +pt Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 6 6 8 4 4
Actuated Green, G (s)35.9 28.6 22.5 20.8 20.8 8.7 8.7 8.7
Effective Green, g (s)37.9 30.6 26.5 22.8 22.8 10.7 107 10.7
Actuated g/C Ratio 0.68 0.55 0.48 0.41 0.41 0.19 0.19 0.19
Clearance Time (s)5.6 5.7 5.6 5.7 5.7 5.1 5.1 5.1
Vehicle Extension (s)2.0 2.0 2.0 2.0 2.0 3.0 3.0 3.0
Lane Grp Cap (vph)651 1004 515 767 651 289 286 306
vls Ratio Prot 00.13 0.23 0.01 0.23
v/s Ratio Perm c0.30 0.04 0.03 00.09 0.09 0.04
v/c Ratio 0.62 0.41 0.09 0.56 0.08 0.46 0.46 0.22
Uniform Delay, dl 5.1 7.2 73 12.4 9.9 19.8 19.8 18.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.1 0.0 0.5 0.0 1.2 1.2 0.4
Delay (s)6.4 7.3 7.8 12.9 9.9 21.0 20.9 19.2
Level of Service A A A B A C C B
Approach Delay (s)6.8 11.9 21.0 19.7
Approach LOS A B C B
Intersection Summary
HCM Average Control Delay 12.4 HCM Level of Service B
HCM Volume to Capacity ratio 0.57
Actuated Cycle Length (s)55.4 Sum of lost time (s)6.7
Intersection Capacity Utilization 64.2%ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
08 -321 Restore'N Station PM 2016 Build
Nick Liguori, EIT Page 1
DAVENPORT TRANSPORTATION CONSULTING
Trip Generation
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 41
Summary of Multi -Use Trip Generation
Average Weekday Driveway Volumes
December 04, 2008
24 Hour AM Pk Hour PM Pk Hour
Two -Way
Land Use Size Volume Enter Exit Enter Exit
Convenience Market with Gasoline Pumps
14 Vehicle Fueling Positions
7596 116 116 134 134
General Office Building
1 Th.Sq.Ft. CFA 38 4 1 14 66
Total Driveway Volume 7634 120 117 148 200
Total Peak Hour Pass -By Trips 73 73 88 88
Total Peak Hour Vol. Added to Adjacent Streets 47 44 60 112
Note: A zero indicates no data available.
TRIP GENERATION BY MICROTRANS
DAVENPORT TRANSPORTATION CONSULTING
Traffic Volume Data
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 42
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John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Mime: 336 - F44EY Na m e
Site Code
Start Date
Page No
Groups Printed- Un
10:00 AM
24
0
RTE. 250
1 0 0 0 0 0 0
10:15 AM
03:15 PM
0
Southbound
0 0 11
Westbound
tart Time
0 0
Thru Right Peds nPP local Left Thru Right Peds nPP
07:00 AM 36 24 0 0 60 0 0 0 0
07:15 AM 42 17 0 0 59 0 0 0 0
07:30 AM 78 26 0 0 104 0 0 0 0
07:45 AM 67 38 0 0 105 0 0 0 0
Total 1 223 105 0 0 328 0 0 0 0
08:00 AM 52 40 0 0 92 0 0 0 0
08:15 AM 53 38 0 0 91 0 0 0 0
08:30 AM 54 33 0 0 87 0 0 0 0
08:45 AM 48 42 0 0 90 0 0 0 0
Total 207 153 0 0 360 0 0 0 0
09:00 AM 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0
10:00 AM
24
0 0 1 0 0 0 0 0 0
10:15 AM
03:15 PM
0 0 0 0 11 0 0 0 0
10:30 AM
26
0 0 0 0 0 0 0 0 0
10:45 AM
86
0 0 0 0 0 0 0 0 0
Total
0
000
0
0 0 0 0 0 0
11:00 AM
0
0 0 0 0 0 0 0 0 0
11:15 AM
118
0 0 0 0 0 0 0 0 0
11:30 AM
0
0 0 0 0 0 0 0 0 0
11:45 AM
0
0 0 0 0 0 0 0 0 0
Total
0 0
0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0
02:45 PM I 0 0 0 0 0 0 0 0 0
03:00 PM 24 65 0 0 89 0 0 0 0
03:15 PM 21 61 0 0 82 0 0 0 0
03:30 PM 26 80 0 0 106 0 0 0 0
03:45 PM 34 86 0 0 120 0 0 0 0
Total 105 292 0 0 397 0 0 0 0
04:00 PM 46 101 0 0 147 0 0 0 0
04:15 PM 30 88 0 0 118 0 0 0 0
04:30 PM 16 104 0 0 120 0 0 0 0
04:45 PM 29 117 0 0 146 0 0 0 0
Total )121 410 6 0 531 0 0 0 0
ing Inc.
RESTORE RTE 250 AND 164 EB EXIT
00000001
11/13/2008
1
shifted - Bank 1 - Bank 2
RTE. 250 1 -64 EB EXIT RAMP TO RTE,
Northbound 250
Eastbound _
Tocai Left Thru Right I Peds APP Total Left Thru Right Peds nPP Tocai Int. Total
0 0 35 66 0 101 19 1 0 0 20 181
0 0 46 85 0 131 32 0 0 0 32 222
0 0 61 93 0 154 38 0 1 0 39 297
0 0 50 65 0 115 25 0 1 0 26 246
0 0 192 309 0 501 114 1 2 0 1171 946
0 0 30 68 0 98 18 0 1 0 19 209
0 0 52 72 0 124 30 0 0 0 30 245
0 0 48 54 0 102 23 0 0 0 23 212
0 0 55 42 0 97 24 0 2 0 26 213
0 0 185 236 0 421 95 0 3 0 98 879
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
01 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
01 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0
0 0 6 0 0 0 0 0 0 0 0 0
0 0 23 20 0 43 20 1 2 0 23 155
0 0 36 19 0 55 16 0 5 0 21 158
0 0 36 19 0 55 15 0 1 0 16 177
0 0 46 16 0 62 16 0 5 0 21 203
0 0 141 74 0 215 67 1 13 0 81 693
0 0 39 21 0 60 22 0 1 0
1
230
0 0 20 18 0 38 14 0 3 0 173
0 0 34 18 0 52 27 0 0 0 199
0 0 44 17 0 61 22 0 3 0 232
0 0 137 74 0 211 85 0 7 0 834
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Now: 336- fWedName : RESTORE RTE 250 AND 164 EB EXIT
Site Code :00000001
Start Date :11/13/2008
Page No : 2
Groups Printed- Unshifted - Bank 1 - Bank 2
RTE. 250 RTE. 250 1 -64 EB EXIT
2AMP TO RTE.
Southbound Westbound Northbound
Eastbound
Start Time Thru Right Peds A Total I Left Thru I Right Peds I APP Total Left Thru Right TP eds A Total Left Thru I Right I Peds i APP Total Flm Toial
05:00 PM 38 112 0 0 150 0 0 0 0 0 0 32 16 0 48 30 0 2 0 32 230
0515 PM 17 113 0 0 130 0 0 0 0 0 0 45 17 0 62 35 0 1 0 36 228
05:30 PM 27 132 0 0 159 0 0 0 0 0 0 26 20 0 46 30 0 3 0 33 238
05:45 PM 18 102 0 0 120 0 0 0 0 0 0 40 13 0 53 35 0 7 0 42 215
Total 100 459 0 - 05591 --559 0 0 0 0 0 0 143 66 0 209 130 0 13 0 1431 911
Grand Total
Apprch %
Total %
756
34.8
17.7
1419
65.2
33.3
0
0
0
0
0
0
2175
51
0
0
0
0
0
0
0 0
0 0
0 0
Unshifted 756 1419 0 0 2175 0 0 0 _ 0
a Unshifted 100 100 0_0 100 0 0 0 0
Sank 1 0 0 0 0 0 0 0 0 0
Ba 1 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0
0 0 798 759 0 15571 491 2 38 0 531 4263
0 51.3 48.7 0 92.5 0.4 7.2 0
0 0 18.7 17.8 0 36.5 11.5 0 0.9_ 12.5
0 0 798 759 0 1557 491 2 38 0 531 4263
0 0 100 100 0 100 100 100 100 0 100 100
TO 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0, 0
djo _ 0 __ 0
01 0 0 0
North
11113/2008 07:00 AM
1111312008 05:45 PM
Unshifted
Bank 1
Bank 2
Left Thru Riaht Peds
0 798 759 0
0 0 0 0
0 0 0 0
0 798 759 0
1457 1557 3014
0 0 0
0 0 0
1457 1557 3014
Out In Total
RTE. 250
RTE. 250
Out In Total
1289 2175
O
0 0
0 0 rA34612892175
0 1419 756 0
0 0 0 0
0 0 0 0
0 1419 756 0
Right Thru Left Peds
North
11113/2008 07:00 AM
1111312008 05:45 PM
Unshifted
Bank 1
Bank 2
Left Thru Riaht Peds
0 798 759 0
0 0 0 0
0 0 0 0
0 798 759 0
1457 1557 3014
0 0 0
0 0 0
1457 1557 3014
Out In Total
RTE. 250
Q O O SIGJ
Y
o 0 0
O N O O N
ID
Z;70L
m
X
wo
vm
a
I
I
i
i
I
i
North
11113/2008 07:00 AM
1111312008 05:45 PM
Unshifted
Bank 1
Bank 2
Left Thru Riaht Peds
0 798 759 0
0 0 0 0
0 0 0 0
0 798 759 0
1457 1557 3014
0 0 0
0 0 0
1457 1557 3014
Out In Total
RTE. 250
Q O O SIG
o 0 0
IDa
John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Now: 336- fWEYNa
Site Code
Start Date
Page No
ing Inc.
RESTORE RTE 250 AND 164 EB EXIT
00000001
11/13/2008
3
3aK Hour Analysis I U /:UU AM to 11:45 AM - f'eaK 1 OT 1
RTE. 250
Southbound Westbound
RTE. 250
Northbound
I -64 EB EXIT RAMP TO RTE:
250
Eastbound
Start Time Left Thru Righ Pedsj APP Tot.,Aeft Right P A Total Left Thru Right Peds LAP Total Left Th Right Peds APP To nt Total
3aK Hour Analysis I U /:UU AM to 11:45 AM - f'eaK 1 OT 1
yak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 78 26 0 0 104 0 0
07:45 AM 67 38 0 0 105 0 0
08:00 AM 52 40 0 0 92 0 0
08:15 AM 53 38 0 0 91 0 0
rota) Volume 250 142 0 0 392 0 0
App. Total 63.8 36.2 0 0 0 0
0 0 0 0 61 93 0 154 38 0 1 0 39 297
0 0 0 0 50 65 0 115 25 0 1 0 26 246
0 0 0 0 30 68 0 98 18 0 1 0 19 209
0 0 0 0 52 72 0 124 30 0 0 0 30 245
0 0 0 0 193 298 0 491 111 0 3 0 114 997
0 0 0 39.3 60.7 0 97.4 0 2.6 0
0 .000 .000 1 .000 .791 .801 .000 .797 .730 .000 .750 .000 .731 83
RTE. 250
Out In Total
304 392 696
I
0 142 250 0
Ri ht Thru Left Peds
I
0
Peak Hour Data
LJ J
North °J
O o
M Peak Hour Begins at 0730 AM
s r o
Unshifted F— CD
X 5 o
Bank 1
Do o Bank 2
a.
1 F_ _ - - - -__
I
i a
Left Thru Rig Peds
01 1931 2981 0
I
145 491 636
Out In Total
RTE 250
John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Phone: 336 - fwe mime
Site Code
Start Date
Page No
Total
ing Inc.
RESTORE RTE 250 AND 164 EB EXIT
00000001
11113/2008
4
RTE. 250
Northbound
Int. Total
0 0 0 44 17 0 61
RTE. 250
0 0 0 32
Southbound Westbound
Start Time Left I Thru Right Peds AaP Tma Left Thru Right Pe
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
230
0 0
04:45 PM 29 117 0 0 146 0 0 0
05:00 PM 38 112 0 0 150 0 0 0
05:15 PM 17 113 0 0 130 0 0 0
05:30 PM 27 132 0 0 159 0 0 0
Total Volume 111 474 0 0 585 0 0 0
App. Total 19 81 0 0 0 0 0
PHF 1 .730 .898 .000 .000 .920 000 000 000 .0
Total
ing Inc.
RESTORE RTE 250 AND 164 EB EXIT
00000001
11113/2008
4
RTE. 250
Northbound
Int. Total
0 0 0 44 17 0 61 22 0 3 0 25 232
0 0 0 32 16 0 48 30 0 2 0 32 230
0 0 0 45 17 0 62 35 0 1 0 36 228
0 0 0 26 20 0 46 30 0 3 0 33 238
0 0 0 147 70 0 217 117 0 9 0 126 1 928
0 0 67.7 32.3 0 92.9
836 .000
0 7.1
750 .000
0
8750 .000 .000 .817 .875 .000 .875 975
N . 0
Ld0 N Jp'r f J
Q 'I'IIp_p »JJII
H
LO -
X5Ca
N
muj 0 av
RTE. 250
Out In Total
I
264 585 849
0 474 111 Oi
Rl Ight Thru Left Peds
1 I L*
l I
i
Peak Hour Data
North
Peak Hour Begins at 04:45 PM
Unshifted
Bank 1
Bank 2
j Left Thru Ri ht Pe
0 147 70 0
I I
463 217 700
Out In Total
RTE. 250
250
o
o
Flo
T4--
N
x 0
Eao
John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Phone: 336 -F7ift m5171 e
Site Code
Start Date
Page No
ing Inc.
RESTORE RTE 250 AND 164 W13 EXIT
00000002
11/13/2008
1
Groups Printed- Unshifted - Bank 1 - Bank 2
RTE 250 1 -64 WB EXIT RAMP TO RTE
RTE 250
Southbound 250
Northbound EastboundWestbound
Fart Time _ Thru Right Peds ,l p Total Left Thru Right Peds App Tat. Left Thru Right Peds App Tot., Left Thru Right Peds App Toni Int Total07:15 AM 0 53 28 0 81 9 0 21 0 30 0 74 0 0 74 0 0 0 0 0 185
07:30 AM 0 108 32 0 140 11 0 31 0 42 0 82 0 0 82 0 0 0 0 0 264
07:45 AM 0 116 38 0 154 12 0 24 0 36 2 74 0 0 76 0 0 0 0 0 266
Total 0 277 98 0 375 32 0 76 0 108 1 2 230 0 _ 0_f3__2 0 0 0 0 715
08:00 AM 0 77 25 0 102 15 0 32 2 49 2 46 0 0 48 0 0 0 0 0 199
08:15 AM 0 74 16 0 90 19 0 30 1 50 0 69 0 0 69 0 0 0 0 0 209
08:30 AM 0 75 19 0 94 14 0 46 0 60 1 67 0 0 68 0 0 0 0 0 222
08:45 AM 0 74 31 0 105 15 0 57 0 72 0 72 0 0 72 0 0 0 0 0 249
Total 0 300 91 0 391 63 0 165 3 231 1 3 254 0 0 257 0 0 0 0 0 879
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 1 0 0 0 — 00 0 0 0 0 0 0 0 0 0 0 — 0 - 0 0 0 0 0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 54 19 0 73 33 0 21 0 54 1 39 0 0 40 0 0 0 0 0 167
03:15 PM 0 43 21 0 64 33 0 21 1 55 2 44 0 0 46 0 0 0 0 0 165
03:30 PM 0 67 16 0 83 38 0 30 1 69 1 48 0 0 49 0 0 0 0 0 201
03:45 PM 3 69 30 0 102 50 0 27 0 77 0 49 0 0 49 0 0 0 0 0 228
Total 3 233 86 0 322 154 0 99 2 255 4 180 0 0 184 0 0 0 0 0 761
04:00 PM 0 95 39 0 134 45 0 31 0 76 4 39 0 0 43 0 0 0 0 0 253
04:15 PM 0 67 30 0 97 44 0 36 0 80 0 35 0 0 35 0 0 0 0 0 1 212
04:30 PM 0 69 27 0 96 49 0 37 0 86 0 54 0 0 54 0 0 0 0 01 236
04:45 PM 0 87 45 0 132 64 0 49 0 113 3 55 0 0 58 0 0 0 0 0 j 303
Total 0 318 141 0 459 202 0 153 0 355 7 183 0 0 190 0 0 0 0 0 1004
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Phone: 336- Fkkiwe : RESTORE RTE 250 AND 164 WB EXIT
RTE 250
out In Total
1791 1928 3719
0 0 0
0 0 0
1791 1928 3719
L a
3 v0
0 0
0 0
3, 0
Right Thru Left Peds
II
m oo
V O O
0000 North woow" TT
0 0 0 01 1:-0 11/13/2008 07:15 AM 4 --3
S 11!13!2008 0545 PM
Unshifted ' –CD
N O O N
Bank 1
71
Io
0 0 o y Bank l
tt QO 0. -- Iw•o o m c o ° c N
O
l I
Left Thru Ri ht Peds
r 23 1084 0 0
0 0
AD
0
0 0 0
23 1084 0
I
2108 nl 3215
0
L
Out In Total
RTE 250
Site Code 00000002
Start Date 11/13/2008
Page No 2
Grou s Printed-Unshifte - Bank 1 - Bank 2
RTE 250 1 -64 WB EXIT RAMP TO RTE
RTE 250250Southbound
Westbound Northbound Eastbound
Start Time ThrU Right Peds App mcxl Left ThrU Right Peds APP mcai Left ThrU Right Peds nPP Total Left ThrU Right Peds App m.i lnt Total
05:00 PM 0 80 34 0 114 I 70 1 48 2 121 0 50 0 0 50 0 0 0 0 0 285
05:15 PM 0 58 24 0 82 67 0 65 0 132 3 71 0 0 74 0 0 0 0 0 288
05:30 PM 0 76 28 0 104 75 0 50 1 126 3 48 0 0 51 0 0 0 0 0 281
05:45 PM 0 60 21 0 81 43 0 51 0 94 1 68 0 0 69 0 0 0 0 0 244
Total 0 274 107 0 3$1 255 1 214 3 473 7 237 0 0 244 0 0 0 0 0 1098
Grand Total 3 1402 523 0 1928 706 1 707 8 1422 23 1084 0 0 1107 0 0 0 0 0 4451
Apprch %0.2 72.7 27.1 0 49.6 0.1 49.7 0.6 2.1 97.9 0 0 0 0 0 0
Total %0.1 31.5 11.7 0 43.3 15.8 0 15.9 0.2 31.9 0.5 24.3 0 0 24.8 0 0 0 0 0
Unshifted 3 1402 523 0 1928 706 1 707 8 1422 23 1084 0 0 1107 0 0 0 0 0 4457
Unshifted 100 100 100 0 100 100 100 100 100 100 100 100 0 0 100 0 0 0 0 0 100
Bank 1 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 0 0 0 0
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
RTE 250
out In Total
1791 1928 3719
0 0 0
0 0 0
1791 1928 3719
L a
3 v0
0 0
0 0
3, 0
Right Thru Left Peds
II
m oo
V O O
0000 North woow" TT
0 0 0 01 1:-0 11/13/2008 07:15 AM 4 --3
S 11!13!2008 0545 PM
Unshifted ' –CD
N O O N
Bank 1
71
Io
0 0 o y Bank l
tt QO 0. -- Iw•o o m c o ° c N
O
l I
Left Thru Ri ht Peds
r 23 1084 0 0
0 0
AD
0
0 0 0
23 1084 0
I
2108 nl 3215
0
L
Out In Total
RTE 250
John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Noire: 336- 9 we
Site Code
Start Date
Page No
ing Inc.
RESTORE RTE 250 AND 164 WB EXIT
00000002
11/13/2008
3
RTE 250 1 -64 WB EXIT MP TO RTE RTE 250
Southbound
O Northbound Eastbound
Westbound
yak Hour for Entire Intersection Begins at 07:30 AM
itart Time Left Thru Right Peds app Tocar Left Thru Right Peds App Total Left Thru Right Peds App Total Left I Thru I Right Peds App Total Int. Total
9ak hour Analysis prom u /:l o /HIVI Lo - I 1:4o mivi - t I Or I
yak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 108 32 0 140 11 0 31 0 42 0 82 0 0 82 0 0 0 0 0 264
07:45 AM 0 116 38 0 154 12 0 24 0 36 2 74 0 0 76 0 0 0 0 0 266
08:00 AM 0 77 25 0 102 15 0 32 2 49 2 46 0 0 48 0 0 0 0 0 199
08:15 AM 0 74 16 0 90 19 0 30 1 5o 0 69 0 0 69 0 0 0 0 0 209
Total Volume 0 375 111 0 486 57 0 117 3 177 4 271 0 0 275 0 0 0 0 0 938
App. Total 0 77.2 22.8 0 32.2 0 66.1 1.7 1.5 98.5 0 0 0 0 0 0
PHF I .000 .808 .730 .000 .789 750 .000 914 375 885 500 826 .000 000 838 000_.000 000 .000 000 882
RTE 250
Out In Total
388 486 874
111 375 0 0
Right Thru Left Peds
I
II
I
I
Peak Hour Data
p
o = North J µ rr
o r — 1
Peak Hour Begins at 07:30 AM E
O L N V
Unshifted
L
Bank 1 —
O ° o Bank 2 m wroav — FF
n_ ^ w
Ncri0
Left Thru Ri ht Peds
4 271 0 0
I
i it
432 275 F 707
Out In Total
RTF ?50
John Davenport Engineer
P.O. Box 4131
Winston - Salem, NC 27101
Phan e: 336 -FU 11 tw e
Site Code
Start Date
Page No
ing Inc.
RESTORE RTE 250 AND 164 WB EXIT
00000002
11/13/2008
4
1 -64 WB EXIT RAMP TO RTERTE250 RTE 250
Southbound 250
Northbound Eastbound
C,
F J
O `
C
O
3O o w
n.
3 55 0 0 58 0 0
Westbound
0
Start Time Left ThrU Right Peds I App Total Left Thru Right Peds App Total
peak Hour Analysis From 12:00 PM to 05:45 PM Peak 1 of 1
0 74 0
leak Hour for Entire Intersection Begins at 04:45 PM
0 288
3 48
04:45 PM 0 87 45 0 132 64 0 49 0 113
05:00 PM 0 80 34 0 114 70 1 48 2 121
05:15 PM 0 58 24 0 82 67 0 65 0 132
05:30 PM 0 76 28 0 104 75 0 50 1 126
Total Volume 0 301 131 0 432 276 1 212 3 492
App. Total
PHF
0 69.7
865
30.3
728
0
0
56.1
920,250
0.2 43.1
815
0.6
375 932000
C,
F J
O `
C
O
3O o w
n.
3 55 0 0 58 0 0 0 0 0 303
0 50 0 0 50 0 0 0 0 0 285
3 71 0 0 74 0 0 0 0 0 288
3 48 0 0 51 0 0 0 0 0 281
9 224 0 0 233 0 0 0 0 0 1157
3.9 96.1 0 0 0 0 0 0
750 789 000 000 787 .000 000 000 000 000 I 955
N O F
i
C
A.jO
J
m AO m
m W N
I
1
r
III
Left Thru RI ht Peds
9 224 0 0
I
577 233 810 "
Out In Totaf i
RTF 250 I
RTE 250
Out In Total
436 4432 1 868
Ri ht Thru Left Peds
i y
i
I
I
Peak Hour Data
North
Peak Hour Begins 445 PM
Unshifted
Bank 1
Bank 2
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
File NamepfuRE53T3OWi RTE 250 AND OLD TRAIL and HIGH SCHOOL
Site Code : 00000003
Start Date : 11/13/2008
Page No : 1
C'rniinc Printcrl_ I Inchiftcrl _ Ronlr 1 _ Pnnl. 9
RTE, 250
Southbound
OLD TRAIL DR RTE. 250
Westbound Northbound
HIGH SCHOOL
Eastbound
tart Time Thru Right Peds APP T1t1l Left Thru Right Peds APP 1111, Left Thru Right Peds A Tot1 Left Thru Right Peds APP T1,1,int. Total
08 :00 AM 4
08:15 AM 5
08:30 AM 12
08:45 AM 39
Total 60
48
56
76
100
280
3
2
2
7
14
0
0
0
0
0
55
63
90
146
354
1
1
2
9
0
0
0
2
1
1
1
12
0
0
0
0
2
2
3
23
6
7
3
6
56
64
108
103
0
3
3
12
0 62
0 74
0 114
0 121
1 1
5 0
12 5
8 9
15
14
29
18
0 17
0 19
0 46
0 35
136
158
253
325
13 2 15 0 30 22 331 18 0 371 26 15 76 0 117 872
09:00 AM 36
09:15 AM 44
09:30 AM 100
09:45 AM 117
Total 297
75
66
45
72
258
1
3
6
10
20
0
0
0
0
0
112
113
151
199
575
5
6
9
16
1
3
1
9
19
19
35
93
0
0
0
0
25
28
45
118
2
10
7
9
62
59
68
78
15
23
47
63
0 79
0 92
0 122
0 150
7 3
8 3
11 15
13 40
39 61
12
17
28
15
72
0 22
0 28
0 54
0 68
0 172
238
261
372
535
140636141660216282671480443
10:00 AM 0
10:15 AM 0
10:30 AM 0
10:45 AM 0
Total 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 _ 0
0
0
0
0
0
0 0
0 0
0 0
0 01
0 0
0
0
0
0
0
11:00 AM 0
11:15 AM 0
11:30 AM 0
11:45 AM 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0 0
0 0
0 0
0 0
0
0
0
0
Total 0 0 0 0 0 0 0 0 0 01 0
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Total
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0
01:00 PM
01:15 PM
01:30 PM
01:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0
0
OT
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0Total000 - o d
02:00 PM 0
02:15 PM 0
02:30 PM 0
02: 45 PM 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0
0
0
0
0 0
0 0
0 0
0 0
0
0
0
0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0
03:15 PM 0
03:30 PM 0
03:45 PM 0
Total 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0
0
0
0
0
0 0
0 0
0 0
0 0
0 01
0
0
0
0
0
04:00 PM 11
04:15 PM 19
04:30 PM 32
04:45 PM 9
Totals 71
60
56
62
66
244
3
0
2
8
13
0
0
0
0
0
74
75
96
83
328
4
4
7
46
61
0
0
0
36
36
8
1
27
173
209
0
0
0
0
0
12
5
34
255
306
4
3
8
9
24
43
51
44
68
206
2
11
19
9
4
0 49 0 0
0 65 5 2
0 71 5 10
0 86 4 3
14 15
9
8
6
8
31
0 9
0 15
0 21
0 15
0 60
144
160
222
439
965
05:00 PM 4 118 12 0 134 15 5 46 0 66 11 44 3 0 58 2 3 13 0 18 276
05:15 PM 5 71 9 0 85 7 1 25 0 33 7 56 3 0 66 5 0 8 0 13 197
05:30 PM 8 83 5 0 96 8 2 9 0 19 14 57 3 0 74 3 0 6 0 9 198
05:45 PM 1 102 4 0 107 3 1 4 0 8 17 79 1 0 97 2 3 4 0 9 221
Total 18 374 30 0 422 33 9 84 0 126 49 236 10 0 295 12 6 31 0 49 892
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
File NamePioREiWb4tJ3TE 250 AND OLD TRAIL and HIGH SCHOOL
Site Code : 00000003
Start Date : 11/13/2008
Page No :2
Groups Printed- Unshifted - Ban 1 - Bank 2
RTE. 250 OLD TRAIL DR RTE. 250 HIGH SCHOOL
Southbound Westbound Northbound Eastbound
Start Time Thru Right Peds APP Total Left I Thru Right Peds A Total Left Thru Right Peds AP Total Left Thru Right Peds A Total int. Total
06:00 PM 6 94 4 0 104 2 0 6 0 8 11 68 5 0 84 2 0 4 0 6 202
06:15 PM 17 80 11 0 108 7 5 19 0 31 11 93 7 0 111 6 3 3 0 12 262
06:30 PM 19 83 4 0 106 9 6 41 0 56 15 74 7 0 96 0 2 13 0 15 273
06:45 PM 20 74 8 0 102 3 2 12 0 _17 5 68 8 0 81 4 3 4 0 111 211
Total 62 331 27 0 420 21 13 78 0 112 42 303 27 0 372 12 8 24 0 44I 948
Grand Total 508 1487 104 0 2099 164 74 552 0 790 165 1343 244 0 1752 103 105 234 0 4421 5083
Apprch % 24.2 70.8 5 0 20.8 9.4 69.9 0 9.4 76.7 13.9 0 23.3 23.8 52.9 0
Total % 10 29.3 2 0 41.3 3.2 1.5 10.9 0 15.5 3.2 26.4 4.8 0 34.5 2 2.1 4.6 0 8.7
Unshifted 508 1487 104 0 2099 164 74 552 0 790 165 1343 244 0 1752 103 105 234 0 442 5083
Unshifted 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 — o — o
Bank 2 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0
RTE 250
Out In Total
1998 20999 4097
Lil: 998 20 4097
104 _ lT4 _ 87F 508 0
0 0 0 0
0 0 0148010475080
Right Thru Left Peds
i
I
O O t n
o
M O O M I
Lw n n 0
0 n North 4loo f
Or o o
U
1111312008 0800 AM
11/13/2008 06.45 PM Ja 0 o a
m
N N 0 Unshifted
Bank aooa
o.0 0 0
OM M o 0 0 o y Bank 2
LJ° O V
I
F
Left Thru Ri ht Peds
1651 1343 244 0
0 0 0 0
01 0 0 0
I
165 1343 244 0
1885 1752 3637
I
0 0 0
0 0 0
1885 1752 3637
Out In Total
i
John Davenport. Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
File NamePr :oRE53 250 AND OLD TRAIL and HIGH SCHOOL
Site Code :00000003
Start Date : 11/13/2008
Page No :3
RTE. 250
Northbound Eastbound
ToW I Lett I i hru
RTE. 250
i Petls i
OLD TRAIL DR
LeTt 1 hru
Southbound
Petls1 npp Tocai int Total
Westbou
tart Time Left Thru R gnt Peds APa Toca Left Thru Right Peds
ak Hour Analysis From 08:00 AM to 11:45 AM - Peak 1 of 1
ak Hour for Entire Intersection Begins at 09:00 AM
09:00 AM 36 75 1 0 112 5 1 19 0
09:15 AM 44 66 3 0 113 6 3 19 0
09:30 AM 100 45 6 0 151 9 1 35 0
09:45 AM 117 72 10 0 199 16 9 93 0
rota) volume 297 258 20 0 575 36 14 166 0
App. Total 51.7 44.9 3.5 0
118
16.7 6.5 76.9 0
PHF 635 860 .500 .000 722 563 .389 .446 .000
RTE. 250
Northbound Eastbound
ToW I Lett I i hru Right i Petls i Aca Toni LeTt 1 hru Right i Petls1 npp Tocai int Total
25 2 62 15 0 79 7 3 12 0 22 238
28 10 59 23 0 92 8 3 17 0 28 261
45 7 68 47 0 122 11 15 28 0 54 372
118 9 78 63 0 150 13 40 15 0 68 535
216 28 267 148 0 443 39 72 0 172 1406
6.3 60.3 33.4 0 22.7 35.5 41.9 0
458 700 856 587 000 738 750 381 643 000 632 657
RTE. 250
Out In Total
472 575 1047
20 258 297 0
Right Thru Lift Peds
I
i
Peak Hour Data
1-
N OJ CNorth
o _O
L) Peak
N
Peak Hour Begins at 0900 AM IN I
rr m
9 ° , Unshifted x rn
c`o Bank 1 n
O ° Bank 2
a u
CD NIA
d
I I
I
I Left Thru Right Peds
I 28 267 1481 0
366 443 809
Out In Total
RTE. 9SQ
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
File NamePrTRESAORERTE 250 AND OLD TRAIL and HIGH SCHOOL
Site Code : 00000003
Start Date : 11/13/2008
Page No : 4
artTime RTE. 250 OLD TRAIL DR RTE. 250
hbound Westbound Northbound Eastbound
t LLeft ght Peds App mcai Left Thru Right Peds App Tocai Left Thru Right Peds App iocai Left Thru Right Peds App Toca Int Total
weak Hour Analysis From 12:00 PM to 06:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 32 62 2 0 96 7 0 27 0 34 8 44 19 0 71 5 10 6 0 21 222
04:45 PM 9 66 8 0 83 46 36 173 0 255 9 68 9 0 86 4 3 8 0 15 439
05:00 PM 4 118 12 0 134 15 5 46 0 66 11 44 3 0 58 2 3 13 0 18 276
05:15 PM 5 71 9 0 85 7 1 25 0 33 7 56 3 0 66 5 0 8 0 13 197
Total Volume 50 317 31 0 398 75 42 271 0 388 35 212 34 0 281 16 16 35 0 67 1134
p App. Total 12.6 79.6 7.8 0 19.3 10.8 69.8 0 12.5 75.4 12.1 0 23.9 23.9 52.2 0
PHF .391 .672 .646 .000 _ .743 .408 .292 .392_ .000 .380 .795 .779 .447 .000 .817 .800 .400 .673 .000 .798 .646
RTE. 250
Out In Total
499 398 897
31 317 50 0
R - i ht Thru Left Peds
Peak Hour Data
U
p n North J
O s —/ - -0
U)
c
N ~ Peak Hour Begins at 04:30 PM wp
2 r b
C9 Unshifted Nm
o Bank 1 —
00 Bank 2 noCD
u
I
i I
I
Left Thru Ri ht Peds
I 35 212 34 0I j
az7 2s1 7oa
I Out In Total
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Phone.F_4k- NQrFl04: RESTORE RTE 250 AND MIDDLE NOV 08
Site Code : 00000004
Start Date : 11/13/2008
Page No : 1
Grouns Printerl- l lnshif -d - Rank 1 - Rank 9
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 64 8 0 72 0 0 0 0 0 4 39 0 0 43 6 0 5 0 11 126
03:15 PM 0 80 19 0 99 0 0 0 0 0 8 53 0 0 61 10 0 8 0 18 178
03:30 PM 0 72 11 0 83 0 0 0 0 0 15 80 0 0 95 23 0 11 0 34 212
03:45 PM 0 55 35 0 90 0 0 0 0 0 56 151 0 0 207 56 0 34 0 _ 90 387
Total 0 271 73 0 344 0 0 0 0 0 83 323 0 0 406 95 0 58 0 153 903
04:00 PM 0 96 8 0 104 0 0 0 0 0 12 85 0 0 97 53 0 30 0 83 284
04:15 PM 0 78 4 0 82 0 0 0 0 0 3 75 0 0 78 14 0 11 0 25 185
04:30 PM 0 85 7 0 92 0 0 0 0 0 3 60 0 0 63 13 0 10 0 23 178
04:45 PM 0 97 4 0 101 0 0 0 0 0 0 76 0 0 76 11 0 9 0 20 197
Total 0 356 23 0 3791 0 0 0 0 01 18 296 0 0 3141 91 0 60 0 151 I 844
RTE. 250 WB RTE 250 EB MIDDLE SCHOOL
Southbound Westbound Northbound Eastbound
tart Time Thru I Right Peds APa Total Left [ Thru Right I Peds I n Total Left Thru I Right I Peds nPP Total Left Thru Right I Peds I App Total Total
07:15 AM 0 64 20 0 84 0 0 0 0 0 13 69 0 0 82 2 0 5 0 7 173
07:30 AM
07:45 AM
0
0
91
115
57
21
0 148
0 136
0
0
0
0
0
0
0 0
0 0
47
27
67
69
0
0
0
0
114
96
22
39
0
0
32 0
30 0
54
69
316
301
Total 0 270 98 0 368 0 0 0 0 0 87 205 0 0 292 63 0 67 0 130 790
08:00 AM 0 87 13 0 100 0 0 0 0 0 11 57 1 0 69 16 0 8 0 24 193
08:15 AM 0 117 27 0 144 0 0 0 0 0 20 61 0 0 81 10 0 12 0 22 247
08:30 AM 0
08:45 AM 0
Total 0
142
97
443
37
48
125
0 179
0 145
0 568
0
0
0
0
0
0
0
0
0
0 0
0 0
0 0
61
59
151
78
86
282
0
0
1
0
0
0
139 16
145 71
434 113
0
0
0
33 0
48 0
101 0
49
119
214
367
409
1216
09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 AM 0
09:30 AM 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0
0
0 0
0 0
0
0
0 0
0 0
0
0
0
0
09:45 AM 0
Total 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0
0
0 0
0 0
0
0
0 0
0 0
0
0
0
0
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 AM 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 — 01 0 0 0 0 0 0 0 0 0 01 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 64 8 0 72 0 0 0 0 0 4 39 0 0 43 6 0 5 0 11 126
03:15 PM 0 80 19 0 99 0 0 0 0 0 8 53 0 0 61 10 0 8 0 18 178
03:30 PM 0 72 11 0 83 0 0 0 0 0 15 80 0 0 95 23 0 11 0 34 212
03:45 PM 0 55 35 0 90 0 0 0 0 0 56 151 0 0 207 56 0 34 0 _ 90 387
Total 0 271 73 0 344 0 0 0 0 0 83 323 0 0 406 95 0 58 0 153 903
04:00 PM 0 96 8 0 104 0 0 0 0 0 12 85 0 0 97 53 0 30 0 83 284
04:15 PM 0 78 4 0 82 0 0 0 0 0 3 75 0 0 78 14 0 11 0 25 185
04:30 PM 0 85 7 0 92 0 0 0 0 0 3 60 0 0 63 13 0 10 0 23 178
04:45 PM 0 97 4 0 101 0 0 0 0 0 0 76 0 0 76 11 0 9 0 20 197
Total 0 356 23 0 3791 0 0 0 0 01 18 296 0 0 3141 91 0 60 0 151 I 844
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Phone:F5 -DQ 4: RESTORE RTE 250 AND MIDDLE NOV 08
Site Code : 00000004
Start Date : 11/13/2008
Page No :2
Groups Printed- Unshifted - Bank 1 - Bank 2
RTE. 250 WB RTE 250 EB MIDDLE SCHOOL
Southbound Westbound Northbound Eastbound _
Start Time Thru Right Peds A p ToW Left Thru Right Peds A Total Left Thru Right Peds APP Tot„ Left Thru Right Peds APP Tot. Int. Total
05:00 PM 0 93 8 0 101 0 0 0 0 0 5 82 0 0 87 8 0 7 0 15 203
05:15 PM 0 93 11 0 104 0 0 0 0 0 11 98 0 0 109 14 0 13 0 27 240
05:30 PM 0 92 5 0 97 0 0 0 0 0 3 101 0 0 104 11 0 5 0 16 217
05:45 PM 0 102 31 0 133 0 0 0 0 0 20 70 0 0 90 11 0 5 0 16 239
Total 0 380 55 0 435 0 0 0 0 0 39 351 0 0 390 44 0 30 0 74 899
Grand Total 0 1720 374 0 2094 0 0 0 0 01 378 1457 1 0 1836 406 0 316 0 722 4652
Apprch % 0 82.1 17.9 0 0 0 0 0 20.6 79.4 0.1 0 56.2 0 43.8 0
Total % 0 37 8 0 45 0 0 0 0 _0L_8. 1 31.3 0 0 39.5 8.7 0 6.8 0 15.5
Unshifted 0 172o 374 0 2094 0 0 0 0 0 378 1457 1 0 1836 406 0 316 0 722 4652
Unshifte 0 100 100 0 100 0 0 0 0 0 100 100 100 0 100 100 0 100 0 100 100
Bank 1 0 0 0 0 0 0 0 0 __o 0 0 0 0 _ 0 _ 0 0 0 0 _ 0 _ 0 0
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 --o0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
RTE. 250 WS
Out In Total
1863 2094
700
0 0
1863 2094
374 1720 0 0
0 0 0 0
0 0 0 0
374 1720, 0 0
Right Thru Left Peds
I
N rth
1111312008 0715 AM
11/13/2008 05 45 PM
Unshifted
Bank 1
Bank 2
Left Thru Ri Peds
378 1457
tI
0
0 0 0
0 0 0
378 1457 0
2036 1836 3872
0 0 0
2036 1836 3872
Out In Total
RTE 250 EB
o 0 0 o Oo
J ..
J
OO O O O O
oNU
oo 0 0
H - - - o
oN
w oo
m 0000
I° O
u!v7Dn.
RTE. 250 WS
Out In Total
1863 2094
700
0 0
1863 2094
374 1720 0 0
0 0 0 0
0 0 0 0
374 1720, 0 0
Right Thru Left Peds
I
N rth
1111312008 0715 AM
11/13/2008 05 45 PM
Unshifted
Bank 1
Bank 2
Left Thru Ri Peds
378 1457
tI
0
0 0 0
0 0 0
378 1457 0
2036 1836 3872
0 0 0
2036 1836 3872
Out In Total
RTE 250 EB
o 0 0 o O
N 0 0 0 0
oo 0 0 T „
oNCD
m 0000
I° O
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
PhoneF.ile- CQM104: RESTORE RTE 250 AND MIDDLE NOV 08
Site Code : 00000004
Start Date : 11/13/2008
Page No :3
Southbound I Westbound Northbound I Eastbound
tart Time I Left I Thru I Ri I Peds I App Total Left Thru Right Peds App Totai Left Thru Right Peds App Total I Left Thru Right Peds I App Total Int. Total
ak Hour Analysis From 07:15 AM to 11:45 AM - Peak 1 of 1
ak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 87 13 0 100 0 0 0 0 0 11 57 1 0 69 16 0 8 0 24 193
08:15 AM 0 117 27 0 144 0 0 0 0 0 20 61 0 0 81 10 0 12 0 22 247
08:30 AM 0 142 37 0 179 0 0 0 0 0 61 78 0 0 139 16 0 33 0 49 367
08:45 AM 0 97 48 0 145 0 0 0 0 0 59 86 0 0 145 71 0 48 0 11 409
otal volume 0 443 125 0 568 0 0 0 0 0 151 282 1 0 434 113 0 101 0 214 1216
i App. Total 0 78 22 0 0 0 0 0 34.8 65 0.2 0 52.8 0 47.2 0
PHF 000 .780 .651 .000 .793 000 000 .000 000 000 619 820 250 000 748 398 000 526 000 450 743
RTE. 250 WB
Out In Total
395 568 963
125 443 01 0]
Right Thru Lift Peds
I
Peak Hour Data
w F v J
o
Q
0 O North u
Peak Hour Begins at 08.00 AM
w p L N O
o Unshifted ooO
Bank 1 l
C N a Bank 2 m o
D ° D,
0
1 r
Left Thru Right Peds
151 2821 11 0
544 434 978
Out In Total
RTF 250 FR
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
P1ione.F_Jk- NQMe4: RESTORE RTE 250 AND MIDDLE NOV 08
Site Code : 00000004
Start Date : 11/13/2008
Page No : 4
F RTE. 250 WB RTE 250 EB MIDDLE SCHOOL
Southbound Westbound Northbound Eastbound
Start Time Left Thru Right Peds APO Tota,Left Thru T Right I Pe
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 03:30 PM
0
0 0
03:30 PM 0 72 11 0 83 0 0 0
03:45 PM 0 55 35 0 90 0 0 0
04:00 PM 0 96 8 0 104 0 0 0
04:15 PM 0 78 4 0 82 0 0 0
Total volume 0 301 58 0 359 0 0 0
App. Total 0 83.8 16.2 0
v
0 0 0
PHF 000 784 414 000 863 000 000 000 .0(
fim
0 0 15 80 0 0 95 23 0 11 0
0 0 56 151 0 0 207 56 0 34 0
0 0 12 85 0 0 97 53 0 30 0
0 0 3 75 0 0 78 14 0 11 0
0 0 86 391 0 0 477 146 0 86 0
0 18 82 0 0 62.9 0 37.1 0
0 .000 384 647 000 000 576 652 000 632 000
34 212
90 387
83 284
25 185
6
RTE. 250 WB
Out In Total
537 359
58 301 0 0
Right Thru Left Peds j
I
I
i I
Peak Hour Data
to
I >
O o North J ~
Peak Hour Begins at 03:30 PM a
m r
Q r
i
Unshifted
Bank 1
r o
I'O v Bank 2 —
I
I
l I
I
Left Thru
IPe86391
i
387 477 864
Out In Total
34 212
90 387
83 284
25 185
6
John Davenport Engineering
P.O. Box 4131
Winston - Salem, NC 27101
Phone: 336- 744 -Me Name
Site Code
Start Date
Page No
f D,;. f-,.l_ I 1— hiff —A _ Rink 1 _ Rnnk 7
Inc.
RESTORE RTE 250 AND RTE 240
00000005
11/19/2008
1
03:00 PM 3 44 10 0 57 8 8 3 0 19 29 32 5 0 66 10 8 35 0 53 195
03:15 PM 7 39 7 0 53 5 5 3 0 13 21 34 9 0 64 5 8 37 0 50 180
03:30 PM 6 74 8 0 88 7 5 5 0 17 30 42 8 0 80 10 4 40 0 54 239
03:45 PM 10 66 14 0 90 4 10 3 0 17 73 66 17 0 156 9 9 32 0 50 313
Total 26 223 39 0 288 24 28 14 0 66 153 174 39 0 366 34 29 144 0 207 927
04:00 PM 6 48 15 0 69 6 3 4 0 13 66 80 11 0 157 15 11 40 0 66 305
04:15 PM 8 34 14 0 56 5 8 6 0 19 37 35 15 0 87 10 7 26 0 43 205
04:30 PM 9 56 19 0 84 4 9 3 0 16 35 43 8 0 86 8 12 50 0 70 256
04:45 PM 11 50 16 0 77 4 11 8 0 23 50 30 11 0 91 9 7 57 0 73 264
Total 34 188 64 0 286 19 31 21 0 71 188 188 45 0 421 42 37 173 0 252 1030
RTE 250 RTE 635 RTE. 250 RTE. 240
Southbound Westbound Northbound Eastbound
tart Time Thfu Right Peds Avc Total Left ThfU Right Peds App Total Left ThfU Right Peds Aav mtai Left ThfU Right Peds App total nt. Tota
17 6 8 0 31 21 33 5 0 59 14 3 39 0 56 17607:00 AM
07:15 AM
2 26
6 36
2
6
0
0
30
48 17 11 6 0 34 30 44 5 0 79 22 7 45 0 74 235
07:30 AM 9 61 3 0 73 27 7 10 0 44 36 56 3 0 95 29 6 64 0 99 311
07:45 AM 4 58 1 0 63 16 5 7 0 28 52 51 11 0 114 19 3 76 0 98 303
Total 21 181 12 0 214 77 29 31 0 137 139 184 24 0 347 84 19 224 0 327 1025
08:00 AM 2 44
08:15 AM 3 67
08:30 AM 1 124
7
6
5
0
0
0
53 1 10
761 10
1301 15
4
8
5
8
5
10
0
0
0
22 28 46
23 28 50
30 35 53
4
3
3
0 78 16
0 81 9
0 91 11
3
3
3
54
43
63
0
0
0
73
55
77
226
235
328
08:45 AM 3 85 6 0 94 9 7 7 0 23 69 77 5 0 151 7_3 44 0 54 322
Total 9 320 24 0 353 44 24 30 0 981 160 226 15 0 401 43 12 204 0 259 1111
09:00 AM 0 0
09:15 AM 0 0
09:30 AM 0 0
0
0
0
0
0
0
0 0
0 0
0 0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
09:45 AM 0 0
Total 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
10:00 AM 0 0
10:15 AM 0 0
10:30 AM 0 0
0
0
0
0
0
0
0 0
0 0
0 0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0
11:00 AM 0 0
11:15 AM 0 0
11:30 AM 0 0
0
0
0
0
0
0
0 0
0 0
0 0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11:45 AM 0 0
Total 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
01 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
12:00 PM 0 0
12:15 PM 0 0
12:30 PM 0 0
0
0
0
0
0
0
0 0
0 0
0 0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12:45 PM 0 0
Total 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
01:00 PM 0 0
01:15 PM 0 0
01:30 PM 0 0
0
0
0
0
0
0
0 0
0 0
0 0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0 0 0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
01: 45 PM 0 0
Total 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
02:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:15 PM 0 0
02:30 PM 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0
0
0
0
0
02:45 PM 0 0
Total 0 0
0
0
0
0
0 0
0 0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
0 0 0
0 0 0
0
0
0
0
0
0 - 01
0 0
0
03:00 PM 3 44 10 0 57 8 8 3 0 19 29 32 5 0 66 10 8 35 0 53 195
03:15 PM 7 39 7 0 53 5 5 3 0 13 21 34 9 0 64 5 8 37 0 50 180
03:30 PM 6 74 8 0 88 7 5 5 0 17 30 42 8 0 80 10 4 40 0 54 239
03:45 PM 10 66 14 0 90 4 10 3 0 17 73 66 17 0 156 9 9 32 0 50 313
Total 26 223 39 0 288 24 28 14 0 66 153 174 39 0 366 34 29 144 0 207 927
04:00 PM 6 48 15 0 69 6 3 4 0 13 66 80 11 0 157 15 11 40 0 66 305
04:15 PM 8 34 14 0 56 5 8 6 0 19 37 35 15 0 87 10 7 26 0 43 205
04:30 PM 9 56 19 0 84 4 9 3 0 16 35 43 8 0 86 8 12 50 0 70 256
04:45 PM 11 50 16 0 77 4 11 8 0 23 50 30 11 0 91 9 7 57 0 73 264
Total 34 188 64 0 286 19 31 21 0 71 188 188 45 0 421 42 37 173 0 252 1030
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Pho,re: 336 - 744 -169e Name : RESTORE RTE 250 AND RTE 240
Site Code : 00000005
Start Date : 11/19/2008
Page No : 2
r --tinc Prinf — I Inchiftart - Rank 1 - Rank 7
884 977
RTE 250
RTE 250
0 0 0
RTE 635
0 0 0
RTE. 250
13361 1522 2858
977
RTE. 240
0 0 0
Southbound Westbound Northbound
1336 1522 2858
Eastbound
Start Time I Thru Right Peds A Total Left Thru Right Peds APP rotas Left Thru Right Peds APP Total Left Thru Right Peds APP Total Im Total
05:00 PM 12 81 21 0 114 10 9 5 0 24 55 40 13 0 108 15 12 67 0 94 340
05:15 PM 10 77 20 0 107 12 12 4 0 28 75 53 11 0 139 5 12 39 0 56 330
05:30 PM 3 61 23 0 87 8 14 4 0 26 67 58 12 0 137 15 14 61 0 90 340
05:45 PM 6 46 21 0 73 7 6 4 0 17 47 54 5 0 106 8 7 54 0 69 265
Total 31 265 85 0 381 37 41 17 0 95 244 205 41 0 490 43 45 221 0 309 1275
Grand Total 121 1177 224 0 1522 201 153 113 0 467 884 977 164 0 2025 246 142 966 0 1354 1 5368
Apprch %8 77.3 14.7 0 43 32.8 24.2 0 43.7 48.2 8.1 0 18.2 10.5 71.3 0
Total %2.3 21.9 4.2 0 28.4 3.7 2.9 2.1 0 8.7 16.5 18.2 3.1 0 37.7 4.6 2.6 18 0 25.2
Unshifted 121 1177 224 0 1522 201 153 113 0 467 884 977 164 0 2025 246 142 966 0 1354 5368
UnshifteC 100 100 100 0 100
i
100 100 100 0 100 10 100 100 0 100 100 100 100 0 100 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank !L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bank 2 0 0 0 0 0 0 0 0 0 0 f 0 0 0 0 0 0 0 0 0 0 0
884 977
RTE 250
0
0 0 0
Out In Total
0 0 0 0
13361 1522 2858
977 164 0
0 0 0
OI 0 0
1336 1522 2858
224 1177 121 0i0000
0 0 0 0
224 1177 121 0
Right Thru Left Peds
f-
ol .noonm
moon
N N N I
Z7
L —
A OF- I North
N.
o v o o v
N
NOON 3
11/19/2008 07:00 AM
11!19/2008 05:45 PM
1 -
O
LLI moon
m m L
Unshifted r N ^'
m = mCD
W
oor
N N
O o 0 0 o yv
Bank
Bank 2
m m...
d y o00o a'ooA-1
Left Thru R ht Peds
2344 2025 4369
0 0 0
0 0 0
2344 2025 4369
Out In Total
RTE 250
884 977 164 0
0 0 0 0
0 0 0 0
884 977 164 0
John Davenport Engineerin€
P.O. Box 4131
Winston - Salem, NC 27101
Phone: 336-744-Ea Name
Site Code
Start Date
Page No
RTE 250
Southbound
Inc.
RESTORE RTE 250 AND RTE 240
00000005
11/19/2008
3
RTE. 250
Northbound
240
wnd
eaK dour Analysis From ui:UU HNI to 11:4b HIVI - YeaK "I Or 1
RTE 250
I Out In Total I
299 353 652
eak Hour for Entire Intersection Begins at 08:00 AM
i r i
24 320 9 0
Right Thru Left Peds
1 f L +
08:00 AM 2 44 7 0 53 10 4 8 0 22 28 46 4 0 78 16 3 54 0 73 226
08:15 AM 3 67 6 0 76 10 8 5 0 23 28 50 3 0 81 9 3 43 0 55 235
08:30 AM 1 124 5 0 130 15 5 10 0 30 35 53 3 0 91 11 3 63 0 77 328
08:45 AM 3 85 6 0 94 9 7 7 0 23 69 77 5 0 151 7 3 44 0 54 322
Total volume 9 320 24 0 353 44 24 30 0 98 160 226 15 0 401 43 12 204 0 259 1111 _
App. Total 2.5 90.7 6.8 0 44.9 24.5 30.6 0 39.9 56.4 3.7 0 16.6 4.6 78.8 0
PHF 750 .645 .857 .000 .679 733 750 750 000 817 580 734 750 000 664 672 T aoo 810 000 841 847
E
RTE 250
I Out In Total I
299 353 652
i r i
24 320 9 0
Right Thru Left Peds
1 f L +
i
Peak Hour Data
O DJ J o
o mJ^
N 2
North
w c,N
Peak Hour Begins at 08.00 AM
p 5ifF
5N
oi
1 Unshifted
Bank 1
CD AA
C
cn
ooBank2m
a
wlv
I I
I
I,
Left Thru Ri ht Peds
1601 226 15 0
i
568 401 969
Out In Total
RTE 250
E
John Davenport Engineering Inc.
P.O. Box 4131
Winston - Salem, NC 27101
Now: 336 - 744 -0e Name : RESTORE RTE 250 AND RTE 240
Site Code : 00000005
Start Date : 11/19/2008
Page No :4
RTE 250 RTE 635 RTE. 250
Southbound Westbound Northbound
Start Time Left Thru Rtght Ped; -_ mta Left Thru Right Pe
Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1
leak Hour for Entire Intersection Begins at 05:00 PM
0 139
05:00 PM 12 81 21 0 114 10 9 5
05:15 PM 10 77 20 0 107 12 12 4
05:30 PM 3 61 23 0 87 8 14 4
05:45 P 6 46 21 0 73 7 6 4
Total volume 31 265 85 0 381 37 41 17
App. Total 8.1 69.6 22.3 0 38.9 43.2 17.9
PHF .646 .818 .924 .000 .836 771 732 850 .0(
Total
nd
Total ( ant. Total
0 24 55 40 13 0 108 15 12 67 0 94 340
0 28 75 53 11 0 139 5 12 39 0 56 330
0 26 67 58 12 0 137 15 14 61 0 90 340
0 17 47 54 5 0 106 8
43 - 45
7 54
221
0
0
69
309
265
1275095244205410490
0 1 49.8 41.8 8.4 0
F
o
13.9 14.6 71.5 0
o
d
0 .848 F.813 884 788 .000 881 7717 804 825 .000 822 938
RTE 250
Out In Total
265 E 381 646
18526531 0
Right Thru Left Peds
i
Peak Hour Data
O O
3 North
F
o
v r
N
Peak Hour Begins at 05:00 PM
Unshifted T_CD cn w
o
d
Bank 1
Bank 2 m r 0m
N O
I
Left Thru Ri ht Peds
244 205 41 0
523 490 1013
Out In Total
RTE
DAVENPORT TRANSPORTATION CONSULTING
Supporting Documentation
2/23/09 REVISED 15Dec10 08- 321.100 Re- Store'N Station 43
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Local _: - 250__- & -- Henley,, --
DUAL ENTRY ( 4 OF 4) VALUE(YES /NO)
DUAL ENTRY ENABLE: N
1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
PH 13
PH 14
PH 15
PH 16
PHASE FUNCTIONS VALUE(YES /NO)
TIMING PLAN: 1 1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
MIN RCL X X
MAX RCL
PED RCL
SOFT RCL
NON -LOCK X X
PHASE FUNCTIONS VALUE(YES /NO)
TIMING PLAN: 1 1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
VEH OMIT X X X X
PED OMIT X X X X X X X X
PHASE FUNCTIONS VALUE(YES /NO)
TIMING PLAN: 2 1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
MIN RCL
MAX RCL
PED RCL
SOFT RCL
NON -LOCK
PHASE FUNCTIONS VALUE(YES /NO)
TIMING PLAN: 2 1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
VEH OMIT
PED OMIT
PHASE FUNCTIONS VALUE(YES /NO)
TIMING PLAN: 3 1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
MIN RCL
MAX RCL
PED RCL
SOFT RCL
NON -LOCK
t
Local.:.- .0-0.20202, 250 &.- Henle.y,.. Pa -ge -:- _10 _..- ._. -...-
CONDITIONAL SERVICE( 4 OF 4) VALUE(Y /N)
CONDITIONAL SERVICE BY INPUT: N
1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
PH13 CSV
PH14 CSV
PH15 CSV
PH16 CSV
MAX OUTS TO
PH 1 2
0 0
GAP OUTS TO
PH 1 2
0 0
SHIFT -RT. ->
MAX OUTS TO
PH 9 10
0 0
GAP OUTS TO
PH 9 10
0 0
SHIFT -LT.<-
INITIAL:(0-
PH 1 2
1 12
ADJUST MX3 VALUE(0 -255)
3 4 5 6 7 8
0 0 0 0 0 0
ADJUST MX3
3 4 5 6 7 8
0 0 0 0 0 0
TO VIEW OR ENTER PHASES 9 -16
ADJUST MX3 VALUE(0 -255)
11 12 13 14 15 16
0 0 0 0 0 0
ADJUST MX3
11 12 13 14 15 16
0 0 0 0 0 0
TO VIEW OR ENTER PHASES 1 -8
255) TIMING PLAN: 1
3 4 5 6 7 8
4 1 4 12 1 1
PASSAGE:(0 -25.5)
PH 1 2 3 4 5 6 7 8
0.0 4.0 3.0 0.0 3.0 4.0 0.0 0.0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
INITIAL:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
PASSAGE:(0 -25.5)
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
YELLOW:(0 - 25.5) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
4.0 4.5 3.0 4.0 3.0 4.5 4.0 4.0
RED: (0 -25.5)
PH 1 2 3 4 5 6 7 8
0.0 1.5 3.0 0.0 3.5 1.5 0.0 0.0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
Local_:...00.20202,_.25Q_ &__Henley,_. Page: .11
YELLOW:(0 -25.5) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
RED: (0 -25.5)
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
WALK:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
PED CLR:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
WALK: (0-255)
PH 9 10 11
0 0 0
PED CLR:(0 -255)
PH 9 10 11
0 0 0
SHIFT -LT.<- TO
12
0
12
0
IIEW OR
TIMING PLAN: 1
13 14 15 16
0 0 0 0
13 14 15 16
0 0 0 0
ENTER PHASES 1 -8
MAX 1:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
30 45 25 30 25 45 30 30
MAX 2:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
MAX 1:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
MAX 2:(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
MAX 3 LIMIT:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
MX 3 ADJ:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
Local: 0020203, 250_,.& 240 Page 10 -------- ----
CONDITIONAL SERVICE( 4 OF 4) VALUE(Y/N)
CONDITIONAL SERVICE BY INPUT: N
1 1 1 1 1 1 1
FUNC\PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
PH13 CSV
PH14 CSV
PH15 CSV
PH16 CSV
MAX OUTS TO ADJUST MX3 VALUE(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
GAP OUTS TO ADJUST MX3
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT-RT.-> TO VIEW OR ENTER PHASES 9-16
MAX OUTS TO ADJUST MX3 VALUE(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
GAP OUTS TO ADJUST MX3
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT-LT.<- TO VIEW OR ENTER PHASES 1
INITIAL:(0 TIMING PLAN: I
PH 1 2 3 4 5 6 7 8
4 12 3 '4 4 12 8 4
PASSAGE:(0
PH 1 2 3 4 5 6 7 8
2.0 2.0 4.0 3.0 2.0 2.0 4.0 3.0
SHIFT-RT.-> TO VIEW OR ENTER PHASES 9-16
INITIAL:(0 TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
EIASSAGE:(0-25.5)
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SHIFT-LT.<- TO VIEW OR ENTER PHASES 1-8
YELLOW:(0-25.5) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
4.5 4.5 4.0 4.0 4.5 4.5 4.0 4.0
RED:(0-25.5)
PH 1 2 3 4 5 6 7 8
1.1 1.2 2.0 1.1 1.1 1.2 2.0 1.1
SHIFT-RT.-> TO VIEW OR ENTER PHASES 9-16
Local: 0020203, 250& . _ 24_0, Page;11__
YELLOW:(0 -25.5) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
RED: (0 -25.5)
PH 9 10 11
0.0 0.0 0.0
SHIFT -LT.<- TO
WALK: (0-255)
PH 1 2 3
0 0 0
12
0.0
VIEW
4
0
13
0.0
OR EN
5
0
14 15 16
0.0 0.0 0.0
TER PHASES 1 -8
TIMING PLAN: 1
6 7 8
0 0 0
PED CLR:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
WALK:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
PED CLR:(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
MAX 1:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
10 25 30 15 15 25 30 15
MAX 2:(0-255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
MAX 1:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
MAX 2:(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
MAX 3 LIMIT :(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
MX 3 ADJ: (0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
Local_ 00202 & _WAHS,_ Page: 10
CONDITIONAL SERVICE( 4 OF 4) VALUE(Y /N)
CONDITIONAL SERVICE BY INPUT: N
1 1 1 1 1 1 1
FUNC \PH 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6
PH13 CSV
PH14 CSV
PH15 CSV
PH16 CSV
MAX OUTS TO
PH 1 2
0 0
GAP OUTS TO
PH 1 2
0 0
SHIFT -RT. ->
MAX OUTS TO
PH 9 10
0 0
GAP OUTS TO
PH 9 10
0 0
SHIFT -LT.<-
INITIAL•: (0-
PH 1 2
4 12
ADJUST MX3 VALUE(0 -255)
3 4 5 6 7 8
0 0 0 0 0 0
ADJUST MX3
3 4 5 6 7 8
0 0 0 0 0 0
TO VIEW OR ENTER PHASES 9 -16
ADJUST MX3 VALUE(0 -255)
11 12 13 14 15 16
0 0 0 0 0 0
ADJUST MX3
11 12 13 14 15 16
0 0 0 0 0 0
TO VIEW OR ENTER PHASES 1 -8
255) TIMING PLAN: 1
3 4 5 6 -7 - 8
4 4 4 12 1 1
PASSAGE:(0 -25.5)
PH 1 2
3.0 4.0
SHIFT -RT. ->
INITIAL:(0-
PH 9 10
0 0
3
3.0
TO
255)
11
0
4
3.0
VIEW
12
0
PASSAGE:(0 -25.5)
5 6 7 8
3.0 4.0 0.0 0.0
DR ENTER PHASES 9 -16
TIMING PLAN: 1
13 14 15 16
0 0 0 0
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
YELLOW:(0 -25.5) TIMING PLAN: 1
PH 1 2 3 4 5 6 ___7. 8-
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
RED:(0 -25.5)
PH 1 2 3 4 5 6 7 8-
1.0 2.0 2.0 2.0 1.0 2.0 0.0 0.0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
Local: 0020201, 250 & WAHS, Page: 11
YELLOW:(0 -25.5) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
RED: (0 -25.5)
PH 9 10 11 12 13 14 15 16
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
WALK:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
0 0 0 7 0 0 0 0
PED CLR:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 12 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
WALK:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
PED CLR:(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
MAX 1:(0 -255) ''TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
25 45 25 25 25 45 0 0
MAX 2:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
MAX 1:(0 -255) TIMING PLAN: 1
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
MAX 2:(0 -255)
PH 9 10 11 12 13 14 15 16
0 0 0 0 0 0 0 0
SHIFT -LT.<- TO VIEW OR ENTER PHASES 1 -8
MAX 3 LIMIT:(0 -255) TIMING PLAN: 1
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
MX 3 ADJ:(0 -255)
PH 1 2 3 4 5 6 7 8
0 0 0 0 0 0 0 0
SHIFT -RT. -> TO VIEW OR ENTER PHASES 9 -16
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