HomeMy WebLinkAboutJFK SENIOR APTS. - PDP - 61-98 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYAs shown above, acceptable operations are expected under all traffic volume sce-
narios with the existing roadway geometry. Of particular importance is the fact that all
overall intersection levels of service remain constant whether or not this development
is built. Capacity sheets are in Appendix E.
VII. PEDESTRIAN FACILITIES
A. Existing Conditions
The existing sidewalk system was field reviewed within 1,320 feet of the JFK Senior
Apartments site. Particular attention was given to trips to the various commercial
entities on College Avenue. Detached sidewalks currently exist along both Troutman
and JFK Parkways adjacent to the site.
Pedestrian facilities have been installed under several editions of City design stan-
dards. This has resulted in varying designs; however, all facilities were determined in
generally good condition. Pedestrian ramps are available at critical intersections and
traffic signals facilitate crossing at the JFK Parkway — Harmony Road intersection. At
the JFK Parkway — Troutman Parkway intersection, east -west roadway crossings can
be negotiated under north -south stop sign control. Some vegetation overgrowth has
reduced the effective width of the sidewalk along the north side of Troutman Parkway,
however, this is not considered critical to site users.
B. Planned Improvements
The pedestrian system planned with JFK Senior Apartments will conform to current
City criteria. It will connect to the external pedestrian system thereby accommodating
and complimenting the integration of pedestrians into the site. The City is currently
assessing an upgrade in controls at the JFK Parkway — Troutman Parkway intersec-
tion. If implemented, a safer pedestrian crossing will result at this intersection.
1 22
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g
10-16-1998
'
Transportation
-------------Center
Streets: (E-W)
-For -Microcomputers
HARMONY
-In_
(N-S) JFK
-----__----___-
Analyst: GC
File Name:
'
Area Type:
Comment: EX
Othe
10-16-98
BG OT AM PM
Eastbound
Westbound Northbound
Southbound
L
T R
L T R L T R
L T
R
No. Lanes
----
1
---- ----
2 1
---- ---- ---- ---- ---- ----
1 2 1 0 > 0 < 0
---- ----
2 0
----
1
Volumes
325
970 15
30 1095 230 10
35 250
305
Lane W (ft)
12.0
12.0 12.0
12.0 12.0 12.0 12.0
12.0
12.0
RTOR Vols
0
50
0
100
'
Lost Time3_
003_
00 3.003_
003.00 3.003_003_
003_003_00
- ---
-
-
-- ------
Signal Operations
- ------
'
Phase Combination
1 2
3 4 5
6 7
8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
'
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
25.OA
45.OP
Green 26.OA
8.0A
Yellow/AR
0.0
6.0
Yellow/AR 5.0
5.0
'
Cycle Length:
120
secs Phase
combination order: #1 #2
#5 #6
-----------------------------------------------------------------------
Intersection
Performance Summary
Lane-
Groups
Adjlow
Approach:
'
Cap
Flow
Ratio Ratio Delay
Delay
LOS Delay
LOS
EB L
387
1770
-v/c- -g/C- Delay
0.884 0.608 37.8
---
D 15.4
C
T
2266
3725
0.473 0.608 8.5
B
R
963
1583
0.017 0.608 6.0
B
WB L
91
227
0.352 0.400 17.2
C 22.1
C
'
T
R
1490
633
3725
1583
0.813 0.400 23.2
0.298 0.400 15.9
C
C
NB LR
122
1466
0.393 0.083 34.8
D 34.8
D
SB L
826
3539
0.328 0.233 24.8
C 26.3
D
R
369
1583
0.585 0.233 28.1
D
'
Intersection
Delay = 20.1 sec/veh Intersection LOS
= C
Lost Time/Cycle,
L = 12.0
sec Critical v/c(x) =
0.753
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4g
10-16-1998
Center
For Microcomputers
In Transportation
-----------------------------------------------------------------------
Streets: (E-W)
HARMONY
(N-S) JFK
Analyst: GC
File Name:
Area Type:
Comment: EX
Oth
ST)
(
10-16-98
BG TO PM
-----------------------------------------------------------------------
Eastbound
Westbound
Northbound
Southbound
L
T R
L T
R
L T
R
L T R
No. Lanes
----
1
---- ----
2 1
---- ----
1 2
----
1
---- ----
0 > 0 <
----
0
---- ---- ----
2 0 1
Volumes
175
1010 20
30 640
100
25
30
100 85
Lane W (ft)
12.0
12.0 12.0
12.0 12.0
12.0
12.0
12.0 12.0
RTOR Vols
0
25
0
25
Lost Time
13.00
3.00 3.00
3.00 3.00
3.00
3.00
3.00
3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination
1 2
3 4
5
6 7 8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
10.OA
55.OP
Green 23.OA
16.OA
Yellow/AR
0.0
6.0
Yellow/AR 5.0
5.0
Cycle Length:
120
secs Phase
combination order: #1
#2 #5
#6
-----------------------------------------------------------------------
Intersection
Performance Summary
Lane
Group:
Adj Sat
v/c
g/C
Approach:
Mvmts
Cap
Flow
Ratio
Ratio Delay
LOS
Delay LOS
-----
EB L
----
250
-------
1770
-----
0.736
----- -----
0.567 16.6
---
C
----- ---
11.4 B
T
2111
3725
0.529
0.567 10.6
B
R
897
1583
0.023
0.567 7.4
B
WB L
90
187
0.355
0.483 13.5
B
12.7 B
T
1801
3725
0.393
0.483 12.9
B
R
765
1583
0.103
0.483 10.9
B
NB LR
226
1504
0.257
0.150 29.3
D
29.3 D
SB L
737
3539
0.146
0.208 25.1
D
25.2 D
R
330
1583
0.191
0.208 25.3
D
Intersection
Delay =
13.3 sec/veh Intersection
LOS = B
Lost Time/Cycle,
-----------------------------------------------------------------------
L = 9.0
sec Critical
v/c(x)
= 0.451
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
308
Potential Capacity:
(pcph)
967
Movement Capacity:
(pcph)
967
Prob. of Queue -Free
State:
0.99
Step 2: LT from Major
Street
WB EB
--------------------------------------------------------
Conflicting Flows:
(vph)
316
'
Potential Capacity:
(pcph)
1212
Movement Capacity:
(pcph)
1212
Prob. of Queue -Free
State:
1_00
-------------
---------------------------------------
1Step 4: LT from Minor Street
NB SB
--------------------------------------------------------
Conflicting Flows:
(vph)
497
'
Potential Capacity:
(pcph)
546
Major LT, Minor TH
Impedance Factor:
1.00
'
Adjusted Impedance
Factor:
1.00
Capacity Adjustment
Factor
due to Impeding Movements
1.00
' Movement Capacity:
-------------------------
(pcph)---------------543
-------------
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Approach
Rate
Cap
Cap Delay
Length LOS
Delay
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/veh)
--------
NB L
------
12
------
543
-------------
>
------- -----
---------
636 5.8
0.0 B
5.8
NB R
6
967
>
WB L
6
1212
3.0
0.0 A
0.1
Intersection Delay = 0.2 sec/veh
HCS: Unsignalized Intersections Release 2.ig Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
Streets: (N-S) ACCESS (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 10/1 98
Other Information ..... ....EX ST OT AM PM
Two-way Stop -controlled Interse ion
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T -R-- L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's ($)
CV's M
PCE's
0 1 < 0
N
285 15
.95 .95
0
---------------I
1 1 0
N
5 175
.95 .95
0
1.10
---------------
0 > 0 < 0
10 5
.95 .95
0
1_1010
---------
1_
' Adjustment
Factors
Vehicle
Critical
Follow-up
Maneuver
(tg)
--------- -----------------------------Gap
Left Turn Major Road
----- ------------Time
5.00
- --
---
2.10
Right Turn Minor Road
5.50
2.60
'
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
70
Potential Capacity:
(pcph)
1276
Movement Capacity:
(pcph)
1276
Prob. of Queue -Free
State:
1.00
Step 2: LT from Major Street
WB EB
--------------------------------------------------------
Conflicting Flows:
(vph)
73
'
Potential Capacity:
(pcph)
1582
Movement Capacity:
(pcph)
1582
Prob. of Queue -Free
State:
1.00
--------------------------------------------------------
Step 4: LT from Minor Street
--------------------------
NB SB
------------------------------
Conflicting Flows:
(vph)
150
Potential Capacity:
(pcph)
867
Major LT, Minor TH
Impedance Factor:
1.00
Adjusted Impedance Factor:
I
1.00
Capacity Adjustment
Factor
due to Impeding Movements
1.00
Movement Capacity:
-------------------------
(pcph)---------------864
-------------
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared
Total
Queue
Approach
Rate
Cap
Cap
Delay
Length LOS
Delay
Movement (pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/veh)
-------- ------
NB L 12
------
864
------
>
-------
------- -----
---------
968
3.8
0.0 A
3.8
NB R 6
1276
>
WB L 6
1582
2.3
0.0 A
0.2
Intersection Delay = 0.4 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
Streets: (N-S) ACCESS (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 10/16 8
Other Information ..... ....E. T TOT PM
Two-way Stop -controlled Inters io
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's (�)
CV's M
PCE's
------------
0 1 < 0
N
65 5
.95 .95
0
---------------
1 1 0
N
5 70
.95 .95
0
1.10
----------------
0 > 0 < 0
10 5
.95 .95
0
1.10 1.10
•---------------
Adjustment
Factors
Vehicle
Critical
Follow-up
'
Maneuver
Gap(--
--------
Left Turn Major Road
----- ------
5.00
------Time-(tf)
---
2.10
Right Turn Minor Road
5.50
2.60
'
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
[1
HCS: Unsignalized Intersections Release 2.lg Page 2
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
211
153
Potential Capacity:
(pcph)
1082
1158
Movement Capacity:
(pcph)
1082
1158
Prob. of Queue -Free
State:
0.96
0.76
--------------------------------------------------------
Step 2: LT from Major
Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
211
169
Potential Capacity:
(pcph)
1360
1424
Movement Capacity:
(pcph)
1360
1424
Prob. of Queue -Free
State:
0.98
0.91
--------------------------------------------------------
Step 3: TH from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
527
511
Potential Capacity:
(pcph)
577
588
Capacity Adjustment
Factor
due to Impeding Movements
0.89
0.89
Movement Capacity:
(pcph)
512
522
Prob. of Queue -Free
State:
0.63
0.58
--------------------------------------------------------
Step 4: LT from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
738
616
Potential Capacity:
(pcph)
396
466
Major LT, Minor TH
Impedance Factor:
0.51
0.56
Adjusted Impedance
Factor:
0.62
0.65
Capacity Adjustment
Factor
due to Impeding Movements
0.47
0.63
Movement Capacity:
--------------------------------------------------------
(pcph)
186
293
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Approach
Rate
Cap
Cap Delay
Length LOS
Delay
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/veh)
--------
NB L
------
98
------
186
-------------
39.1
------- -----
2.5 E
---------
NB T
191
512
>
19.2
NB R
41
1082
> 565 10.7
2.1 C
' SB L
SB T
SB R
' EB L
WB L
75 293
220 522 >
278 1158 > 753
133 1424
29 1360
16.5
1.0
C
14.0
13.6
5.0
C
2.8
0.3
A 0.9
2.7
0.0
A 0.4
' Intersection Delay = 9.5 sec/veh
HCS: Unsignalized Intersections Release 2.1g Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Streets: (N-S) JFR (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst...... .......... GC
Date of Analysis.......... 10/1; 8
Other Information ......... EX ST BG TOT AM PM
Two-way Stop -controlled Interse ion
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R -L-- T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
1 1 1
Y
115 200 60
.95 .95 .95
0
1.10
----------------
1 1 < 0
N
25 130 30
.95 .95 .95
0
1.10
----------------
1 2 < 0
85 165 35
.95 .95 .95
0
1.10 1.10 1.10
----------------
1 2 < 0
65 190 240
.95 .95 .95
0
1.10 1.10 1.10
---------------
Adjustment
Factors
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
------------------------------------------
Left Turn Major Road
5.00
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
42
58
Potential Capacity:
(pcph)
1318
1294
Movement Capacity:
(pcph)
1318
1294
Prob. of Queue -Free
State:
0.99
0.96
--------------------------------------------------------
Step 2: LT from Major
Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
42
64
Potential Capacity:
(pcph)
1637
1598
Movement Capacity:
(pcph)
1637
1598
Prob. of Queue -Free
State:
0.99
0.98
--------------------------------------------------------
Step 3: TH from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
153
148
Potential Capacity:
(pcph)
907
912
Capacity Adjustment
Factor
due to Impeding Movements
0.97
0.97
Movement Capacity:
(pcph)
878
883
Prob. of Queue -Free
State:
0.92
0.91
--------------------------------------------------------
Step 4: LT from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
212
184
Potential Capacity:
(pcph)
798
828
Major LT, Minor TH
Impedance Factor:
0.88
0.89
Adjusted Impedance
Factor:
0.91
0.92
Capacity Adjustment
Factor
due to Impeding Movements
0.87
0.91
Movement Capacity:
--------------------------------------------------------
(pcph)
692
753
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared
Total
Queue
Approach
Dela
1
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/vy--
(sec/veh)
---e-e-t
NB
L
-Rate-
35
-Cap--
692
-Cap--
-Delay-
5.5
-Length
0.0
-LOS-
B
NB
T
69
878
>
4.6
1
NB
R
12
1318
> 924
4.3
0.2
A
SB
L
23
753
4.9
0.0
A
'
SB
T
81
883
>
4.2
SB
R
58
1294
> 1018
4.1
0.5
A
EB
L
29
1598
2.3
0.0
A
0.7
WB
L
23
1637
2.2
0.0
A
0.6
' Intersection Delay = 2.9 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
---------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
Streets: (N-S) JFK (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 10/1� �98
Other Information ..... ....EX 1�S.T�/) BG TOT 1\AM1 PM
Two-way Stop -controlled Interse ion �J
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
1 1 1
Y
25 40 20
.95 .95 .95
0
1.10
----------------
1 1 < 0
N
20 50 10
.95 .95 .95
0
1.10
•---------------
1 2 < 0
30 60 10
.95 .95 .95
0
1.10 1.10 1.10
---------------
Adjustment Factors
1 2 < 0
20 70 50
.95 .95 .95
0
1.10 1.10 1.10
•--------------
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
------------------------------------------------------------------
Left Turn Major Road
5.00
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
APPENDIX E
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g
10-16-1998
Center For Microcomputers
In Transportation
-------------------------------------------------
Streets: (E-W)
HARMONY
(N-S) JFK
Analyst: GC
File Name:
Area Type:
Othe
ST TOT
10-16-98
AM
Comment: EX
------------------------------------------
-------------------------------------------
Eastbound
Westbound
----------------------------
Northbound
Southbound
L T R
L T R
L T R
L T R
---- ---- ----
No. Lanes
---- ---- ----
1 2 1
---- ---- ----
1 2 1
---- ---- ----
0 > 0 < 0
2 0 1
Volumes
320 970 15
30 1095 230
10
35
250 300
Lane W (ft)
12.0 12.0 12.0
12.0 12.0 12.0
12.0
12.0 12.0
RTOR Vols
0
50
0
100
Lost Time
3.00 3.00 3.00
3.00 3.00 3.00
3.00 3.00
3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2
3 4
5
6 7 8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
g
*
Right
eds
Peds
NB Right
EB Right
SB Right
WB Right
Green
25.OA 45.OP
Green 26.OA
8.OA
Yellow/AR
0.0 6.0
Yellow/AR 5.0
5.0
Cycle Length: 120 secs Phase combination order: #1 #2
#5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane
Group: Adj Sat v/c g/C
Approach:
Mvmts
Cap Flow
Ratio Ratio Delay
-----
LOS Delay LOS
--- ----- ---
-----
EB L
-----------
387 1770
----- -----
0.871 0.608 36.2
D 15.0 B
T
2266 3725
0.473 0.608 8.5
B
R
963 1583
0.017 0.608 6.0
B
WB L
91 227
0.352 0.400 17.2
C 22.1 C
T
1490 3725
0.813 0.400 23.2
C
R
633 1583
0.298 0.400 15.9
C
NB LR
122 1466
0.393 0.083 34.8
D 34.8 D
SB L
826 3539
0.328 0.233 24.8
C 26.1 D
R
369 1583
0.571 0.233 27.9
D
Intersection Delay = 19.9 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 12.0
-----------------------------------------------------------------------
sec Critical v/c(x) =
0.749
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4g
10-16-1998
Center
For Microcomputers
In Transportation
---------------------------------------------------------------
Streets: (E-W)
HARMONY
(N-S) JFK
Analyst: GC
File Name:
Area Type:
Comment: EX
Ot
BG TOT
AM PM
10-16-98
-----------------------------------------------------------------------
Eastbound
Westbound
Northbound
Southbound
L
T R
L T
R
L T
R
L T
R
No. Lanes
----
1
---- ----
2 1
---- ----
1 2
----
1
---- ----
0 > 0 <
----
0
---- ----
2 0
----
1
Volumes
175
1010 20
30 640
100
25
30
100
80
Lane W (ft)
12.0
12.0 12.0
12.0 12.0
12.0
12.0
12.0
12.0
RTOR Vols
0
25
0
25
Lost Time
3.00
3.00 3.00
3.00 3.00
3.00
3.00
3.00
3.00
3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination
1 2
3 4
5
6 7
8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
10.OA
55.OP
Green 23.OA 16.OA
Yellow/AR
0.0
6.0
Yellow/AR 5.0
5.0
Cycle Length:
120
secs Phase
combination
order: #1
#2 #5 #6
-----------------------------------------------------------------------
Intersection
Performance
Summary
Lane
Group:
Adj Sat
v/c
g/C
Approach:
Mvmts
Cap
Flow
Ratio
Ratio Delay
LOS Delay
LOS
---
-----
EB L
----
250
-------
1770
-----
0.736
----- -----
0.567 16.6
--- -----
C 11.4
B
T
2111
3725
0.529
0.567 10.6
B
R
897
1583
0.023
0.567 7.4
B
WB L
90
187
0.355
0.483 13.5
B 12.7
B
T
1801
3725
0.393
0.483 12.9
B
R
765
1583
0.103
0.483 10.9
B
NB LR
226
1504
0.257
0.150 29.3
D 29.3
D
SB L
737
3539
0.146
0.208 25.1
D 25.1
D
R
330
1583
0.176
0.208 25.2
D
Intersection
Delay =
13.2 sec/veh Intersection
LOS
= B
Lost Time/Cycle,
-----------------------------------------------------------------------
L = 9.0
sec Critical
v/c(x)
= 0.447
HCS: Unsignalized Intersections Release 2.ig Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
205
145
Potential Capacity:
(pcph)
1090
1169
Movement Capacity:
(pcph)
1090
1169
Prob. of Queue -Free
State:
0.97
0.76
--------------------------------------------------------
Step 2: LT from Major
Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
205
158
Potential Capacity:
(pcph)
1369
1441
Movement Capacity:
(pcph)
1369
1441
Prob. of Queue -Free
State:
0.98
0.91
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
505
492
Potential Capacity:
(pcph)
593
602
Capacity Adjustment
Factor
due to Impeding Movements
0.89
0.89
Movement Capacity:
(pcph)
529
537
Prob. of Queue -Free
State:
0.64
0.59
--------------------------------------------------------
Step 4: LT from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
718
594
Potential Capacity:
(pcph)
406
480
Major LT, Minor TH
Impedance Factor:
0.53
0.57
Adjusted Impedance
Factor:
0.63
0.66
Capacity Adjustment
Factor
due to Impeding Movements
0.48
0.64
Movement Capacity:
--------------------------------------------------------
(pcph)
195
308
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Approach
LOS
Delay
'
Movmn
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(secveh)
- ec/ve--
---e-e-t
NB
L
-Rate-
98
-Cap--
195
-Cap-- -Delay-
35.8
-Length
2.3
E
NB
T
191
529
>
18.0
NB
R
35
1090
> 575 10.3
2.0
C
SB
L
69
308
15.0
0.9
C
SB
T
220
537
>
13.1
SB
R
278
1169
> 769 12.9
4.8
C
EB
L
133
1441
2.8
0.2
A
0.9
WB
L
23
1369
2.7
0.0
A
0.3
I
Intersection Delay =
9.0 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
Streets: (N-S) JFR (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 10/ 98
Other Information ..... ....EX ZST 'BG TOT AM PM
Two-way Stop -controlled Interse io
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MCI M
SU/RV's M
CV's M
PCE's
------------
1 1 1
Y
115 195 60
.95 .95 .95
0
1.10
---------------
1 1 < 0
N
20 125 25
.95 .95 .95
0
1.10
•---------------
1 2 < 0
85 165 30
.95 .95 .95
0
1.10 1.10 1.10
•---------------
1 2 < 0
60 190 240
.95 .95 .95
0
1.10 1.10 1.10
--------------
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
Gap(tg)
Time (--
--------
Left Turn Major Road
-------------------------
5.00
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor
Road 6.00
3.30
Left Turn Minor Road
6.50
3.40
HCS_-Unsignalized_ Intersections
Release -2.1gPage -2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows: (vph)
37
50
Potential Capacity: (pcph)
1326
1306
Movement Capacity: (pcph)
1326
1306
Prob. of Queue -Free State:
0.99
0.96
Step 2: LT from Major Street
WB
EB
--------------------------------------------------------
Conflicting Flows: (vph)
37
52
Potential Capacity: (pcph)
1646
1619
Movement Capacity: (pcph)
1646
1619
Prob. of Queue -Free State:
0.99
0.98
Step 3: TH from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows: (vph)
131
128
Potential Capacity: (pcph)
931
935
Capacity Adjustment Factor
due to Impeding Movements
0.97
0.97
Movement Capacity: (pcph)
904
908
Prob. of Queue -Free State:
0.92
0.91
--------------------------------------------------------
Step 4: LT from Minor Street
---- --- --- ----- ------ ---------------NB-----------SB
Conflicting Flows: (vph)
192
166
Potential Capacity: (pcph)
820
849
Major LT, Minor TH
Impedance Factor:
0.88
0.90
Adjusted Impedance Factor:
0.91
0.92
Capacity Adjustment Factor
due to Impeding Movements
0.87
0.91
Movement Capacity: (pcph)714----------775
-------------------------
---------------Intersection
Performance Summary
Avg.
95%
Flow Move Shared
Total
Queue
Approach
LOS
Movemn(pcph) (pcph) (pcph)(sec/veh)
(veh)
seceh)
(sec/vy--
-----e-t -Rate- -Cap-- -Cap--
NB L 35 714
-Delay-
5.3
-Length
0.0
B
NB T 69 904 >
4.5
NB R 12 1326 > 949
4.1
0.2
A
SB L 18 775
4.8
0.0
A
SB T 81 908 >
4.1
SB R 58 1306 > 1040
4.0
0.5
A
EB L 29 1619
2.3
0.0
A
0.7
WB L 18 1646
2.2
0.0
A
0.5
' Intersection Delay =
2.9 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Streets: (N-S) JFR (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 10/1 98
Other Information ..... ....EX S BG TOT O PM
Two-way Stop -controlled Interse io
-----------------------------------------
-----------------------------------------
Eastbound Westbound
L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
------------
1 1 1
Y
25 35 20
.95 .95 .95
0
1.10
---------------
1 1 < 0
N
15 45 5
.95 .95 .95
0
1.10
---------------
Northbound
L T R
1 2 < 0
30 60 10
.95 .95 .95
0
1.10 1.10 1.10
---------------
Southbound
L T R
1 2 < 0
15 70 50
.95 .95 .95
0
1.10 1.10 1.10
---------------
'
Adjustment Factors
Vehicle
Critical
Follow-up
'
Maneuver
Gap
-----------------------------
Left Turn Major Road
-(tg)------------Time
5.00
- --
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor
Road 6.00
3.30
Left Turn Minor Road
6.50
3.40
I
I
1
APPENDIX D
1
1
1
[1'
I
t
C
I
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g
10-16-1998
Transportation
-------------Center -For -Microcomputers
Streets: (E-W) HARMONY
-In-
(N-S) JFK
---------------
Analyst: GC
File Name:
Area Type: OtheK
Comment: EX ST
10-16-98
BG TOT AM PM
----------------------------------------------------------------------
Eastbound
Westbound
Northbound
Southbound
L
T R
L T R
L T
R
L T R
No. Lanes
----
1
---- ----
2 1
---- ---- ----
1 2 1
---- ---- ----
0 > 0 <
0
---- ---- ----
2 0 1
Volumes
195
945 15
30 1075 185
10
25
160 180
Lane W (ft)
12.0
12.0 12.0
12.0 12.0 12.0
12.0
12.0 12.0
RTOR Vols
0
50
0
100
Lost Time 13.00
3.00 3.00
3.00 3.00 3.00
3.00 3.00
3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination
1 2
3 4
5
6 7 8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green 15.OA
55.OP
Green 26.OA
8.OA
Yellow/AR 0.0
6.0
Yellow/AR 5.0
5.0
Cycle Length: 120
secs Phase
combination order: #1 #2 #5
#6
-----------------------------------------------------------------------
Intersection
Performance Summary
Lane Group:
Adj Sat
v/c g/C
Approach:
Mvmts Cap
Flow
Ratio Ratio Delay
LOS
Delay LOS
----- ----
EB L 239
-------
1770
----- ----- -----
0.858 0.608 38.4
---
D
----- ---
13.2 B
T 2266
3725
0.461 0.608 8.4
B
R 963
1583
0.017 0.608 6.0
B
WB L 107
222
0.298 0.483 12.6
B
15.3 C
T 1801
3725
0.660 0.483 15.8
C
R 765
1583
0.186 0.483 11.4
B
NB LR 123
1478
0.300 0.083 33.8
D
33.8 D
SB L 826
3539
0.209 0.233 24.0
C
24.0 C
R 369
1583
0.227 0.233 24.1
C
Intersection
Delay = 15.4 sec/veh Intersection
LOS = C
Lost Time/Cycle, L = 12.0
-----------------------------------------------------------------------
sec Critical v/c(x) =
0.552
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4g
10-16-1998
Microcomputers
Transportation
-------------Center -For
Streets: (E-W) HARMONY
-In-
(N-S) JFK
--T------------
Analyst: GC
File Name:
Area Type ther
Comment: EX ST
10-16-98
BG TOT AM PM
'
Eastbound
Westbound Northbound
Southbound
L
T R
L T
R L T
R
L T R
----
No. Lanes 1
---- ----
2 1
---- ----
1 2
---- ---- ----
1 0 > 0 <
----
0
---- ---- ----
2 0 1
Volumes 65
985 20
30 625
65 20
25
40 45
Lane W (ft) 12.0
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
25
0
25
'
Lost Time 3.00
3.00 3.00
3.00 3.00
3.00 3.00
3.00
3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination
1 2
3 4
5
6 7 8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
'
Peds
Peds
WB Left
*
SB Left
Thru
Right
*
*
Thru
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green 10.OA
55.OP
Green 23.OA
16.OA
Yellow/AR 0.0
6.0
Yellow/AR 5.0
5.0
'
Cycle Length: 120
secs Phase
combination
order: #1
#2 #5
#6
-----------------------------------------------------------------------
Intersection
Performance
Summary
Lane- Group
AdFlSat
Approchc--
'
Mvmts Cap
Flow
Ratio
Ratio Delay
LOS
Delay
Delay LOS
EB L 258
1770
-v/c-
0.264
-g/C- Delay
0.567 8.4
---
B
10.3 B
T 2111
3725
0.516
0.567 10.5
B
R 897
1583
0.023
0.567 7.4
B
WB L 92
190
0.349
0.483 13.4
B
12.7 B
T 1801
3725
0.384
0.483 12.8
B
'
R 765
1583
0.055
0.483 10.6
B
NB LR 226
1504
0.208
0.150 29.0
D
29.0 D
SB L 737
3539
0.058
0.208 24.6
C
24.6 C
R 330
1583
0.064
0.208 24.6
C
Intersection
Delay =
12.1 sec/veh Intersection
LOS = B
Lost Time/Cycle,
L = 9.0
sec Critical
v/c(x)
= 0.364
-----------------------------------------------------------------------
1
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
297
' Potential Capacity:
(pcph)
979
Movement Capacity:
(pcph)
979
Prob. of Queue -Free
State:
0.99
Step 2: LT from Major
Street
WB EB
--------------------------------------------------------
Conflicting Flows:
(vph)
305
'
Potential Capacity:
(pcph)
1227
Movement Capacity:
(pcph)
1227
Prob. of Queue -Free
State:
1.00
--------------------------------------------------------
Step 4: LT from Minor
Street
NB SB
--------------------------------------------------------
Conflicting Flows:
(vph)
470
'
Potential Capacity:
(pcph)
566
Major LT, Minor TH
Impedance Factor:
1.00
Adjusted Impedance
Factor:
1.00
Capacity Adjustment
Factor
due to Impeding Movements
1.00
' Movement Capacity:
-------------------------
(pcph)---------------563
-------------
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Approach
Rate
Cap
Cap Delay
Length LOS
Delay
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/veh)
--------
NB L
------
12
------
563
-------------
>
------- -----
---------
656 5.6
0.0 B
5.6
NB R
6
979
>
WB L
6
1227
2.9
0.0 A
0.1
Intersection Delay = 0.2 sec/veh
HCS: Unsignalized Intersections Release 2.1g Page 1
---------------------------------------------------------------------
---------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
---------------------------------------------------------------------
---------------------------------------------------------------------
Streets: (N-S) ACCESS (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 0/16/98
Other Information........ EX ST TO AM PM
Two-way Stop -controlled In rsectio
---------------------------------------------------------------------
---------------------------------------------------------------------
Eastbound I Northbound I Southboundd
LR LR Ld L
No. Lanes 1 0 1 < 0 1 1 1 0 1 0 > 0 < 0 1 0 0 0
Stop/Yield
' Volumes
PHF
Grade
' MC's M
SU/RV's M
CV's M
N
275 15
.95 .95
0
5 160
.95 .95
0
N
10 5
95 .95
0
PCE's 1 11.10 11.10 1.101
-----------------------------------------------------------------------
Adjustment Factors
' Vehicle Critical Follow-up
Maneuver------------------------------Gap-(tg)------------Time - --
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
56
' Potential Capacity:
(pcph)
1297
Movement Capacity:
(pcph)
1297
Prob. of Queue -Free
State:
1.00
Step 2: LT from Major
Street
WB EB
--------------------------------------------------------
Conflicting Flows:
(vph)
58
'
Potential Capacity:
(pcph)
1609
Movement Capacity:
(pcph)
1609
Prob. of Queue -Free
State:
1.00
--------------------------------------------------------
Step 4: LT from Minor Street
NB SB
--------------------------------------------------------
Conflicting Flows:
(vph)
118
'
Potential Capacity:
(pcph)
905
Major LT, Minor TH
Impedance Factor:
1.00
'
Adjusted Impedance Factor:
1.00
Capacity Adjustment
Factor
due to Impeding Movements
1.00
Movement Capacity:
-------------------------
(pcph)---------------902
-------------
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Approach
Rate
Cap
Cap Delay
Length
LOS Delay
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
(sec/veh)
--------
NB L
------
12
------
902
-------------
>
-------
----- ---------
1004 3.7
0.0
A 3.7
NB R
6
1297
>
WB L
6
1609
2.2
0.0
A 0.2
Intersection Delay = 0.5 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Streets: (N-S) ACCESS (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... 0/16/98
Other Information........ EX ST TOT PM
Two-way Stop -controlled In rsection
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T -R-- L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
0 1 < 0
N
50 5
.95 .95
0
----------------
1 1 0
N
5 55
.95 .95
0
1.10
---------------
0 > 0 < 0
10 5
.95 .95
0
1.10 1.10
Adjustment Factors
0 0 0
Vehicle
Critical
Follow-up
'
Maneuver
Gap(tg)
Time
-------------------------------------------
Left Turn Major Road
5.00
--
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
1
II
[1
HCS: Unsignalized Intersections Release 2.lg Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
205
145
Potential Capacity:
(pcph)
1090
1169
Movement Capacity:
(pcph)
1090
1169
Prob. of Queue -Free
State:
0.97
0.77
--------------------------------------------------------
Step 2: LT from Major Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
205
158
Potential Capacity:
(pcph)
1369
1441
Movement Capacity:
(pcph)
1369
1441
Prob. of Queue -Free
State:
0.98
0.91
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
500
487
Potential Capacity:
(pcph)
596
606
Capacity Adjustment
Factor
due to Impeding Movements
0.90
0.90
Movement Capacity:
(pcph)
534
543
Prob. of Queue -Free
State:
0.69
0.65
--------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
697
579
Potential Capacity:
(pcph)
418
489
Major LT, Minor TH
Impedance Factor:
0.58
0.61
Adjusted Impedance Factor:
0.67
0.70
Capacity Adjustment
Factor
due to Impeding Movements
0.52
0.68
Movement Capacity:
--------------------------------------------------------
(pcph)
216
331
Flow
Rate
Movement
(pcph)
NB L
64
NB T
168
NB R
35
' SB L
SB T
SB R
EB L
WB L
Intersection Performance Summary
Move
Cap
(pcph)
216
534
1090
Avg. 95%
Shared Total Queue
Cap Delay Length
(pcph)(sec/veh) (veh)
23.5 1.2
> 585 9.4 1.7
75
331
191
543 >
272
1169 > 792
128
1441
23
1369
14.0 0.9
10.7 3.9
Approach
LOS
Delay
(sec/veh)
---------
-----
D
12.8
B
C
11.2
C
2.7 0.2 A 0.8
2.7 0.0 A 0.3
IIntersection Delay = 6.9 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
Streets: (N-S) JFK (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis .........��0/16/98
Other Information........4E7ft ST BG AM PM
Two-way Stop -controlled In eisection
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MCIs M
SU/RVIs M
CVIs M
PCEIs
------------
1 1 1
Y
110 195 55
.95 .95 .95
0
1.10
---------------
1 1 < 0
N
20 125 25
.95 .95 .95
0
1.10
----------------
1 2 < 0
55 145 30
.95 .95 .95
0
1.10 1.10 1.10
•---------------
1 2 < 0
65 165 235
.95 .95 .95
0
1.10 1.10 1.10
--------------
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
------------------------------------------
Left Turn Major Road
5.00
2.10
' Right Turn Minor Road
5.50
2.60
Through Traffic Minor
Road 6.00
3.30
Left Turn Minor Road
6.50
3.40
HCS: Unsignalized Intersections Release 2.lg Page 2
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows:
(vph)
37
52
Potential Capacity:
(pcph)
1326
1303
Movement Capacity:
(pcph)
1326
1303
Prob. of Queue -Free
State:
1.00
0.96
--------------------------------------------------------
Step 2: LT from Major
Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
37
58
Potential Capacity:
(pcph)
1646
1609
Movement Capacity:
(pcph)
1646
1609
Prob. of Queue -Free
State:
0.99
0.98
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
132
126
Potential Capacity:
(pcph)
930
937
Capacity Adjustment
Factor
due to Impeding Movements
0.97
0.97
Movement Capacity:
(pcph)
907
913
Prob. of Queue -Free
State:
0.96
0.93
--------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
180
146
Potential Capacity:
(pcph)
833
872
Major LT, Minor TH
Impedance Factor:
0.91
0.94
Adjusted Impedance Factor:
0.93
0.95
Capacity Adjustment
Factor
due to Impeding Movements
0.89
0.95
Movement Capacity:
--------------------------------------------------------
(pcph)
743
826
Flow
Rate
Movement
(pcph)
--------
NB L
------
12
NB T
35
NB R
6
' SB L
SB T
SB R
' EB L
WB L
Intersection Performance Summary
Move
Cap
(pcph)
743
907 >
1326 >
Avg. 95%
Shared Total Queue
Cap Delay Length
(pcph)(sec/veh) (veh)
--------------------
4.9 0.0
951 4.0 0.0
18 826
64 913 >
52 1303 > 1054
29 1609
12 1646
4.5 0.0
3.8 0.3
Approach
LOS
Delay
-----
(sec/veh)
---------
A
4.2
A
A
3.9
A
2.3 0.0 A 0.7
2.2 0.0 A 0.3
Intersection Delay = 2.4 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Streets: (N-S) JFR (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis ...... ....����0/16/98
Other Information........{E7� ST BG OT AM PM
Two-way Stop -controlled In rsection
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
1 1 1
Y
25 35 20
.95 .95 .95.
0
1.10
----------------
1 1 < 0
N
10 45 10
.95 .95 .95
0
1.10
---------------
1 2 < 0
10 30 5
.95 .95 .95
0
1.10 1.10 1.10
----------------
1 2 < 0
15 55 45
.95 .95 .95
0
1.10 1.10 1.10
---------------
' Adjustment
Factors
Vehicle
Critical
Follow-up
'
Maneuver
(tg)
------------------------------Gap
Left Turn Major Road
------------Time
5.00
- --
2.10
Right Turn Minor Road
5.50
2.60
1 Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
i
6.50
3.40
1
APPENDIX C
TRAFFIC VOLUME GUIDELINES FOR DESIGN OF RIGHT TURN LANES
2 — LANE HIGHWAYS
100
x
c' 60 FULL• WIOTH TURN LANE
0
x
Y
Q
W
z 60
o:
Warranted?
Yes_
No K
20 NOTE: For ported speeds at or under 45 mph,
peak hour right turns greater than 40, vph,
and total peak hour approach Ins than 300 vph,
adjust right turn volumes.
DAdjust peak hour right turns
Peak hour right turns — 20
100 200 300 400 500 600 700
TOTAL PEAK HOUR APPROACH VOLUME (VPH)
�n Location: �ojx4K - Atce! 5 Etj 2"r Time: ST &M
2 — LANE HIGHWAYS
100
> Warranted?
FULL- WIDTH TURN LANE
80 Yes_
0
s
Y
Q
W
= 60
z
No
o:•
►• 40
x
c�
20 NOTE: For ported speeds at or un er 45 mph,
peak hour right turns pre then 40 vph,
and total peak hour ap lets than 300 vph,
adjust right turn volume
Adjust peak hour right turns •
Peak hour right turns — 20
100 200 3 400 Soo 600 700
TOTAL PEA0 HOUR APPROACH VOLUME (VPH)
Location: rvu IMa•, - ,Q-rGes5 C 13 R_:-7 Time: ST [26q
' Source: NCHRPR 279 Intersection Channelization Design Guide TRB Nov. 1985
APPENDIX B
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g
10-16-1998
Center
For Microcomputers
In Transportation
--------------------------------------------------------------
Streets: (E-W)
HARMONY
(N-S) JFK
Analyst: GC
File Name:
Area Type�ther
Comment: X
ST
BG TOT
10-16-98
AM PM
1.
Eastbound
Westbound
Northbound
Southbound
L
T R
L T R
L T
R
L T
R
No. Lanes
----
1
---- ----
2 1
---- ---- ----
1 2 1
---- ----
0 > 0 <
----
0
---- ----
2 0
----
1
Volumes
192
943 15
31 1075 187
8
23
162
179
Lane W (ft)
12.0
12.0 12.0
12.0 12.0 12.0
12.0
12.0
12.0
RTOR Vols
0
50
0
100
Lost Time
3.00
3.00 3.00
3.00 3.00 3.00
3.00
3.00
3.00
3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination
1 2
3 4
5
6 7
8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
15.OA
55.OP
Green 26.OA 8.OA
Yellow/AR
0.0
6.0
Yellow/AR 5.0
5.0
Cycle Length:
120
secs Phase
combination order: #1
#2 #5 #6
-----------------------------------------------------------------------
Intersection
Performance Summary
Lane Group:
Adj Sat
v/c g/C
Approach:
Mvmts
Cap
Flow
Ratio Ratio Delay
LOS Delay
LOS
-----
EB L
----
239
-------
1770
----- ----- -----
0.845 0.608 36.8
--- -----
D 12.9
---
B
T
2266
3725
0.460 0.608 8.4
B
R
963
1583
0.017 0.608 6.0
B
WB L
108
223
0.307 0.483 12.7
B 15.3
C
T
1801
3725
0.660 0.483 15.8
C
R
765
1583
0.188 0.483 11.4
B
NB LR
122
1469
0.261 0.083 33.6
D 33.6
D
SB L
826
3539
0.213 0.233 24.0
C 24.0
C
R
369
1583
0.225 0.233 24.1
C
Intersection
Delay = 15.2 sec/veh Intersection
LOS
= C
Lost Time/Cycle,
-----------------------------------------------------------------------
L = 12.0
sec Critical v/c(x)
= 0.548
HCM: SIGNALIZED
INTERSECTION SUMMARY
Version 2.4g
10-16-1998
Transportation
-------------Center -For -Microcomputers
Streets: (E-W) HARMONY
-In-
(N-S) JFR
---------------
Analyst: GC
File Name:
'
Area Typether
Comment:(EX)
10-16-98
ST BG TOT PM
----------z
--------
Eastbound
______________________________________
Westbound Northbound
Southbound
L T R
L T
R L T
R
L T R
No. Lanes
---- ---- ----
1 2 1
---- ----
1 2
---- ---- ----
1 0 > 0 <
----
0
---- ---- ----
2 0 1
Volumes
63 984 18
28 624
67 20
23
38 42
Lane W (ft)
12.0 12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
25
0
25
Lost Time
3.00 3.00 3.00
3.00 3.00
3.00 3.00
3.00
3.00 3.00
-----------------------------------------------------------------------
Signal Operations
'
Phase Combination
1 2
3 4
5
6 7 8
EB Left
* *
NB Left
Thru
* *
Thru
Right
* *
Right
'
Peds
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
10.OA 55.OP
Green 23.OA
16.OA
Yellow/AR
0.0 6.0
Yellow/AR 5.0
5.0
Cycle Length:
120 secs Phase
combination
order: #1
#2 #5
#6
-----------------------------------------------------------------------
Intersection
Performance
Summary
Lane- Group Adj
Approach:
'
Mvmts
Cap Flow low
Ratio
Ratio Delay
LOS
Delay LOS
EB L
258 1770
-v/c-
0.256
-g/C- Delay
0.567 8.4
---
B
--
10.3 B
T
2111 3725
0.515
0.567 10.5
B
R
897 1583
0.021
0.567 7.4
B
WB L
92 190
0.316
0.483 12.9
B
12.6 B
T
1801 3725
0.383
0.483 12.8
B
R
765 1583
0.059
0.483 10.6
B
NB LR
226 1507
0.199
0.150 28.9
D
28.9 D
SB L
737 3539
0.056
0.208 24.6
C
24.6 C
'
R
330 1583
0.055
0.208 24.6
C
Intersection
Delay =
12.0 sec/veh Intersection
LOS = B
Lost Time/Cycle, L = 9.0
-----------------------------------------------------------------------
sec Critical
v/c(x)
= 0.361
HCS: Unsignalized Intersections Release 2.lg Page 2
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
198
138
Potential Capacity: (pcph)
1099
1179
Movement Capacity: (pcph)
1099
1179
Prob. of Queue -Free State:
0.97
0.77
--------------------------------------------------------
Step 2: LT from Major Street
WB
EB
--------------------------------------------------------
Conflicting Flows: (vph)
198
150
Potential Capacity: (pcph)
1380
1454
Movement Capacity: (pcph)
1380
1454
Prob. of Queue -Free State:
0.98
0.91
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows: (vph)
482
470
Potential Capacity: (pcph)
609
618
Capacity Adjustment Factor
due to Impeding Movements
0.90
0.90
Movement Capacity: (pcph)
547
555
Prob. of Queue -Free State:
0.69
0.66
--------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
--------------------------------------------------------
Conflicting Flows: (vph)
680
562
Potential Capacity: (pcph)
428
500
Major LT, Minor TH
Impedance Factor:
0.59
0.62
Adjusted Impedance Factor:
0.68
0.70
Capacity Adjustment Factor
due to Impeding Movements
0.53
0.68
Movement Capacity: (pcph)
--------------------------------------------------------
225
342
Intersection Performance Summary
Avg.
95%
Flow
Move
Shared Total
Queue
Rate
Cap
Cap Delay
Length LOS
Movement
(pcph)
(pcph)
(pcph)(sec/veh)
(veh)
--------
NB L
------
64
------
225
-------------
22.2
------- -----
1.1 D
NB T
171
547
>
NB R
30
1099
> 591 9.2
1.6 B
' SB L
SB T
SB R
' EB L
WB L
62
342
189
555 >
271
1179 > 806
127
1454
21
1380
Approach
Delay
(sec/veh)
12.3
12.8
0.7
C
10.5
10.2
3.8
C
2.7
0.2
A 0.8
2.6
0.0
A 0.3
Intersection Delay = 6.6 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
----------------------------------------------------------------
Streets: (N-S) JFK (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis.......... /16/98
Other Information........ EX ST BG TOT AM PM
Two-way Stop -controlled I section
---------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's M
CV's M
PCE's
1 1 1
Y
109 188 54
.95 .95 .95
0
1.10
----------------
1 1 < 0
N
18 120 23
.95 .95 .95
0
1.10
•---------------
1 2 < 0
55 147 26
.95 .95 .95
0
1.10 1.10 1.10
---------------
1 2 < 0
53 163 234
.95 .95 .95
0
1.10 1.10 1.10
•--------------
' Adjustment Factors
' Vehicle Critical Follow-up
Maneuver ----------------------------- Gap (tg)------------Time-(tf)
Left Turn Major Road 5.00 2.10
Right Turn Minor Road 5.50 2.60
Through Traffic Minor Road 6.00 3.30
Left Turn Minor Road 6.50 3.40
HCS: Unsignalized Intersections Release 2.lg Page 2
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from•Minor Street NB SB
Conflicting Flows:
(vph)
35
44
Potential Capacity:
(pcph)
1329
1315
Movement Capacity:
(pcph)
1329
1315
Prob. of Queue -Free
State:
0.99
0.96
--------------------------------------------------------
Step 2: LT from Major
Street
WB
EB
--------------------------------------------------------
Conflicting Flows:
(vph)
35
46
Potential Capacity:
(pcph)
1650
1630
Movement Capacity:
(pcph)
1650
1630
Prob. of Queue -Free
State:
1.00
0.98
--------------------------------------------------------
Step 3: TH from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
112
110
Potential Capacity:
(pcph)
953
955
Capacity Adjustment
Factor
due to Impeding Movements
0.98
0.98
Movement Capacity:
(pcph)
933
935
Prob. of Queue -Free
State:
0.96
0.93
--------------------------------------------------------
Step 4: LT from Minor
Street
NB
SB
--------------------------------------------------------
Conflicting Flows:
(vph)
160
130
Potential Capacity:
(pcph)
855
890
Major LT, Minor TH
Impedance Factor:
0.91
0.94
Adjusted Impedance
Factor:
0.93
0.95
Capacity Adjustment
Factor
due to Impeding Movements
0.90
0.95
Movement Capacity:
--------------------------------------------------------
(pcph)
768
845
Flow
Rate
Movement
(pcph)
NB L
14
NB T
37
NB R
7
SB L
SB T
SB R
' EB L
WB L
Intersection Performance Summary
Move
Cap
(pcph)
768
933
1329
Avg. 95%
Shared Total Queue
Cap Delay Length
(pcph)(sec/veh) (veh)
--------------------
4.8 0.0
> 979 3.9 0.0
19 845
63 935 >
50 1315 > 1072
29 1630
6 1650
4.4
0.0
3.8
0.3
2.2
0.0
2.2
0.0
Approach
LOS
Delay
(sec/veh)
---------
-----
A
4.1
A
A
3.8
A
A 0.7
A 0.2
Intersection Delay = 2.4 sec/veh
HCS: Unsignalized Intersections Release 2.lg Page 1
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Streets: (N-S) JFR (E-W) TROUTMAN
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... GC
Date of Analysis ......... 8(0/16/98 �\
Other Information........ ST BG TOT CAM PM
Two-way Stop -controlled Irsection
-----------------------------------------------------------------------
-----------------------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- - ---I---- ---- ----
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's M
SU/RV's ($)
CV's M
PCE's
------------
1 1 1
Y
25 33 18
.95 .95 .95
0
1.10
1 1 < 0
N
5 39 5
.95 .95 .95
0
1.10
---------------
1 2 < 0
12 32 6
.95 .95 .95
0
1.10 1.10 1.10
----------------
Adjustment Factors
1 2 < 0
16 54 43
.95 .95 .95
0
1.10 1.10 1.10
---------------
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
------------------------------------------------------------------
Left Turn Major Road
5.00
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.00
3.30
Left Turn Minor Road
6.50
3.40
APPENDIX A
X. CONCLUSIONS
Based upon the analyses, investigations, and findings documented in earlier sections
of this report, the following can be concluded:
• Current roadway operations in the area of JFK Senior Apartments are ac-
ceptable during all peak hour periods.
• Site traffic associated with the JFK Senior Apartments development is ex-
pected to be 17 morning peak hour trips, 25 afternoon peak hour trips, and
263 trips per day. These trips are considered minor.
• The impacts of site generated traffic are negligible. This is evidenced by
the finding that overall intersection levels of service remain constant
whether or not JFK Senior Apartments is developed. This finding applies to
all investigated time frames.
• Per City criteria, traffic operations will be acceptable with the proposed de-
velopment.
• The JFK Senior Apartments development will enhance the pedestrian envi-
ronment. It will result in improved visual interest and security. Pedestrian
levels of service will meet or exceed City criteria.
• Current and future bicycle levels of service will exceed those required by
City standards. This site has direct access to both north -south and east -
west on street bicycle lanes.
• Future transit operations are expected to achieve level of service `B' condi-
tions. This level of service exceeds City standards.
In summary, the transportation demands associated with JFK Senior Apartments are
considered negligible. They can be easily absorbed and accommodated by the
current transportation system. Furthermore, acceptable operating conditions can be
expected in the vicinity of the development for the foreseeable future.
29
rs r r r r rr r r r ar rr r rl� r r rrr ar r r
N
OD
TABLE 3
Future Transit Level of Service
Travel Time Factor Worksheet
Destination
Approximate
Distance
Auto Travel
Time
Bus Travel Time
Travel Time
Factor
Fort Collins HighSchool
2.5 miles
12.5 min.
48 min.
Foothills Fashion Mall
1.0 miles
8.1 min.
11 min.
CSU Transit Center
4.0 miles
17.2 min.
45 min.
Downtown
4.2 miles
17.8 min.
23 min.
Total Travel Time
55.7 min.
127 min.
1 2.28
Service Level Standards Worksheet
Standard
Mixed Use
Centers and
Commercial
Corridors
Remainder of
the Service
Area
Meets Standard
Fails Standard
Score
Hours of Weekday Service
18 Hours
16 Hours
1
0
Weekday Frequency of Servic
15 Minutes
20 Minutes
1
0
Travel Time Factor
2.0 X
2.0 X
0
1
Peak Load Factor
< = 1.2
< = 1.2
1
1 0
3
3of4=LOS'B'
town area as defined in the Manual. Bus travel times and transfer times were ex-
tracted from the current Transfort bus schedule brochure. A 5 minute walk time from
the site to the bus stop locations at the College Avenue — Troutman Parkway inter-
section was assumed. Auto travel time assumed a 20-mile per hour travel speed.
Auto park and walk times were assumed to total 5 minutes. Current travel.times for
bus and auto traffic were estimated and resulted in a travel time factor of 2.28.
By 2015, it is expected that weekday service hours will be extended to at least ac-
commodate any growth in demand. With the high frequency transit corridor designa-
tion along College Avenue, improved headways, travel times and extended service
hours can be anticipated. This is expected to result in a future LOS "B" as shown on
Table 3. Since the site is located outside the designated mixed use centers and
commercial corridors, the established goal of LOS 'D' is clearly exceeded.
27
; r r� Mfts" MIMI M r r M" IM r M M r
TV
00
IM
0
FMM
specific connections to priority sites: N
destination area within 1,320'
including address
Further than 1,320 feet from the site.
TABLE 2
Bicycle LOS Worksheet
level of service - connectivity
C. Levels of Service
The City of Fort Collins defines level of service based upon connectivity of the site to
existing and planned bicycle facilities. In this instance, the site abuts existing bicycle
lanes on Troutman Parkway and JFK Parkway resulting in excellent connectivity in all
1 directions. This results in level of service 'A' being realized both currently and in the
future. The bicycle level of service work sheet is presented on Table 2.
IX. TRANSIT
' A. Existing Conditions
Transit stops are currently located in the vicinity of the Troutman Parkway — College
Avenue intersection. Bus route 1 provides 30-minute service to this location. Service
is available from 6:24 A.M. to 6:56 P.M., which is about 12'/z hours per day. The
' current peak load factor is less than 1.20 for a representative weekday peak hour.
1 B. Planned Improvements
The College Avenue transit corridor is designated as a high frequency transit corridor.
With this designation, improved transit headways and extended service hours can be
anticipated in the future.
C. Levels of Service
Using the criteria presented in the Manual, current and future transit levels of service
were determined.
' Current travel time factors were calculated for both transit and automobile trips to Fort
Collins High School, Foothills Fashion Mall, the CSU Transit Center, and the down-
25
a
N
A
TABLE 1
Pedestrian LOS Worksheet
project location classification: Other
F1
description of applicable
destination area within 1,320'
including address
destination area
classification
Commercial
level
minimum
actual
proposed
minimum
actual
proposed
actual
proposed
minimum
actual
of service
(minimum
based
on project location
classification
directness
continuity
street
crossings
visual
interest&
amenities
security
Commercial area along
College Avenue
C
C
C
C
C
B
B
B
C
C
B
B
B
B
B
F-31minimum
®
proposed
[1
C. Levels -of -Service
The City of Fort Collins multi -modal transportation Level -of -Service Manual (the
Manual) was used to assess both current and future pedestrian conditions. It was
determined that the site fits the "other' classification. These classifications provide
the basis for determining minimum level of service criteria. Five factors were as-
sessed under current and future conditions. Based upon the investigations into
current and future pedestrian levels of service, acceptable levels of service are cur-
rently being and will continue to be experienced. The pedestrian level of service
worksheet is presented on Table 1. As shown, all pedestrian factors are expected to
approximate LOS 'B' conditions. This represents an improvement in current condi-
tions since the visual interest and security elements will be enhanced.
VIII. BICYCLE FACILITIES
A. Existing Conditions
Troutman and JFK Parkways currently have on -street bicycle lanes. They border the
site on the north and west. These lanes connect to established bicycle routes on
other area roadways. Excellent connectivity is therefore provided in both the north -
south and east -west directions.
B. Planned Improvements
No improvements are planned on the area bicycle system in conjunction with this
development.
23
Capacity worksheets are presented in Appendix D.
Operating conditions with JFK Senior Apartments fully operational were assessed
using the existing roadway geometry (Figure 3) and the traffic volumes shown on
Figure 9. In addition to the intersections investigated earlier, the primary site access
was also investigated. Resultant total traffic levels of service are shown below.
SHORT-TERM TOTAL OPERATING CONDITONS (WITH JFK SENIOR APARTMENTS)
LEVEL OF SERVICE
INTERSECTION
CONTROL
APPROACH/
MOVEMENT
AM PK HR
PM PK HR
JFK Parkway — Troutman Pkwy
Stop
NB LT
B
E
NB TH/RT
A
C
SB LT
A
C
SB TH/RT
A
C
EB LT
A
A
WB LT
A
A
Access —Troutman Parkway
Stop
NB LT/RT
A
B
WB LT
A
A
Overall...
JFK Parkway — Harmony Road Signal EB B C
WB B C
NB D D
SB D D
=:Overall r .B .I C
21
C. Short -Term Operating Conditions
Short-term operating conditions were assessed with both background traffic and total
traffic. Total traffic includes full development of JFK Senior Apartments. Background
levels of service (without JFK Senior Apartments) were calculated at the Troutman
Parkway and Harmony Road intersections with JFK Parkway. This investigation used
the traffic volumes shown on Figure 7 and the existing roadway geoemtry shown on
Figure 3. It resulted in the operating conditions presented below which indicate
acceptable conditions.
SHORT-TERM BACKGROUND OPERATING CONDITONS
(WITHOUT JFK SENIOR APARTMENTS)
LEVEL OF SERVICE
INTERSECTION
CONTROL
APPROACH/
MOVEMENT
AM PK HR
PM PK HR
JFK Parkway — Troutman Parkway
Stop
NB LT
B
E
NB TH/RT
A
C
SB LT
A
C
SB TH/RT
A
C
EB LT
A
A
WB LT
A
A
JFK Parkway — Harmony Road
Signal
EB
B
B
WB
B
C
NB
D
D
SB
D
D
..'Overall", ,
'; B
C'.
EXISTING TOTAL TRAFFIC CONDITONS (WITH JFK SENIOR APARTMENTS)
LEVEL OF SERVICE
INTERSECTION CONTROL APPROACH/ AM PK HR PM PK HR
MOVEMENT
JFK Parkway — Troutman Pkwy Stop NB LT A D
NB TH/RT A B
SB LT A C
SIB TH/RT A C
EB LT A A
WB LT A A
•Overall � ,� `A °r jB'
Access —Troutman Parkway Stop NB LT/RT A B
WB LT A A
JFK Parkway — Harmony Road Signal EB B B
WB B C
NB D D
SIB C C
W
This represents the worst case from a site traffic impact standpoint. It was deter-
mined that operating conditions will be acceptable with JFK Senior Apartments fully
developed. It should be noted that overall levels of service do not change with the
addition of site generated traffic. Capacity worksheets are presented in Appendix C.
19
Auxiliary Lane Requirements
Traffic movements at the site access to Troutman Parkway were reviewed. This effort
focused on the need for an eastbound right turn lane to accommodate eastbound
vehicles entering the site. Since a westbound left turn lane is currently available, this
movement was not given further consideration. The eastbound right turn lane was
determined to be unnecessary using criteria presented in Report 279, "Intersection
Channelization Design Guide" as published by TRB. A warrant sheet is presented in
Appendix B.
B. Existing Total Traffic Conditions
Capacity analyses were conducted to assess existing total traffic conditions at the
Troutman Parkway intersections with JFK Parkway and the site access, and the JFK
Parkway — Harmony Road intersections. By definition, total traffic represents the
combination of background and site traffic. Site traffic at the access point was
rounded upward when less than 5 vehicles per hour were expected for any traffic
movement. Operating levels of service were calculated using the existing roadway
geometry (as shown on Figure 3), existing traffic controls, and the traffic volumes
presented on Figure 8. These procedures indicate the following levels of service
could be expected in 1998 if the JFK Senior Apartments development was built and
fully occupied.
18
Troutman Parkway
Harmony Road
00
vu
0 0 0
10/30
I
4—501130
20/25
4— 70/175
5/5
,(-
�-
25/115 -�4
1
65/285
40/200 �
20/60
c m Q
oLO
o�0
0
O
Y
u_
Lo LO
o
o
100/230
1
!— 640/1095
30/30
175/325
1
1010/970
20/15
Ln
o_ o Q
i?o0
N M
N
C
LEGEND: AM/PM
rn
O Figure 9
NOTE: Rounded to Nearest 5 Vehicles =
SHORT-TERM TOTAL
TRAFFIC
17
Troutman Parkway
Harmony Road
LOLO
M CO LO
CQ
v LO Lo
10/25
1
f— 45/125
10/20
4 - 55/160
5/5
A%
j-
25/110 -�
50/275
5/15
I
35/195 —►
I
�r
20/55
v
o Q
o LO
0 LO
�o
M
Y
u_
Co m
v CD v � 65/185
625/1075
A% 1 30/30
65/195
) I
985/945
20/15
o o LO
o
LO
N N
Ci
LEGEND: AM/PM
0
NOTE: Rounded to Nearest 5 Vehicles =
Figure 8
EXISTING TOTAL TRAFFIC
16
00
v o) o
m
Lo 0
Troutman Parkway
25/115
35/195 - ►
20/60
0
o Ln
O N
M o
0
a00025
Harmony Road
175/320
1010/970
20/15
LEGEND: AM/PM
NOTE: Rounded to Nearest 5 Vehicles
Y
LL
1�— 5/25
4-- 45/125
W 15/20
LoLo0
Co co M
00
M O
O
L 100/230
4 640/1095
t�— 30/30
I
0 LO
in 0 0
N CV)
Figure 7
SHORT-TERM BACKGROUND
TRAFFIC
15
be reasonably predicted. For analysis purposes, any future improvements are as-
sumed to occur well beyond the time frames considered in this study.
B. Short -Term Background Traffic Volumes
Background traffic was developed using an annual growth rate in the range of 2 — 3
percent per year. This factor was applied to existing traffic volumes to approximate
short-term conditions.
Short-term conditions reflect the year 2000. By this time, JFK Senior Apartments will
be fully built and occupied. Short-term background traffic volumes are shown on
Figure 7. These estimates also include increased development activity related to the
Harmony Towne Center.
VI. TRAFFIC IMPACTS
In order to assess operating conditions with JFK Senior Apartments fully operational,
capacity analyses were conducted at the JFK Parkway intersections with Harmony
Road and Troutman Parkway. Total traffic (background traffic combined with site
traffic) was developed. Existing total traffic is shown on Figure 8. This represents a
hypothetical time frame where site traffic is at its largest percentage of total traffic.
Short-term total traffic is shown on Figure 9. Prior to commencing the analysis, traffic
volumes were reviewed at the site access to Troutman Parkway from an auxiliary lane
standpoint. Where deemed necessary, warrants were applied to assess the need for
additional lanes. The results of this review are discussed in the following section.
14
Troutman Parkway
Harmony Road
LEGEND: AM/PM
m
rn
O Figure 6
SITE TRAFFIC
13
' Troutman Parkway
Figure 5
SITE TRAFFIC
DISTRIBUTION
1
12
Land Use
Size
Daily
AM Peak Hour
PM Peak Hour
Rate
Trips
Rate
In
Out
Rate
In
Out
Retirement Community
54 D.U.
2.93
158
0.17
4
5
0.27
8
7
Townhome/Condominium
18 D.U.
5.86
105
0.44
1
7
0.54
7
3
TOTAL
5
12
15
10'
As shown above, JFK Senior Apartments is expected to generate 17 morning peak
hour trips, 25 afternoon peak hour trips, and 263 trips per day. These trips are con-
sidered minor.
C. Trip Distribution
Trip distribution is a function of the origin and destination of site users and the avail-
able roadway system. In this case, all site traffic must use Troutman Parkway to
access the site. Approximate site traffic distributions are shown on Figure 5. These
distributions reflect directional demands and are not indicative of actual traffic using
the indicated roadways. Morning and afternoon peak hour traffic resulting from the
distribution is presented on Figure 6.
V. FUTURE CONDITIONS
A. Roadway Improvements
Major roadway improvements have recently been implemented. Accordingly, no
significant major roadway improvements are planned in the area of the site in the
short-term. When and if improvements are made is largely speculative and cannot
11
I
\ I I
� I I
I I
�/ I I I ry,N IIPY IIr (INS MG)
J.F.K. SR. APPARTMENT5 I .c.. Ir.�o "4x90` w m n. .mr�ra
Engineering, Ltd.
JR eer C. w.Pn we.
, s.,,e M 1-000-922.1997
CONCEPTUAL SITE PUN ra er rsw r.n Comiu. Color... eeeze ..
u w n rsw Tel'(sn)) m-roe �.... .
oA _ _ ra lzi%I-PYN
10
Figure 4
IV. DEVELOPMENT ISSUES
' A. Project Description
' JFK Senior Apartments is a residential development with some 72 apartments. It is
expected that construction will start in 1999 with completion and full occupancy some
Itime in 2000.
' A single access point to Troutman Parkway is planned to serve this development. A
second access for emergency use only is planned to JFK Parkway. The concept plan
for this development is presented on Figure 4.
B. Site Traffic
Site traffic was estimated using Institute of Transportation Engineers (ITE) publication,
' "Trip Generation, 6th Edition", a nationally recognized reference. The JFK Senior
Apartments will serve a resident population which based upon historical data will have
an average age of 68 and an occupancy rate of about 1.2 people per unit. Typically,
80% of the units will have one occupant that is either single, retired or widowed. The
' balance of the units will accommodate two occupants. Given the anticipated blend of
residents, a composite trip generation rate was developed. This rate assumed a
' blend of 25 percent townhome/condominium land use and 75 percent retirement
' community land use. This should sufficiently allow for some residents who might
work. Trips associated with the JFK Senior Apartments project are as indicated
' below.
J
I1 9
CURRENT OPERATING CONDITONS
LEVEL OF SERVICE
INTERSECTION CONTROL APPROACH/ AM PK HR PM PK HR
MOVEMENT
JFK Parkway — Troutman Parkway Stop NB LT A D
NB TH/RT A B
SB LT A C
SB TH/RT A C
EB LT A A
WB LT A A
JFK Parkway — Harmony Road
Signal
EB
B
B
WB
B
C
NB
D
D
SB
C
C
Overall ,
C
Per City standards, overall level of service 'D' is defined as acceptable for arterial
street intersections. As shown above, all intersections currently operate at level of
service 'C' or better during peak hour periods. Capacity work sheets are presented in
Appendix A.
9
Troutman Parkway
Harmony Road
c
m
o Figure 3
CURRENT ROADWAY
FEATURES
7
v M
M LO M
M v�
v Ln
Troutman Parkway
25/109 --!
33/188 ---►
18/54 �
a) N
n W
a�C
v Co. M
�1(..
Harmony Road
63/192
984/943 —�
18/15
LEGEND: AM/PM
Y
u_
N
C
m
0
0
k— 5/23
4 39/120
W 5/18
I
Lo n co
L\vN
N ILcoo
N
M
k— 67/187
4 624/1075
�— 28/31
I
co o c+m
G1Q
N M
N
OWN
Figure 2
CURRENT PEAK
HOUR TRAFFIC
L
office land uses and several vacant parcels also exist in the area of the site. New
large scale retail uses exist at the JFK Parkway — Harmony Road intersection.
C. Existing Traffic
Weekday morning and afternoon peak hour traffic counts were conducted at key
intersections as part of this study. Data collected at the JFK Parkway intersections
with Troutman Parkway and Harmony Road are presented on Figure 2.
D. Existing Traffic Operations
Highway Capacity Manual procedures were used to quantify current intersection oper-
ations. Resultant levels of service (LOS) are indicated below for both morning and
afternoon peak hour conditions at both the Harmony Road and Troutman Parkway
intersections with JFK Parkway. Traffic volumes from Figure 2 were loaded onto the
current roadway geometry shown on Figure 3.
5
III. EXISTING CONDITIONS
A. Existing Road Network
' The JFK Senior Apartments site is located in the southeast corner of the Troutman
Parkway — JFK Parkway intersection. The site is bordered on the north by Troutman
Parkway and on the west by JFK Parkway.
Troutman Parkway is an arterial roadway having one lane in each direction and a
shared center left turn lane adjacent to the site. It is an east — west arterial roadway
extending from Mason Street to Boardwalk Drive. Recent daily traffic on Troutman
Parkway adjacent to the site is estimated at 4,000 vehicles per day. It typically has
auxiliary lanes at all key intersections and on -street bicycle lanes. There are no
1 driveways along the north side of Troutman Parkway in the area of the site.
JFK Parkway is a north — south roadway that currently has two lanes, a shared center
left turn lane, and a bicycle lane in each direction. It is an arterial roadway according
to the City of Fort Collins Master Street Plan. JFK Parkway was recently opened to
traffic to the south of the site and carries an estimated 4,750 vehicles per day. It
extends from Harmony Road to Horsetooth Road. To the south of Harmony Road, it
is named Hogan Drive and has one lane in each direction.
The Troutman Parkway — JFK Parkway intersection is currently under stop sign
' control while the JFK Parkway — Harmony Road intersection is under traffic signal
control. Pedestrian phasing is available across all legs of the latter intersection.
B. Surrounding Land Uses
The JFK Senior Apartments site is currently vacant. Residential developments lie
directly east and west of the site with a post office to the north. Other business and
4
II. AGENCY DISCUSSIONS
Prior to undertaking this study, a scoping session was held with Eric Bracke. During
that discussion, it was determined that an abbreviated transportation impact study
was appropriate. Key items of agreement and direction are identified below.
• A full assessment of pedestrian, bicycle, and transit levels of service needs
to be conducted.
• The Troutman Parkway — JFK Parkway, JFK Parkway — Harmony Road,
and site access intersections should be investigated. Weekday morning
and afternoon peak hour conditions should be investigated. Other intersec-
tions are considered negligible.
• An assessment of existing and future short-term conditions is appropriate.
The short-term was identified as two years into the future. This is consis-
tent with the buildout of JFK Senior Apartments.
• Traffic growth on nearby arterial streets of 2 percent per year is reasonable
to estimate future background traffic.
• Mr. Bracke specifically asked that the Harmony Towne Center development
be included in background traffic estimates.
' • Mr. Bracke stated that the City would be investigating the need for up-
graded traffic controls at the Troutman Parkway — JFK Parkway intersec-
tion. The investigation was to be initiated in the immediate future.
The above items are included or addressed in the following sections of this report.
1 3
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Figure 1
VICINITY MAP
OA
I. INTRODUCTION
JFK Senior Apartments is a planned residential development in the southeast corner
of the Troutman Parkway — JFK Parkway intersection in Fort Collins, Colorado. A
vicinity map is presented on Figure 1.
This transportation impact study follows the established guidelines for such studies as
are applicable and appropriate to the proposed project. The following key steps were
undertaken as part of this study.
• Obtain current traffic and roadway data in the immediate area of the site.
• Evaluate current operations to establish base conditions.
• Determine site generated traffic volumes and distribute this traffic to the
nearby street system.
• Estimate roadway traffic volumes for future conditions.
• Evaluate operations with the JFK Senior Apartments fully operational under
existing and future conditions.
• Inventory, evaluate, and assess the pedestrian, bicycle, and transit net-
works serving the site.
• Identify deficiencies and recommend measures to mitigate the impact of
site generated traffic and enhance the alternate travel mode systems as
appropriate.
Key areas of investigation are documented in the following sections of this transporta-
tion impact study.
List of Tables
Table 1 Pedestrian LOS Worksheet........................................................................24
Table 2 Bicycle LOS Worksheet..............................................................................26
Table 3 Future Transit Level of Service...................................................................28
List of Figures
Figure1
Vicinity Map...............................................................................................2
Figure 2
Current Peak Hour Traffic.........................................................................
6
Figure 3
Current Roadway Features.......................................................................
7
Figure4
Concept Plan...........................................................................................10
Figure 5
Site Traffic Distribution............................................................................12
Figure6
Site Traffic...............................................................................................13
Figure 7
Short -Term Background Traffic...............................................................15
Figure 8
Existing Total Traffic................................................................................16
Figure 9
Short -Term Total Traffic..........................................................................17
IX. TRANSIT.........................................................................................................25
A. Existing Conditions..........................................................................................25
B. Planned Improvements....................................................................................25
C. Levels of Service............................................................................................. 25
X. CONCLUSIONS..............................................................................................29
'
Table of Contents
I.
INTRODUCTION...............................................................................................1
II.
AGENCY DISCUSSIONS..................................................................................3
III.
EXISTING CONDITIONS..................................................................................4
A.
Existing Road Network......................................................................................4
B.
Surrounding Land Uses.....................................................................................4
C.
Existing Traffic...................................................................................................5
D.
Existing Traffic Operations................................................................................
5
IV.
DEVELOPMENT ISSUES.................................................................................
9
A.
Project Description............................................................................................9
B.
Site Traffic.........................................................................................................
9
C.
Trip Distribution...............................................................................................11
V.
FUTURE CONDITIONS..................................................................................11
A.
Roadway Improvements..................................................................................11
B.
Short -Term Background Traffic Volumes........................................................14
VI.
TRAFFIC IMPACTS........................................................................................14
Auxiliary Lane Requirements..................................................................................18
' B.
Existing Total Traffic Conditions......................................................................18
C.
Short -Term Operating Conditions....................................................................20
VII.
PEDESTRIAN FACILITIES.............................................................................22
A.
Existing Conditions..........................................................................................22
B.
Planned Improvements....................................................................................22
C.
Levels-of-Service.............................................................................................23
VIII.
BICYCLE FACILITIES.....................................................................................23
A.
Existing Conditions..........................................................................................23
B.
Planned Improvements....................................................................................23
C.
Levels of Service.............................................................................................
25
Transportation Impact Study
JFK SENIOR APARTMENTS
Fort Collins, Colorado
Prepared For:
JR Engineering Ltd.
2620 E. Prospect Road, Suite 190
Fort Collins, CO 80525
Prepared By:
Eugene G. Coppola
P. O. Box 260027
Littleton, CO 80127
303-792-2450
October 19, 1998