HomeMy WebLinkAboutFIRE STATION #12, FALCON RIDGE PUD - PRELIMINARY / FINAL - 2-94H - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYC
HCS: Unsignalized Intersections Release 2.1c
Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) parking lot access (E-W)
country club road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst ............. .----- mjd
Date of Analysis.......... 8/22 96
Other Information.........am p 1994 short long
Two-way Stop -controlled Intersection
-; Eastbound ; Westbound ; Northbound
; Southbound
L T R L T R; L T
R; L T R
'---- ----'---- ----'---- ----
----'---- ---- ----
No. Lanes ; 0 1 < 0 0 > 1 0 0 > 0
< 0 0 0 0
Stop/Yield ; N; N;
Volumes i 286 2; 1 197 2
1;
PHF .9 .9: .9 .9 1 .9
.9;
Grade 0 0 - I 0
MC's (%)
I
SU/RV's
CV's (%) I
I
' PCE's ; 11.10 :1.10
------------------------------ 7----------- -----------------------------
1.101
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 2.1c
Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street
NB
SB
-------------------------------------------------------
Conflicting Flows: (vph)
319
Potential Capacity: (pcph)
954
Movement Capacity: (pcph)
954
Prob. of Queue -Free State:
1.00
--------------------------------------------------------
Step 2: LT from Major Street
WB-----------EB
------------------------------------------
Conflicting Flows: (vph)
320
Potential Capacity: (pcph)
1207
Movement Capacity: (pcph)
1207
Prob. of Queue -Free State:
1.00
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -Free State:
1.00
,
--------------------------------------------------------
Step 4: LT from Minor Street
N8
S5
--------------------------------------------------------
Conflicting Flows: (vph)
539
Potential Capacity: (pcph)
516
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)
--------------------------------------------------------
516
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 2 516 >
------- -----
---------
609 5.9
0.0 B
5.9
NB R 1 954 >
WB L 1 1207 3.0
0.0 A
0.0
Intersection Delay =
0.0 sec/veh
HCS: Unsignalized Intersections Release 2.1c
Page 1
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) parking lot access (E-W) country club road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst ................... mjd
Date of Analysis.......... am
Other Information....... am pm 1994 short
pm
long
Two-way Stop -controlled In rsection
Eastbound ; Westbound Northbound ; Southbound
L T R L T R L T
R L T R
I---- ---- ---- ---- --------;---- ----
No. Lanes ; 0 1 < 0 ; 0 > 1 0 0 > 0
---- I----
< 0 0 0 0
Stop/Yield ; N; N;
;
Volumes ; 149 3; 1 235 ; 3
1;
PHF .9 .9; .9 .9 .9
.9;
Grade ; 0 0 ;
0
MC's (%) ;
SU/RV's (%)I
CV's (%)
PCE's ; 11.10 :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 2.1c Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
168
Potential Capacity: (pcph)
1138
Movement Capacity: (pcph)
1138
Prob. of Queue -Free State:
1.00
"
--------------------------------------------------------
Step 2: LT from Major Street-------------WB-----------EB
------: LT from -Major -Street
Conflicting Flows: (vph)
169
Potential Capacity: (pcph)
1424
Movement Capacity: (pcph)
1424
Prob. of Queue -Free State:
1.00
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -Free State:
1.00
-------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
--------------------------------------------------------
Confl'icting Flows: (vph)
430
Potential Capacity: (pcph)
597
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)
--------------------------------------------------------
597
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 3 597 >
-----
---------
678 5.3
0.0 B
5.3
NB R 1 1138 >
WB L 1 1424 2.5
0.0 A
0.0
Intersection Delay =
0.1 sec/veh
HCM: SIGNALIZEE) INTERSECTION SUMMARY
Version 2.4c 08-22-1996
I
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4c 08-22-1996
enter
For Microcomputers
In Transportation
Center For Microcomputers
In Transportation
Streets: (E-W) country club road
(N-S) sh1
Streets: (E-W) country club road
(N-S) shl
Analyst: Matt
Area Type: Othe
File Name:
8-22-96 am pm
Analyst: Matt
Area Type: Other
File Name:
8-22-96 am pm
Comment: short long
ong Comment: short 1
Eastbound ; Westbound
; Northbound Southbound
, Eastbound ; Westbound
, Northbound Southbound
L T
R L T
R L T R: L T
R
L T R L T
R; L T R; L T
R
---- ----
----I---- ----
----;---- ---- ---- ---- ---- ----
---- ---- ---- ---- ----
---- ---- --------1---- ---- ----
No. Lanes ;
; i
1; 1 1; 1 1
No. Lanes 1 ; 1
1; 1 1 7 7
Volumes
222
161 131 1151 37 493
Volumes 161
38; 615 2501 36 271
PHF or PKI51
10.90
0.90: 0.90 0.90:0.90 0.90
PHF or PK151 :0.90
0.90: 0.90 0.90:0.90 0.90
Lane W (ft);
:12.0
12.01 12.0 12.0;12.0 12.0
Lane W (ft); :12.0
12.0; 12.0 12.0;12.0 12.0
Grade i
0
0 0
Grade ; 0
0 i 0
% Heavy Veh;
; 1
1; 2 1; 1 2
% Heavy Veh; ; 7
1: 2 1; 1 2
Parking
:(Y/N) N
t(Y/N) N j(Y/N) N
Parking :(Y/N) N
:(Y/N) N :(Y/N) N
Bus Stops
I
0; 0;
0
Bus Stops 1 I
0; 0;
0
Con. Peds ;
0;
0; 0;
0
Con. Peds ; 0;
0; 0;
0
Ped Button ;
;(Y/N) N
;(Y/N) N ;(Y/N) N
Pod Button ; ;(Y/N) N
;(Y/N) N ;(Y/N) N
Arr Type ;
i 3
3; 3 3; 3 3
1 Arr Type ; 3
3; 3 3; 3 3
RTOR Vols ;
;
0; 01
0
1 RTOR Vols ;
0; 0;
0
Lost Time
:3.00
3.001 3.00 3.0013.00 3.00
Lost Time :3.00
3.00: 3.00 3.00:3.00 3.00
Prop. Share;
I
I Prop. Share;
;
Prop. Prot.:
i
Prop. Prot.;
_______________________________________________________________________
,
__9_-_----------
Signal Operations
Signal Operations
Phase Combination 1
2 3
4; 5 6 7
8
Phase Combination 1 2 3 4;
5 6 7
8
EB Left
;NB Left
EB Left
;NB Left
Thru
; Thru *
Thru
; Thru
Right
Right •*
Right
Right
Peds
; Peds
Peds
; Peds
WB Left *
;SB Left *
WB Left *
;SB Left
Thru
Thru *
Thru
; Thru
Right *
; Right
Right *
Right
Peds
; Peds
Peds
; Peds
NB Right
;EB Right
NB Right
;EB Right
SB Right
:WB Right
SB Right
;WB Right
Green 15.OA
;Green 55.OP
I Green 15.OA
;Green 55.OP
Yellow/AR 5.0
;Yellow/AR 5.0
, Yellow/AR 5.0
;Yellow/AR 5.0
Cycle Length: 80 secs Phase combination
order: #1 #5
Cycle Length: 80 secs Phase combination
-----------------------------------------------------------------------
order: #7 #5
-----------------------------------------------------------------------
Intersection Performance
Summary
Intersection Performance Summary
Lane Group:
Adj Sat v/c
g/C Approach:
Lane Group: Adj Sat v/c
g/C Approach:
Mvmts Cap
Flow Ratio
Ratio Delay LOS Delay
LOS
---
Mvmts Cap Flow Ratio
----- ---- ------- -----
Ratio Delay LOS Delay
-----
LOS
----- ----
WB L 380
------- -----
1787 0.650
----- ----- --- -----
0.213 21.3 C 21.0
C
WB L 380 1787 0.471
----- --- -----
0.213 18.5 C 18.1
---
C
R 340
1599 0.053
0.213 16.2 C
R 340 1599 0.124
0.213 16.5 C
NB T 1327
1863 0.110
0.712 2.3 A 2.3
A
NB T 1327 1863 0.515
0.712 3.7 A 3.4
A
R 1139
1599 0.112
0.712 2.3 A
R 1139 1599 0.244
0.712 2.6 A
SB L 879
1234 0.047
0.712 2.2 A 3.1
A
SB L 153 215 0.274
0.712 2.9 A 2.6
A
T 1327
1863 0.413
0.712 3.2 A
T 1327 1863 0.227
0.712 2.6 A
Intersection
Delay =
7.1 sec/veh Intersection LOS =
B
Intersection Delay =
5.3 sec/veh Intersection LOS =
B
Lost Time/Cycle. L
-----------------------------------------------------------------------
= 6.0 sec Critical
v/c(x) = 0.467
Lost Time/Cycle. L = 6.0 sec Critical
----------------------------------------------------------------------
v/c(x) = 0.505
APPENDIX C
HCS: Unsignalized Intersections Release 2.1c Page 1
Center For Microcomputers In Transportation
University of Florida
512 Well Hall
Gainesville. FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) parking lot access (E-W) country club road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst ................... mjd
Date of Analysis.......... 8/2
Other Information ......... am pm 1994 short long
Two-way Stop -controlled Interse ion
Eastbound Westbound I Northbound , Southbound
L T R; L T R; L T R L T R
---- --- ---- ---- --- -- ---- ----I---- ---- ----
No. Lanes 0 1 < 0 ; 0 > 1 0 � 0 > 0 < 0 ; 0 0 0
Stop/Yield N; N; ;
Volumes ; 187 2; 1 127 2 1;
PHF 1 .9 .9; .9 .9 1 .9 .9;
Grade 0 0 0
MC's (%) ; i i
SU/RV's
CV's (%)
PCE's ; 11.10 :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
0
HCS: Unsignalized Intersections Release 2.1c Page 2
Worksheet for TWSC Intersection
-------------------------------------------
Step 1: RT from Minor Street NB
Conflicting Flows: (vph)
209
Potential Capacity: (pcph)
1085
Movement Capacity: (pcph)
1085
Prob. of Queue -Free State:
1.00
Step- ------------- 2: LT from Major StreetWB_-_--_-----EB
'------------------------------------------
Conflicting Flows: -(vph)
210
Potential Capacity: (pcph)
1361
Movement Capacity: (pcph)
1361
Prob. of Queue -Free State:
1.00
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -Free State:
1.00
---"'--------------------------------------------------
Step 4: LT from Minor Street
NB
SB
________________________________________________________
Conf Ticting Flows: (vph)
351
Potential Capacity: (pcph)
663
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)
--------------------------------------------------------
662
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 2 662 >
761 4.7
0.0 A
4.7
NB R 1 1085 >
WB L 1 1361 2.6
0.0 A
0.0
Intersection Delay =
0.1 sec/veh
HCS: Unsignalized Intersections Release 2.1c Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) parking lot access (E-W) country club road
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst ................... mjd
Date of Analysis......... 8/22/96
Other Information....... .am pm 1994 short long
Two-way Stop -controlled eisection
Eastbound , Westbound ; Northbound Southbound
L T R L T R L T R L T R
---- ---- --- --- ---- ----I---- ---- --- ---- ---- ----
No. Lanes ; 0 1 < 0 ; 0 > 1 0 ; 0 > 0 < 0 0 0 0
Stop/Yield N; N; ;
Volumes 95 3i 1 151 3 1;
PHF .9 .9; .9 .9 .9 .9;
Grade 0 0 ' 0 ;
MC's (%)
SU/RV's (%);
CV's (%)
PCE's ; :1.10 ;1.10 1.10:
Adjustment Factors
Vehicle
Maneuver
Left Turn Major Road
Right Turn Minor Road
Through Traffic Minor Road
Left Turn Minor Road
Critical
Follow-up
Gap (tg)
----------------------------
Time (tf)
5.00
2.10
5.50
2.60
6.00
3.30
6.50
3.40
HCS: Unsignalized Intersections Release 2.1c Page 2
Worksheet for TWSC Intersection
---------------------------
Step 1: RT from Minor Street
Conflicting Flows: (vph)
Potential Capacity: (pcph)
Movement Capacity: (pcph)
Prob. of Queue -Free State:
---------------------------------
Step 2: LT from Major Street
---------------------------------
Conflicting Flows: (vph)
Potential Capacity: (pcph)
Movement Capacity: (pcph)
Prob. of Queue -Free State:
TH Saturation Flow Rate: (pcphpl)
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -Free State:
Step 4: LT from Minor Street
Confiicting Flows: (vph)
Potential Capacity: (pcph)
Major LT, Minor TH
Impedance Factor:
Adjusted Impedance Factor:
Capacity Adjustment Factor
due to Impeding Movements
Movement Capacity: (pcph)
---------------
NB SB
108
1221
1221
1.00
_________________
WBEB
-----------
--
109
1521
1521
1.00
1700
1_00
NB
276
733
1.00
1.00
1.00
732
SB
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
3
-------
732 >
------- -----
---------
813 4.4
0.0 A
4.4
NB R
1
1221 >
WB L
1
1521 2.4
0.0 A
0.0
Intersection Delay =
0.1 sec/veh
HCM: SIGNAL IZEDnjNNTEer PECM[ONoSUMMuters InrVonsoo4 ation 08-22-1996
Streets: (E-W) country club road
(N-S) shl
Analyst: Matt
File Name:
Area Type• her
8-22-9 am
pm
Comment short long
Eastbound
; Westbound ; Northbound ; Southbound
L T R;
L
T R; L T
----
R; L
----;----
T R
---- ----
---- --------1----
No. Lanes
1
---- ---- ----
1 1
1; 1
1
Volumes
144
10; 107
74: 24
396
PHF or PK15:
:0.90
0.901 0.90
0.90:0.90
0.90
Lane W (ft);
:12.0
12.0; 12.0
12.0;12.0
12.0
Grade i
0 0
i
0
% Heavy Veh;
; 1
1! 2
1; 1
2
Parking ;
;(Y/N)
N :(Y/N) N
;(Y/N)
N
Bus Stops ;
0;
0;
0
Con. Peds
0;
0;
0;
0
Ped Button ;
;(Y/N)
N ;(Y/N) N
;(Y/N)
N
Arr Type
3
3; 3
3; 3
3
RTOR Vols ;
0;
0;
0
Lost Time ;
13.00
3.00: 3.00
3.00:3.00
3.00
Prop. Share;
I
'
Prop. Prot.;
_______________________________________________________________________
1
Signal Operations
Phase Combination 1 2 3 4; 5
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 ;Green 55.OP
Yellow/AR 5.0 ;Yellow/AR 5.0
Cycle Length: 80 secs Phase combination order: #1 #5
--------------------------------
Intersection Performance Summary
HCM: SIGNALIZED INTERSECTION SUMMARY
Version
2.4c 08-22-1996
Center For
Microcomputers In Transportation
------------------------------- Streets: (E-W) (E-W) country
club road
(N-S) shl
Analyst: Matt
Area Type: er
File Name
8-22-96 a pm
Commen short long
_________________________
Eastbound Westbound ' Northbound
; Southbound
L T
'----
R; L T
R; L
T R; L
T R
---- ----
No. Lanes ;
---- ----
; 1
----I----
1;
---- ----I----
1 1 1
---- ----
1
Volumes -
104
25:
394 162: 27
213
PHF or PK15:
10.90-
0.90:
0.90 0.90:0.90
0.90
Lane W (ft);
112.0
12.0;
12.0 12.0112.0
12.0
Grade ;
; 0
;
0 ;
0
% Heavy Veh;
1
1;
2 1; 1
2
Parking
;(Y/N) N
;(Y/N)
N i(Y/N)
N
Bus Stops i
i
0;
0;
0
Con. Peds
0;
0;
0;
0
Ped Button
;(Y/N) N
;(Y/N)
N ;(Y/N)
N
Arr Type
3
3;
3 31 3
3
RTOR Vols
0;
0;
0
Lost Time
13.00
3.00:
3.00 3.00:3.00
3.00
Prop. Share;
Prop. Prot.:
6 7 8
Phase Combination
EB Left
Thru
Right
Peds
WB Left
Thru
Right
Peds
NB Right
SB Right
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
WB L 380 1787 0.421 0.213 18.1 C 17.9 C
R 340 1599 0.032 0.213 16.1 C
NB T 1327 1863 0.090 0.712 2.3 A 2.3 A
R 1139 1599 0.072 0.712 2.3 A
SB L 933 1309 0.029 0.712 2.2 A 2.8 A
T 1327 1863 0.333 0.712 2.9 A
Intersection Delay = 5.8 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.353
*
*
Green 15.OA
Yellow/AR 5.0
Cycle Length: 80 secs
Signal Operations
2 3 4 ; 5
;NB Left
Thru
Right
Peds
;SB Left
Thru
Right
Peds
;EB Right
;WB Right
;Green 55.OP
;Yellow/AR 5.0
Phase combination order: #1 #5
8
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
WB L 380 1787 0.305 0.213 17.3 C 17.1 C
R 340 1599 0.082 0.213 16.3 C
NB T 1327 1863 0.330 0.712 2.8 A 2.7 A
R 1139 1599 0.158 0.712 2.4 A
SB L 413 579 0.073 0.712 2.3 A 2.4 A
T 1327 1863 0.179 0.712 2.5 A
Intersection Delay = 4.7 sec/veh Intersection LOS = A
Lost Time/Cycle, L = 6.0 sac Critical v/c(x) = 0.324
HCS: Unsignalized Intersections Release 2.1c
Page 1
Center For Microcomputers In Transportation
HCS: Unsignalized Intersections
Release 2. is
University of Florida-
512 Weil Hall
Worksheetfor TWSC Intersection
Gainesville, FL 32611-2083
--------------------------------------------------------
---------
Ph: (904) 392-0376
__________________________________________________________________
_-___--: - ------------------'-----W)
Step 1: RT from Minor Street
WB
EB
Streets: (N-5) sh1 (E-W)
(N-S) shl
county club road
y
_______________________________
------cti
Conflicting Flows: (vph)
431
Major Street Direction.... NS
Potential Capacity: (pcph)
831
Length of Time Analyzed... 60 (min)
Movement Capacity: (pcph)
831
Analyst ................... mjd
Date of Analysis.......... 8/226
Prob. of Queue -Free State:
0.96
Other Information ......... am m 1994 short
long
----------------------------------------------------'--
Step 2: LT from Major Street
SB
NB
Two-way Stop -controlled Intersection
--------------------------------------------------------
---------------------------_---------'-----------
----------------------------------------------- -----------------------
Northbound Southbound ; Eastbound ; Westbound
Conflicting Flows: (vph)
618
' L T R; L T R; L T
R; L T R
Potential Capacity: (pcph)
870
'---- ---- ----'---- --------'---- ----
----'---- ---- ----
Movement Capacity: (pcph)
I
870
Prob. of Queue -Free State:
0.96
No. Lanes 0 1 1 , 1 1 0 , 0 0
0 , 0 > 0 < 0
------- ----------------------------
Stop/Yield I N: N:
Volumes 394 162: 27 213 1
104 25
---- ----------- ------
Step 4: LT from Minor Street
WB
EB
PHF
, 9' 9
0
Conflicting Flows: (vph)
705
Grade 0 0
(
Potential Capacity: (pcph)
414
414
MC's (%)
SU/RV's (%);
i Major LT, Minor TH
CV's (%) ' '
'
Impedance Factor:
0.96
PCE's ; :1.10 ;
:1.10 1.10
Adjusted Impedance Factor:
0.96
----------------------------------------------------------------------
Capacity Adjustment Factor
due to Impeding Movements
0.96
i Movement Capacity: (pcph)
--------------------------------------------------------
398
Adjustment Factors
Intersection
Performance Summary
Vehicle Critical
Follow-up
-
Maneuver Gapt
Time (tf)
Avg.
-
--_-___-_----------_
Flow Move Shared
Total Queue
Approach
_________________________________________-9-
Left Turn Major Road 5.00
2.10
Rate Cap Cap
Delay Length LOS
Delay
Right Turn Minor Road 5.50
2.60
Movement (pcph) (pcph) (pcph)(sec/veh)
(veh)
(sec/veh)
Through Traffic Minor Road 6.0
3.30
'------- ------ ------ ------
------- ------- -----
---------
Left Turn Minor Road 6.50
3.40
WB L 128 398 >
443
12.7 1.9 C
12.7
WB R 31 831 >
SB L 33 870
4.3 0.0 A
0.5
Intersection Delay
= 1.9 sec/veh
Page 2
HCS: Unsignalized Intersections Release 2.1c
i
--Page-1
HCS: Unsignalized Intersections
Release 2.1c
Page 2
Center For Microcomputers In Transportation
=---------------------------------------
-----------
--------
University of Florida
'
512 Weil Hall
Worksheet for TWSC Intersection
Gainesville, FL 32611-2083
-------------------------------------------------------
Ph: (904) 392-0378
Step 1: RT from Minor Street
--------------------------------------------------------
WB
EB
-----'---------'--------------------'----------------------
Streets: (N-S) shl (E-W)
country club road
Conflicting Flows: (vph)
119
Major Street Direction.... NS
Potential Capacity: (pcph)
1205
Length of Time Analyzed... 60 (min)
Movement Capacity: (pcph)
1205
Analyst ................... mjd
Prob. of Queue -Free State:
0.99
Date of Analysis.......... 8/22/96
Other Information........ am Pm 1994 short
long
------------------------------------------
Step 2: LT from Major Street
-------------
SB
NB
e Two-way Stop -controlled In err ction
i
--------------------------,----------------- --------
-----------------------------------------------------------------------
- ----------
Conflicting Flows: (vph)
201
Northbound Southbound Eastbound
Westbound
Potential Capacity: (pcph)
1201
L T R; L T R; L T
R L T R
Movement Capacity: (pcph)
1375
----'--------'----
----'---- ---- ----
Prob. of Queue -Free State:
0.98
No. Lanes 1 0 1 1 1 1 0 i 0 0
0; 0 > 0 < 0
--------------------------------------------------------
Stop/Yield ; N; N;
;
Step 4: LT from Minor Street
WB
EB
Volumes 107 741 24 398
144 10
--------------------------------------------------------
PHF ; .9 .9; .9 .9
.9 .9
Conflicting Flows: (vph)
588
Grade ; 0 ; 0 ;
i 0
Potential Capacity: (pcph)
483
MC's (%) 1 I 1
I
Major LT, Minor TH
SU/RV's (%);
Impedance Factor:
0.98
CV's (%) ; i 1
Adjusted Impedance Factor:
0.98
PCE's ;1.10 ,
11.10 1.10
Capacity Adjustment Factor
----------------------------------------------------------------------
due to Impeding Movements
0.98
Movement Capacity: (pcph)
--------------------------------------------------------
472
'
Adjustment Factors
Intersection
Performance Summary
Vehicle Critical
Follow-up
Avg. 95%
Maneuver Gap (tg)
Time (tf)
Flow Move Shared
Total Queue
Approach
------------------------------------------------------------------
Rate Cap Cap
Delay Length LOS
Delay
Left Turn Major Road 5.00
2.10
Movement (pcph) (pcph) (pcph)(sec/veh)
(veh)
(sec/veh)
Right Turn Minor Road 5.50
2.60
'-------- ------ ------ ------
-------------- -----
---------
Through Traffic Minor Road 6.00
3.30
WB L 176 472 >
Left Turn Minor Road 6.50
3.40
491
11.9 2.1 C
11.9
WB R 12 1205 >
SB L 30 1375
2.7 0.0 A
0.2
Intersection Delay = 2.5 sec/veh
APPENDIX B
HCS: Unsignalized Intersections Release 2.1c
Page 1
HCS: Unsignalized Intersections Release 2.1c
Page 2
Center For Microcomputers In Transportation
University of Florida
Worksheet_ for Intersection
512 Weil Hall
Gainesville. FL 32611-2083
-TWSC
! Step 1: RT from Minor Street
WB
EB
Ph: (904) 392-0378
! - --------------"--------
----------------
--------'----------------'--------------------___--------------------
Streets: (N-S) shl (E-W)
countryclub road -
j Conflicting Flows: (vph)
368
Major Street Direction.... NS
Potential Capacity: (pcph)
901
Length of Time Analyzed... 60 (min)
Movement Capacity: (pcph)
901
Analyst ................... mid
!, Prob. of Queue -Free State:
0.97
Date of Analysis.......... 8/22/96
--------------------------------------------------------
Step 2 LT from Major Street
SB
NB
Other Information......... am (pm 1994 short
long
Two-way Stop -controlled Inters ei on
--------------------------------------------------------
Conflicting Flows-
. (vph)
439
I Northbound I Southbound ; Eastbound ; Westbound
Potential Capacity: (pcph)
1059
L T R L T R L T
R L T R
j Movement Capacity: (pcph)
1059
,____ ____ ---- , -__ ____ ---- , ___ ____
__-_---- ____ ____
! Prob. of Queue -Free State:
0.98
No. Lanes ; 0 1 < 0 ; 0 > 1 0 0 0
0 ; 0 > 0 < 0
TH Saturation Flow Rate: (pcphpl)
1700
Stop/Yield N! N!
RT Saturation Flow Rate: (pcphpl)
Volumes -266 1271 17 149 i
83 21
Major LT Shared Lane Prob.
PHF .9 .9; .9.9
.9 .9
of Queue -Free State:
0.98
Grade1 0 0 I
MC's (%) i
I 0
------'-'-----------------------------------------------
Step 4: LT from Minor Street
WB
EB
SU/RV's (%)I
CV's (%) ; ; ;
;
--------------------------------------------------------
Conflicting Flows: (vph)
554
PCE's ; 11..10 ;
:1.10 1.10
Potential Capacity: (pcph)
506
-----------------------------------------------------------------------
Major LT, Minor TH
Impedance Factor:
0.98
Adjusted Impedance Factor:
0.98
-
Capacity Adjustment Factor
Adjustment Factors
-,; due to Impeding Movements
0.98
Movement Capacity:-(pcph)
495
Vehicle Critical
Follow -up
-----------------------------------------------------"'
Maneuver______________________________Gap (t9)____________----
Time Ctf)
Mane____ _____
______
Intersection Performance Summary
Left Turn Major Road 5.00
2.10
Right Turn Minor Road 5.50
2.60
Avg.
95%
Through Traffic Minor Road 6.00
3.30
Flow Move Shared Total
Queue
Approach
Left Turn Minor Road 6.50
,3.40
- Rate Cap Cap Delay
Length ,LOS
Delay
I Movement (pcph) (pcph) (pcph)(sec/veh) (veh)
---101--- --495---- ------ ------- ------- -----
(sec/veh)
'
----L----
WB >
-544 8.6
1.0 B
6.6
WB R 25 901 >
SB L 21 1059 3.5
i
0.0 A
0.4
Intersection Delay =
1.4 sec/veh
HCS: Unsignalized Intersections Release 2.1c Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S),shl (E-W) country club road
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... mjd
Date of Analysis........ * 22/96
Other Information....... am pm 1994 short long
Two-way Stop -controlled In ersecticn
Northbound Southbound ; Eastbound ; Westbound
L T R; L T R; L T R L T R
---- ---- ----I---- ---- --- ---- ---- --- ---- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 0 0 0 0 > 0 < 0
Stop/Yield I N; N1
Volumes 69 601 20 271 114 8
PHF .9 .9� .9 .9 i i .9 .9
Grade 0 0 0
MC's (%) ;
SU/RV's
CV's (%)
PCE's ; :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 2.1c Page 2
Worksheet for TWSC Intersection
---------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph)
110
Potential Capacity: (pcph)
1218
Movement Capacity: (pcph)
1218
Prob. of Queue -Free State:
0.99
--------------------------------------------------------
Step 2: LT from Major Street
-'---------------------'--'--'-------------
SB-----------NB
Conflicting Flows: (vph)
144
Potential Capacity: (pcph)
1464
Movement Capacity: (pcph)
1464
Prob. of Queue -Free State:
0.98
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -Free State:
0.98
--------------------------------------------------------
Step 4: LT from Minor Street
WB
EB
"-'----------------------------------------------------
Conflicting Flows: (vph)
434
Potential Capacity: (pcph)
594
Major LT, Minor TH
Impedance Factor:
0.98
Adjusted Impedance Factor:
0.98
Capacity Adjustment Factor
due to Impeding Movements
0.98
Movement Capacity: (pcph)
--------------------------------------------------------
582
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)
WB L 140 582 >
-----
---------
603 7.9
1.1, B
7.9
WB R 10 1218 >
SB L 24 1464 2.5
0.0 A
0.2
Intersection Delay =
1.9 sec/veh
APPENDIX A
Table 1
1994 Peak Hour Operation
Intersection
SH1/Country Club Road (stop sign)
WB LT/RT
SB LT
Table 2
Level of Service
AM PM
B B
A A
Short Range Peak Hour Operation
Level of Service
Intersection AM PM
SH1/Country Club Road (stop sign)
WB LT/RT C C
SB LT A A
SH1/Country Club Road (signal) B A
Country Club Road/F.S. #12 (stop sign)
NB LT/RT A A
WB LT A A
Table 3
Long Range Peak Hour Operation
Intersection
SH1/Country Club Road (signal)
Country Club Road/F.S. #12 (stop sign)
NB LT/RT
WB LT
Level of Service
AM PM
B B
B B
A A
rn
r-114/83
N
COUNTRY CLUB
ROAD
rAIF "OvI
1994 PEAK HOUR TRAFFIC Figure I
n N
M ' -10/25 -� 151/122 COUNTRY CLUB
% 144/104 fir-- NOM• ROAD
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03
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E�� I AM / PM
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— — — — —
— — ..
SHORT RANGE PEAK HOUR TRAFFIC Figure 2
N� N
-16/38 235/197 COUNTRY CLUB
f— 222/161 r— NOM. ROAD
j
149/286 —� �
# — nz ----
"--%
I 20W Site
g��
g�W AM / PM
U >
n. 4
m
LONG RANGE PEAK HOUR TRAFFIC Figure 3
Table 3 shows the peak hour operation at the key
intersections in the long range future. It is assumed that
the SH1/County Club Road intersection will be signalized.
Calculation forms are provided in Appendix C. It is expected
that the peak hour operation will be acceptable.
Conclusion
Implementation of Fire Station #12 will have a minimal
impact on the area streets and intersections. Operation
during the peak hours will be acceptable. A signal will be
warranted at the SH1/Country Club Road intersection based upon
background traffic volumes. The location of the fire station
can be used to accelerate the installation of that signal.
An emergency flasher with stop bars are recommended on Country
Club Road to keep the fire station driveway area free of
vehicles during an emergency situation. The auxiliary turn
lanes on SH1 are needed with the current traffic and are not
caused by the implementation of Fire Station #12.
development pattern in the Fort Collins area, it is assumed
that peak hour trips will enter and leave via the SH1/Country
Club Road intersection.
—The site plan for the Fire Station #p12 site shows two
accesses to Country Club Road. The easternmost is a wide
driveway curb cut for the emergency vehicles themselves. This
driveway will not be used on a regular, predictable basis.
The westernmost driveway accesses the parking lot. This
access will be used by employees and visitors. There is
provision for 19 parked vehicles. Country Club Road increases
in grade from SH1 to the east. The grade is most severe for
approximately 200-300 feet east of SH1. The grade moderates
just east of the site. There is a crest vertical curve east
of Ford Lane. A site visit indicated sight lines and distance
were adequate to the east from both driveways for the existing
30 mph posted speed on Country Club Road. However, due to the
vertical curve just east of Ford Lane, cons iderati on show
be given to installing a flashing emergency signal to alert
westbound motor s s t- Eh s a re station ahead. The
suggested sign would I entif y that the fire station exists and
that vehicles should STOP WHEN FLASHING. The location should
be just east of Ford Lane. It should be a oca a ater
in the design/approval process. Stop bars, which identify
where vehicles should stop under an emergency situation,
should be painted on Country Club Road
Figures 2 and 3 show the respective short and long range
traffic forecasts at the key intersections. Based upon the
Figure 2 traffic forecasts, the peak hour signal warrant is
near the threshold of being met. Based upon the Figure 3
traffic forecasts, the peak hour signal warrant will be met.
In the long range future, the warrants are met based upon
background traff ic rather than caused by the occupancy and use
of Fire station 2. As mentioned earlier, fire stations have
a very low trip generation rate and therefore, have a low
impact on the area streets on a predictable basis. Given that
the Figure 2 forecasts indicate that a signal is on the
threshold of being warranted and a fire station is proposed
in the immediate area, the Manual on Uniform Traffic Control
Devices, USDOT, 1988, Section 4E-18 does provide for
installation of a traffic signal at a location that does not
meet the warrants. In my judgment, this section of the Manual
can be used as justification to accelerate the need for a
signal at the SH1/Country Club Road intersection. Obviously,
t e nee or -the signal itself is due to background traffic.
Table 2 shows the peak hour operation at the key
intersections in the short range future. Both stop sign and
signal control are considered at the SH1/Country Club Road
intersection. Calculation forms.are provided in Appendix B.
Operation is expected to be acceptable in the peak hours.
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MEMORANDUM
TO: Gene Chantler, Poudre Fire Authority
Mick Aller, Aller • Lingle
Fort Collins Planning Department
Eric Bracke, Fort Collins Traffic Engineer
FROM: Matt Delich
DATE: August 26, 1996
SUBJECT: Poudre Fire Authority Station #12 traffic study
(File: 9658MEM1)
This memorandum addresses the traffic related impacts of
locating Fire Station #12 in the southeast quadrant of the
SH1/Country Club Road intersection in Fort Collins. The scope
of this study was discussed with Fort Collins Transportation
Department staff. Based upon current plans, Fire Station #12
is expected to be operational by,1998.
This analysis used counts and forecasts contained in the
"Traffic Impact Study, Falcon Ridge," March 25, 1994. The
traffic forecasts on SH1 were adjusted to reflect proposed
developments such as Terry Shores, Eagle Lake, and Hearthfire.
Figure 1 shows the 1994 peak hour traffic at the SH1/Country
Club Road intersection. Table 1 shows the peak hour operation
at this intersection with the existing stop sign control.
Calculation forms are provided in Appendix A. Operation at
this intersection is acceptable. Acceptable operation is
defined as level of service D or better. Based upon Warrant
11, Peak Hour Volume, signals are not warranted at this
intersection. The warrant evaluated was for a major street
with a speed above 40 mph. The posted speed on SH1 is 45 mph.
The current geometry on all legs of this intersection is one
approach lane in each direction. There are wide shoulders on
SH1 (8+ feet). As reported in the cited study, a northbound
right -turn lane and a southbound left -turn lane are required
based upon the State Highway Access Code (SHAC). These lanes
are required whether or not Fire Station #12 or other
development occurs in this area.
Fire Station #12 will house a number of fire trucks and
related emergency vehicles. There will be three full-time
firemen on site at all times. They are on 24 hour shifts
beginning at 7:30 AM+. There are occasionally visits by other
fire personnel, but these are random during the daylight
hours. From a trip generation standpoint, it is estimated
that there will be 3 vehicle trips in and out in the morning
peak hour and 2 vehicle trips in and out in the afternoon peak
hour. Daily vehicle trip ends will normally be less than 30.
Based upon the street network in the area and the general