HomeMy WebLinkAboutARBOR PLAZA SOUNDTRACK CAR AUDIO INSTALL - PDP/FDP - 13-00 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYY�
HCS-Signals 3.1b File:Signall
n
ERROR MESSAGES
No errors to report.
Paae 10
' HCS-Signals 3 lb File•Signall *
Page
9
SUPPLEMENTAL UNIFORM DELAY
WORKSHEET
EBLT
WBLT
NBLT
SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
180
214
132
118
v/c ratio from Capacity Worksheet, X
0.00
0.21
0.00
0.00
Primary phase effective green, g
51.00
51.00
35.00
35.00
Secondary phase effective green, gq
43.07
22.49
27.87
7.08
(From Supplemental Permitted LT Worksheet), gu
7.93
28.51
7.13
27.92
Cycle length, C 120.0 Red=(C-g-gq-gu), r
57.0
57.0
73.0
73.0
Arrivals: v/(3600(max(X,1.0))), qa
0.05
0.06
0.04
0.03
Primary ph. departures: s/3600, sp
0.501
0.501
0.501
0.501
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.27
0.18
0.30
0.35
XPerm
1.21
0.58
0.61
0.12
XProt
0.57
0.68
0.52
0.46
XCase
3
1
1
1
Queue at beginning of green arrow, Qa
3.29
3.39
2.68
2.39
Queue at beginning of unsaturated green, Qu
2.15
1.34
1.02
0.23
Residual queue, Qr
0.44
0.00
0.00
0.00
Uniform Delay, di
29.1
18.5
27.7
24.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds di sec u
Q veh d3
sec d
sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 41.5 sec/veh Intersection LOS D
HCS-Siqnals 3.1b File:Signall * Page 8
UPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq=(4.943Volc**0.762)(gro**1.061)-tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
P1*=Plt[l+{(N-1)g/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-gf,0)
fm=[gf/g]+[gu/g][1/{1+P1(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1))]
+[gu/g][1/(1+Plt(Ell-1)],(min=fmin;max=1.0) or flt=[fm+0.91(N-1)]/N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
HCS-Signals 3.1b File:Signall
Paae 7
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq=(4.943Volc**0.762)(gro**1.061)-tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
P1*=Plt[l+{(N-1)g/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-gf,0) .
fm=[gf/g]+[gu/g][1/{1+P1(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff[1/{l+Plt(E12-1))]
EB WE NB SB
63.0 63.0 47.0 47.0
51.00 51.00 35.00 35.00
48.0 48.0 32.0 32.0
1 1 1 1
2 2 1 1
180 214 132 118
0.00 0.00 0.00 0.00
1280 814 433 134
5.00 5.00 5.00 5.00
6.00 7.13 4.40 3.93
22.46 14.28 14.43 4.47
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.73 0.73
43.07 22.49 27.87 7.08
7.93 28.51 7.13 27.92
21.53 11.24 13.94 3.54
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
4.62 2.90 1.96 1.49
1.00 1.00 1.00 1.00
0.08 0.08 0.11 0.11
0.00 0.00 0.00 0.00
0.08 0.19 0.11 0.54
+[gu/g][l/(1+Plt(Ell-1)],(min=fmin;max=1.0) or flt=[fm+0.91(N-1)]/N**
fit 0.078 0.193 0.114 0.536
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
HCS-Signals 3.1b File:Signall
Paqe 6
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios
Unf
Prog
Lane
Incremental
Res _
Lane Group
Approach
Lane
Del
Adj
Grp
Factor
Del
Del
Grp v/c
g/C
dl
Fact
Cap
k
d2
d3
Delay
LOS
Delay
LOS
Eastbound
L 0.74
0.525
29.1
1.000
244
0.50
18.0
0.0
47.2
D
TR 0.58
0.400
28.1
1.000
1408
0.50
1.7
0.0
29.8
C
33.0
C
Westbound
L 0.64
0.525
18.5
1.000
337
0.50
8.8
0.0
27.3
C
TR 0.90
0.400
33.8
1.000
1422
0.50
9.4
0.0
43.2
D
40.9
D
Northbound
L 0.54
0.392
27.7
1.000
244
0.50
8.4
0.0
36.0
D
T 0.26
0.267
34.7
1.000
507
0.50
1.3
0.0
36.0
D
36.0
D
R 0.26
0.267
34.7
1.000
431
0.50
1.5
0.0
36.1
D
Southbound
L 0.25
0.392
24.0
1.000
478
0.50
1.2
0.0
25.2
C
TR 0.94
0.267
43.1
1.000
460
0.50
29.6
0.0
72.7
E
62.5
E
Intersection Delay = 41.5 (sec/veh) Intersection LOS = D
HCS-Signals 3.1b File:Signall * Page 5
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
180
1805
0.10
0.100
181
0.99
Sec.
0
149
0.00
0.425
63
0.00
Left L
180
0.525
244
0.74
Thru TR
814
3520
0.23
0.400
1408
0.58
Right
Westbound
Pri.
181
1805
#
0.10
0.100
181
1.00
Sec.
33
366
0.09
0.425
156
0.21
Left L
214
0.525
337
0.64
Thru TR
1280
3555
#
0.36
0.400
1422
0.90
Right
Northbound
Pri.
132
1805
#
0.07
0.100
181
0.73
Sec.
0
217
0.00
0.292
63
0.00
Left L
132
0.392
244
0.54
Thru T
134
1900
0.07
0.267
507
0.26
Right R
112
1615
0.07
0.267
431
0.26
Southbound
Pri.
118
1805
0.07
0.100
181
0.65
Sec.
0
1018
0.00
0.292
297
0.00
Left L
118
0.392
478
0.25
Thru TR
433
1726
#
0.25
0.267
460
0.94
Right
Sum
(v/s)
critical
= 0.78
Lost Time/Cycle, L
= 20.00 sec
Critical
v/c(X)
= 0.94
HCS-Siqnals 3.1b File:Signall
Pacte 4
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
162
0.90
180
1
L
180
Thru
644
0.95
678
2
TR
814
0.17
Right
122
0.90
136
0
0
Westbound
Left
203
0.95
214
1
L
214
Thru
1034
0.90
1149
2
TR
1280
0.10
Right
118
0.90
131
0
0
Northbound
Left
119
0.90
132
1
L
132
Thru
121
0.90
134
1
T
134
Right
101
0.90
112
1
R
0
112
Southbound
Left
106
0.90
118
1
L
118
Thru
152
0.90
169
1
TR
433
0.61
Right
238
0.90
264
0
0
* Value entered by user.
SATURATION
FLOW
ADJUSTMENT WORKSHEET
Appr/ Ideal
Adj
Lane Sat
f
f
f
f
f
f
f
f
f
Sat
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.078
149
L 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
----
0.950
1805
TR 1900
1.000
1.000
1.000
1.000
1.000
1.00
0.95
0.975
1.000
3520
Westbound
Sec LT
Adj/LT
Sat:
0.193
366
L 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
----
0.950
1805
TR 1900
1.000
1.000
1.000
1.000
1.000
1.00
0.95
0.985
1.000
3555
Northbound
Sec LT
Adj/LT
Sat:
0.114
217
L 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
----
0.950
1805
T 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1900
R 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
0.850
----
1615
Southbound
Sec LT
Adj/LT
Sat:
0.536
1018
L 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
----
0.950
1805
TR 1900
1.000
1.000
1.000
1.000
1.000
1.00
1.00
0.909
1.000
1726
HCS-Signals 3.1b File:Signall
OPERATING
PARAMETERS
Eastbound
Westbound
Northbound
L T R
L
T
R
L
T
R
Init Unmet
0.0
0.0
0.0
0.0
0.0
0.0 0.0
Arriv. Type
3 3
3
3
3
3
3
Unit Ext.
3.0 3.0
3.0
3.0
3.0
3.0
3.0
I Factor
1.000
1.000
1.000
Lost Time
2.0 2.0
2.0
2.0
2.0
2.0
2.0
Ext of g
2.0 2.0
2.0
2.0
2.0
2.0
2.0
Ped Min g
0.0
0.0
0.0
Phase Combination
1
2
EB Left
P
P
Thru
P
Right
P
Peds
WB Left
P
P
Thru
P
Right
P
Peds
NB Right
SB Right
Green
15.0
48.0
Yellow
0.0
3.0
All Red
0.0
2.0
Cycle Length: 120.0
secs
PHASE DATA
3 4 I
5
NB
Left P
Thru
Right
Peds
SB
Left P
Thru
Right
Peds
EB
Right
WB
Right
P
P
P
P
P
P
Paae 3
Southbound
L T R
0.0
0.0
3
3
3.0
3.0
1.000
2.0
2.0
2.0
2.0
0.0
15.0 32.0
0.0 3.0
0.0 2.0
7 8
HCS-Signals 3.1b File:Signall *
Paae 2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
ParkExist
NumPark
% Heavy Veh
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
%InSharedLn
Prop Turns
NumPeds
NumBus
Duration
HCS: Signals Release 3.1b
Fax:
OPERATIONAL ANALYSIS
Harmony - Mason
GC
PM PK HR EXISTING
1/23/00
Harmony
Mason
Eastbound
L
T
R
162
644
122
0.90
0.95
0.90
45
169
34
0
1900
1900
0
0
0
1
2
0
L
TR
12.0
12.0
0
180
814
0.17
0
0
0
0.25
Area '
VOLUME DATA
Westbound
L T R
203 1034 118
0.95 0.90 0.90
53 287 33
0
1900 1900
0 0 0
1 2 0
L TR
12.0 12.0
0
214 1280
0.10
0
0 0
Cype: All other
Northbound
L T R
119 121 101
0.90 0.90 0.90
33 34 28
0
1900 1900 1900
0 0 0
1 1 1
L T R
12.0 12.0 12.0
0
132 134 112
0
0 0 0
ireas
Southbound
L T R
106 152 238
0.90 0.90 0.90
29 42 66
0
1900 1900
0 0 0
1 1 0
L TR
12.0 12.0
0
118 433
0.61
0
0 0
HCS-Signals 3.1b File:Signall *
Paqe 1
Inter: Harmony - Mason
Analyst: GC
Date: 1/23/00
E/W St: Harmony
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Eastbound
L T R
1 2 0
L TR
162 644 122
12.0 12.0
0
HCS: Signals Release 3.1b
City/St:
Proj #:
Period: PM PK HR EXISTING
N/S St: Mason
SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound South
L T R L T R L T
1 2 0 1 1 1 1 1 0
L TR L T R L TR
203 1034 118 119 121 101 106 152 238
12.0 12.0 12.0 12.0 12.0 12.0 12.0
0 0 0
119
Duration 0.25
Area Type: All other areas
Signal Operations
Phase Combination
1 2
3 4
5
6 7 8
EB Left
P P
NB Left
P
P
Thru
P
Thru
P
Right
P
Right
P
Peds
Peds
WB Left
P P
SB Left
-P
P
Thru
P
Thru
P
Right
P
Right
P
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
15.0 48.0
15.0
32.0
Yellow
0.0 3.0
0.0
3.0
All Red
0.0 2.0
0.0
2.0
Cycle Length: 120.0
secs
Intersection
Performance Summary
Appr/ Lane
Adj Sat
Ratios Lane
Group
Approach
Lane Group
Flow Rate
Grp Capcity
(s)
v/c g/C Delay
LOS
Delay LOS
Eastbound
L 244
TR 1408
Westbound
L 337
TR 1422
Northbound
L 244
T 507
R 431
Southbound
0.74
0.525
47.2
D
3520
0.58
0.400
29.8
C
0.64
0.525
27.3
C
3555
0.90
0.400
43.2
D
0.54
0.392
36.0
D
1900
0.26
0.267
36.0
D
1615
0.26
0.267
36.1
D
33.0 C
40.9 D
36.0 D
L 478
0.25
0.392 25.2
C
TR 460 1726
0.94
0.267 72.7
E 62.5 E
Intersection Delay
= 41.5
(sec/veh)
Intersection LOS = D
Attachment W
TRANSPORTATION IMPACT STUDY
BASE ASSUMPTIONS
Project Information
Project Name
.5�
Project Location
-Q-
I If
TIS Assumptions.
Study Area Boundaries
North:
South:
East:
West:
Study Years
Future Traffic Growth Rate
Study Intersections
1.AII Access Drives
2.
3.
4.
5.
6.
7.
8.
Time Period For Study
AM PM Sat Noon
Trip Generation Rates
Trip Adjustment Factors
Passby:
Captive
Market:
Overall Trip Distribution
North
South
East
West
Mode Split Assumptions
Committed Roadway
Improvements
Other Traffic Studies
Areas Requiring Special Study
DATE: /Z- t - 99
TRAFFIC ENGINEER: �.�
OWN
22,300
1.13
M in 0 � 118
�1034
203
162 —/4
*1 1
644
122—�
ENO
N CD
IC',
OE�
LEGEND: Weekday PM Peak Hour
22,000
cn
to rn on m 263
n CO 4-- 685
1 ( or— 220
Harmony
225
'*) 1 (
509
co M u)
121—�
NON
N
OI
N
O
U
Figure 2
CURRENT PEAK HOUR AND
DAILY TRAFFIC
-5031—
_ of
/ PuDIiC Access. Utility Drainage. 1
-5031— — \ Ingress and Egress Eas ment /
(Rec. No. 89047753)
i — — — — — — — — — — — — — — — / ® Mete Pas
— — — — — — —
— — — — — — — — — — — — — — y — — — — — — — —
— —
Tre It
BO 175
5030 .FT SO.FT
G - ?� 2�R40 502'I y
i Gas er Post r--� --' �_, 0. FT. o II
le Petl i __n ' � I 1,i ®' 50907.
c I
— 3.16"S FT.
1 —50 a Peal , a
IN ee f YD.) \I 7 3 F --- _— and R vocaD l e
\ — 1--'— _ --- 30 TenvoraryiEase I-
1 — — — — — — — Oral nag 86012 941
(Rec. �• .
\ / ExyStin9 rw�S02y \ Agproxirtq locot on o I� uri N8Mercer ich Co. c Cret x ulve
ypTree'(. I
\ \ \ I s�i�
\ \ I
rive M(
Q
Ca e e
0 \\\ 1 \5
0
z9ON
.\
_ _ I II �T—
\� \
Figure 1
CONCEPT PLAN
3. When site traffic is distributed to the individual traffic movements, fewer than
five vehicles per hour are expected to be added to each movement.
4. Site generated traffic is considered negligible given that it will normally repre-
sent less than 0.5% of the traffic using the local area street system. This will
result in no noticeable impacts on current roadway operations.
5. The Mason Street sidewalk network will be enhanced by the provision of in -fill
sidewalk in conjunction with this project. Improvements internal to the shop-
ping center site will also be made. These will result in excellent internal and
external pedestrian amenities.
6. Bicycle and transit features will remain consistent with those currently avail-
able. They are considered reasonable and consistent with current City pol-
icy.
In summary, the SoundTrack expansion can be easily absorbed and accommodated by
the current transportation system.
I trust this letter will adequately serve your needs at this time; however, please contact
me if you need any further assistance.
Sincerely c,- c4UF
+ „�•�,C�t- bhp •;.-.
4
�• r ti.fl ._ Eu ne G. Coppola , �=•���^„ °•',-;
A
u
PEDESTRIAN FEATURES
The new SoundTrack facility will be built on a vacant pad site within the same shopping
center. As part of this project, sidewalk will be built along the Mason Street frontage as
well as along most internal site boundaries. This will result in a more continuous side-
walk system along Mason Street and enhanced connectivity with the shopping center
site.
BICYCLE FEATURES
There are no bicycle lanes adjacent to the proposed SoundTrack facility. The bicycle
lanes currently terminate on Mason Street at Harmony Road. Accordingly, no bicycle
service is available to this site. This is not considered meaningful since the likelihood
that bicycles will need to access the site is remote given its function as an auto installa-
tion facility.
TRANSIT
Transit service is currently available by Transfort Bus Route 1. This route provdes 30
minute service from 6:24 A.M. to 7:18 P.M. Bus stops are located at the Harmony Road
— Mason Street intersection. This is considered acceptable service given the operating
hours of SoundTrack.
SUMMARY
Based upon the above documented analyses and investigations, the following are con-
cluded.
1. Current afternoon peak hour operating conditions are acceptable in the im-
mediate area of the SoundTrack site
2. The SoundTrack expansion is expected to generate 13 afternoon peak hour
trips and 128 trips per day.
5
Based upon current traffic patterns, it is estimated that the added trips will arrive and de-
part the site in the following directional distributions. This distribution assumes that most
traffic to and from the north will use Mason Street instead of College Avenue.
Street System
Estimated %
Site Traffic*
Daily
PM Peak Hour
Mason to the North
35 — 40%
40
5
Harmony to the East
10 — 15%
15
2
Harmony to the West
30 — 35%
35
4
Mason to the South
20 — 25%
25
3
" Daily traffic rounded to nearest 5 vehicles. Peak hour traffic
rounded to nearest vehicle.
SITE TRAFFIC IMPACTS
The anticipated site traffic is clearly negligible. To illustrate this fact, peak hour and daily
site traffic added by the SoundTrack expansion was compared to current conditions.
This is illustrated in the following table.
DAILY
PM PEAK HOUR
Roadway Section
Current
Site
% Site
Current
Site
% Site
Mason to North
9,000
40
0.4%
897
5
0.5%
Mason to South
8,200
25
0.3%
817
3
0.4%
Harmony to West
23,200
25
0.1 %
2,319
4
0.2%
Harmony to East
22,000
15
0.1 %
2,210
2
0.1
As indicated above, the anticipated increases in traffic on the nearby street system is in-
significant. In reality, there will be no noticeable differences over current conditions.
0
Current peak hour and daily traffic was collected from the City and supplemented as
needed as part of this study. This information is shown for critical locations on Figure 2.
Traffic operating conditions were assessed using current afternoon peak hour traffic and
existing roadway geometry. This resulted in the determination that acceptable opera-
tions, as defined by the City's Level of Service Manual, are currently being experienced.
Capacity worksheets are attached.
SITE TRAFFIC
Site traffic related to the SoundTrack expansion was estimated using "Trip Generation",
6ch Edition, published by the Institute of Transportation Engineers (ITE). ITE classifica-
tion 849 was selected for use. This class represents a wholesale tire store. This was
determined to best fit the proposed use due to its automotive service and installation ori-
entation. Also, the proposed blend of installation and warehouse area is consistent with
this classification. Arguably, other ITE classifications might also fit this use; however,
they are likely to only cause minor variances to the classification used in this study. For
example, a specialty retail generation site would result in one more vehicle during the
afternoon peak hour. Resultant site traffic is indicated below for the 6,300 square foot
expansion. Site traffic was not estimated for the morning highway peak hour since the
facility is not open for business during this time.
Weekday
_ _ PM Peak Hour
Rate
Trips
Rate
In
Out
20.36
128
2.11
7
6
As indicated, an additional 13 afternoon peak hour trips and 128 weekday trips can be
expected with the expanded facility.
3
AGENCY DISCUSSIONS
As required, a scoping session was held with Eric Bracke, City of Fort Collins Traffic En-
gineer. At that time, it was determined that an abbreviated transportation impact study
was sufficient. The study requirements were determined as indicated below.
1. Document site traffic expected from the new facility.
2. Compare new site traffic to existing conditions and address the significance
of the increase.
3. Address pedestrian, bicycle, and transit facilities and service available to site
users.
4. Identify any issues or concerns and the appropriate mitigation.
A copy of the base assumptions form completed during the scoping meeting is attached.
CURRENT CONDITIONS
The site is bordered by Harmony Road on the north, College Avenue on the east, and
Mason Street on the west. Direct site access is available via two full movement drive-
ways to Mason Street which also serve other nearby retail uses.
Mason Street is a two-lane roadway with one lane in each direction and a two-way cen-
ter left turn lane. Harmony Road and College Avenue are both arterial roadways with
two lanes in each direction and auxiliary lanes at key intersections. Mason Street con-
nects to both Harmony Road and College Avenue. The Mason Street — Harmony Road
intersection is currently under traffic signal control while the Mason Street — College
Avenue intersection is under stop sign control. The eastbound to northbound left turn at
the Mason Street — College Avenue intersection is prohibited. Given this restriction, this
intersection is not considered critical.
2
-y
EUGENE G. COPPOLA, P.E.
P.O. Box 260027
Littleton, CO 80126-0027
303-792-2450
January 25, 2000
David George -Nichols
Gensler
1625 Broadway, Suite 400
Denver, CO 80202
RE: SoundTrack Transportation Impact Study
College Avenue at Harmony Road
Fort Collins, Colorado
Dear David:
I have assessed the transportation impacts associated with the expansion of the existing
SoundTrack at the above referenced location. The assessment is documented in the
following sections of this letter report.
PROJECT OVERVIEW
SoundTrack is currently located in the southwest comer of College Avenue and Har-
mony Road. Auto installations occur in the existing facility at this time; however, a new
and separate installation facility is proposed. It will be located directly southwest of the
current store within the same shopping center. As presently planned, it will accommo-
date a new installation area and warehouse facility. Typical operating hours are from
9:00 A.M. to 8:00 P.M. with shorter hours on Sundays. The existing site access to Ma-
son Street will not be changed. Opening is expected in the year 2000. A concept plan is
presented on Figure 1.