HomeMy WebLinkAboutNORTH LEMAY PLAZA PUD - FINAL - 57-87A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYADDENDUM
REVISED PRELIMINARY
TRAFFIC REPORT
FOR
LEMAY PLAZA P.U.D.
OCTOBER 26, 1987
Prepared by: Parsons & Associates
432 Link Lane Plaza
Fort'Collins, Colorado 80524
(303) 221-2400
PROJECT NO. 87.18 PDQ
ADDENDUM
REVISED PRELIMINARY 'TRAFFIC REPORT
LEMAY PLAZA P.U.D.
This addendum is a more detailed analysis of the Conifer and
Lemay intersection: performing a capacity and level of service
analysis assuming the intersection has been signalized (for 20-
year future traffic), and examining the curb cut on Conifer to see
if the distance from Lemay is adequate to minimize conflict with
those attempting to turn into -.the site. The Highway Capacity
Manual was used to, perform the analysis.
N ASSUMPTIONS
The twenty-year analysis,is based on a percentage increase in
the A.D.T. (from the City of Fort Collins Transportation
Division). These figures are:
Lemay - 11,000 ADT -an increase of 33%
Conifer 6,000 ADT an increase of 30.0%
These percentages were applied to the peak hour traffic
volumes in order to perform the analysis.
The traffic signal cycle time, for the purpose of this
preliminary analysis, is assumed to be 75 seconds. Also the
signal is assumed to be 3-phase and pre -timed. The phase times -
are further estimated to be:
1. Conifer, left and right = 20 seconds
2. Lemay, northbound left and through = 10 seconds-
3. Lemay, north and southbound through = 45 seconds
These phase timings were calculated using the method.found in
Appendix II.
CONCLUSIONS:
Using these assumptions, the level -of -service for the
intersection is B. The intersection operates at a level under
capacity.
Based on. Figure I.9-1, the left -turn bay storage in feet for
the 20-year future volume on Conifer is 90 feet. The distance of
the curb cut to Lemay (center line from drive to west edge of
Lemay) is 130 feet.
UNSIGNALIZED INTERSECTIONS 10-37
WORKSHEET FOR ANALYSIS OF T INTERSECTIONS
`
CbQ�[Fij� 1.►nk`(
NAME: -fVP_D
LOCATION:
VOLUMES IN PCPI /• I q-C>Tu ST✓ r-- ALT
HOURLY VOLUMES
0 Major Street: Nt N
_
e- V5
N _ M
V5 5
Grade 2-4L-0-II'' V2 V4 -
N=�
—� V3 ril-
— VZ— V4 L2o
— V
3��
17 Vy
V7 V9
Date of Counts:. I 1 0 STOP
Ti Period: .5 !prev) - . 0 YIELD
me
Average Running Speed: N = M
Minor
Street Co n1 F�12
PHF: - - Grade .. .. 96 -
VOLUME ADJUSTMENTS
Movement No.
2 -
3
.4 -
5
7 _
9
Volume (vph)
�.�
% 1_
!U$
¢ors
Z -1
�9 _
Vol. (pcph), see Table 101
Z v
fl
-7(p
STEP 1: RT from Minor Street
V9 .
Cdnflicting Flow, Vc
1 /2 V3 + Vz = —� + 200. _ -A�vph (Vc9)
Critical Gap, T� ,and. Potential _Capacity, cp
T = • 1 sec (Table 10-2) cpq = S 8 `� h (Fi
� - pcph g' 10-3)
Actual Capacity, co,
C.9 = Cp9 = g8 U pcph
STEP 2: IT From Major Street
-Vi
Conflicting Flow, V�
V3 + VZ = I I + 1�LU = H vph (V,a)
Critical Gap, Tc , and Potential Capacity, cp
T. = 5.o sec (Table 10-2) Cp4 = 70 pcph (Fig.10-3)
Percent of cp Utilized and Impedance Factor (Fig.10-5)
(v4/cp4) X 100 = -2' /P4
Actual Capacity, C .
Cm4 = Cp4 = � Mh _ -
STEP 3: IT From Minor Street
V7 --
Conflicting Flow, Vc
1/2 V3+V2+VS+V4 = +++L$=9 Vph (V,7)
Critical Gap, T, , and Potential Capacity, cp
TC _ sec (Table 10-2) cp7 = 01pcph (fig. 10-3)
Actual Capacity, c,
cm7 = Cp7 X P4 X
SHARED -LANE CAPACITY
SH = v7 + v9 if lane is shared
(V7/Cm7) + (V9/Cm0_
Movement No.
-
V( h)
cm _
c (.. h)
LOS
CR -
7 __
o
7U
22
L,,(pcph)
00
r
a
-
9
4
/20
G70
q"7 _
6 s-o