HomeMy WebLinkAboutPARK SOUTH PUD - PRELIMINARY - 46-88C - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY•
Leigh, Scott & Cleary, Inc.
TRANSPORTATION PLANNING
& TRAFFIC ENGINEERING CONSULTANTS
Offices in Denver and Colorado Springs
August 6, 1991
Mr. Marc Middel
Middel Enterprises, Inc.
1407 S. College Avenue
Fort Collins, CO 80524
Dear Mr. Middel:
1889 York Street
Denver, Colorado 80206
(303)333-1105
Fax: (303) 333-1107
RE: Park South PUD, Ft. Collins, CO
(LSC #910600)
We have completed our Traffic Impact Analysis of the revised Park South PUD plan in
Fort Collins, Colorado. This plan, which supersedes one prepared in 1988, significantly
lowers the amount of commercial development on the site and thus decreases the amount
of traffic generated by the development. The following report summarizes our findings
and conclusions.
Current Traffic Conditions
Present street and traffic conditions in the vicinity of the Park South PUD are given in
Figure 1. This Figure shows the results of recent traffic volume counts conducted by
Leigh, Scott & Cleary (on Monday, July 22, 1991) which established morning and evening
peak hour traffic volumes at the intersection of Horsetooth Road and Manhattan Avenue,
and directional, hourly traffic volumes on Horsetooth Road west of Manhattan and on
Manhattan south of Horsetooth Road. These directional, hourly traffic volume counts
were conducted over an 11-hour period.
Estimated 24-hour traffic volumes for the three roadway segments at this intersection
were estimated based upon a comparison of present and previous traffic volume counts
conducted in 1988. As shown in Figure 1, traffic on Horsetooth east of the intersection
increased about 15 percent, on Horsetooth Road west of Manhattan about 16 percent, and
on Manhattan south of Horsetooth about 34 percent. More data on traffic volumes are
contained in the Appendix of this report. Appendix A shows the results of the 1991
mechanical road -tube traffic counts while Appendix B shows results of the intersection
turning movement counts. Appendix C provides the 1988 mechanical road -tube traffic
counts at Horsetooth and Manhattan. In Appendix D, a graphic comparison of the 1988
and 1991 traffic counts on Horsetooth Road are shown. These counts verify the relative
accuracy of the present counts and they provide a graphic indication of the growth that
has occurred since 1988.
The key issues associated with this traffic impact analysis are the future magnitude of
traffic on Horsetooth Road, the provision for access to this development from Horsetooth
Transportation Systems • Transit • Parking • Vehicular Access 0 Pedestrian & Bicycle Planning • Traffic Operations & Safety • Signal t)estgn • i ratnc impact atuulc
• •
Mr. Marc Middel Page 2 August 6, 1991
Road, the magnitude of traffic on Manhattan Avenue between Horsetooth Road and
Troutman Parkway, and the potential "cut -through" traffic that may occur between the
Park South PUD and the adjacent residential area to the west (the Village at Four
Seasons).
Traffic Generation
The revised plan for the Park South PUD calls for the development of 122 dwelling units
of single family housing on the bulk of the land area (the southern 75 percent of the
entire tract), the development of a convenience commercial center in the northeastern
corner near the intersection of Horsetooth Road and Manhattan Avenue, and the
development of either a 24-dwelling unit complex of residential duplexes or 30,000 square
feet of general offices immediately west of the convenience center.
An estimate of fixture traffic to be generated by Park South is given in Table 1. Trip -
generation rates are from the most recent (5th Edition) publication of Trip -Generation
by the Institute of Transportation Engineers. As shown in Table 1, nearly 8,000 vehicle
trips per day would be generated by the proposed PUD when general offices are used for
the land use for Parcel B. This yields the highest traffic generation for the entire PUD or,
the "worst case" scenario. The 7,976 vehicle trips per day shown on Table 1 compare with
about 14,800 vehicle trips per day that would have been generated by the previous plan
for Park South. Thus, the present plan would generate slightly more than half of the
amount of traffic proposed in the previous plan.
Directional Distribution of Traffic
The expected directional distribution of traffic generated by Park South is given in Figure
2. This Figure illustrates percentages of total traffic, by major route and direction, for the
years 1995 and 2010. By 1995, it is anticipated that the southern extension of
Meadowlark Avenue will have been completed to Horsetooth Road (tying it to the
Horsetooth/Manhattan intersection), and by 2010, there will have been constructed a
crossing of the railroad track by Troutman Parkway linking the Manhattan/Troutman and
the College Avenue/Troutman intersections.
The directional distribution of generated traffic shown in Figure 2 is very similar to that
in the previous, 1988, traffic impact analysis. The most dramatic shift in traffic
distribution will occur when the Troutman railroad crossing occurs, shifting more traffic
to Manhattan Avenue south of Horsetooth and less traffic on Horsetooth east of
Manhattan.
When the area -wide directional distribution of traffic is reduced to the specific distribution
at site access points, the results are shown in Figure 3. This diagram, showing the
percentage of site -generated traffic at each access point, is reflective of the land use
pattern of the development, the overall distribution pattern, and the specific access
provisions available at each access point. Figure 3 illustrates the fact that about 15
percent of the total traffic is oriented to the residential component of the development
while about 85 percent is oriented to the commercial (including office) development in the
north portion of the site. The Figure also illustrates the proposed access plan for the
0
Mr. Marc Middel Page 3 August 6, 1991
major site access at Horsetooth Road (opposite the Riva Ridge Drive intersection). In this
plan, there would be no direct access from the subdivision to the north to the Park South
PUD by way of the Riva Ridge access. The Park South access, however, would provide
full movement access for traffic on Horsetooth Road.
Future Traffic Volumes
When the trip -generation forecasts of Table 1 are applied to the trip distribution pattern
of Figure 3, the resulting site -generated traffic volumes can be projected. These future
volumes are shown for the years 1995 and 2010 in Figures 4 and 5, respectively.
The greatest amounts of traffic will occur at both the site access on Horsetooth Road and
the first site access on Manhattan south of Horsetooth. These two access points jointly
serve the commercial and office uses.
Background Traffic
Background, or non -site -generated traffic on Horsetooth Road and Manhattan Avenue has
been estimated based upon information provided by the City of Fort Collins
Transportation Department. The department has projected Year 2010 traffic volumes to
be in the order of 27,000 to 28,000 vehicles per day on Horsetooth Road east of
Manhattan, and about 25,000 to 26,000 vehicles per day on Horsetooth Road west of
Manhattan. On Manhattan Avenue itself, traffic is expected to be in the 6,000 to 7,000
vehicle per day range by the year 2010 if the Troutman railroad crossing project is
completed. Given these traffic volume estimates, Leigh, Scott & Cleary, Inc. has projected
peak -hour traffic volumes on Horsetooth Road, Manhattan and Meadowlark Avenues, and
at the intersection of Horsetooth and Manhattan. These are shown in Figure 6.
Total Traffic Volumes
Total traffic volumes, the sum of background traffic and site -generated traffic, are shown
in Figure 7 for the year 2010. Projections have not been made of 1995 traffic, because the
year 2010 provides a more appropriate future horizon for evaluating traffic impacts
associated with this development.
Traffic Impacts
The traffic impacts associated with the Park South PUD have been evaluated in two
ways. First, the levels of service (LOS) at three key intersections have been determined.
One of these is the major intersection between Horsetooth Road and Manhattan Avenue,
which is expected to be improved to a full, four legged intersection with the northern
extension of Manhattan Avenue (or the southern extension of Meadowlark Avenue). The
other two intersections are those providing access to the commercial facilities and located
just west of Manhattan on Horsetooth Road and just south of Horsetooth Road on
Manhattan. The second evaluation of traffic impacts has compared the increment of
traffic added to the roadway system by the development with the total traffic volume and
then compared that volume with anticipated roadway capacity.
U
u
Mr. Marc Middel Page 4 August 6, 1991
Table 2 summarizes the results of the intersection capacity analysis. The intersection of
Manhattan and Horsetooth Road, in the year 2010, would operate "under" capacity in the
morning peak -hour and "near" capacity in the evening peak -hour. This would be
equivalent to level of service "C: during the morning peak -hour and level of service "D/E"
during the evening peak -hour. The capacity of this intersection could be significantly
improved in the future with the provision of a second westbound-to-southbound left -turn
lane. This intersection improvement would not be needed until at least the year 2000 and
perhaps not at all if Troutman is extended east across the railroad tracks. The two
unsignalized access intersections would operate in a satisfactory manner although there
would be anticipated delays for exiting left -turning traffic at both intersections. (Left -
turning traffic invariably faces delays at unsignalized arterial intersections.) The projected
traffic volumes indicate that signalization might be warranted, but in terms of this
analysis, it would be appear that signalization is unnecessary.
Another impact measure is the amount of traffic that Park South might impose on the
adjacent Village at Four Seasons subdivision. Because the only connecting link between
the two subdivisions is a local street, we anticipate that the only traffic on Dennison
Avenue will be traffic that either originates within Park South or has a destination within
Park South for traffic originating in the Village at Four Seasons.
Required Improvements
The Park South PUD complex would require the development of a modified intersection at
the present intersection of Horsetooth Road and Riva Ridge. As indicated previously,
there is a landscaped center median on Horsetooth Road which is continuous west of
Manhattan Avenue and the Riva Ridge intersection operates as a right -in, right -out only
intersection. Under the plan for Park South, a full movement access would be provided
for the PUD. The recommended intersection plan for this access is shown in Figure 9. It
would continue to control movements into and out of the residential subdivision
immediately to the north, limiting these movements to westbound right -turns -in and
southbound right -turns -out. Channelization in the intersection would allow unsignalized
left turns into the Park South PUD from Horsetooth Road and northbound left turns out
of it from the development.
Conclusions
From the foregoing analysis, the following conclusions can be made:
1. At full development, the revised plan for the Park South PUD would generate
7,976 vehicle trips per day. This amount is slightly more than half of the
vehicle trip generation estimated under the previous PUD plan.
2. A single access to the development is proposed on Horsetooth Road. This would
be an unsignalized access opposite the Riva Ridge Drive access, and it would be
a controlled movement intersection prohibiting any through traffic between
Park South PUD and the residential subdivision to the north. A total of three
additional accesses to the PUD are planned on Manhattan Avenue. One,
located 400 feet south of the Horsetooth Road intersection, would be a major
w
Mr. Marc Middel Page 5 August 6, 1991
access into and out of the neighborhood convenience shopping center. The
other two are minor local residential street intersections. Although there would
be some delay for exiting, left -turning vehicles at the two major access points,
their signalization does not appear to be warranted.
3. The PUD is designed to allow local street interconnection with the adjacent
subdivision to the west, the Village at Four Seasons. This connection, by way
of an extension of Dennison Avenue, would provide for local travel between the
two subdivisions without encouraging any through traffic. Because of the
existence of the Wabash Street east/west collector which ties the Village at
Four Seasons to Manhattan Avenue south of Park South (see Figure 1), little or
no through traffic is anticipated on Dennison Avenue.
4. There will be local street interconnections within the Park South PUD allowing
residents within the residential part of the development to travel northward to
the convenience shopping center without necessitating their access on to
Manhattan Avenue or Horsetooth Road. This plan helps to maintain the
integrity of the whole development.
If there are any questions concerning this development, please contact me.
Respectfully submitted,
LEIGH, SCOTT & CLEARY, INC.
/ • ' C^ T!
Robert E. Leigh, PE _ r
g , 41654
REL/wd,, .
Enclosures: Tables 1 and 2
Figures 1 through 9
Appendices A - E
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Table 2
INTERSECTION LEVELS OF SERVICE
PARK SOUTH PUD
Ft Collins, Colorado
Year 2010, Intersection Level of Service
Critical
Critical
Status
A Signalized Intersections
Volume Status
Movement
(LOS)
Horsetooth Road/Manhattan Ave.
a) Morning Peak -Hour
1018 Under Capacity
—
—
b) Evening Peak -Hour
1305 Near Capacity
—
—
B. Unsignalized Intersections
Horsetooth Road Commercial Access
a) Moming Peak -Hour
— --
NB Left
LOS E
-- --
WB Left
LOS C
b) Evening Peak -Hour
-- —
NB Left
LOS F
WB Left
LOS D
All Other Moves
LOS A
Manhattan Ave. Commercial Access
a) Morning Peak -Hour
-- —
All Moves
LOS A
b) Evening Peak -Hour
-- —
EB Left
LOS D
All Other Moves
LOS A
Source: Leigh, Scott & Cleary, Inc. (1985 Highway Capacity Manual)
252 _
AM PeaK-Hour
285
PM Peak -Hour
19,600
= Estimated 1991
Average Daily Traffic
6,900)
= Estimated 1988
Average Daily Traffic
Note: Traffic Counts taken on
Monday July 22, 1991.
Figure 1
Current Traffic Volumes
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc.
is% Distribution 2010
(Assumes Troutman Directional Distribution
will be extended to
college Ave.) (Percent of Generated Traffic)
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc.
e
d u
Q
sP
A
D r
2
11 3' 20
2
4 11 C —
— 9 15
25
22
Horsetooth Rd.
19
X 2
8I 1=4
4
� (25
�
28 /
28 19
20
15
2 17 22
28
7�
_
,1
2
10
X
5 10
25 I 1
255
i
t
5
12 10
3
�2
J 3
X X
1
C
d
3 1
3 J
1
>
t�
7
7
C
C]
3
6
i3
3
7
1
Dennison
pve
2
7� X
2
3
3
Dennison Ave.
Legend:
25 = 1995 Distribution
22 2010 Distribution
X
Figure 3
/at
Directional
Distribution
of Traffic
Access Points
(Percentage of
Site -Generated Traffic)
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc.
27
G
58 20
d
>/1 60
Q
'a
S
A
L
P b r
��
3
39
3
T 20 ' 36
119
B
7$ I
I42 77 13
45
Horsetooth Rd.
92
96
—
X
8
1�
26
3� ir3 9
54
51�
36 96
80 —�
8 14 100
180
115
708
1SS
4
44
8
51
X
108 18
J
38
19
T �
20
4
x x
J12
4
J
� -L
4
12
a7
1
4
�
t
4
12
9
,
1 11
2 23
Dennison
--
28
4
AVe
�- X
4
12
Dennison Ave
Legend:
s _ AM Peak -Hour Traffic
12 PM Peak -Hour Traffic
Note: Traffic Volumes with
No FMA at Riva Ridge.
s
x \I 13
27
Figure 4
1995
Site -Generated
Peak -Hour Traffic
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc.
R
27
59 r �J 2O
60
v
3
e
Q
A
L
l
O r
2!
39
3
8
20 27
7 42
�' 78 67
119
34
I 49 142
Horsetooth Rd.
73
34
X 4
54 8
_
3� -9
175
51�
36 25
111 T6
2016
60
' 49
_
8 14 88 148
108
4
44
11-000
a
We
45
X
96 18
JI38
33
22
100
46
U)
16�
X X
48
12
A
2
J
i2 ,
4
C
U
4
4
24
50
Dennison
12
1
9
28�
8
q�e.
_ I
4
1
Dennison Av
I / x
Legend:
4 _ AM Peak -Hour Traffic
12 PM Peak -Hour Traffic
1s
x\1 � 28
' S8
v
Figure 5
2010
Site -Generated
Peak -Hour Traffic
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc.
20 AM Peak -Hour Traffic
50 PM Peak -Hour Traffic
16
r.
�.�
(Year 2010)
Park South PUD
LSC *910600
Leigh, Scott & Cleary, Inc.
95
30145 50
359 i I L0 40
10
70 4 t 75
� 380
20 I 70
73
,020
960 1,46
�J
1,055 30
1.010 400
et
25 1100
�'
v
60 35 I 230360
>'
1,480
5� �5
30 115 240
175 ¢ 790
i 10 75
Q.
1 45
290
290 1 1790
40 25
8P
115 80
D T•
m'
3
�J
o�
450
445
��
520
1,615
1,585
m
�'
1.895
Horsetooth
Rd.
X
---�
1,110
1,080
1,300
1,120
1.090
1,250
8
565
415
X
v7 I 4 5 \
X X 100 1175
35 T 465
100 TT
20
> 345
50
25 315
y 50
C�
icon
Ave
X
Dennison Ave. 175 360
485 330
d
X X \¢
X
C
m
Legend:
r
25 AM Peak -Hour °
_ m
50 — PM Peak -Hour
Figure 7
Year 2010
Total Traffic Volumes
(Site -Generated Plus Background)
Park South PUD
LSC #910600
Leigh, Scott & Cleary, Inc_
8
1 I Ql lit., llll 4ai,LS
Legend: Year 2010
1.2016.75/10.00 = Site/Total Traffic/Street Capacity Park South PUD
Note: Traffic Volumes in Thousands of Vehicles Per Day.
LSC #910600
Leigh, Scott & Cleary, Inc.
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Appendix A
1991 Mechanical Road Tube Traffic Volume Count
��
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��
*** Weekly Summary
for week of July 21,
1991 ***
Page 3
*******************************************************************************
Data File
: M0791002.PRN
Station
: 000000000001
Lane(s)
: 1
Identification
: 000000000001
Direction
: Eastbound
City/Town
: FORT COLLINS
County
: LARIMER
Location
: HORSETOOTH RD W/O
MANHATTEN
*******************************************************************************
21 22 23
24 25 26
27
Wkday
Daily
Time
Sun Mon Tue
Wed Thu Fri
Sat
Avg.
Avg.
01:00
/
02:00
03:00
04:00
05:00
'
06:00
07:00
08:00
869
869
621
09:00
762
762
544
10:00
564
564
403
11:00
557
557
398
12:00
587
587
419
13:00
634
634
453
14:00
687
687
491
1000
596
596
426
16:00
606
606
433
17:00
659
659
471
18:00
736
736
526
19:00
20:00
21:00
22:00
23:00
24:00
_____ _____
_____
_____
_____
_____ _____
Totals
_____ _____
7257
_____
7257
5184
% Avg Wkday 100.0
% Avg Day 140.0
AM Peak Hr ' 08:00
AM Count 869
PM Peak Hr 18:00
PM Count 736
*******************************************************************************
/
�N��
��
��
'
`
*** Weekly Summary
for week of July 21,
1991 ***
Page 4
*******************************************************************************
Data File
: M0791002.PRN
Station
: 000000000001
Lane(s)
: 2
Identification
: 000000000001
Direction
: Westbound
City/Town
: FORT COLLINS
County
: LARIMER
Location
: HORSETOOTH RD W/O
MANHATTEN
21 22 23
24 25 26
27
Wkday
Daily
Time
Sun Mon Tue
----- ----- -----
Wed Thu Fri
----- -----
Sat
-----
Avg.
-----
Avg.
-----
-----
01:00
7----
/
02:00
03:00
04:00
05:00
06:00
07:00
08:0(}
283
283
202
09:00
371
371
265
10:00
393
393
281
11:00
517
517
369
12:00
601
601
429
13:00
714
714
510
14:00
606
606
433
15:00
684
684
489
16:00
817
817
584
17:00
943
943
674
18:00
1307
1307
934
l9:00
20:00
21:00
22u00
Z3:00
24:00
_____
_____
_____
-----
Totals
_____ _____
7236
_____ _____
7236
5169
U ************************************************************************* ******
% Avg Wkday 100.0
% Avg Day 140.0
AM Peak Hr 12:00 `
AM Count 601 '
PM Peak Hi- 18:00
PM Count 1307
*******************************************************************************
,
*** Weekly Summary for week
of July 21,
1991 ***
Page 1
*******************************************************************************
Data File
: M0791001.PRN
Station
z 000000000002
Lane(s)
: 1
Igentification
: 000000000002
Direction
: Southbound
City/Town
: FORT COLLINS
County
: LARIMER
Location
: MANHATTEN S/O HORSETOOTH
21 22 23 24
25 26
27 Wkday
Daily
Time
----- -----
Sun Mon Tue Wed
----- ----- ----- -----
Thu Fri
Sat Avg.
----- -----
Avg.
-----
01:00
7----
/
02:00
03:00
04:00
05:00
06:00
07:00
08:00
54
54
39
09:00
86
86
61
10:00
84
84
60
11:00
98
98
70
12:00
127
127
91
13:00
167
167
119
14:00
10G
108
77
15:00
128
128
91
16:00
153
153
109
17:00
217
217
155
18:00
297
297
212
19:00
20:00
21:00
22:00
23:00
24:00
_____
-----
Totals
_____ _____
1519
_____
_____
1519
1085
% Avg Wkday 100.0
% Avg Day 140.0
AM Peak Hr 12:00 �
AM Count 127 .
PM Peak Hr 18:00
PM Count 297
*******************************************************************************
0
0
1
Weekly Summary for week
of July 21,
1991 Page 2
Data File
: M079100I.PRI-4
Stabion
: 000000000602
Lane(s)
2
Identification
a 000000000002
Direction
Northbound
City/Town
: FORT COLLINS
County
LARIMER
Location
: MANHATTEN S/O HORSETOOTH
21 22 23 24
25 26
27 Wkday
Daily
Time
Sun Man Tua Wed
Thu Fri
Sat Avg.
Avg.
01:0o
----- ----- -----
-----
----- -----
-----
02:00
03 U 00
04: 00
05: 00
06:00
07:00
I8: W-)
214
214
153
0% 00
163
163
116
10:0o
114
114
BI
1 1 : 00
94
94
67
12: 00
114
114
Bi
13: 00
145
145
104
14: 00
107
107
76
15: 00
98
98
7( 1
16: 00
sk)
so
57
17 u 00
107
107
76
18: 0C)
117
137
98
19: 00
20: 00
21: 00
23: 00
24: 00
-----
------
----- -----
-----
Totals
--
1373
1373
981
% Avg Wkday 100.0
% Avg W."i 140.0
AM Peak Hr 08: 00 1
AM Count 214
PM Peak Hr 13:00
PM Count 145
I
•
•
Appendix B
1991 Intersection Turning Movement Counts
• IIJ�JI l I �!t I'ICh:L�hC]
Site Code : • PAGE: 1
N-S Street: HORSETOOTH FILE: HORSEMAN
E-W Street: MANHATTEN
Frimary Movements: Vehicles DATE: 7i22i91
....
From North
....
....
From
Ea=_t
....
....
From
South
....
.... From
West
....
Vehicle
U TRN
U TRN
RT
THRU
LT
U TRN
RT
THRU
LT
U TRN
RT
THRU
LT
U TRN RT
THRU
LT
Total
Total
i;
0
0
0
0
it
37
6
0
31
0
3
it 2
138
0
217
0
it
0
0
0
0
0
61
4
Ij
39
0
4
3 3
191
0
305
3
0
v
0
0
0
G
71
4
0
42
0
6
1 1
235
0
360
1
o
0
0
0
0
0
83
8
0
61
Cj
4
2 3
282
0
443
ij
it
0
0
0
0
252
173
ii
17
6 9
846
0
1325
6
0
0
0
0
0
0
66
9
it
37
ii
4
1 3
198
U
378
1
0
0
85
11
0
24
0
5
1 5
201
0
332
1
0
11
0
0
0
0
it
it
it
li
ij
j
----------^--------
Brea{; --------------------------
—--------------
----------------
0
0
o
it
0
0
171
20
0
61
0
9
2 8
400
0
671
-------------------------------
-------------
Break -----------------
0
1)
0
0
0
0
131
49
i.,
?_
0
1
0 5
174
0
582
0
0
i j
0
0
0
0
341
66
0
21
6
5
i i
171
i
607
0
0
0
0
0
0
0
343
64
0
29
it
3
it 5
164
it
608
0
0
0
0
0
0
270
54
0
54
c J
4
it 9
176
(1
567
0
0
0
0
0
0
0
1285
237
0
126
0
13
0 22
685
0
2364
it
LAY TOTAL 0 0 0 0 0 0 1708 275 0 360 0 39 @ 34 1931 0
4360 8
L LiUii I Cr. I'ltnJur:c_
Site Code :
N-S Street: HORSETOOTH
E-W Street: MANHATTEN
•
1
Primary MOVEZents: Vehicles
•
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 8:-0 AM
PAGE: 1
FILE: HORSEMAN
DATE: 7l22/91
DIRECTION START PEAK. HR ........... VOLUMEE ........... ...... PERCENTS .......
FROM PEAK HOUR FACTOR U TRN Right Thru Left Total U TRN Right Thru Left
North 12:00 AM 0.011k� 0 0 it 0 i1 r) 0
East 7:30 A^1 0.93 0 0 325 32 357 0 0 91 9
South 7.15 AM 0.76 0 17'9 0 18 197 a 91 1) 9
West 7:30 AM 0.81 5 12'' 916 0 926 1 1 99 0
Entire intErs_ction
North 7:7-0 AM 0.00 1) it 1) 0 0 0 0 0 0
East 0.93 r 0 325 32 357 0 0 91 9
Soutn 0.70 a 164 0 19 183 0 90 0 10
We=-t 0.81 S 12 916 0 928 1 1 99 0
1 1-i0R8cT00T1-I 1 ... 1 P I
1 I
,
1
,
? :L 1:'i5 f'IIn IAI-1AT'1"Cl
8Cr ........ ,. .
— — — — ................. .
1 1 ..................
l':U fFa\l7 5 1 .. • .......... 1 1':% 1 i:r 1 164 1 r:r LLJ Tf�a'I:I
1•. 44 ...1
I I I
,• u u u .I v u u u u u . 1 I I ,
1 I 1
Site Code :
N-S Street: HORSETOOTH
E-W Street: MANHATTEN
• LUWrltn I'itn� lra5
1
Primary Movements: Vehicles
PEAK PERIOD ANALYSIS FOR THE PERIOD: 5:60 I'll - 5:00 FM
DIRECTION
START
FEAk: HR
........ VOLUMES ........
FROM
PEAK HOUR
FACTOR
Right
Thru Left
Total
North
112:00 AM
0.00
11
it 0
0
East
5:00 FM
0.93
0
17. 85 233
1518
South
�: !i? FM
0.60
126
0 13
139
West
5:iiir PM
0.96
22
685 0
707
Entire
Intersection
North
5:00 FM
0.00
0
0 0
0
East
0.93
0
1285 233
1518
South
0.60
126
0 13
139
West
0.96
2
685 0
7i;7
•
.... PERCENTS ...
Right Thru Left
----------------
it I! it
u 85 15
91 ii 9
7. 97 0
0
u 85 15
51 0 9
3 97 0
PAGE: 1
FILE: HOREEMAN
DATE: 7/22/91
1
1 1
+ -E
I 1 1
1 ( (
i i
1 .. . . . . . . . . . . . 1
I � I
1 .. u u.•...+ u u u l
L-.%
1
1
I
1
1
(
. . u. u u u. u u u
V.11
"'_""
— 1•_•� —___—
..................
. u u u w u u u u u. u n u
1 u u u+ u u u u. u u. 1
1 •... 1 �-) I .I...:.'J 1
'_.! .J
1
i.
I I I
I 1
. . . . . .. . . .
1
1 .� u u .. u u. u u •• u u i
I :
I 1
I i 1
I
L 1,001"Fi
----------
I
•
CJ
Appendix C
1988 Mechanical Count
HORSETOOTH RD.
E/O MANHATTAN AVE.
WESTBOUND
HOUR
- -
QUARTER
HOUR
- -
HOUR
EACH * REPRESENTS 44 VEHICLES
OF
DAY
1ST
2ND
3RD
4TH
TOTAL
A DASH MEANS HOUR VOLUME < 22
______
12
AM
_____
23
_____
29
_____
22
_____
17
_____
91
______________________________
**
1
AM
21
19
9
2
51
*
2
AM
6
6
6
4
22
*
3
AM
10
5
2
4
21
-
4
AM
1
3
3
3
10
-
5
AM
3
1
11
9
24
*
6
AM
25
22
31
35
113
***
7
AM
60
82
91
62
295
*******
8
AM
64
76
71
65
276
******
9
AM
70
89
80
83
322
*******
10
AM
98
100
113
122
433
**********
11
AM
108
128
162
174
572
*************
12
PM
156
156
127
144
583
*************
1
PM
125
134
140
117
510
************
2
PM
140
142
143
145
570
*************
3
PM
156
217
186
178
737
*****************
4
PM
231
2O5
266
308
1010
***********************
5
PM
360
290
263
264
1177
***************************
6
PM
261
218
207
159
845
*******************
7
PM
185
156
154
145
640
***************
8
PM
154
142
186
125
607
**************
9
PM
145
87
85
70
387
*********
10
PM
64
60
53
45
222
*****
11
PM
37
27
33
25
122
TOTAL VOLUME IS 9,646 VEHICLES.
PEAK HOURS:
MORNING PEAK HOUR VOLUME OF 572 BEGINS AT 11:00 AM (5%)
EVENING PEAK HOUR VOLUME OF 1,224 BEGINS AT 4:30 PM (12%)
DATA COLLECTION BEGAN AT 12AM ON THURSDAY, SEPTEMBER 8, 1988.
MANHATTAN AVE.
S/O HORSETOOTH RD.
NORTHBOUND
HOUR
— —
QUARTER
!-TOUR
— —
HOUR
EACH # REPRESENTS 5 VEHICLES
OF
DAY
iSl"
CK!D
3RD
4TH
TOTAL
A DASH MEANS HOUR VOLUME
-----------------------------------
12
AM
1
1
2
1
5
1
AM
1
?
G
5
_
AM
1
_
L
5
4
AM
1
f+
^
0
_
#
5
AM
.!.
'7�
6
5
14
###
6
AM
4
1f)
1s
24
` 6
7
AC'!
i v
.=
45
26
1'.`�'r}
x# ?!##�E ?E v ?f.a.>ti >:.s.�.is•?s ge •s.;ba�##
r
All
6
i,.-r
21
1:.
5 2
1 (')
A M
i. 9
1-5
9
5 i'
�� .._
66
'ir###•io••Di:1�h==M••d¢•?F•j4�i-
1.2
PM
14
1 1
21
24
i r' j
# � �t { F * f �c a � •w •} •ic ?�
1
Ply!
2.�
.1t)
15
i J
#•i?##3?;a t(.ac F (?-#?f•v
5
21
2 .
21.
1? b
95
3i •;s ,a is 2F # E is � .� u..t s 3f # .0 .at
1='t'I
1 _
_
15
7
i( rF'?�u#•#•? x?F####!t
3
w'M
i �
1:'
1 '1
1 f;:?
4b
######
J. i.
PM
31
1!j
TOTAL
VOLUME
1 13 1 28 i
, I 1 j-:-
i-'EAI';:. i-!0U+
MORN I: I'1(a" PEAF--:: HOUR VOLUME ul::' :11'ia
EVEt,I i i• G PEA!<:: HOUR VOLUME OF :149 BEGINS AT b . (*)i i PM
DATA COLLI .C'T* I r.DN BEGAN Al- 1 '.._'F'1M ON THURSDAY , SEP"I"!--I"!L:ER 8 :1988 :.
HOUR
OF DAY
------
12 AM
1 AM
2 AM
3 AM
4 AM
5 AM
6 AM
7 AM
8 AM
9 AM
10 AM
11 AM
12 PM
1 PM
2 PM
3 PM
4 PM
5 PM
6 PM
7 PM
8 PM
9 PM
10 PM
11 PM
HORSETOOTH RD.
W/O MANHATTAN AVE.
EASTBOUND
- -
QUARTER
HOUR
- -
HOUR
1ST
2ND
3RD
4TH
TOTAL
_____
11
_____
12
_____
3
_____
6
_____
32
9
1
1
0
11
2
3
3
1
9
3
4
3
5
15
5
3
8
9
25
14
15
60
54
143
52
90
128
165
435
146
169
222
269
806
150
149
118
155
572
119
124
113
114
470
122
125
1O2
109
458
111
92
109
139
451
134
154
145
152
585
116
110
115
117
458
131
118
100
129
478
121
103
127
165
516
152
136
134
154
576
137
170
169
176
652
139
141
150
152
582
125
108
106
103
442
83
85
83
60
311
5g
4-260
38
198
39
30
26
26
121
21
12
11
9
53
TOTAL VOLUME IS 8,399 VEHICLES.
EACH * REPRESENTS 29 VEHICLES
A DASH MEANS HOUR VOLUME < 15
______________________________
_
_
*
*
*****
***************
****************************
********************
****************
****************
****************
********************
****************
****************
******************
********************
**********************
********************
***************
***********
*******
****
**
PEAK HOURS:
MORNING PEAK HOUR VOLUME OF 810 BEGINS AT 7:15 AM (9%)
EVENING PEAK HOUR VOLUME OF 654 BEGINS AT 5:15 PM (7%>
DATA COLLECTION BEGAN AT 12AM ON THURSDAY, SEPTEMBER 8, 1988.
Appendix D
Comparison between 1988 and 1991
•
8
O O O O O O O
O Q O O O O O
T N O 00 CD Iq N
saTQTgGA Jo aaq u -nN
L
U3
IV
0
cn
0
0
0 •
O O O Q O O O
O O O O O O O
N O co l0 d N
sapnjaA jo .zaguunN
V
N
O
00
00
0)
I
Appendix E
Intersection Capacities
�
|
PLANNING
ATION W�RK5HEET
/
'
S�gnali�� In7e����tions
Planning �mal��is)
Yersion 2.O
|
� INTERSE[TIDN: Mannat-tam and Hors.,,toot�
DATE: Year 2O10
|
|
| ANALYST : DJM
TIME PERIOD ANALYlED'
AM
Peax-Hour
|
| PROJECT: LSC 4910600 Park
South PU0, Ft. Collins
CD7/STA'1z: Ft. Collins.
Colorado
|
| ]THER PROJECT INFORMATION:
�
Year 2010 Total Traffic Volume.
'
|
| S8 TOTAL 175
|
__-_-_-----__-----_-----_---_--'---------|
| 410 ^
#8 |
|
| 125 50
| ^---
TOTAL N �
| { | |
| | |
| 380 <---
520
| <—' v '—!
| <--| |
| 100
| �9c cz
/-zf)v|
\
(
|
40
^
|
|
170
<—^-------
210 |
|
<-------------
210 |
|
|
^-----------
|
100 |
|
�
|
v
!
|
|
�
N-3 STREET,
Hanhattc Avenue
|
|
|
}
E-W GTREET:
Hor eto��h Road
�
____
.--__---__-___--------_-
`
� B8 LT
___
.
� W8 TH
OR |
WB LT =
100 |
�17-1 =
623 1
. .
| NB LT= |
| �TH = 1� 1� |
| -T |
| 33 LT = 50 |
| NB TH = 345 T75 |
|
/
�
|
|
|
|
|
|
|
115 . |
35 115 230 |
| | | | | | |
| | | | | | |
�345| 14B T07AL3E-0 |
�
, |
| MAXTIAUM SUM OF CRITICALVOLUMESCAPACITYLEVEL (
| -_----------_ /
| O TO 1.20O UNDER |
| 1,201 TO L40V NEAR �
| > 1,460 OVER |
^ .
. PLA APPLICATION WORK T |
SIPA(198Jiv� lntersec�i�e Planing Ana\ysis) ���s�m 2.O |
| 'NALYST: DJM
| �ROJE[3: LSC i1*10600 Park South PUD. Ft. ins
� | P��T I���TION- Year 2010Total Traff4c Volumes
SB TOT AL 29 Q,
| | |
| | |
f—' v
� 1� CIO
DATE: Year 201O |
TIME PE8IOD ANALYIED, PM Peak-Uour `
CDY/STATE: Ft. Collins, Colorado |
----_'-------_---------.
| | 75 ^ NB |
| 240 50 | ^--- TDTAL N |
| ) | | 1460 <---- 1895
360
/ 95v | \ |
' 145
75 ^ |
693 768 |
<----------- 767 )
|
.-------�- 36O |
v |
|
�
. .
|
N---" STR�': ManhattEnAvemue /
^
71"_____~
51O ------------>
51O ---'------.-->
450
v
6O
'-----------
| 1890 ' 960 |
K �OTAL v 60 |
�WB TH=768
838|
� WB LT =
36O |
U � E8 TH =
o
510 8 7 0' |
'----�.
| NB LT= 311) �
| SB TH = 240 27r' |
| LT= 10 |
| NB T H = 3K 4� |
<-. 145
| ^ 240 / 30 145 240 |
| | | | | | |
NB 0�' 4� |
|
.------- |
| ��IMUM SUM OF CRITICAL VOLUMES CAPACITY LEVEL i
| ------------- '
| 0 TO 1^200 UNDER |
| \,201 TO 1"400 NEAR |
| > 1^�O0 OVER. |
AVERAGE RUNNING SPEED. MAJOR STREET.. 35
PEA� HOUR FACTOR..................... 1
AREA FOPULATION...................... 150000
NAME OF THE EAST/WEST STREE�......... Horsetoo th Road
NAME OF THE NORTH/SOUTH STREET....... ��iva Ridge
NAME OF THE ANALYST.................. DJM
DATE OF THE ANALYSIS (mm/dd/yy)...... Year 2010 -
TIME PERICD ANALYZED................. AM Peak -Hour
�THER INFORMATION.... Total Year 2010 Traffic Volumes (Site -Generate
d Plus Background)
IHTERSECTION �Y�E A�D CJNTROL
�NTE�5�- -I�N �YPE: 4-LEG
�AJC....
C�NT�7�
TR�FFIC �OL�ME�
EB WB N� �B
LEFT 0 35 40 0
THRU 1... �..... 400 0 0
RIGHT 55 10 25 10
�iD L�NE �SAGE
EB WG NB SB
LANES � 3 2 �
LANL + R
ADJUSTMEN7 FAC�����
�EPCENT RIBHT TURN C�RB RADIUSAC[ELE�A���N �ANE
SRA�E ANGLE �OR RIG�T TU�NS F�R RI�HT TU��E
________________
EASTBC7 L.ND 0.00 0 0
WETOUND 0.00 0 0
NORTHBOUND 0.00 0 0
�OUTHBOUND 0.00 0 O
VEHI[LE [TION
% SU TRUCKS % COMBINATION
AND R V ' S' VEHICLES % MOTORCYCLES
________ _____________ _____________
EASTBOUND 0 0 0
WESTBOUND
NORTHBOUND
SOUTHB0UND 0 0 0
CRI�I[AL 3A��
T�BULA� ��L�ES
ADJ��TE�
SIGHTFINAL
(Tab�e �0-2)
VAL�E
A��UST�ENT
CRITICAL GAF
... .... .... ...
�INOR
RT 7,S
0.0(j
5.20
5Z
0
MAJO�
LEF�S
E�
5.60
5.60
0.00
5.60
WB
MINOR
TH��CoG'lS
!NiB
SB
6.80
�.80
�.00
b.80
MIN�R LEF��
7.30
SB 7.30 7.30 0.00 7.30
IDENTIFYING INFO�MATICN
NAME OF THE EAST/WEST STREET...... �orsetooth oad
NAME CF ��E �ORT�/SOUTH STREET'... Kiva Ridge
DATE AND TIME OF THE ANALYSIS..... Year 2010 : AM Peak -Hour
OTHER INFO�MA��ON.... Total Year 2010 �raffic Volumes (Site-Genera�e
d Plus Jo. acxground)
..... ..... ___________________________________________________________________
POTEN-
AC�UAL
FLOW-
TIAL
MOVEMENT
SHARE� RESERVE
RATE
CAPACITY
CAPACITY
CAPACIiy CAPACITY
MOVEMEHT v(pcoh)
c (pcoh)
c (pcph)
c (ocoh/ c = c - v LOS
_______
o
________
M
_________
SH R SH
____________ ____________ ___
MINOP
STREE�
NB
LEFT
44
73
66
THR.O"US H
0
RIGT
28
635
635
MINOR
STREET
SB
THROUGH
RIGHT
11
978
978
MAJOR
STREET
EB
WB
LEFT
39
278
278
66 22 E
> 635 635 > 608 608 >A A
> 00050- am�=�'
A-W j,67 ii-ok
> 97B > 967 > A
NAHE JF THE
T �T���T......
Horsetooth
Roa�
�A�E JF T|�E
���
��iva
�I��
�F THE ANALYS�S.....
/ear 2010 :
AM �eak-Hour
DATE �ND
�7 1 - ER INFOR
Tl Yea
c
Volumes (5ite-Generate
d Flus Backoround)
198� �CM: UNSIE�ALl��� ��....�IO�S
*********************************************************************
IDENTING 7N1=71R�viATION
AVE�AGE R�NNING SPEED° MAJOR STREE�.. 35
PEAK HOUR FACTOR..................... 1
AREA POPULATION...................... 1500O0
NAME OF THE EAST/WEST STREET......... Horsetooth Road
NAME OF THE NORTH/SOUTH STREET....... Riva Ridge
NAME OF THE ANALYST.................. DJM
DATE OF THE ANALYSIS (mm/dd/yy)...... Year 2010
TIME �ERD I�ANALYZ�D................. PM Peak -Hour
OTHER INFORMATION.... Total Year 2010 Volumes (Site -Generate
d Plus Backqround�
IN�ERSECT��� TY�E AKD CONTROL
--------------------------------------------------------------------
NUMSER LANE USAGE
EB WB NB SB
LANES 2 3 2 1
LANE USA�� L + �
ADJUSTMENT FACT �age-2
PE�CENT RIGHT TURN CURB RA�I�S (ft) ACCELE�ATI�N �ANE
GR�DE ANGL� F�� RIG�T TURNS FOR RIGHT T��NS
__ __--- ____________ ______--- _________
EASTBOU'ND
WESTBOUND 0.00 0 0
NOR�HBOUND 0.00 0 0
SOUTHBOUND 0.00 0 0
VEHICLE C[MP�SITION
% SU TRUCKS % C3MBINATION
AND RV'S VEHICLES % MOTORCYCLES
___________ _____________
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTH�OUND 0 0 0
SOUT�BOUND 0 0 0
__..... .....
_
VALUEUSTED SIGHT DI5T. F�NAL
(Table 10-�) VALUE ADJUSTMENT
M�J[F
E�
MI3UG�� '
SB 6.B0 6.80 / 0.00 �.80
MINO7, L..... .�S '
SB 7.30 7.30 0.00 �.30
I�ENTIFYlNG INFORMATION
hAME OF ��E EAST/WEST STREE�...... Horsetooth Roao
NAME OF T�E N�RT�/SOUTH S7REET.... Kiva Rid�e
DATE AND TIME OF T�E ANALYSIS..... Year 2010 : PM �eak-Hour
OTHER INFORMATON.... Total year 2010 Traffic Volumes (Site -Generate
d Flus Background)
.... .... ..... ..... _________
A[T�AL
FL;0W— TIAL MOVEMENT RESERVE
RATE CAPACIT7 CAPA[ITY CAPACITY CAPACIT7
MOVEMENT v(pcph/ c (pcoh/ c (pcph) c `pcoh)
p M SH R SH
MINOR STRE[
NB LEFT
127
66
5O
50
—77
F
> —�-
RI8HT
88
631
631
> 631 631 >
543 543
>A A
MINOR STREET
SB LEFT
z4�-��—��
-
THROUGH
RIGHT
22
672
672
> 672 >
650
> A
MAJOR STREET
ED
4-�
�9G5
�DEN�IFY�hG INF��SAT�[N
AVERAGE 7`2NNING SPE�Z
PEAK HOL,R FACTOR..................... 1
AREA PG; FULATION...................... 150000
NAME THE EAST/WEST STREET......... Manhatt�n �ommercial Access
NAME OF THE NORTH/SOUTH STREET....... Manhattwtp. Avenue
NAME OF THE ANALYST.................. DJM
DATE OF THE ANALYSIS (mm/dd/yy)...... Year 2010
TIME FEIF*:IOD ANALYZED................. AM Peak -Hour
OTHER INFORMATION.... Total Year 2010 Traffic (Site -Generated Plus B
ackgrouno)
INTERSECTION TYPE AND �ONT�OL
I17E; I�TErS�CTI�N
�AJOR �T�E�T .I.E.... T... �.: >�.....
R��i/5�LT�
EB �B NB 5�
_... ..... ....
LEFT 35
THRU 0 -- 45 �75
_.... ..... __________________________--- __________
EB WB NB 52
�
PERC�&T RIG�T TU�N C�R� �AD��5 (ft) ACCELERA7 LANE
ANGLE F�� FIGHT -URNS FGR RIGH� TURNS
______________--- _
EASTB0UND 0.00 90 20 �
WESTBOUND ----- --- --- -
NORTHBOUND 0.00 90 20 N
SOUTHBDUND 0.O0 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS % COMBINATION
AND RV'S VEHICLE5 % MOTORCYCLES
_____________
EASTBOUND 0 0 0
WESTBOUND --- --- ---
NORTHBOUND 0 0 0
��UT�BOUND 0 0 0
ITI�AL �APE
___
�ALJES A[H.
(Tab�e l0-2� V4L�E �D�U�TU��/T C�I��CAL ��P
..... ..... ____________ ________ ___________
� ���r'�3
�INOR LEF��
IDEi FYIN3;M�T�ON
[ommercia-E
�ann�tten Ave�ue
�eax-�our
+
l�FOFMAT�J4..,. �o�a1 /ear �01� T�afic (�ite-�snera�e� Flus 8
ack�round)
-
CAPA��T`/5E�VI�E
_..... ..... ____________________
Pa�e-3
FLCW-
TIAL
ENTRESERVE
RATE
ITY
CAP�CITY
CAPACITY
MCVEMENT
v(�ccn}
c �pcoh)
c (ocoh/
c (ocMtn )
c = c
P
M
SH
� SH
MIN[R STF.EET
EB LEFT
39
606
595
5�5
556 A
RIGHT
22
985
9B5
985
963 A
MAJOR 33TREET
NB LEFT
28
870
B70
870
843 A
IDENTIFYING INFORMATION
NAME
__________
OF �HE WE57 7F.EE7......
--- ____
It'll annatten
--- __----- ___________--- ___
Commercial Access
NA�E
OF T�E THMannatten
Avenue
Year �O1�
: AM Pea�-Hour
�raffi
1u� 8
ackcround)
*°+*****+**
IDEMTIFYI�G �i�F]RMATIiN
AVE�AGE RUNN��B �PEED, MAJOR STREET..
PEAK HOUR FACTOR.....................
AREA
POP
......................
150000
NAME
OF THE
EAST/WEST
STREET.........
Ill anhattakr.
Commercial Access
NAME
OF THE
NORTH/SOUTH
STREET.......
Manhat
venue
NAME
OF T�E
ANALYST..................
DJM
DATE
OF �HE
ANALYSIS
(mmyy)......
Year 2010
TIME
PERIOD
ANALY'ZED.................
PM Peak -Hour
OTHER
I�FORMATION....
TotaI Year 2010
Traffic (Site-Gener��ed
PIus B
ackground)
IN7ERSEC�1��
T�/PE AN�
CONTROL
lN�E�����IO� TYPE: T-INTERS�C��O�
T�A���[ VO�UME5
----.............................................. ...... ------..... ..... ..... ---... ..... -------------------... ... ..... ----------.... ..... -..... -.....
EB WB NB SB
--- - - - - -- - - - - - - -
N LANE
�FADE ANGLE
..... ..... ________ ________________ _________________
EASTBC�ND 0.00 90 20 N
NORTHBOUND O.00
SOUTHBOUND 0.00
VEHICLE COMPOSITION
% SU TRUCKS
AND �V'S
90
90
% MOTORCYCLES
---------------
CS E-1, 10 Ll I E.,
WESTBClUND --- --- ---
NORTHBOUND 0 0 O
C��TIC�L �AFS
_..... .... ..... ..... _____________________..... _______________________.... ....
___
% C�M�INATION
VEHICLES
-
iAJEFTS
EB 7.00 7.00 D.00 7.00
ENTONI '
�AME �� -HE ���-'�EE� STREE-...... Manhat�en Commer�ial �cce�s
[F ....
DA-E
OT.ER �HF�����-��^.',.. Total �ear 2�10 Traffic (Sits-Gene'`atad Plus �
ack�round)
_..... .... ..... ________________________________________
POTE�-
ACTUAL
FLOW-
TIAL
�OVEMENT
SHARED
RESERVE
RATE
CAPACI�\
Ci
CI�Y
MOV�MENT
v(pcph)
c `pcph/
c (ocoh)
c (ocoh)LOS
_____----
o
________
M
_________
SH
____________
R SH
__--------- _______ ___
MINOR 3TREET
E5 LEFT
11O
235
222
222
112 D
�ISHT
55
808
808
G0G
753 A
MAJOR STREET
NB LEFT
55
580
5G0
580
525 A
��ENTIFiINB INFORMATIO|
NAME CF
THE EA5�/�EST
STREET......
Manhatter �ommerc�a� �ccess
NAME ��
��E N�RTH/SOU�H
S�����....
Manh�ttsn
�eak-Hour
a�k�roun�)