HomeMy WebLinkAboutMIRAMONT SELF STORAGE PUD - PRELIMINARY - 54-87AM - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY. ,
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November 21, 1996
Mr. John King
Securcare Self Storage, Inc.
6551 South Revere Parkway
Englewood, CO 80111
LEIGH, SCOTT & CLEARY, INC.
TRANSPORTATION PLANNING
& TRAFFIC ENGINEERING CONSULTANTS
1889 York Street
Denver, CO 80206
(303)333-1105
FAX (303) 333-1107
Re: Traffic Impact Analysis
Miramont Self Storage
Fort Collins, CO
(LSC #961480)
Dear Mr. King:
We are pleased to submit our traffic impact study of the proposed Miramont Self Storage
development in Fort Collins, Colorado.
This traffic impact study first provides a summary of the existing roadways and traffic volumes
in the vicinity of the proposed development and a summary of planned improvements to the
roadway system. Next, estimates are made of the amount and directional distribution of
vehicular traffic likely to be generated. This information is then combined with projected
future traffic volumes in the vicinity to evaluate the impact of the new development on the
existing and future roadway system and, where appropriate, to make recommendations for the
required roadway improvements.
We trust that our findings and recommendations will assist in the planning for the proposed
Miramont Self Storage development. Please call us if we can be of further assistance.
Respectfully submitted,
LEIGH, SC01T & CLEARY, INC.
/�h � � �, � '�;�
By: (...�-�-L� ��i
Ale.� J. Ari�ello, P.E.
AJA/wd
C: \ PRG11 ECTS \961480\ MIRAMONT. REP
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, Traffic Impact Analysis
Miramont Self Storage
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Fort Collins, Colorado
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' Prepared for
Mr. John King
' Securcare Self Storage, Inc.
6551 South Revere Parkway
Englewood, CO 80111
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Prepared by
' Leigh, Scott & Cleary, Inc.
1889 York Street
' Denver, CO 80206
(303) 333-1105
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November 21, 1996
' (ISC #961480)
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TABLE OF CONTENTS
Section Description Page
A Introduction .........................................
B Roadway and Traffic Conditions . . . . . . . . . . . . . . . . . . . . . . . . . .
C Traffic Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
D Traffic Distribution . . . . . . . . . . . . . . . . . . . . . . .
E Trip Assignment and Traffic Volumes . . . . . . . . . . . . . . . . . . . . . .
F Traffic Impacts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
G Access Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
H Conclusions .........................................
Appendix A: Existing Traffic
Appendix B: Level of Service Calculations
LIST OF ILLUSTRATIONS
' Fi ure
g Description Page
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SiteLocation ........................................
Existing Lane Geometry and Traffic Control . . . . . . . . . . . . . . . . .
Existing Peak-Hour Traffic Volumes . . . . . . . . . . . . . . . . . . . .
Year 2000 Background Peak-Hour Traffic . . . . . . . . . . . . . . . . . . .
Year 2015 Background Peak-Hour Traffic . . . . . . . . . . . . . . . . . . .
Directional Distribution of Site-Generated Traffic . . . . . . . . . . . . . .
Peak-Hour Site-Generated Traffic . . . . . . . . . . . . . . . . . . . . . . . . .
Existing Plus Site-Generated Traffic . . . . . . . . . . . . . . . . . . . . . . .
Year 2000 Total Peak-Hour Traffic Volumes . . . . . . . . . . . . . . . . .
Year 2015 Total Peak-Hour Traffic Volumes . . . . . . . . . . . . . . . . . .
LIST OF TABULATIONS
A-1
B-1
G1
D-1
E-1
F-1
G-1
H-1
B-2
B-4
B-5
B-6
B-7
D-2
E-2
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Table Description Page
1 Estimated 'IYaffic Generation . . . . . . . . .
2 Summary of Intersection Levels of Service
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SECTION A
Introduction
The Miramont Self Storage site is located in Fort Collins, Colorado, near Boardwalk Drive
and Oakridge Drive, about a quarter of a mile south of Harmony Road. The 5.6-acre site
is proposed to conta.in 82,000 square feet of self storage units, 10,000 square feet of
office space, and one residence.
Leigh, Scott & Cleary, Inc. has been retained by Securcare Self Storage to determine the
traffic impacts of the proposed development on the surrounding roadway system. This
report summarizes the following analysis procedures which were utilized in the
evaluation:
• A review and analysis of present roadway and traffic conditions in the
vicinity of the site and a review of planned and proposed roadway
improvements in the general vicinity.
A determination of the average weekday and peak-hour vehicle-trip
generation for the proposed development.
An analysis of the estimated directional distribution of site-generated
traffic and an assignment of that traffic to the adjacent street network.
A determination of the future traffic volumes in the vicinity of the site.
• An evaluation of the impacts of site-generated traffic e.jcpressed in terms
of the development's traffic as an increment of total projected traffic on
the surrounding roadway system and the resulting levels of service on the
adjacent major roadways and intersections.
' • A determination of appropriate roadway standards and improvements
which will ensure optimum traffic operation for traffic entering and
exiting the site.
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SECTION B
Roadway and Traffic Conditions
The location of the proposed Miramont Self Storage development is shown in Figure 1.
The site is within a tract of land located in south Fort Collins, just south of the Harmony
Road/Boardwalk Drive intersection. Access to the development will be provided by
Boardwalk Drive, a collector roadway which feeds into Harmony Road. The site is
bounded by the land uses listed below:
• North -
• East -
• South -
• West -
School
Commercial (Builder's Square) on the northeast and high density
residential (Miramont Apartments) on the southeast
Single-family residential
Single-family residential
Area Roadways
Major roadways in the vicinity of the site are described below with a brief discussion of
anticipated future roadway improvements.
• Harmonv Road: This roadway is classified as a principal arterial and has
continuity from I-25 on the east to Taft Hill Road on the west. It has been
constructed as a four-lane roadway with auxiliary turn lanes. There are traffic
signals on Harmony Road at the College Avenue, Boardwalk Drive, Lemay
Avenue, McMury Avenue and 'I�mberline Road intersections. Harmony Road
is posted at 45 mph, west of Lemay Avenue and at 55 mph, east of Lemay
Avenue.
• Lemav Avenue: This roadway is classified as minor arterial and has continuity,
except for a short jog at Horsetooth Road, from Country Club Road on the
north to County Road 30 on the south. It has been constructed to four lanes
with a center turn lane from Harmony south through the Oakridge inter-
section. At the Boardwalk intersection, it only has one through travel lane in
each direction. The four-lane section with center turn lane is expected to be
constructed on Lemay Avenue south through the Boardwalk Drive intersection
by the Year 2000.
� • Boardwalk Drive: This roadway is classified as a collector and has been built
to a 50 foot wide asphalt section in the vicinity of the Miramont site. The
Miramont Self Storage access driveway will intersect Boardwalk Drive at the
' Oakridge Drive intersection, which is about 0.2 miles south of Harmony Road.
From the Oakridge Drive intersection, Boardwalk Drive continues in a south-
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i,FTGH. SCnTT & CLEARY. INC
Fiqure i
Site Location
Mir��mon't. Self �torage
(LSC ;�961480)
November, 1996
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easterly direction and connects with Lemay Avenue about two-thirds of a mile
south of Harmony Road. Between Harmony Road and Oakridge Drive, Board-
walk Drive is striped for two through lanes, two on-street bike lanes and a
center median which provides storage for left-turning vehicles. South of Oak-
ridge Drive, the center striped median is replaced with a double yellow line.
There is an attached walk on Boardwalk Drive located on the east side of the
street from Harmony Road to Oakridge Drive. South of Oakridge, a detached
walk has been constructed in areas that have been developed. Boardwalk
Drive is posted at 30 mph.
• Oakrid�e Drive: This is a local access street built with a 50 foot wide asphalt
section. It connects Boardwalk Drive on the west with Lemay Avenue on the
east. It is striped for two through lanes, two on-street bike lanes and a center
median which provides storage for left-turning vehicles. It has detached walks
on both sides and is posted at 25 mph.
Figure 2 illustrates the existing lane geometry and traffic controls of streets in the vicinity
of the proposed development.
Existinq Traffic Conditions
Figure 3 provides a summary of peak-hour traffic counts at various intersections in the
vicinity of the site. These volumes are based upon data obtained from November, 1996
traffic counts conducted by Leigh, Scott & Cleary, Inc. and September, 1996 counts
conducted by Matt Delich. A summary of the raw count data is provided in Appendix A.
Future Traffic Conditions
In order to have a basis for determining future traffic impacts, projections of future Year
2000 and Year 2015 peak-hour traffic were made at the Harmony Road/ Boardwalk Drive,
Boardwalk Drive/Oakridge Drive, Lemay Avenue/Boardwalk Drive and Lemay Avenue/
Oakridge Drive intersections, which are the primary intersections which will be affected
by the Miramont Self Storage development. An annual growth rate of two percent was
applied to existing traffic at these intersections. Resultant background peak-hour
volumes for Years 2000 and 2015 are shown in Figures 4 and 5, respectively. These
volumes constitute "background traffic", or traffic anticipated on the roadway system
without consideration of the traffic generated by the proposed development.
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T.FTGH. SCnTT �c CLF,�RY. INC
Figure "�
Existing Lane Geometry
and Traffic Controis
Miramont Self Storage
(LSC #961480)
November, 1996
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Figure 3
Existing Peak-Hour
Traffic Volumes
Miramont Self Storage
(LSC �961a80)
November, 199b
�g AM Peak—Hour Tr�ffic
14 PM Peak—Hour Troffic
i.F1GH. SCOTT & CLEARY. INC.
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' 60 �\
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� � 00 16�� � ��45 205 �
>>5 1 � 385
t ,060 625
S05 —� ~ 1,090
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PM Peak—Hour Troffic
LEIGH, SCOTT �c CLEARY, INC.
F1C7�UYP �
Year 2000 Background
Peak-Hour Traffic
Mir-�mont Self Storage
(LSC #961480)
Ncvember, 199�
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��� 150 300 225
� 35 ZZ�I � �30 280
1 SO� �SLO
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as — pM Peak—Hour Troffic
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Year 2015 Background
Peak-Hour Traffic
Miramont Self Storage
(LSC �{961�8Q)
November, 1996
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I SECTION C
Traffic Generation
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The Miramont Self Storage development is planned to contain 82,000 square feet of self
storage units, 10,000 square feet of office space, and one residence. Using traffic
generation rates found in Trip Generation, 5th Edition, published by the Institute of
Transportation Engineers, Table 1 has been compiled. This table displays the estimated
average weekday traffic volumes and the morning and evening peak-hour traffic volumes
eYpected to be generated by the proposed Miramont Self Storage development.
Upon completion, the proposed development is estimated to generate approximately 441
vehicle-trips on an average weekday or about 221 vehicles entering and 221 vehicles
exiting the site in a 24-hour period. During the AM peak-hour, approximately 35 vehicles
will enter and 10 vehicles will exit the site. During the PM peak-hour, there will be about
16 entering and 37 exiting vehicles.
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SECTION D
Traffic Distribution
The geographical distribution of site-generated vehicular traffic on the roadways providing
access to and from the proposed Miramont Self Storage development is a key element in
the planning of the project's specific access requirements and in determining its traffic
impacts on surrounding roadways and intersections. Major factors which influence the
traffic distribution include:
• The site's location relative to the population centers in City of Fort Collins
and the balance of Larimer County;
• The roadway network serving the area;
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• The specific access and circulation characteristics of the development
plan;
• The existing traffic patterns as evidenced by traffic counts conducted at
nearby intersections;
• The expected travel patterns of the users of Miramont Self Storage.
Considering the combined effects of these factors, specific traffic distribution estimates
have been made. Figure 6 illustrates the directional distribution percentages that were
determined to be appropriate. As shown, the highest component of traffic generated by
the development is estimated to be travelling on Boardwalk Drive north and south of the
site; approximately 70 percent of the generated traffic is expected to travel on this stretch
of roadway, with 50 percent travelling to and from the north and 20 percent travelling to
and from the south. The remaining 30 percent will travel on Oakridge Drive east of the
site.
At the Harmony Road/Boardwalk Drive intersection, approximately 25 percent of site-
generated traffic will travel to and from the west on Harmony Road and 20 percent will
travel to and from the east on Harmony Road. At this intersection, about five percent will
use Boardwalk Drive to and from the north.
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Directional Distribution of
Site-Generated Traffic
Miromont Self Storoge
(LSC �96�480)
November. 199b
1,FIGH. SCOTT & CLEARY. INC.
D-2
At the Lemay Avenue/Oal�-idge Drive intersection, approximately 20 percent of site-
generated traffic will travel on Lemay Avenue, with ten percent travelling to and from the
north and ten percent travelling to and from the south. About three percent will travel
to and from the east on Oakridge Drive.
At the Lemay Avenue/Boardwalk Drive intersection, approximately ten percent of site-
generated traffic will travel on Lemay Avenue to and from the south, and about two
percent will use Keenland Drive to and from the east.
About 15 percent of site-generated traffic will travel to and from the internal study area
served by Boardwalk Drive and Oakridge Drive.
D-3
SECTION E
Trip Assignment and Traffic Volumes
Site-Generated Traffic
Figure 7 illustrates the assignment of the site-generated peak-hour traffic on the adjacent
street system after the completion of the project. This assignment of generated traffic is
based upon the traffic distribution percentages shown in Figure 6 and the vehicle-trip
generation estimates of Table 1. Figure 8 illustrates the addition of the site-generated
traffic to the existing peak-hour traffic volumes.
Backqround Traffic
As mentioned in Section B of this report, the projections of future, non-site-generated,
peak-hour traffic (i.e., background traffic) for Year 2000 and Year 2015 are shown in
Figures 4 and 5, respectively. The background traffic volumes represent projections of
traffic that would be on the street system if traffic generated by Miramont Self Storage
were not included. Thus, they represent a"base condition" for measuring traffic impacts.
Total Traffic
Total peak-hour lraffic volumes for Year 2000 and Year 2015 at the Boardwalk Drive/
Miramont Self Storage access driveway, Harmony Road/Boardwalk Drive, LemayAvenue/
Oakridge Drive, Lemay Avenue/Boardwalk Drive and Boardwalk Drive/Oakridge Drive
intersections are shown in Figures 9 and 10, respectively. These volumes were derived
by adding site-generated traffic to the background traffic. Traffic volumes shown have
been rounded to the nearest five vehicles per hour.
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Miramont S21f Storage
(LSC /f961480)
November, 1996
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� 300 ,
a
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f�'', ! � �
� ,' ; SITE �'/
i �;J'�
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c ; /
o �
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��� Approx. Scaie
`� 1" = 1 ,C�00'
�
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H�� �,onv Pd.
D,
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, ���„� �\
' �'� ?5 �
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�, \
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. ¢
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� � 15� � � 30 q5 � �
0
t 0 � � � 35 .c
0 —� � 20 �'
20 —� !— �5 =
40 � � 25
110 � 35 �
\ 50 � �ZS /
50 4 � 5 30
�\ 315 ,
;5 AM Peak—Hour Traffie
'S FM Peak—Hour Traffic
LEIGH. SCOTT & CLEARY. INC
�IQLirP Li
Existing Plus
Site-Generated Traffic
Miromont Self Storage
(LSC '�961480j
Npvember, 1996
E-3
�
i ��,
�r
� 5 14s 50
� 5� � b0 4� \
�
5 � � �� 70
2 —� ?
I� S � �— 5
2 (,� f i 2� �0 �
\ Z 20
120
. tt5
265
/ 30 430 50
�0 80� � � 35 30
ta5 l �5
�5 J � 10
15 ��� � �� �� 50
\ o��l I I� 5 �
t05 450 75
\. 325 /�
� 20 55� } � 25 35
50 35
445
3a0
LE��END:
?5 AM Peak-Hour ?raffiC
5 PM Peak-Hour Troffic
LEIGH. SCOTT & CLEARY"_ TNC
i
Approx. Scale
1" = 1 ,000'
F��gure 9
Year 2000 Total
Peak-Hour Traffic Volumes
Miromont Self StoroCe
(LSC �961480)
November, 1996
E-4
�O " \
150 �00 225
� � 35 22� � �30 �80
�50 � j 520
1 a25 � 840
1.080 -y ~ 1,470
� 70� � 55
\ ��5 �35 � I� 35 85
�'. 355 � 50 �5 �
�\ 275
P�Imer Ijr_
�._
pJ�i
:�c�
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o �`"�
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;
s �' 1 \
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�;,o ,
,�3°'� ' � � >
Q
1 �
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y v
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i
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\_���� �'
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o`
/ 20 650 Z� ��� � u, i
�� �
t5 ��� � �5 65 ¢ �
0
Q � 5� �_50 30 �,
50 � 20 =
so� 1 1 ao �
� 60 �5� I� 35 5� %;
\ �� 600 45
455
i
360 ��
� Qo s�5 ,o �
1i0 I I I a5
55 �% � `� ap �
�95 � �00 �
20 ��1
/
25 6���. ��� 20 05
70 eu I I I `� 30
145 �0 � � '
605 � i
435 ,
�
�V A,pjJt"OX. JC���
l�� = 1 ,���'
\
\
'-iprmpnv R�y.
v
�
o L]
T----"1
� i' , SITE y:,
o � %� �I � �
�
0
o ��,
_
//
125
?�5
5 70
� 5 ��� � �� 65
� 5 � �t 00
i 2 —� "— �
5 �~ 5
t � j 25
? a0
���� 30
?
2 t70 0 /
�F�� ���C�,.
3p AM Peok—Hour Troffic
�� PM Peak—Hour Troffic
i,F1GH �CnTT ,'�r CT,F.aRY TNC
�It�IJr`: � V
Year 2015 Total
Peak-Hour Traffic Volumes
Mir�mont Self Stor�ge
(LSC #961480)
November, 1996
E-5
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,
SECTION F
Traffic Impacts
Traffic impacts associated with a development such as Miramont Self Storage are best
described in terms of the resulting effects they have on the major intersections that serve
the development. In this particular case, the expected impacts are concentrated on the
Harmony Road/Boardwalk Drive, Boardwalk Drive/Oakridge Drive, Lemay Avenue/
Boardwalk Drive and Lemay Avenue/Oakridge Drive intersections. To assess the
maximum possible traffic impacts of Miramont Self Storage, intersection Level of Service
analyses have been conducted at the affected intersections for:
a) Existing plus site-generated traffic;
' b) Year 2000 total traffic, including site-generated traffic; and
c) Year 2015 total traffic, including site-generated traffic.
1
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Based upon the total peak-hour traffic volume projections shown in Figures 8, 9, and 10.
"Sianalized and Unsignalized Intersection Capacity" analyses have been performed, based
upon procedures set forth in the 1985 "Hiqhwau Capacitu Manua.l", (1994 Update). The
results of these capacity analyses are found in Appendix B and are summarized in
Table 2.
To summarize the Signalized Intersection Capaciry tests, it was found that the signalized
intersection of Harmony Road and Boardwalk Drive would not deteriorate in operations
with the addition of site-generated traffic. The intersection currently operates at LOS "C"
or better during both morning and evening peak-hours. This will remain the case with
the addition of site-generated traffic to both the existing and Year 2000 conditions. In
the Year 2015, the intersection will have a Level of Service (LOS) "C" (good) during the
morning peak-hour and LOS "D" (acceptable operation) during the evening peak-hour.
The critical turning movement in the evening peak-hour in Year 2015 is the northbound
left-turn lane which will operate at LOS "E". This indicates that a double left-turn lane
may be required by this future date.
F-1
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(0 `y.. � �� O�'H`y.. 7H �~ �~~ N (Of- �~ �~�� U~~~�
>^ f6 � O` N L � W T � O` N t d N�` 3� � N L m N T ¢� m W T
N N -�� J~JJ � (4 JF",J~JJ � � J�J~JJ N `. J�J Cl
m���C� ���"� C��p O"�'�"O� C"�0 O"�"��"��"�� �'O-O��
7�� O� � 7�� O� O� � 7 7� 7>> C �� 7 7� 7 C � 7 j� C
� O O p O 0 O O O � O O O O � O O � O O
�� � � '..+ � .� � � � � L . Y � � � � � � :- m � � � � � � r.. Y � � � r..
N L U y L U S,� U > L� U L U
= N�� 7 d N fA fA N N� 7 d (O N N N N L" U) y y N N� N (4 N Ul t'. �
°w�zcn° c�`� :�ww��z°cn° u -�o�ww��z° ° ��`, �ww��z° ° � �wwz a
� �
�y R.o o v � ro ca � �� ro-a = � ca � � v m,.^_ � ca � o� m w � � co � o �
�
N C`') ln
� N N N N
m - - -
N � .(6 (U (iS
C C C C
C m m QI QJ
� C C C C
� � � � �
F-2
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,
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To summarize the Unsignalized Intersection Capacity tests, it was found that the inter-
section of Lemay Avenue and Oakridge Drive cunently has a congested eastbound left-
turn movement (LOS "F"), but other movements operate at LOS "C" or better. By the Year
2015, several other movements also will deteriorate to LOS "E" or "F", indicating that this
intersection may be a candidate for signalization.
The Boardwalk Drive/Oakridge intersection will operate at LOS "B" (very good) or better
with site-generated traffic under existing, Year 2000, and Year 2015 traffic conditions.
The Lemay Avenue/Boardwalk Drive intersection will operate at LOS "C' (good) or better
during morning and evening peak-hours with site-generated traffic and existing, Year
2000, and Year 2015 traffic e.�ccept for the eastbound left-turning movement in Year 2015
and the westbound left-turn movement in Year 2000 and Year 2015. However, the
Miramont Self Storage development does not add traffic to these movements -- the
deterioration in Level of Service is caused by a growth in background traffic.
The site access intersection with Boardwalk Drive will have Level of Service "B" in both
the morning and afternoon peak periods with Stop-sign control.
F-3
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' SECTION G
Access Recommendations
�
' Based on foregoing intersection level of service analysis, the following observations and
recommendations can be made:
' 1. The addition of site-generated traffic to existing traffic will not result in a
deterioration in the level of service at any of the analyzed intersections
' including the Harmony Road/Boardwalk Drive, LemayAvenue/Oakridge Drive,
Lemay Avenue/Boardwalk Drive, and Boardwalk Drive/Oakridge Drive inter-
sections.
, 2. The eastbound left-turn movement at the LemayAvenue/Oakridge Drive inter-
section currently operates at LOS "F" during the evening peak-hours. The level
of service on other movements at this intersection will deteriorate by Year 2000
� and reach congested conditions by Year 2015. This intersection should be
monitored and a traffic signal installed if it meets traffic signal warrants.
, 3. The northbound left-turn movement at the Harmony Road/Boardwalk Drive
intersection will deteriorate to LOS "E" by Year 2015. This movement may
need a double left-turn lane primarily due to the growth in background traffic.
'
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SECTION H
Conclusions
Based upon the foregoing analysis, the following conclusions can be made concerning the
traffic impacts and access requirements of the proposed Miramont Self Storage develop-
ment:
When completed, the Miramont Self Storage development will contain 82,000
square feet of self storage units, 10,000 square feet of office space, and one
residence. An estimated total of 441 vehicle-trips would be generated per
average weekday. Of these, approximately 45 and 53 vehicle-trips will occur
during the weekday AM and PM peak-travel periods, respectively.
2. All access to and from the development will be provided from Boardwalk Drive.
One access drive will be located on Boardwalk Drive directly across from Oak-
ridge Drive. The other access driveway, serving the office building, will be
located on Boardwalk Drive, approximately midway between Oakridge Drive
and Bluestem Court. Since this location is at least 250 feet from each of these
intersections, there is adequate separation of turning movements e.�pected at
these intersections.
3. The Harmony Road/Boardwalk Drive intersection is currently signalized and
can accommodate the Year 2000 projected traffic, including site-generated
traffic. By the Year 2015, a double left-turn lane for northbound left-turning
vehicles may be needed primarily due to growth in background traffic. The
percentage of Year 2015 traffic at this intersection contributed by Miramont
Self Storage is estimated to be less than one percent.
4. The eastbound left-turn movement at the LemayAvenue/Oakridge Drive inter-
section currently operates at LOS "F" during the evening peak-hour. Other
movements will also deteriorate to congested conditions after the Year 2000.
A traffic signal may be warranted at this intersection sometime after the Year
2000. The Miramont Self Storage development's share of total traffic at this
intersection in the Year 2015 is less than one percent.
5.
�
Attached walks should be constructed on Boardwalk Drive adjacent to this
development to continue the pedestrian system development of the area.
The anticipated future traffic-carrying capacity of all other area roadways will
be adequate to accommodate the traffic generated by this development.
H-1
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APPENDIX A
Existing Traffic
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COUNTER MEASURES, INC.
Site Gode : 3� PAfiE� 1
N-S Street: BOARDWAlK FILE: BOARHARM
E-W Street: HARMONY
' ----------------------------------------------------MoveMents bY--Pri�arY---------------------------------------DATE__11/19/96--
Ti�e Fro� North fro� East Fro� South Fro� Ilest Vehicle
Begin______________ RT___THRU__ LT_ __RT___THRU__ LT___ _ RT__-TNRU__ LT____-_-____ RT__ THRU__ lT-_____Total______-
6:30 6 4 25 11 19 1 0 5 6 12 160 8 323
6�45 21 6 33 38 99 7 4 13 21 17 226 12 497
, HR TOTAL 21 14 58 55 178 8 4 18 27 29 386 20 820
1:00 AM 15 6 25 33 98 4 8 15 14 13 220 7 458
,1�15 12 7 47 35 136 6 9 24 21 14 240 11 568
1:30 19 14 36 39 132 � 6 25 19 20 269 16 601
1:45 27 14 45 61 174 10 5 30 20 39 242 32 705
, HR TOTAL 73 41 155 174 540 24 28 94 14 86 971 72 2332
8.00 AM 28 12 32 45 132 6 1 26 32 19 243 26 608
8:15 28 15 38 �0 139 13 b 21 21 33 223 18 595
------------------- Break ------------------------------------------------------------
t��00 PM 31 10 57
4:15 26 44 S1
4:30 31 54 51
4 � 45 �0 41 69
' HR TOTAL 128 119 228
5:00 PM 40 54 64
5:15 39 56 44
5:30 36 44 64
5��5 33 44 57
'HR TOTAI 148 200 234
-----------------------------------
1DAY TOTAL 432 451 145
,
,
,
t
'
,
84 197
b6 168
81 243
86 235
311 863
17
20
16
19
72
97 215 8
92 256 14
74 255 21
65 240 19
328 1026 62
----------------------
959 2878 185
14 53 65
6 42 53
14 44 57
9 45 55
43 184 230
9 44 59
20 54 67
10 40 63
10 53 55
49 191 244
137 534 628
38 150 15
18 161 28
71 185 22
43 198 26
204 69� 101
56 194 31
58 165 25
63 165 20
64 114 25
241 698 101
771
733
869
866
3239
931
892
860
839
3522
----------------------
608 3215 338 11116
'
'Site Code : 3�
N-S Street: 84ARONALK
E-Y Street: HARMON�
, ---------------------------------
' DIRECTION START
fROM PEAK HOU
, --------------------
North 7:30 AM
East 7:30 AM
' South 7:15 A
iiest 7 � 30 AM
North
East
South
Ilest
1:30 AM
BOARDWALK
;;=;::::::::385�::.�::::;;;; <;;;
102 55 153 `�
�
�
COUNTER MEASURES, INC.
PA6E: 1
FILE� BOARHARM
Move�ents by: Pri�ary DATE� il/19/96
-----------------------------------------------------------------------------
PEAK PERIOD ANALYSIS fOR THE PERIOD: 6:30 AN - 8:30 AM
PEAK NR ........ VOLUMES ........ .... PERCENTS ...
R FACTOR Right Thru Left Total Right Thru Left
0.90 102 55 153 310 33 18 49
0.80 191 571 33 801 24 72 4
M 0.86 27 105 92 224 12 47 41
0.94 111 911 92 1180 9 83 8
Entire Intersection
0.90 102 55 153 310 33 18 49
0.80 191 571 33 801 24 72 4
0.84 24 102 92 218 11 47 42
Q.94 111 977 92 1180 4 83 8
.......................................... .........
- - ::. .77:1::::
���� HARMONY
310 191
92
977 1180
J111
801 577
33
218
� �
.....................
92 102 24
99: ..
BOARDWALK
HARMONY ::�
�11�54 �
Site Gode : 3-
N-S Street� BOARDWACK
E-W Street� HARMONY
1 ---------------------
COUNTER MEASURES, INC.
Move�ents br: Pri�arr
�
' PEAK PERI00 ANALYSIS fOR THE PERIOD: �:00 PM - 6:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........
fROM PEAK HOUR FACTOR Right Thru Left Total
' --------------:-------------------------------------------------------------
Morth �'45 PM 0.95 155 191 246 598
East 4:45 PM 0.94 349 1021 62 1432
' South 5:00 PM 0.86 49 191 241 484
Yest �:30 PM 0.96 228 742 104 1074
.... PERCENTS ...
Right Thru left
26 33 41
24 11 4
20 39 54
21 69 10
Entirc Intersection
North 4:30 PM 0.93 150 207 228 585 26 35 39
East 0.94 356 1009 51 1422 25 71 4
South 0.85 52 181 238 477 11 39 SO
Yest 0.96 228 742 10+ 1074 21 b9 10
.....................................................
]. 39.7
;:� HARMONY
BOARDWALK
.....................
......................
.......................
.......................
.....................
......................
.......................
.......................
......................
......................
.......................
...
......................
...
. :>647 :
150 207 228 :
� �
585
104
742 1074
228
J
356
1422 1009
�57
� 477 �
: 238 187 52
92� ..
BOARDWALK
PA6E: 1
FILE: BOARHARM
DATE�-11/19/96_-
COUNTER MEASUR�
Site Code : 5 PA6E: 1
,N-5 St�est: BbARDHALK FILE� $OAROAKR
E-fl Street� t1Al(RID6E DRIYE
. Move�ents by� Pti�ary DATE� il/19/96
,------------------------------------------------------------------------------------------------------------------------------
Ti�e Fro� North Fro� East Fro� South Fro� Hest Vehicle
Be9in RT iHRU lT Rt TNRU lT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
'6:30 0 4 6 3 0 1 2 6 0 0 0 0 12
6:45 0 4 3 11 0 2 2 16 0 0 0 0 38
HR TOTAL 0 8 9 14 0 3 4 22 0 0 0 0 60
� 7:00 AM 0 4 9 16 0 2 2 15 0 0 0 0 48
7:15 0 11 7 4 0 1 6 34 0 0 0 0 64
t7:30 0 15 9 7 0 3 6 29 0 0 0 0 69
7:45 0 21 25 17 0 1 6 26 0 0 0 0 96
HR TO�AL 0 51 50 49 0 7 20 100 0 0 0 0 277
,8:00 AM 0 15 8 6 0 � 5 39 0 0 0 0 79
8:15 0 25 1 12 0 4 4 22 0 0 0 0 14
----------------------------------------------------------- Break ------------------------------------------------------------
4:00 PM 0 25 16 11 0 4 4 20 0 0 0 0 86
'4:15 0 28 8 6 0 4 3 20 0 0 0 0 69
�:30 O 35 19 17 0 10 4 25 0 0 0 0 110
4:+45 0 35 9 16 4 7 4 16 0 0 0 0 87
'HR.TOTAL 0 I23 52 56 4 25 15 81 O 0 0 0 352
5•00 PM 0 37 15 16 0 4 � 31 0 0 0 Q 107
5:15 0 31 15 19 0 5 2 34 0 0 0 0 108
'S:30 0 42 18 16 0 3 4 15 4 0 0 0 98
5:45 0 33 19 13 0 6 1 11 0 Q 0 0 89
HR TOTAL 0 149 67 64 4 18 ]1 93 0 0 0 0 402
'
-----------------------------------
'4A'1 TOTAL 0 371 193
,
,
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243 0 61
59 357 0
-----------------------------------------
0 0 0 12�4
,Site Coda : 5
N-S StTeet: 80ARt�lAIK
E-li Street: OAKRIDfiE DRIVE
, -----------------------------------------
COUNTER MEASURES, INC.
Nove�ents by: Pri�ary
PEAK PERI00 ANALYSIS FOR THE PERIOD: 6:30 AN - 8:30 AM
' BIRECTION START PEAK NR ........ VOLUMES ........ .... PERCENTS ...
FROM PEAK HOUR FAC10R Ri9ht Thre Left Total Right Thru Esft
--------------:--------------------------------------------------------------------------------
' Morth 1�30 A!� 0.68 0 76 49 125 0 61 39
East 1:00 AM 0.18 49 0 7 56 88 0 12
South 1:15 AM 0.84 23 124 0 147 16 84 0
' Ikst 7:15 AM 0.00 0 0 0 0 0 0 0
Entire Iatersection
' North 7�30 AM 0.68 0 76 49 125 0 61 39
East O.J8 14 0 11 56 19 0 21
' ' South 0.78 21 116 0 t31 15 85 0
West 0.04 0 0 0 0 0 0 0
..................................
......:�::�:0:::�:
�:::�� OAKRIDGE DRIVE
0
�
0
J
BOARDWALK �
.::;i�60:.....
0 76 49 :
� �
125
�
.....................
88: ..
80ARDWALK
PA6E: 1
FILE: 60AROAKR
DATE: 11/19/96
44
56 0
L
12
� �37 �
0 116 21
OAKRIDGE DRIVE
COUNTER MEASURES, INC.
'Site Code : 5 PA6E� 1
M-S StTeet: BOAROWILK fILE: BOAROA�R
E-Y Street: OAI(RID6E DRIVE
,- ---------------------------------------------------Move�ents-by--Pri�arr----------------------------------------DATE__11/19/96
PEAK PERI00 ANALYSIS fOR THE PERI00� 4:00 PM - 6:00 PM
, DIRECTION START PEAK HR ........ VOLUMES ........ .... PERC£lITS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
---- ---------------------------------------------------------------
1 -------------------- --------
North 5:00 PM 0.90 4 149 67 216 0 69 31
East 1:30 PM 0.81 68 0 2b 9� 72 0 28
South 4:30 PM 0.83 1� 102 0 116 12 88 0
' West 4:30 PM 0.00 0 0 0 0 0 0 0
Entire Intersection
' North 4�30 PM 0.94 0 144 58 202 0 11 29
East 0.81 68 0 16 94 72 0 28
' South 0.83 14 102 0 116 12 88 0
Yest 0.00 0 0 0 0 0 0 0
t
1
'
.. :;0:� ..
'
' �::�� OAKRIDGE DRIVE
BOARDWALK
::170�:...
0 144 58 ':
� �
202 b8
' 0
IO 0
�
'
'
1
'
-J 0
� 116 �
0 102 14
170:�:: �:'
BOARDWALK
94 0
26
OAKRIDGE DRIVE
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