HomeMy WebLinkAboutTraffic Report July 1994 12 V
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TRAFFIC OPERATIONS
ANALYSIS FOR
C. P. MORGAN CO., INC.
July 1994
Prepared For:
C.P. Morgan Company, Inc.
301 East Carmel Drive, Suite E-300
Carmel, Indiana 46032
Prepared By:
Pflum, Klausmcier & Gehrum Consultants
47 South Pennsylvania Street, 9th Floor
Indianapolis, Indiana 46204-3622
317/636-1552
Cincinnati, Ohio • Hudson, Ohio • Glasgow, Scotland
'Traffic Operations Analysis
C.P. Morgan Company, Inc.
TABLE OF CONTENTS
Pale
PREPARER'S QUALIFICATIONS 1
INTRODUCTION 1
DESCRIPTION OF THE SITE 2
EXISTING ROADWAYS 2
Gray Road 2
116th Street 3
Gray Road at 116th Street 3
BACKGROUND GROWTH OF EXISTING TRAFFIC 4
SITE GENERATED TRAFFIC AND DISTRIBUTION 4
LEVEL OF SERVICE (LOS) RATINGS 5
CONCLUSION 6
RECOMMENDATIONS 8
#2117
Traffic Operations analysis
C.P. Morgan Company, Inc.
PREPARER'S QUALIFICATIONS
I certify that this Traffic Operations Analysis has been prepared by me or under my
immediate supervision and that I have experience and training in the field of traffic
and transportathwt engineering.
♦`ISASEF��r ,.:
No.
t \ * :..
Thomas E. Ford, P.E.
• TAT O Indiana Registration 20835
��F�;�.%o�ANP�.
`SR �4`'�� Pflum, Klausmeier & Gehrum Consultants
O........... ♦♦
INTRODUCTION
This Traffic Operations Analysis has been prepared for C. P. Morgan which proposes
to develop a residential community in Hamilton County near the southeast
quadrant of the intersection of 116th Street and Gray Road as shown in Figure 1.
It is believed that this development does not meet the minimum criteria set forth in
Section II A, B, or C in the Applicants' Guide for Transportation Impact Studies For
Proposed Development, adopted by the Carmel Plan Commission by Resolution
021892 on 18 February 1992 which requires a full Transportation Impact Study
Therefore this Traffic Operations Analysis (TOA) has been prepared for the
development.
1
Traffic Operations Analysis
C.P. Morgan Company, Inc.
DESCRIPTION OF THE SITE
The conceptual site plan for this development was prepared by Schneider
Engineering Corporation and is shown in Figure 2.
The site includes nearly 47 acres and provides for approximately 84 lots and is
generally located in the southeast quadrant of the intersection of 116th Street and
Gray Road.
An internal roadway system provides access to all of the home sites and provides for
one ingress/egress point on Gray Road as well as a connection to the Kingswood
Subdivision at the existing Regency Lane alignment.
EXISTING ROADWAYS
Gray Road
Gray Road is a two lane, north-south roadway which is continuous from 96th Street
past 146th Street. Gray Road currently provides an alternate route to Keystone
Avenue for those commuters destined for or leaving from the business area on 96th
Street east of Keystone Avenue and south of I-465 via River Road.
Gray Road is currently classified as a Secondary Parkway in the 1991 Amendment to
the Comprehensive Plan Update for the City of Carmel and Clay Township. As
such, the recommended total right-of-way width is 120 feet in this area.
2
Traffic Operations Analysis
C.P. Morgan Company, Inc.
116th Street
One of the major east-west roadways in Hamilton County is 116th Street. This is
true because of the fact that it is one of a few roads that cross the White River and it
is continuous across the County. It has been the subject of much debate and many
studies.
It is currently classified as a Primary Parkway. Most Primary Parkways carry a
recommended total right-of-way of 150 feet, however 116th Street is to match the
predominant width of existing right-of-way.
Gray Road at 116th Street
This intersection was recently improved by the City of Carmel to provide one left
turn lane, one thru lane, one right turn lane, and one receiving lane in each
direction. In addition, a fully-actuated traffic signal was installed to control vehicles
entering the intersection. The fully-actuated controller allows the traffic signals to
respond to traffic demands in a very efficient manner. This feature automatically
adjusts the amount of green time allocated for each movement depending on the
demand. As a result, the signal responds to the variable peak demands and
manages the traffic efficiently.
Another benefit of the intersection improvement project is the construction of the
formal right turn lane in all directions. During the peak hours, a high percentage of
right turning vehicles in all directions completed the movement while facing a red
indication. This increases the intersection efficiency.
3
• Traffic Operations Analysis
C.P. Morgan Company, Inc.
BACKGROUND GROWTH OF EXISTING
TRAFFIC
This general area in Hamilton County is experiencing a good deal of growth in
development and therefore a 5% per year growth in existing traffic volumes was
used for this study. In addition, the anticipated traffic volumes associated with
Waterstone Development was also added directly to the traffic volumes for future
year analyses.
SITE GENERATED TRAFFIC AND
DISTRIBUTION
The estimated site generated traffic was determined using the methods as set forth
in the 5th Edition of Trip Generation as published by the Institute of Transportation
Engineers. Although a connection is provided to the neighboring subdivision to
the south (Kingswood), all site generated traffic has been assumed to enter and exit
the new development directly from Gray Road at the primary access point.
The distribution pattern of the site generated traffic has been determined from a
review of the existing traffic patterns, a review of potential origins and destinations
of the trips, and a general knowledge of the area. Figure 3 provides the anticipated
AM and PM peak hour site generated volumes and the distribution pattern of those
trips.
4
Traffic Operations Analysis
C. P. Morgan Company, Inc.
LEVEL OF SERVICE (LOS) RATINGS
Existing traffic volumes were recorded at the intersection of Gray Road and 116th
Street by physical observations between 7:15 and 8:15 AM and then between 5:15 and
6:15 PM on Tuesday, 28 June 1994. In addition, a sample of the individual timings of
each traffic signal phase was recorded for use in the capacity analyses.
The computer software program entitled Highway Capacity Software (HCS) which is
associated with the Highway Capacity Manual (HCM), Special Report 209 as
published by the Transportation Research Board, was used to analyze the operating
characteristics of the intersection of Gray Road and 116th Street.
While the HCS is a good tool and is a standard method of determining the operating
characteristics of an intersection, it can not completely simulate the working
operation of a fully-actuated traffic signal. For example, it does not allow for the
"skipping" of a phase if no vehicles are waiting to be served, as the actual traffic
signal controller will do at the intersection. Therefore, the resulting Level-of-
Service (LOS) ratings should be viewed as average LOS ratings for the hour.
As stated earlier, sample timings for each phase in the traffic signal cycle were
recorded and are reflected in the existing condition analyses. Future condition
analyses utilize different timings for the individual traffic phases, however the
overall cycle lengths remain between 95 seconds and 120 seconds which is in the
normal range for this area.
5
'Traffic Operations Analysis
C.P. Morgan Company, Inc.
Figures 4, 5, 6, and 7 provide the resulting LOS ratings for the intersection of Gray
Road at 116th Street and the new intersection on Gray Road at the new development
access point for the following conditions:
Figure 4 Existing conditions
Figure 5 Existing traffic plus site generated traffic
Figure 6 Existing traffic plus 3 years growth of 5% per year plus site
generated traffic
Figure 7 Existing traffic plus 10 years growth at 5% per year plus
Waterstone traffic plus site generated traffic.
Figures 8, 9, 10, and 11 provide the traffic volumes that were used in these analyses.
The LOS ratings as shown in Figures 6 and 7 are the result of changes in peak hour
factors and signal phasing. Summary sheets of these analyses can be found in the
Technical Appendix.
CONCLUSION
The proposed development is estimated to add nearly 880 vehicle trips to the
roadway network on a daily basis. This would be 440 vehicles in and 440 out of the
site. The number of additional vehicle trips during the AM and PM peak hours are
relatively low. Approximately 18 vehicles are expected to enter while 51 vehicles
exit the site during the AM peak hour and 59 vehicles are anticipated to enter and 33
vehicles are expected to leave the site during the PM peak hour.
6
Traffic Operations Analysis
C.P. Morgan Company, Inc.
These additional vehicles are not sufficient enough to alter the intersection LOS
ratings during the AM and PM peak hour at the signalized intersection of Gray Road
and 116th Street. The northbound to eastbound right turn movement does,
however, change from LOS C to LOS D during the PM peak hour if no additional
right-turn-on-red vehicles are assumed.
Some intersection LOS degradation is found when 3 years of background growth is
introduced and the intersection becomes over saturated and fails during the AM
and PM peak hours for the 10 year study horizon.
Generally good LOS ratings are expected for the access drive on Gray Road to the
development. The exceptions to this are 3 years hence during the PM peak when
the left turning vehicles leaving the site are expected to experience a LOS D and 10
years hence when those left turning vehicles experience a LOS D and LOS E for the
AM and PM peak hours respectively.
The recent improvements completed on the intersection of Gray Road and 116th
Street are compatible with the future configuration of 116th Street at this time. In
addition, the expected LOS ratings for this intersection are considered acceptable in
an urbanized setting for the AM and PM peak hours up through 3 years of growth
which is when this development is expected to be fully occupied.
The 10 year horizon scenario however reflects LOS ratings that are not acceptable.
However, it is possible that before these 10 years pass, the extension of Hazel Dell
Road to 96th Street and the extension of 96th Street across the White River will be
reality. If these things happen, Hazel Dell Road will provide relief to Gray Road and
96th Street will provide relief to 116th Street. The end result of these alternative
routes should lessen the impact of all area development on the intersection of Gray
Road at 116th Street.
7
Traffic Operations Analysis
C.P. Morgan Company, Inc.
RECOMMENDATIONS
The following recommendations are made for the proposed development.
1. The entrance to the proposed development should be constructed with one
right turn and one left turn lane and one receiving lane.
2. Appropriate acceleration and deceleration lanes should be constructed on the
east side of Gray Road at the access drive.
3. A passing blister should be constructed for southbound through vehicles.
4. The timing and phasing of the traffic signal at Gray Road and 116th Street
should be closely monitored and adjusted as necessary to respond to changes
in driving patterns.
5. An appropriate amount of right-of-way should be dedicated to allow for a 60
feet, half right-of-way to be maintained on the east side of Gray Road adjacent
to this property.
#2117
8
I16th Street _<e::---- -
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FIGURE
VICINITY MAP
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io I IizI 13 rci 4:r L.
H. r -�-- 154
17� `\� aq • �i I � / .'-----;
--� 52
`I I I 5D 51 N
1
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Ica
FIGURE 2
CONCEPTUAL SITE PLAN
3
/ (9) II6th Street
2 cep
6 (IB) -4
18 8 5 /
(12) (5) (3) //777 V
SITE
IN OUT
AM 18 51
PM 59 33
v /
o /
0
� II
(35)
0
r�
31 (20)
20 (13)
(-7
/
00 . AM (24)
(00) = PM /
1// FIGURE 3
SITE GENERATED TRIPS
and DISTRIBUTION
c D D 116th Street
(a ( ) ( 1
8 (81
o (e)
C (C)
8 (D) C (e)
8 (D) �-
8 (e) t r._>_
C c C
(C) (D) (C) / //6777 /
SITE
.r,
-o
v i
0
cc N/A
>, (N/A)0
9
•
N/A (N/A)
N/A (N/A)
00 - AM (7-
(00) • PM
FIGURE 4
EXISTING LOS RATINGS
/ C D — -
ccl (c) (DEIl) 116th Street
B (B)
D (B)
B (D) C (C) / C (B)
B (D) Dr-
B (B)
C C C / 77 /
(C) (D) (D)
SITE
r./
O /
0
A
(A)
6-
A (A)
B (C)
= Y
00 - AM
(0O) - PM
FIGURE 5
LOS RATINGS for EXISTING
TRAFFIC
PLUS SITE GENERATED TRAFFIC
/ D E F -
/// (C) (C) (F) II6th Street
B (8)
4 D (C)
B (F) D (E) 7 D (B)
B (E)
C D D .7.77 /77
(C) (D) (D)
/
SITE
r//
00
/
CC A
(A)
C�
A (A)
C (D)
- Y
00 a AM
(00)a PM
2'
r/
FIGURE 6
LOS RATINGS for EXISTING
TRAFFIC plus 10 YEARS GROWTH
(at 5% per year)
PLUS SITE GENERATED TRAFFIC
/ D F
ID) (D) (*) 116th Street
. ) iL B (c)
• --- * (C)
)‘
B (*) * (* ) * (C)
C (*)
B (B) (...___>_
)if
C D D
�
D 7 7/ //77 //
(C) (*) (F)
/
/
SITE
r,
r/
y
_0
fr 0
(B)
>
0
A (C)
il:i r
0 (E)
00 = AM /
COO). PM /
2
r/
FIGURE 7
LOS RATINGS for EXISTING
TRAFFIC plus 10 YEARS GROWTH
(at 5% per year)
PLUS WATERSTONE
PLUS SITE GENERATED TRAFFIC
112 201 235
(158) ( 76) (178) 116th Street
___.,2
_.e...) 1. _.,.. A --,-_.160 (320)
'<--- 623 (383)
95 (221) - 358 ( 84)
265 (666) Y
8 ( 19) -< >-
-"--- .---)f I 1'
22 55 58
7 /J/ !/ / 7 /
(39) (274) (301)
/
/
SITE
r/
,/
/
/
-o
/
CC 567 N/A
(179) (N/A) /
o � `
CO ,ii
N/A (N/A)
ti r— N/A (N/A)
00 = AM 135 N/A (:,
(00) ■ PM (614)(N/A)
' r/
FIGURE 8
EXISTING TRAFFIC VOLUMES
112 204 235 116th Street
(158) (85) (178)
_____;
ilk
. ...-) ?' 160 (320)
/� 4 623 (383)
95 (221) i
360 (92)
265 (666) .N.-
14 (37) -4
�-7 � /j/
40 63 63 /
(5(1 (279) (304)
/
/
SITE
r,
/
-D /
0 /
0 CC567 11
a
(179) (35) //
to
0 A
"if ----->- ----- 31 (20)
20 (13)
,I
t i 00AM 135 7
(00)- PM (614) (24) ✓/
✓
r/
FIGURE 9
EXISTING TRAFFIC VOLUMES
PLUS SITE GENERATED TRAFFIC
/ 130 236 272
(1e3) (97) (206) / I I6th Street
!�
`(4 tea. 185 (370)
A 721 (443)
110 (226) 416 (105)
307 (771) >-
15 (40) M
��
43 72 72 /(<-/
J / // '/ /T/
(57) (322)(351)
/
/
/
SITE
r,
1/
y
/
-o
O ,
0 /
cc 656 11
>, (207) (35) //
o
6 if \
`>►- 31 (20)
_ I
20 (13)
•, . t tf,
00 ■ AM 156 7 (7:,
(00)= PM (710) (24) //
r/
FIGURE 10
EXISTING TRAFFIC VOLUMES
PLUS 3 YEARS GROWTH
(at 5% per year)
PLUS SITE GENERATED TRAFFIC
226 336 398
(286) (137) (3)7) I16th Street
_.j ._?__ A
282 (542)
j
1085 (67))
171 (412) 428 (149)
458 (1168)
19 (49) ��-
54 101 101 <7 / // //77/ /7 V
(76) (458) (500
/
/
SITE
r,
_/
/
-p /
0 /
0
CIL 772 11
a (300) (35}
o
6
31 (20)
r20 03)
y
t r).-77
00 - AM 225 7 i /
(00)- PM (1014) (24)
2
r/
FIGURE II
EXISTING TRAFFIC VOLUMES
PLUS 10 YEARS GROWTH
(at 5% per year)
PLUS WATERSTONE
PLUS SITE GENERATED TRAFFIC
Traffic Operations Analysis
C.P. Morgan Company, Inc.
APPENDIX
Trip Generation Estimates
Site Generated Traffic Volumes
Weekday <300 Units Page 258
Ln(T) = 0.921 Ln(84) + 2.698
Ln(T) = 6.778
T 880 440 in
440 out
AM Peak <300 Units Page 260
Ln(T) = 0.867 Ln(X) + 0.398
Ln(T) = 0.867 Ln(84) + 0.398
Ln(T) = 4.239
T = 69 18 in
51 out
PM Peak <300 Units Page 262
Ln(T) = .902 Ln(X) + 0.528
Ln(T) = .902 Ln(84) + 0.528
Ln(T) = 4.525
T = 92 Trips 59 in
33 out
#2117
fl
HCM: SIGNALIZED INTERSECTION SUMMARY 06-29-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CPIAM.I1C9
Area 'Ivue: Other 6-29-94 AM PEAK
Comment: EXISTING TRAFFIC AND GEOMETRICS
Eastbound Westbound ; Northbound Southbound
L T R ' L T R I L T R L T R
No. Lanes ; 1 1 1 1 1 1 1 1 1 ; 1 1 1
Volumes ' 95 265 3 353 623 160 22 55 58; 235 201 112
PHF or PK15 0.74 0.81 0.90 0.75 0.87 0.89 0.79 0.92 0.7010.90 0.85 0.70
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0112.0 12.0 12.0
Grade 0 0 0 0
': Heavy Veh; 1 1 1 1 1 1 1 1 1; 1 1 1
Parking ; (Y/N) N ; (Y/N) N (Y/N) N I (Y/N) N
Bus Stops 0; 0 0 0
Con. Peds 0; 0 0 Ci
Pod Button (Y/N) N ; (Y/N) N (Y/N) N (Y/N) N
Arr Type 3 3 3; 3 3 3 3 3 3 3 3
RTOR Vols 4; 80 29 50
Prop. Share 0 0; 0 0 0 0 0 0
Prop. Prot. .
Assign Perm 23 ; 210 I 8 128
Signal Operations
Phase Combination 1 2 3 4 ; 5 6 7 8
EB Left * * : NB Left * *
Thru * Thru *
Right * Right *
Pods Pods
WB Left * * SB Left * *
Thru * Thru *
Right * ' Right
Pods Peds
NB Right : EB Right
SB Right : WB Right
Green 17.OA 36.0A Green 9.0A 17.OA
Yellow/A-R 4.0 4.0 ; Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 ; Lost Time 3.0 3.0
Cycle Length: 95.0 secsPhase combination order: t1:1 tt2 05 06
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
I;:r$ L 342 1805 0.31 0.61 6.9 B 12.1 B
T 736 1890 0.44 0.39 14.1 B
R 626 1607 0.01 0.39 11.5 (3
WLt L 340 1796 0.78 0.61 18.3 C 27.3 D
f 736 1890 0.97 0.39 35.2 D
F': 626 1.607 0.14 0.39 12.1 B
NE L 189 1796 0.11 0.33 17.0 C 20.0 C
T 358 1890 0.17 0.19 20.8 C
R 304 1607 - 0.14 0.19 20.7 C
3E, L 189 1796 0.70 0.33 28.8 D 26.4 D
T 358 1890 0.66 0.19 25.6 0
R 304 1607 0.29 0.19 21.5 C
Intersection Delay = 23.8 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 6.0 sec Critical. v/c(x) = 0.775
a-Z
•
HCM: SIGNALIZED INTERSECTION SUMMARY 06-29-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
• Streets: (E-W) 116th STREET (N-3) GRAY ROAD
Analyst: T. FORD File Name: CP1PM.HC9
Area Type: Other 6-29-94 PM PEAK
Comment: EXISTING TRAFFIC AND GEOMETRICS
Eastbound Westbound Northbound Southbound
L T R L T R L T R ; L T R
No. Lanes 1 1 1 1 1 1 1 1 1 ; 1 1 1
Volumes 221 666 19 84 383 320 39 274 301: 178 76 158
PHF or PK15 0.35 0.37 0.50 0.81 0.33 0.87: 0.81 0.80 0.89: 0.87 0.56 0.65
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0: 12.0 12.0 12.0: 12.0 12.0 12.()
Grade ; 0 0 0 0
% Heavy Veh 1 1 1 1 1 1; 1 1 1' 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 O 0
Con. Peds 0, 0 0, 0
Ped Button (Y/N) N ; (Y/N) N (Y/N) N ; (Y/N) N
Arr Type 3 3 3 3 3 3; 3 3 3i 3 3 3
RTOR Vols 9 110; 125: 70
Prop. Share 0 0 O 0: 0 0; 0 0
Prop. Prot.
Assign Perm 70 25 17 ; 59
Signal Operations
Phase Combination 1 2 3 4 ; 5 6 7 8
EB Left * * : NB Left * *
Thru * Thru .r�
Right * Right 3:
Pods Peds
WE3 Left * * ' 23 Left * *
Thru * Thru :r�
Right * Right *
Pods Peds
NB Right EB Right
SB Right ; WB Right
Green 12.OA 46.0A : Green 9.OA 22.OA
Yellow/A-R 4.0 4.0 ; Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 ; Lost Time 3.0 3.0
Cycle Length: 105.0 secsPhase combination order: ttl (t2 *5 (t6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 223 1805 0.85 0.60 30.4 D 26.4 D
T 346 1390 0.91 0.4.5 25.5 D
R 719 1607 0.03 0.45 10.5 I:,
WB L 222 1796 0.36 0.60 3.5 U 12.6 B
T 846 1890 0.51 0.45 13.8 U
R 719 1607 0.34 0.45 12.3 3
NB L 171 1796 0.18 0.34 18.4 C 29.0 D
T 414 1890 0.33 0.22 32.3 D
R 352 1607 0.56 0.22 24.9 C
SB L 171 1796 0.35 0.34 46.0 E 32.7 D
T 414 1890 0.33 0.22 22.4 C
R 352 1607 0.38 0.22 22.9 C
Intersection Delay = 24.3 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.320
A-3 .
1-ICM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CP2AM.HC9
Area Type: Other 6-29-94 AM PEAK
Comment: EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
Eastbound Westbound Northbound Southbound
L T R L T R L T R ; L T R
No. Lanes 1 1 1 1 1 1 1 1 1 ; 1 1 1
Volumes 95 265 14 360 623 160 40 63 63: 235 204 112
p1-11= or PK15 0.74 0.31 0.90 0.75 0.37 0.89 0.79 0.92 0.70: 0.90 0.85 0.70
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0: 12.0 12.0 12.0
Grade 0 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Arr Type 3 3 3 3 3 3; 3 3 3 3 3 3
RTOR Vols 4 80: 29 50
Prop. Share 0 0 0 0; 0 0 0 0
Prop. Prot.
Assign Perm 23 209 15 124
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
ED Left * * : NB Left * *
Thru * ' Thru *
Right * Right
Peds Peds
W1:3 Left * * ' 313 Left * *
Thru * Thru *
Right * Right *
Peds Peds
NB Right Eta Right
SB Right WB Right
Green 17.OA 36.OA Green 9.OA 17.OA
Yellow/A-R 4.0 4.0 Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 95.0 secsPhase combination order: tt1 112 1t'5 RF6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 342 1805 0.31 0.61 6.9 B 12.0 B
T 736 1890 0.44 0.39 14.1 B
R 626 1607 0.02 0.39 11.5 8
WO L 340 1796 0.30 0.61 19.1 C 27.6 D
T 736 1890 0.97 0.39 35.2 D
f. 626 1607 0.14 0.39 12.1 C3
NB L 189 1796 0.19 0.33 17.5 C 19.9 C
T 358 1890 0.19 0.19 20.9 C
R 304 1607 0.16 0.19 20.8 C
SO L 189 1796 0.72 0.33 30.1 D 27.1 D
T 358 1890 0.67 0.19 25.9 D
R 304 1607 0.29 0.19 21.5 C
Intersection Delay = 24 .1 sec/veh Intersection LOS : C
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.782
HCM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET _ ..._._ .- (N-3) GRAY ROAD
Analyst: T. FORD File Name: CP2PM.HC9
Area Type: Other 6-29-94 PM PEAK
Comment: EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
Eastbound ; Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
Volumes 221 666 37 92 383 320 51 279 304 178 85 158
PHF or PK15; 0.85 0.87 0.50 0.81 0.88 0.87 0.81 0.80 0.89 0.87 0.56 0.65
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Arr Type 3 3 3 3 3 3 3 3 3; 3 3 3
RTOR Vols 9 110 125: 70
Prop. Share 0 0 0 0 0 0 0 0
Prop. Prot.
Assign Perm 70 27 20 59
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * * NB Left * *
Thru * Thru *
Right * Right ::{<
Peds Peds
WB Left * * SB Left * r<
Thru * Thru .k
Right * Right *
Peds Peds
NB Right EB Right
SB Right WO Right
Green 12.0A 46.0A Green 9.0A 22.OA
Yellow/A-R 4.0 4.0 Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 105.0 secsPhase combination order: #1 #2 #5 #6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 223 1805 0.85 0.60 30.4 0 25.9 D
T 846 1890 0.91 0.45 25.5 D
R 719 1607 0.08 0.45 10.7 8
WB L 222 1796 0.39 0.60 8.9 B 12.6 B
T 846 1890 0.51 0.45 13.8 B
R 719 1607 0.34 0.45 12.3 8
NB L 171 1796 0.25 0.34 19.0 C 29.5 D
T 414 1890 0.84 0.22 34.0 D
R 352 1607 0.57 0.22 25.1 D
SB L 171 1796 0.85 0.34 46.0 E 32.5 0
T 414 1890 0.37 0.22 22.7 C
R 352 1607 0.38 0.22 22.9 C
Intersection Delay = 24.2 sec/veh Intersection LOS = C
Lost Time/Cycle. L = 6.0 sec Critical v/c(x) = 0.824
A-5
HCM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CP3AM.HC9
Area Type: Other 6-29-94 AM PEAK
Comment: EXISTING TRAFFIC PLUS 3 YEARS PLUS SITE GENERATED TRAFFIC
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
Volumes 110 307 15 416 721 185 43 72 72 272 236 130
PHF or PK15 0.80 0.81 0.90 0.80 0.87 0.89 0.80 0.92 0.80 0.90 0.85 0.80
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N , (Y/N) N (Y/N) N
Arr Type 3 3 3 3 3 3; 3 3 3; 3 3
RTOR Vols 4 80 20: 50
Prop. Share 0 0 0 0 0 0; 0 0
Prop. Prot.
Assign Perm 27 306 13 ; 126
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * * NB Left * -*
Thru * Thru *
Right -* Right *
Peds Peds
WO Left * * SG Left * *
Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
SB Right WB Right
Green 15.OA 57.OA Green 12.OA 20.OA
Yellow/A-R 4.0 4.0 Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 120.0 secsPhase combination order: 01 112 05 06
Intersection Performance Summary
Lane Group: Ad.:j Sat v/c ci/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
- -
EB L 241 1805 0.46 0.64 9.3 C3 12.0 B
T 914 1890 0.41 0.48 13.1 13
R 777 1607 0.02 0.48 10.4 8
WB L 239 1796 0.89 0.64 35.9 D 28.4 D
T 914 1890 0.91 0.48 26.2 D
R 777 1607 0.15 0.48 11.2 8
NB L 195 1796 0.21 0.31 23.4 C 26.3 C)
T 331 11390 0.24 0.17 27.6 D
R 281 1607 0.19 0.17 27.3 C)
SB L 195 1796 0.90 0.31 57.6 E 46.6 E
T 331 1890 0.84 0.17 41.1 E
R 281 1607 0.36 0.17 28.4 D
Intersection Delay = 29.6 sec/veh Intersection LOS = D
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.845
HCM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CP3PM.HC9
Area Type: Other 6-29-94 PM PEAK
Comment: EXISTING TRAFFIC PLUS 3 YEARS PLUS SITE GENERATED TRAFFIC
Eastbound Westbound Northbound Southbound
L T R L T R ; L T R L T R
No. Lanes 1 1 1 1 1 1 ; 1 1 1 1 1 1
Volumes 226 771 40 105 443 370: 57 322 351 206 97 183
PHF or PK15 0.85 0.87 0.80 0.81 0.88 0.8710.81 0.80 0.89 0.87 0.80 0.80
Lane Width 12.0 12.0 12.0; 12.0 12.0 12.0' 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Pods 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Arr Type 3 3 3 3 3 3 3 3 3 3 3 3
RTOR Vols 9 110 125 70
Prop. Share 0 0 0 0 0 0 0 0
Prop. Prot.
Assign Perm 62 31 25 63
Signal Operations
Phase Combination 1 2 3 4 ; 5 6 7 8
EB Left * * : NB Left * *
Thru ,k Thru *
Right * Right *
• Pods Peds
WB Left * * SB Left * *
• Thru * Thru *
Right * Right :t<
Peds Peds
NB Right EB Right
SB Right WB Right
Green 12.OA 51.OA Green 9.OA 27.OA
Yellow/A-R 4.0 4.0 Yellow/A- 4.0 4.0
Lost Time ' 3.0 3.0 Lost Time 3.0 3.0
Cycle Length: 115.0 secsPhase combination order: #ti. ##2 #t5 ##6
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
Eli L 204 1805 1.00 0.59 66.2 F 52.0 E
T 855 1890 1.04 0.45 49.6 E
P 727 1607 0.05 0.45 11.4 13
WB L 203 1796 0.49 0.59 11.7 B 14.7 Ei
T 355 1890 0.59 0.45 15.9 C
R 727 1607 0.41 0.45 13.9 Et
NB L 156 1796 0.29 0.36 20.5 C 32.1 D
I 460 1890 0.87 0.24 37.0 0
R 391 1607 0.65 0.24 27.5 D
SB L 156 1796 1.11 0.36 131.1 F 74.3 F
T 460 1890 0.26 0.24 22.8 C
R 391 1607 0.36 0.24 23.5 C
Intersection Delay = 40.6 sec/veh Intersection LOS = E
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.940
(}-7
•
HCM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
' Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CP4AM.HC9
Area Type: Other 6-29-94 AM PEAK
Comment: EXISTING TRAFFIC PLUS 10 YEARS PLUS WATERSTONE PLUS SITE TRAFFIC
Eastbound Westbound Northbound Southbound
L T R L T R ' L T R ; L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
Volumes 171 458 19 428 1085 282 54 101 101 398 336 226
PHF or PK15 0.85 0.85 0.90 0.85 0.87 0.89 0.85 0.92 0.85 0.90 0.85 0.85
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Grade 0 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 .1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Arr Type 3 3 3 3 3 3 7/ 3 3 3 3
RTOR Vols 4 80 29 50
Prop. Share 0 0 0 0 0 0 0 0
Prop. Prot. ; ;
Assign Perm; 40 ; 213 ; 15 ; 90
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * * NB Left * *
Thru * Thru *
Right * Right *
Peds Peds
WB Left .k * SB Left * *
Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
S3 Right WB Right
Green 15.OA 57.OA Green 12.OA 20.0A
Yellow/A-R 4.0 4.0 ; Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 ; Lost Time 3.0 3.0
Cycle Length: 120.0 secsPhase combination order: 41 4t2 4Y5 446
• Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EEC L 241 1805 0.67 0.64 15.0 G 15.0 B
T 914 1890 0.59 0.48 15.1 C
R 777 1607 0.02 0.48 10.5 1:3
WB L 239 1796 1.22 0.64 * * * *
T 914 1890 1.37 0.48 * *
R 777 1607 0.29 0.43 12.1 B
NB L 195 1796 0.25 0.31 23.8 C 27.1 U)
T 331 1890 0.33 0.17 28.2 0
R 281 1607 0.30 0.17 28.0 c;
3k3 L 195 1796 1.81 0.31 * * * *
T 331 1890 1.19 0.17 138.9 F
R 281 1607 0.74 0.17 35.9 D
Intersection Delay = * (sec/veh) Intersection LOS = *
(g/C)*(V/c) is greater than one. Calculation of D1 is infeasable.
A,.8
HCM: SIGNALIZED INTERSECTION SUMMARY 06-30-1994
PFLUM. KLAUSMEIER & GEHRUM CONSULTANTS
Streets: (E-W) 116th STREET (N-S) GRAY ROAD
Analyst: T. FORD File Name: CP4PM.HC9
Area Type: Other 6-29-94 PM PEAK
Comment: EXISTING TRAFFIC PLUS 10 YEARS PLUS WATERSTONE PLUS SITE TRAFFIC
Eastbound Westbound Northbound Southbound
l_ I R L T R ; L T R ' L T t
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
Volumes 412 1163 49 149 671 542 76 458 500 317 137 236
PHF or PK15 0.85 0.87 0.85 0.85 0.88 0a87; 0.85 0.85 0.89 0.87 0.85 0.85
Lane Width ; 12.0 12.0 12.0 12.0 12.0 12.0' 12.0 12.0 12.0 12.0 12.0 12.0
Grade ' 0 ; 0 0 0
Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1
Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Pod Button (Y/N) N (Y/N) N - (Y/N) N (Y/N) N
Arr Type 3 3 3; 3 3 3 3 3 3 0 3 3
RTOR Vols 9; 110, 125 70
Prop. Share 0 0 0 0 0 0 0 0
Prop. Prot.
Assign Perm 60 41 25 60
Signal Operations
Phase Combination 1 2 3 4 5 6 7
EB Left * * NO Left * *
Thru * Thru *
Right * Right 1<
Peds Pods
WB Left * * SB Left * *
Thru * Thru *
Right * Right *
Pods Pods
NB Right EB Right
SB Right WO Right
Green 12.OA 56.OA Green 9.0A 27.0A
Yellow/A-R 4.0 4.0 : Yellow/A- 4.0 4.0
Lost Time 3.0 3.0 ; Lost Time 3.0 3.0
Cycle Length: 120.0 secsPhase combination order: 01 0,2 tt5 06
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
1::B L 196 1805 2.17 0.61 * * * *
I 898 1890 1.50 0.47 * *
R. 763 1607 0.06 0.47 11.0 13
WB L 195 1796 0.69 0.61 18.6 C 20.1 C
T 898 1890 0.85 0.47 22.6 C
R 763 1607 0.65 0.47 16.7 C
NB L 150 1796 0.43 0.34 24.4 C * *
T 441 1890 1.22 0.23 * *
f-< 375 1607 1.13 0.23 101.3 F
0 L 150 1796 2.03 0.34 * * * *
T 441 1890 0.37 0.23 25.1 D
R 375 1607 0.68 0.23 29.9 C)
Intersection Delay = * (sec/veh) Intersection LOS = *
(g/C)*(V/c) is greater than one. Calculation of D1 is infeasable.
q
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-.1
i<::K*******************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED. MAJOR STREET 35
PEAK HOUR FACTOR .9
AREA POPULATION 1000000
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/vv) 06--30-1994
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT -- 20 0 1..1.
I HRU -- 0 135 567
RIGHT ---- 31 7 0
NUMBER OF LANES
EB WB NB SB
LANES -- 2 1 1
A-!D
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND --- ---
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS n COMBINATION
AND RV"S VEHICLES MOTORCYCLES
EASTBOUND -- - - -- -
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 C)
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5.70 5.20 0.00 5.20
MAJOR LEFTS
SB 5.10 4.60 0.00 4 .60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
A-1I
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 24 334 332 332 307 B
RIGHT 38 971 971 971 933 A
MAJOR STREET
SB LEFT 13 998 998 998 985 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET. _ GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
A -IL
1985 HCM: UNSIGNALIZED INTERSECTIONS Pane-1
*:K*******************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET 35
PEAK HOUR FACTOR .9
AREA POPULATION 1000000
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/yy) 06-30-1994
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION. _ . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT -- 13 0
THRU -- 0 614 179
RIGHT -- 20 24 C)
NUMBER OF LANES
EB WB NB SB
LANES -- 2 1 1.
4-I3
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND _-- - --
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS % COMBINATION
AND RV"S VEHICLES % MOTORCYCLES
EASTBOUND - -- - -
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 �7
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5.70 5.20 0.00 5.20
MAJOR LEFTS
SB 5.10 4.60 0.00 4.60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 PM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 16 275 263 263 248 C
RIGHT 24 538 538 538 513 A
MAJOR STREET
SB LEFT 43 631 631 631 588 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30--1994 ; PM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS SITE GENERATED TRAFFIC
f4'�S
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET 35
PEAK HOUR FACTOR .9
AREA POPULATION 1000000
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/yy) 06-30-1994
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T--INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT -- 20 0 1.1
THRU --- 0 156 656
RIGHT -- 31 7 0
NUMBER OF LANES
EB WB NB SB
LANES --- 2 1 1
A"►(4)
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS 1/4 COMBINATION
AND RV'S VEHICLES MOTORCYCLES
EASTBOUND _-- ---- ---
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5. 70 5.20 0.00 5.20
MAJOR LEFTS
SB 5.10 4.60 0.00 4.60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 24 281 279 279 254 C
RIGHT 38 959 959 959 921 A
MAJOR STREET
SB LEFT 13 998 998 998 984 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
4-18
198S HCM: UNSIGNALIZED INTERSECTIONS Page-1
********************************************************************:*
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET 35
PEAK HOUR FACTOR .9
AREA POPULATION 1000000
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/yy) 06--30--1994
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL. TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT -- 13 0 3"a
THRU -- 0 710 207
RIGHT -- 20 24 0
NUMBER OF LANES
EB WB NB SB
LANES - - 2 1 1
• ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND ---- ----- —
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
o. SU TRUCKS % COMBINATION
AND RV'S VEHICLES MOTORCYCLES
EASTBOUND ---- ---- ---
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 ()
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5.70 5.20 0.00 5.20
MAJOR LEFTS
SB 5..10 4.60 0.00 4.60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; PM PEAK
OTHER INFORMATION. . . , EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
A- z.o
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- T I AL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 16 224 214 214 19E3 D
RIGHT 24 469 469 469 444 A
MAJOR STREET
SB LEFT 43 560 560 .560 517 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 - PM PEAK,
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 3 YEARS GROWTH PLUS SITE
TRAFFIC
P-21
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
*********'*)K*****'K**)K***'>K*********************'K*Ala**'K***'**********'K'
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET 35
PEAK HOUR FACTOR .9
AREA POPULATION J000000
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/yy) 06-30-1994
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION_ . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH, WATERST
ONE, & SITE
INTERSECTION TYPE ANC) CONTROL
INTERSECTION TYPE: T--INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 20 0
I'HRU -- 0 225 772
RIGHT --- 31 7 0
NUMBER OF LANES
EB WB NB SB
LANES -- 2 1 1
4-Z2—
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND --- --- -
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS % COMBINATION
AND RV"S VEHICLES MOTORCYCLES
EASTBOUND - -- -- -WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5.70 .5.20 0.00 5.20
MAJOR LEFTS
SB 5.10 4.60 0.00 4.60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 „ AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH WATERST
ONE, & SITE
4- 2,3
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 24 208 206 206 181 D
RIGHT 38 895 895 895 857 A
MAJOR STREET
S8 LEFT 13 984 984 984 970 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; AM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH, WATERST
ONE, & SITE
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
********************************************************************1<
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. , 35
PEAK HOUR FACTOR .9
AREA POPULATION 100000()
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
NAME OF THE ANALYST T. FORD
DATE OF THE ANALYSIS (mm/dd/yy) O6-30-1994
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH, WATERST
ONE, & SITE
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT --- 13 0 3'
THRU --- 0 1014 300
RIGHT -- 20 24 0
NUMBER OF LANES
EB WB NB SB
LANES -- 2 1 1.
�}-tS
•
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS COMBINATION
AND RV'S VEHICLES MOTORCYCLES
EASTBOUND --- --- ---
WESTBOUND 0 0
NORTHBOUND 0 0 0
SOUTHBOUND 0 0 0
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
WB 5.70 5.20 0.00 5.20
MAJOR LEFTS
SB 5.10 4 .60 0.00 4.60
MINOR LEFTS
WB 6.80 6.30 0.00 6.30
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 PM PEAK
O"MER INFORMATION. . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH, WATERST
ONE, & SITE
A-zo
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN- ACTUAL
FLOW-- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WB LEFT 16 118 110 110 94 E
RIGHT 24 312 312 312 288
MAJOR STREET
SB LEFT 43 391 391 391 348 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET DEVELOPMENT DRIVE
NAME OF THE NORTH/SOUTH STREET GRAY ROAD
DATE AND TIME OF THE ANALYSIS 06-30-1994 ; PM PEAK
OTHER INFORMATION. . . . EXISTING TRAFFIC PLUS 10 YEARS GROWTH, WATERST
ONE, & SITE
A-t7