HomeMy WebLinkAboutRIGDEN FARM - OVERALL DEVELOPMENT PLAN - 56-98B - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYMultimodal Transportation Level of Service Manual P- 20
LOS Standards for Development Review - Bicycle
Figure 7. Bicycle LOS Worksheet
level of service - connectivity
nwinnan actual proposed
base connectivity: C A
specific connections�toprio�ritytes:
description of applicable
destination area within 1,320'
including address
5 Fu-ru fza C'mmseuet_
AggA ,JC r* OF
17 a KE'
J
destination area
classification
(see teat)
CIO& MORatAt
ce�,r�te.
City of fort Collins Transportation Master Plan
Nlultimodal Transportation Level of Service Manual p• 18
LOS Standards for Development Review - Pedestrian
Figure 6. Pedestrian LOS Worksheet
project location classification: Qc T I V I -r y clmrE z Q P vT 1 U R G (enter as many as apply)
description of applicable destination area level of service (Ininintum based on project location classification)
destination area within 1,320' classification
°e" nlenslh aenury
including address (see text) Jirntneu :aainuiry• aosuog>
amnuon
r^ nl'iimlun IJ 3
1orUR'tz� t�MUGRCIp
COMMElZC_I AC- actual A//A IU/A i(l/A N1A NI/Q
!Jo to T 4 O proposed �
>A(E
❑miirmun S g
2G Fti-rur—c: QFrle(; o
(i AA 1"L0VMG'actual NIA A/ A A
WbcaT OR LJA)G
B 8
�io12Tf1 Or �iRo4t=6 proposed B
❑3 mumrnsn
actual
proposed
'l❑Ilta 91n1I1i1
Y
actnall
proposed
/% ^� City of Fort Collins Transportation Master Plan
Multimodal Transportation Level of Service Manual p. 18
LOS Standards for Development Review - Pedestrian
Figure 6. Pedestrian LOS Worksheet
project location classification: ACTIVITY eIFA)TC--P— CFU-rUfZE ) (enter as many as apply)
description of applicable destination area level of service (minimum based on project location classification)
destination area within 1,320' classification
w.n.i
including address (see text) dnaneu aairnvty bfN m�,� s ..meaty
ao.ilngs
wautin
p ntiimian f� �% P
O �ESI�tcA)TIIdC. REStDEurtAL rJ
art(,ai q c 8 C e
\Rl E5T o F R
T PA %dj EQ L, vE proposed 8 15 8 V
v rUrojzE =�SiITfJTr
C � UKc.tf
proposed 4 A A
Omcm(nnn C C C C (2
�65 i'DENt t A L. QES t i��TrA
SouTf+ OF actual 411A IV/A IJIA 411A VA
K(G D Aki FARfA proposed A A A 8
i-- U FV �� m'viunmi 1. C C- c, 7 U 2 G' S l gC�vrr
2e 51 DGw rt rac. octo:d AJ//A A IA A//A A/ A /V A
tio2T1+ a� � 6 3
�rz�Kc
proposed A B
A9SUMG t)If��Y
City of fort Collins Transportation Master Plan
I
I
i�
n
1,
1
J
I
1
1
1
1
1
1
1
1 APPENDIX G
1
1
1
1
1
1
1
1
M = = = M =
HCS: Unsignalized Intersections Release 2.1g
LT9P4PM.HCO
Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) phase 4 access
(E-W) cr9
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/1 99
Other Information...._._.. am pm 1998 short long bkgrd
total
Two-way Stop -controlled Inte ection
Northbound
Southbound
Eastbound
westbound
L T R
11
L T R
L T R
L T R
No. Lanes
1 0
0 1 < 0
0 > 0 < 0
0 0 0
Stop/Yield
Volumes
PHF
Grade
MCI (�)
SU/RV's 00
CVIs M
PCE's______
N N
135 440 350 55
.95 .95 .95 .95
0 0
1.10
------------------------------
30
.95
1.10
Adjustment Factors
70
95
1.101
__________________
HCS: Unsignalized Intersections Release 2.19 LT9P4PM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows:
(vph)
397
Potential Capacity:
(pcph)
871
Movement Capacity:
(pcph)
871
Prob. of Queue -Free
-------------------------------------------------
State:
0.91
Step 2: LT from Major
Street
SBNB
Conflicting Flows:
(vph)
--- -
426
Potential Capacity:
(pcph)
1074
Movement Capacity:
(pcph)
1074
Prob. of Queue -Free
-----------------------------------------------
State:
0.85
Step 4: LT from Minor
-------------------------------------------------
Street
WB EB
Conflicting Flows:
(vph)
1002
Potential Capacity:
(pcph)
278
Major LT, Minor TH
Impedance Factor:
0.85
Adjusted Impedance
Factor:
0.85
Capacity Adjustment
Factor
due to Impeding Movements
0.85
Movement Capacity:
--------------------------------------------------------
(pcph)
238
Intersection Performance Summary
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
Flow
Move
------------
---------------
Rate
Cap
Left Turn Major Road
5.00
2.10
Movement
(pcph)
(pcph)
Right Turn Minor Road
5.50
2.60
--------
------
---
Through Traffic Minor Road
6.00
3.30
EB L
35
238 >
Left Turn Minor Road
6.50
3.40
EB R
81
871 >
NB L
156
1074
Avg.
Shared Total
Cap Delay
(pcph)(sec/veh)
483 9.8
3.9
95%;
Queue Approach
Length LOS Delay
(veh) (sec/veh)
1.0 B 9.8
0.5 A 0.9
Intersection Delay = 1.4 sec/veh
i i i i i i i i
HCS: Unsignalized Intersections Release 2.lg LT9P4AM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
----------------
Streets: (N-S) phase 4 access (E-W) cr9
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 19/99
Other Information ....... ..a pm 1998 short long to bkgrd tal
Two-way Stop -controlled I ersection
__----- - --------- - ---____
LNorthboundd I LSouthboundR I LEastboundR I LWestboundR
No. Lanes 1 1 0 0 1 < 0 0 > 0 < 0 0 0 0
Stop/Yield N N
Volumes 35 235 420 15 45 120
PHF _95 _95 .95 .95 .95 .95
Grade 0 0 0
MCI M
SU/RV's ("s)
CV's M)
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 2.1g LT9P4AM.HCO
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB ES
Conflicting Flows: (vph)
450
Potential Capacity: (pcph)
819
Movement Capacity: (pcph)
819
Prob. of Queue -Free State:
0.83
Step 2:LTfromMajorStreet
SB
NB
-----------------_------ - -- _ -
Conflicting Flows: (vph)
458
Potential Capacity: (pcph)
1037
Movement Capacity: (pcph) -
1037
Prob. of Queue -Free State:
0.96
--------------------------------------------------------
Step 4: LT from Minor Street
WE
EB
----------------------------------------------_--------
Conflicting Flows: (vph)
734
Potential Capacity: (pcph)
398
Major LT, Minor TH
Impedance Factor:
0.96
Adjusted Impedance Factor:
0.96
Capacity Adjustment Factor
-
due to Impeding Movements
0.96
Movement Capacity: (pcph)
--------------------------------------------------------
382
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)
________ ______ ______ ______ _______
EB L 52 382 >
_______ _____
---------
624 8.3
1.4 B
8.3
EB R 139 819 >
NB L 41 1037 3.6
0.0 A
0.5
Intersection Delay =
1.7 sec/veh
Page 2
M = = = M
HCS: Unsignalized Intersections Release 2.19
LTDP2PM.HCO
Page 1
Center For Microcomputers
In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S) phase 2 access
(E-W) drake
and cr9
Major Street Direction....
EW
Length of Time Analyzed...
15 (min)
Analyst ...................
mjd
Date of Analysis ..........
Other Information.........
1/19 99
am 1998 short
long bkgrd
total
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
Volumes
PEP
Grade
MCI ($)
SU/RV's ("s)
CV's ($)
PCE's
N
400 45
.95 .95
0
.______________
N
10 460
.95 .95
0
1.10
---------------
25 10
.95 .95
0
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.ig LTDP2PM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SE
Conflicting Flows: (vph)
444
Potential Capacity: (pcph)
825
Movement Capacity: (pcph)
825
Prob. of Queue -Free State:
0.99
--------------------------------------------------------
Step 2: LT from Major Street
WE
EB
-------------------------------------------------
Conflicting Flows: (vph)
468
Potential Capacity: (pcph)
1026
Movement Capacity: (pcph)
1026
Prob. of Queue -Free State:
0.99
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major IT Shared Lane Prob.
of Queue -Free State:
0.98
--------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
________________________________________________________
Conflicting Flows: (vph)
940
Potential Capacity: (pcph)
302
Major IT, Minor TH
Impedance Factor:
0.98
Adjusted Impedance Factor:
0.98
Capacity Adjustment Factor
due to Impeding Movements
0.98
Movement Capacity: (pcph)
--------------------------------------------------------
297
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 29 297 >
365 11.1
0.3 C
11.1
NB R 12 825 >
WE L 12 1026 3.6
0.0 A
0.1
Intersection Delay =
0.4 sec/veh
HCS: Unsignalized Intersections Release 2.19 LTDP2AM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378 _
Streets: (N-S) phase 2 access (E-W) drake and cr9
Major street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis......... 19/99
Other Information .........am m 1998 short long bkgrd total
Two-way Stop -controlled I rsection
Eastbound I Westbound I Northbound I Southbound
L T R L T R L T R L T R
No. Lanes 1 0 1 < 0 0 > 1 0 10 > 0 < 0 10 0 0
Stop/Yield
Volumes
PHF
Grade
MCI (e)
SU/RV'S M
CV's M
PCE's
N
N
380
15
5
285
.95
.95
.95
.95
0
0
------------------------------
1.10
40 10
.95 .95
0
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 2.1g LTDP2AM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
408
Potential Capacity: (pcph)
860
Movement Capacity: (pcph)
860
Prob. of Queue -Free State:
0.99
-----
Step 2: IT from Major Street--____-
WB-___--__-_-EB
---------------------------------------------
Conflicting Flows: (vph)
416
Potential Capacity: (pcph)
1086
Movement Capacity: (pcph)
1086
Prob. of Queue -Free State:
0.99
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major IT Shared Lane Prob.
of Queue -Free State:
0.99
--------------------------------------------------------
Step 4: IT from Minor Street
NB
SB
________________________________________________________
Conflicting Flows: (vph)
713
Potential Capacity: (pcph)
409
Major LT, Minor TH
Impedance Factor:
0.99
Adjusted Impedance Factor:
0.99
Capacity Adjustment Factor
due to Impeding Movements
0.99
Movement Capacity: (pcph)
--------------------------------------------------------
406
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 46 406 >
456 9.0
0.4 B
9.0
NB R 12 860 >
WB L 6 1086 3.3
0.0 A
0.1
Intersection Delay =
0.6 sec/veh
HCS: Unsignalized Intersections Release 2.19 LTDRPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S) rigden(E-W) drake=====_________
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/1 99
Other Information......... am(pM) 1998 short long bkgrd total
Two-way Stop -controlled Inte ction
Eastbound I Westbound I Northbound I Southbound
L T R L T R L T R L T R
No. Lanes 1 0 1 1 1 1 1 0 I 1 0 1 I 0 0 0
Stop/yield
Volumes
PHF
Grade
MC,s M
SU/RV's M
CV's M
PCE's
N
425 140
.95 .95
0
_______________
N
20 475
.95 .95
0
1.10
--------------
90 10
.95 .95
0
1.10 1.10
---------------
HCS: Unsignalized Intersections Release 2.lg LTDRPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SR
Conflicting Flows:
(vph)
447
Potential Capacity:
(pcph)
822
Movement Capacity:
(pcph)
822
Prob. of Queue -Free
State:
0.99
Step 2: LT from Major
-
-------------
Street
------
WBEB
------------------
-----------------------------
Conflicting Flows:
(vph)
594
Potential Capacity:
(pcph)
893
Movement Capacity:
(pcph)
893
Prob. of Queue -Free
--------------------------------------------------------
State:
0.97
Step 4: LT from Minor
Street
NB SB
________________________________________________________
Conflicting Flows:
(vph)
968
Potential Capacity:
(pcph)
291
Major LT, Minor TH
Impedance Factor:
0.97
Adjusted Impedance
Factor:
0.97
Capacity Adjustment
Factor
due to Impeding Movements
0.97
Movement Capacity_
-----------------
(pcph)
284
Adjustment
Factors
Intersection Performance Summary
Vehicle
Critical
Follow-up
Avg.
95`s
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
NB L
105
284 19.9
1.7 C
Left Turn Minor Road
6.50
3.40
18.4
NB R
12
822 4.4
0.0 A
WB L
23
893 4.1
0.0 A
0.2
Intersection Delay =
1.7 sec/veh
M
HCS: Unsignalized Intersections Release 2.19
LTDRAM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) rigden
(E-W) drake
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/19/99
Other Information.........am pm 1998 short
bkgrd long
total
Two-way Stop -controlled In rsection
Eastbound
Westbound
Northbound
Southbound
L T R
10
L T R
11
L T R
L T R
No. Lanes
1 1
1 0
1 0 1
0 0 0
Stop/Yield
Volumes 390
PHF .95
Grade 0
MCI M)
SU/RV's (%)
CV's (%)
PCE's
---------------------
40
95
5 325
95 .95
0
160 10
.95 .95
0
11.10 11.10 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 2.1g LTDRAM.HCO
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
411
Potential Capacity: (pcph)
857
Movement Capacity: (pcph)
857
Prob. of Queue -Free State:
0.99
--------------------------------------------------------
Step 2: LT from Major Street
WB
EB
--------------------------------------------------------
Conflicting Flows: (vph)
453
Potential Capacity: (pcph)
1043
Movement Capacity: (pcph)
1043
Prob. of Queue -Free State:
0_99
_
Step 4: LT from Minor Street
NB
SB
-----------------------------
Conflicting Flows: (vph)
758
Potential Capacity: (pcph)
385
Major IT, Minor TH
Impedance Factor:
0.99
Adjusted Impedance Factor:
0.99
Capacity Adjustment Factor
due to Impeding Movements
0.99
Movement Capacity: (pcph)
--------------------------------------------------------
383
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 185 383 17.9
_______ _____
2.5 C
---------
17.1
NB R 12 857 4.3
0.0 A
WB L 6 1043 3.5
0.0 A
0.1
Intersection Delay =
3.1 sec/veh
Page 2
i M = = = M M
M M = = = r
HCS: Unsignalized Intersections Release 2.19 LTDFPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S) full access (E-W) drake
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/19/99
Other Information......... am pm 1998 short long bkgrd total
Two-way Stop -controlled Inters ction
Eastbound I westbound I Northbound I Southbound
L T R L T R L T R L T R
No. Lanes 1 1 1 < 0 1 1 1 < 0 1 1 < 0 11 1 < 0
Stop/Yield
Volumes
PHF
Grade
MCI M
SU/RV's M
Cv's (�)
PCE's
1!75 525 35
.95 .95 .95
0
1.10
---------------
N
60 445 60 25 1 10
.95 .95 .95 .95 .95 .95
0 0
1.10 I1.10 1.10 1.10
-----------------------------
Adjustment Factors
60 1 160
.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
HCS: Unsignalized Intersections Release 2.lg LTDFPM.HCO
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
572
500
Potential Capacity: (pcph)
710
773
Movement Capacity: (pcph)
710
773
Prob. of Queue -Free State:
0.98
0.76
-------------
Step 2: LT from Major Street
WB----_-_--_-EB
--------------------------------------------------------
Conflicting Flows: (vph)
590
531
Potential Capacity: (pcph)
897
957
Movement Capacity: (pcph)
897
957
Prob. of Queue -Free State:
0.92
0.91
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
________________________________________________________
Conflicting Flows: (vph)
1244
1232
Potential Capacity: (pcph)
243
246
Capacity Adjustment Factor
due to Impeding Movements
0.84
0.84
Movement Capacity: (pcph)
204
206
Prob. of Queue -Free State:
1.00
1.00
----- _--------------------------------------------------
Step 4: LT from Minor Street
NB
SB
-
____________________________
Conflicting Flows: (vph)
1298
1219
Potential Capacity: (pcph)
188
208
Major LT, Minor TH
Impedance Factor:
0.84
0.84
Adjusted Impedance Factor:
0.87
0.87
Capacity Adjustment Factor
due to Impeding Movements
0.66
0.86
Movement Capacity: (pcph)
_________________
125
179
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 29 125
-------
37.3
------
0.8
E
NB T 1 204 >
27.8
NB R 12 710 > 596
6.2
0.0
B
SB L 69 179
32.2
1.6
E
SB T 1 206 >
13.3
SB R 185 773 > 762
6.2
1.1
B
EB L 87 957
4.1
0.2
A 0.5
WB L 69 897
4.3
0.2
A 0.5
Intersection Delay
=
3.1 sec/veh
Page 2
M M � M = M M M =
HCS: Unsignalized Intersections Release 2.19 LTDFAM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S) full access (E-W) drake
Major Street Direction.... EW
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 19/99
Other Information.........am pm 1998 short long b k g r d total
Two-way Stop -controlled I rsection
Eastbound I Westbound I Northbound I Southbound
L T R L T R L T R L T R
No. Lanes 11 1 < 0 1 1 1 < 0 1 1 < 0 1 1 1 < 0
Stop/Yield
Volumes
PHF
Grade
MCI (%)
SU/RVIS (%)
CVIS (%)
PCEIs
N
35 390 10
95 .95 .95
0
1.10
.______________.
N
30 425 30 50 1 15
.95 .95 .95 .95 .95 .95
0 0
1.10 11.10 1.10 1.10
-----------------------------
Adjustment Factors
30 1 80
.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
HCS: Unsignalized Intersections Release 2.lg LTDFAM.HCO Page 2
------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph)
416
463
Potential Capacity: (pcph)
852
807
Movement Capacity: (pcph)
852
807
Prob. of Queue -Free State:
0.98
0.89
--------------------------------------------------------
Step 2: LT from Major Street
------------------------------------
WB
EB
------------- - -
Conflicting Flows: (vph)
422
479
Potential Capacity: (pcph)
1079
1014
Movement Capacity: (pcph)
1079
1014
Prob. of Queue -Free State:
0.97
0.96
--------------------------------------------------------
Step 3: TH from Minor Street
NB
SB
-----------------------------------------------
Conflicting Flows: (vph)
964
954
Potential Capacity: (pcph)
340
344
Capacity Adjustment Factor
due to Impeding Movements
0.93
0.93
Movement Capacity: (pcph)
316
319
Prob. of Queue -Free State:
1.00
1.00
--------------------------------------------------------
Step 4: LT from Minor Street
NB
SB
__
___________________________
Conflicting Flows: (vph)
991
957
Potential Capacity: (pcph)
282
296
Major IT, Minor TH
Impedance Factor:
0.93
0.93
Adjusted impedance Factor:
0.94
0.94
Capacity Adjustment Factor
due to Impeding Movements
0.84
0.92
Movement Capacity: (pcph)
--------------------------------------------------------
236
273
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 58 236
_______
20.2
_______
0.9
_____ ---------
D
NB T 1 316 >
16.4
NB R 18 852 > 782
4.7
0.0
A
SB L 35 273
15.1
0.4
C
SB T 1 319 >
7.8
SB R 92 807 > 794
5.1
0.4
B
EB L 41 1014
3.7
0.0
A 0.3
WE L 35 1079
3.4
0.0
A 0.2
Intersection Delay
=
2.0 sec/veh
M = = i = M M M
= M = = M
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
______________
Streets: (E-W) horsetooth (N-S) cr9
Analyst: Matt File Name: LTH9AM.HC9
Area Type: Other 1-19-99 am pm
Comment: 1998 short long kgrd total
--
-----------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 1 1 1 1 1 < 0 1 1 < 0 1 1 < 0
Volumes 35 15 415 10 15 15 200 220 5 5 490 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 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 WE Right
Green 19.OA Green 20.OA 46.OP
Yellow/AR 5.0 Yellow/AR 5.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 366 1592 0.101 0.230 19.6 C 14.6 B
T 391 1863 0.041 0.210 20.3 C
R 728 1583 0.600 0.460 14.0 B
WE L 386 1678 0.028 0.230 19.3 C 20.2 C
TR 362 1723 0.088 0.210 20.5 C
NB L 499 1770 0.423 0.750 10.9 B 6.6 B
TR 1356 1857 0.175 0.730 2.7 A
SB L 448 897 0.011 0.500 8.1 B 13.6 B
TR 883 1839 0.638 0.480 13.7 B
Intersection Delay = 12.1 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.619
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) horsetooth (N-S) cr9
Analyst: Matt File Name: LPM.HC9
Area Type: Other 1-19-99 am p
Comment: 1998 short long bkgrd rota
---------------------
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 1 1 1 1 1 < 0 1 1 < 0 1 1 < 0
Volumes 55 25 245 5 10 15 385 505 10 10 370 40
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
______________________________________________ ______________--_
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru * Thru
Right * Right
g + Peds
Peds *
WB Left * SB Left
Thru + Thru
Right * Right
Peds * Peds
NB Right EB Right
SB Right WB Right
Green L9.OA Green 20.OA 46.OP
Yellow/AR 5.0 Yellow/AR 5.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
________________________________________________________ --__
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
_____ ____ _______ _____ _____ _____ ___ _____ ---
ES L 372 1618 0.156 0.230 19.9 C 13.5 B
T 391 1863 0.066 0.210 20.4 C
R 728 1583 0.354 0.460 11.4 B
WB L 373 1623 0.013 0.230 19.2 C 20.3 C
TR 356 1697 0.076 0.210 20.5 C
NB L 584 1770 0.693 0.750 11.7 B 7.0 B
TR 1356 1857 0.401 0.730 3.4 A
SB L 137 274 0.080 0.500 8.4 B 11.7 B
TR 881 1836 0.489 0.480 11.8 B
Intersection Delay = 9.7 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 5.0 sec Critical v/c(x) = 0.526
_______________________________________________________________________
i == M M M M M= M M=
HCS: Unsignalized Intersections Release 2.1g
AX1122Nzam
Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) cr9(E-W)
horsetooth=====____
Analyst ................... mjd
Date of Analysis.......... 1/19/99
Other Information........ ramp pm 1998 short long
bkgrd
total
All -way Stop -controlled InEersection
Northbound Southbound
Eastbound J
westbound
L T R L T R
L T
R
L T
R
No. Lanes 1 1< 0 1 1 c 0
Volumes 200 220 5 5 490 45
1 1
35 15
1
415
0> 1
10 15
< 0
15
PHF .95 .95 .95 .95 .95 .95
.95 _95
.95
.95 .95
.95
________________________________________________________________
Volume Summary and Capacity Analysis WorkSheet
------------------------------------------------------------------
NB
SB
EB
WB
_______________________________________________________________________
LT Flow Rate
211
5
5
47
37
437
11
16
RT Flow Rate
Approach Flow Rate
448
568
490
43
Proportion LT
0.47
0.01
0.08
0.26
Proportion RT
0.01
0.08
0.89
0.37
Opposing Approach Flow Rate
568
448
43
490
Conflicting Approaches Flow Rate
533
533
1016
1016
Proportion, Subject Approach Flow Rate
0.29
0.37
0.32
0.03
Proportion, Opposing Approach Flow Rate
0.37
0.29
0.03
0.32
Lanes on Subject Approach
2
2
3
1
3
Lanes on opposing Approach
2
5
2
211
1
11
37
LT, Opposing Approach
5
16
437
RT, Opposing Approach
47
48
48
216
216
IT, Conflicting Approaches
52
52
RT, Conflicting Approaches
453
453
Proportion LT, Opposing Approach
0.01
0.47
0.26
0.08
Proportion RT, Opposing Approach
0.08
0.01
0.37
0.89
Proportion LT, Conflicting Approaches
0.09
0.09
0.21
0.21
Proportion RT, Conflicting Approaches
0.85
0.85
0.05
0.05
*Range limit(s) exceeded (see below)
-----------------------------------------------------------------------
HCS: Unsignalized Intersections Release 2.19
M_ffn
Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0376
Streets: (N-S) cr9
(E-W)
horsetooth
Analyst ................... mjd
Date of Analysis.......... 1/ /99
Other Information......... am }m 1998 short
long
bkgrd
total
All -way Stop -controlled Intersection
------------------------------------------------------
Northbound
Southbound
Eastbound
westbound
L T R
L T R
L T
R
L T
R
No. Lanes
____
1 1 < 0
1 1 < 0
1 1
1
0 > 1
c 0
Volumes
385 505 10
10 370 40
55 25
245
5 10
15
PHP
.95 .95 .95
.95 .95 .95
.95 .95
.95
.95 .95
.95
------------------------------------- __________________________________
volume Summary and Capacity Analysis
WorkSheet
----------------------------------------------------------------
NB
SB
EB
WB
------------------------------------- __________________________________
LT Flow Rate
405
11
58
5
RT Flow Rate
11
42
258
16
Approach Flow Rate
948
442
342
32
Proportion LT
0.43
0.02
0.17
0.16
Proportion RT
0.01
0.10
0.75
0.50
Opposing Approach Flow Rate
442
948
32
342
Conflicting Approaches Flow Rate
374
374
1390
1390
Proportion, Subject Approach Flow Rate
0.54
0.25
0.19
0.02
Proportion, Opposing Approach Flow Rate
0.25
0.54
0.02
0.19
Lanes on Subject Approach
2
2
3
1
Lanes on Opposing Approach
2
2
1
3
LT, Opposing Approach
11
405
5
58
RT, opposing Approach
42
11
16
258
LT, Conflicting Approaches
63
63
416
416
RT, Conflicting Approaches
274
274
53
53
Proportion LT, Opposing Approach
0.02
0.43
0.16
0.17
Proportion RT, Opposing Approach
0.10
0.01
0.50
0.75
Proportion LT, Conflicting Approaches
0.17
0.17
0.30
0.30
Proportion RT, Conflicting Approaches
0.73
0.73
0.04
0.04
*Range limit(s) exceeded (see below)
------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets (E-W) caster (N-S) timberline
Analyst: Matt - File Name: LTTCAM.HC9
Area Type: Other 1-19-99 a pm
Comment: 1998 short lon bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 0 > 1 < 0 1 1 < 0 1 2 1 1 2 < 0
Volumes 5 15 15 155 10 235 10 1460 155 120 1365 5
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
------------------------
Intersection Performance Summary
Lane Group: Adj Sat We g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
EB LTR 392 1453 0.094 0.270 20.8 C 20.8 C
WB L 452 1557 0.361 0.290 21.6 C 24.2 C
TR 431 1595 0.599 0.270 25.8 D
NB L 255 1770 0.043 0.690 6.0 B 9.4 B
T 2086 3725 0.774 0.560 9.6 B
R 887 1583 0.184 0.560 8,2 B
SB L 251 1770 0.502 0.690 11.6 B 9.1 B
TR 2085 3724 0.726 0.560 8.9 B
Intersection Delay = 11.0 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.716
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets (E-W) custer (N-S) timberline
Analyst: Matt File Name: L�TT�CPM.HC9
Area Type: Other 1-19-99 am O'
Comment: 1998 short long bkgrd Iota
______________ Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____
No. Lanes 0> 1 < 0 1 1< 0 1 2 1 1 2< 0
Volumes 5 20 15 260 25 360 15 1300 245 265 1550 10
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 WE Right
Green 28.OA Green 12.OA 46.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- --__ ----- ----- ----- --- ----- ---
EB LTR 424 1413 0.099 0.300 19.2 C 19.2 C
WB L 489 1527 0.561 0.320 22.5 C 29.3 D
TR 480 1601 0.843 0.300 33.9 D
NB L 340 1770 0.047 0.660 12.9 B 14.4 B
T 1788 3725 0.803 0.480 14.8 B
R 760 1583 0.339 0.480 12.4 B
SB L 340 1770 0.821 0.660 31.0 D 24.8 C
TR 1786 3722 0.966 0.480 23.8 C
Intersection Delay = 21.4 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.932
_______________________________________________________________________
M M M M M = = M s M
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.49 01-19-1999
Center For Microcomputers
In Transportation
Streets: (E-W) vermont
(N-S) timberline
Analyst: Matt
File Name: LTTVAM.HC9
Area Type:
Other
Gng bkgrd total
11-16-98 am pm
Comment: 1998
short
Eastbound
Westbound
Northbound
Southbound
L T R
L T
R
L T R
L T
----
R
No. Lanes
____ ____ ____
1 1< 0
____ ____
1 1<
____
0
____ ____ ____
1 2< 0
____ ____
1 2<
0
Volumes
25 10 25
150 10
ISO
25 1415 115
215 1290
30
Lane W (ft)
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
0
0
0
Lost Time
1.00 3.00 3.00
1.00 3.00
3.00
1.00 3.00 3.00
_-__________-----_-____
1.00 3.00 3.00
_______________
-_________�____
Signal erations
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
Green 8.OA 53.OP
Yellow/AR
5.0
Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination
order: #1 #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
____ _______ _____
216 745 0.120
_____ _____
0.290 19.9 C 20.4
C
TR
450 1666 0,082
0.270 20.7 C
WB L
454 1567 0.348
0.290 21.5 C 22.7
C
TR
432 1599 0.463
0.270 23.7 C
NB L
273 1770 0.095
0.690 6.1 B 11.3
B
TR
2026 3683 0.834
0.550 11.4 B
SB L
269 1770 0.840
0.690 35.1 D 12.7
B
TR
2042 3713 0.715
0.550 9.3 B
Intersection Delay =
13.2 sec/veh Intersection LOS =
B
Lost Time/Cycle, L = 7.0 sec Critical
_______________________________________________________________________
v/c(x) = 0.746
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) vermont (N-S) timberline
Analyst: Matt File Name: LTTVPM.HC9
Area Type: Other 11-16-98 am p�
Comment: 1998 short long bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 1 1 < 0 1 1 < 0 1 2 < 0 1 2 < 0
Volumes 45 15 25 70 5 70 20 1450 95 140 1670 20
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
--------------------- __________________________________________________
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
* NB Left
EB Left +
Thru + Thru
Right * Right
Peds
+ Peds
WB Left * SB Left
Thru * Thru
Right * Right
g +
Peds Peds
NB Right EB Right
SB Right WB Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 369 1271 0.127 0.290 19.9 C 20.3 C
TR 456 1690 0.092 0.270 20.8 C
WB L 447 1543 0.165 0.290 20.1 C 20.8 C
TR 432 1601 0.183 0.270 21.3 C
NB L 251 1770 0.084 0.690 11.0 B 10.6 B
TR 2067 3691 0.826 0.560 10.6 B
SB L 251 1770 0.586 0.690 16.9 C 13.2 B
TR 2083 3719 0.897 0.560 12.9 B
Intersection Delay = 12.5 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.682
_______________________________________________________________________
I
I
Ir�
u
I
n
I
n
PI
I
11
i
I
I
I
APPENDIX F
I
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) horsetooth (N-S) cr9
Analyst: Matt File Name: LBH9AM.HC9
Area Type: Other 1-19-99 am m
P
Comment: 1998 short long bkgrd total
-------------------------
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 < 0 1 1 < 0 1 1 < 0
Volumes 20 15 320 10 15 15 125 165 5 5 335 20
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 19.OA Green 20.OA 46.OP
Yellow/AR 5.0 Yellow/AR 5.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 366 1592 0.057 0.230 19.4 C 13.1 B
T 391 1863 0.041 0.210 20.3 C
R 728 1583 0.463 0.460 12.3 B
WB L 386 1678 0.029 0.230. 19.3 C 20.2 C
TR 362 1723 0.088 0.210 20.5 C
NB L 649 1770 0.203 0.750 3.0 A 2.8 A
TR 1354 1855 0.132 0.730 2.6 A
SB L 541 1082 0.009 0.500 8.1 B 11.1 B
TR 887 1847 0.422 0.480 11.2 B
Intersection Delay = 9.8 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.442
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) horsetooth (N-S) cr9
Analyst: Matt File Name: LBH9PM.HC9
Area Type: Other _ 1-19-99 am
Comment: 1998 short ong kgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
NO. Lanes 1 1 1 1 1 < 0 1 1 < 0 1 1 < 0
Volumes 20 25 115 5 10 15 260 320 10 10 110 20
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 19.OA Green 20.OA 46.OP
Yellow/AR 5.0 Yellow/AR 5.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 372 1618 0.056 0.230 19.4 C 12.9 B
T 391 1863 0.066 0.210 20.4 C
R 728 1583 0.166 0.460 10.2 B
WB L 373 1623 0.013 0.230 19.2 C 20.3 C
TR 356 1697 0.076 0.210 20.5 C
NB L 981 1770 0.279 0.750 2.5 A 2.7 A
TR 1353 1854 0.257 0.730 2.9 A
SB L 320 640 0.034 0.500 8.2 B 9.4 B
TR 874 1820 0,157 0.480 9.5 B
Intersection Delay = 6.1 sec/veh Intersection LOS = B
Lost Time/Cycle, L.= 7.0 sec Critical v/c(x) = 0.265
M M M= M M M M r we i! M W! m" M m
HCS- Unsignalized Intersections Release
2.19 LBH9AM.HCO Page 1
HCS: Unsignalized Intersections Release 2.lg LBH9PM.HCO
Page 1
Center For Microcomputers In Transportation
-----------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
University of Florida
512 Weil Hall
512 Weil Hall
Gainesville, FL 32611-2083
Gainesville, FL 32611-2083
Ph: (904) 392-0378
--------
Ph: (904) 392-0378
streets (N-S) cr9(E-W)
horsetooth
Streets:(N-S)-cr9--------__-------_---_--__--(E-W)
horsetooth
Analyst................... mjd
Analyst... ................ mjd
Date of Analysis.......... 19/99
Other Information........ am pm 1998 short long bkgr
('section
total
Date of Analysis.......... 1/ /99
Other Information......... am pm 1998
short long bkgrd
,.
total
All -way Stop -controlled 1'
-------------
All -way Stop -controlled Inter ction
Northbound
Southbound
I Eastbound
westbound
Northbound
Southbound
Eastbound
westbound
L T R
L T R
L T
R
____ ____
L T
____
R
____
L T R
L T
R
L T R
___ ____
L T
____ ____
R
____
No. Lanes
____ ____ ____
1 1 < 0
____ ____ ____
1 1 < 0
____ ____
1 1
1
0 > 1
< 0
No. Lanes
_ __
1 1 < 0
1 1 <
0
1 1 1
0 > 1
< 0
Volumes
125 165 5
5 335 20
20 15
320
10 15
15
Volumes
260 320 10
10 110
20
20 25 115
5
10 15
PHF
.95 .95 .95
.95 .95 .95
.95 .95
.95
.95 .95
.95
PHF
-------------------------------------------------------------
.95 .95 .95
.95 .95
.95
.95 .95 .95
.95 .95
.95
--------------------------------------------------------------
Volume Summary and Capacity Analysis WorkSheet
-------
- -
- - ---------
Volume Summary and Capacity Analysis WorkSheet
------------------------------------------
- -
------
________________________________'-------------
NB
SB
EB
WB
----
NB SB
EB
WB
_______________________________________________________________________
LT Flow Rate
132
5
21
11
________________________________
LT Flow Rate
274 it
21
5
RT Flow Rate
5
21
337
16
RT Flow Rate
11 21
121
16
Approach Flow Rate
311
379
374
43
Approach Flow Rate
622 148
168
32
Proportion LT
0.42
0.01
0.06
0.26
Proportion LT
0.44 0.07
0.13
0.16
Proportion RT
0.02
0.06
0.90
0.37
Proportion RT
0.02 0.14
0.72
0.50
Opposing Approach Flow Rate
379
311
43
374
Opposing Approach Flow Rate
148 622
32
168
Conflicting Approaches Flow Rate
417
417
690
690
Conflicting Approaches Flow Rate
200 200
770
770
Proportion, Subject Approach Flow Rate
0.28
0.34
0.34
0.04
Proportion, Subject Approach Flow Rate 0.64 0.15
0.17
0.03
Proportion, opposing Approach Flow Rate
0.34
0.28
0.04
0.34
Proportion, Opposing Approach Flow Rate
0.15 0.64
0.03
0.17
Lanes on Subject Approach
2
2
3
1
Lanes on Subject Approach
2 2
3
1
Lanes on Opposing Approach
2
2
1
3
Lanes on Opposing Approach
2 2
1
3
IT, Opposing Approach
5
132
11
21
LT, Opposing Approach
11 274
5
21
RT, Opposing Approach
21
5
16
337
RT, Opposing Approach
21 11
16
121
IT, Conflicting Approaches
32
32
137
137
IT, Conflicting Approaches
26 26
285
285
RT, Conflicting Approaches
353
353
26
26
RT, Conflicting Approaches
137 137
32
32
Proportion LT, Opposing Approach
0.01
0.42
0.26
0.06
Proportion IT, Opposing Approach
0.07 0.44
0.16
0.13
Proportion RT, opposing Approach
0.06
0.02
0.37
0.90
Proportion RT, Opposing Approach
0.14 0.02
0.50
0.72
Proportion LT, Conflicting Approaches
0.08
0.08
0.20
0.20
Proportion LT, Conflicting Approaches
0.13 0.13
0.37
0.37
Proportion RT, Conflicting Approaches
0.85
0.85
0.04
0.04
Proportion RT, Conflicting Approaches
0.69 0.69
0.04
0.04
Approach Capacity
----------- - --- - --------------------------------------
959
846
814
--------
290
Approach Capacity
----- ------------------------------
1121 839
-------------- -----------------
651
62
Intersection Performance Summary
Intersection Performance Summary
Approach Approach
V/C Average
Approach Approach
V/C Average
Movement Flow Rate Capacity Ratio Total Delay
_______ ___________
LOS
____
Movement Flow Rate Capacity
__________ __________ _________
Ratio Total Delay
_______ ___________
LOS
----
__________ __________ _________
NB 311 959 0.32
3.4
A
NB 622 1121
0.55 8.2
B
SB 379 846 0.45
5.5
B
SB 148 839
0.18 2.O
A
EB 374 814 0.46
5.7
B
EB 168 651
0.26 2.7
A
WB 43 290 0.15
1.8
A
WB 32 62
0.52 7.1
B
Intersection Delay =
4.8
Intersection Delay
= 6.3
Level of Service (Intersection)
= A
Level of Service (Intersection) = B
M" W W M M`" r001 i W im M M on" M
HCS: Unsignalized Intersections Release 2.1g LBTCPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) timberline (E-W) custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/ /99
Other Information......... am pm 1998 short long bkgrd total
Two-way Stop -controlled Inter ction
Northbound Southbound Eastbound westbound
L T R L T R L T R L T R
No. Lanes 1-1 2 0 0 2 < 0 0 > 0 c 0 0 0 0
Stop/Yield
Volumes
PHF
Grade
MCI (%)
SU/RV's M
CV's (�)
PCE's
N
15 774
.95 .95
0
1.10
--------------
882 10 5 15
.95 .95 .95 .95
0 0
1.10 1.10
______________
HCS: Unsignalized Intersections Release 2.1g LBTCPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph)
470
Potential Capacity: (pcph)
800
Movement Capacity: (pcph)
800
Prob. of Queue -Free State:
0.98
--------------------------------------------------------
Step 2: LT from Major Street
SB---------- NB
----------------------------------------------
Conflicting Flows: (vph)
939
Potential Capacity: (pcph)
537
Movement Capacity: (pcph)
537
Prob. of Queue -Free State:
0.97
--------------------------------------------------------
Step 4: IT from Minor Street
WB EB
__________________.______________________________________
Conflicting Flows: (vph)
1764
Potential Capacity: (pcph)
79
Major LT, Minor TH
Impedance Factor:
0.97
Adjusted Impedance Factor:
0.97
Capacity Adjustment Factor
due to Impeding Movements
0.97
Movement Capacity: (pcph)
--------------------------------------------------------
76
Adjustment Factors
Intersection Performance Summary
Vehicle
Critical
Follow-up
Avg.
95%
Maneuver
Gap (tg)
Time (tf)
Flow
Move Shared Total
Queue
Approach
____J---------------------------------------------------
-
Rate
Cap Cap Delay
Length LOS
Delay
Left Turn Major Road
5.50
2.10
Movement
(pcph)
(pcph) (pcph)(sec/veh)
(veh)
(sec/veh)
Right Turn Minor Road
5.50
2.60
________
______
______ ______ _______
_______ _____
_________
Through Traffic Minor
Road 6.50
7.00
3.30
3.40
EB L
6
76 >
237 16.9
0.3 C
16.9
Left Turn Minor Road
EB R
18
800 >
NB L
18
537 6.9
0.0 B
0.1
Intersection Delay =
0.3 sec/veh
m r� ,w m U040 MAN "
HCS: Unsignalized Intersections Release
2.lg LBTCAM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) timberline
(E-W) Custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 19/99
Other Information........ am pm 1998 short long bkrd gtotal
Two-way Stop -controlled In rsection
Northbound
Southbound
Eastbound
Westbound
L T R
(
L T R
I
L T R
L T R
No. Lanes
1 2 0
O 2 < 0
0 > 0 < 0
0 0 0
Stop/Yield
volumes
PHP
Grade
MCI (�)
SU/RV's (%)
CVIs (%)
PCE's
N
10 876
.95 .95
0
1.10
-------------
'N
774 5
.95 .95
0
-------------
5 15
.95 .95
0
1.10 1.10
--------------
Adjustment Factors
HCS: Unsignalized Intersections Release 2.19 LBTCAM.HCO
Worksheet for TWSC intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows:
(vph)
410
Potential Capacity:
(pcph)
858
Movement Capacity:
(pcph)
858
Prob. of Queue -Free
State:
0.98
Step 2:LT
---------------___-_-__-
SBNB
-from -major
- _
Conflicting Flows:
-Street
(vph)
820
Potential Capacity:
(pcph)
622
Movement Capacity:
(pcph)
622
Prob. of Queue -Free
State:
0.98
--------------------------------------------------------
Step 4: IT from Minor
Street
----------------------
WB EB
-------------------
Conflicting Flows:
-----------
(vph)
1750
Potential Capacity:
(pcph)
81
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)
79
Vehicle Critical Follow-up
Maneuver Gap (tg) .Time (tf)
---------------------- -------------------------------
Left Turn Major Road 5.50 2.10 Movement
Right Turn Minor Road 5.50 2.60 --------
Through Traffic Minor Road 6.50 3.30 EB L
Left Turn Minor Road 7.00 3.40
EB R
NB L
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
(pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh)
______ ______ ______ _______ ___
6 79 >
248 16.1 0.2 C 16.1
18 858 >
12 622 5.9 0.0 B 0.1
Intersection Delay = 0.2 sec/veh
Page 2
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) vermont (N-S) timberline
Analyst: Matt File Name: LBTVAM.HC9
Area Type: Other 11-16-98� pm
Comment: 1998 short long kgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1< 0 1 1< 0 1 2< 0 1 2< 0
Volumes 25 10 25 150 10 180 25 1265 115 215 1085 30
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1,00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left
* NB Left
Thru * Thru
Right * Right
g *
Peds Peds
WB Left * SB Left
Thru * Thru
Right * Right
g *
Peds Peds
NB Right HB Right
SB Right WB Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 216 745 0.120 0.290 19.9 C 20.4 C
TR 450 1666 0.082 0.270 20.7 C
WB L 454 1567 0.348 0.290 21.5 C 22.7 C
TR 432 1599 0.463 0.270 23.7 C
NB L 274 1770 0.095 0.690 4.8 A 9.0 B
TR 2060 3679 0.741 0.560 9.1 B
SB L 255 1770 0.886 0.690 40.0 D 12.6 B
TR 2078 3710 0.593 0.560 7.6 B
Intersection Delay = 12.2 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.688
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) vermont (N-S) timberline
Analyst: Matt File Name: LBTVPM.HC9
Area Type: Other 11-16-98 am pm
Comment: 1998 short long kgrd total
______�_____-__-_______________________________
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 < 0 1 1 < 0 1 2 < 0 1 2 < 0
Volumes 45 15 25 70 5 70 20 1195 95 140 1305 20
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 369 1271 0.127 0.290 19.9 C 20.3 C
TR 456 1690 0.092 0.270 20.8 C
WB L 447 1543 0.165 0.290 20.1 C 20.8 C
TR 432 1601 0.183 0.270 21.3 C
NB L 260 1770 0.081 0.690 5.8 B 8.4 B
TR 2063 3684 0.691 0.560 8.5 B
SB L 263 1770 0.559 0.690 11.1 B 8.8 B
TR 2082 3717 0.704 0.560 8.6 B
Intersection Delay = 9.5 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.566
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: LBTDAM.HC9
Area e: Other 1-19-99 P
am m
Comment: short long mid bkgrd otal
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 2 2 < 0 1 2 < 0 2 2 1 1 2 1
Volumes 405 175 410 60 120 110 305 1090 70 100 825 205
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 * WE Right
Green 17.OA 23.OA Green 10.OA 7.OA 25.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
_____________________________________________________
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
_____ ____ _______ _____ _____ _____ ___ _____ ---
EB L 715 3574 0.614 0.200 28.9 D 29.2 D
TR 842 3367 0.769 0.250 29.5 D
WE L 357 1787 0.176 0.200 25.2 D 23.5 C
TR 873 3492 0.291 0.250 23.1 C
NB L 715 3574 0.463 0.200 27.2 D 22.9 C
T 1266 3725 0.951 0.340 22.7 C
R 879 1599 0.084 0.550 8.1 B
SB L 232 1787 0.452 0.130 31.5 D 23.1 C
T 1006 3725 0.906 0.270 24.8 C
R 768 1599 0.281 0.480 11.9 B
Intersection Delay = 24.7 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.758
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: LBTDPM.HC9
Area Type: Other 1-19-99 am 0
Comment: short mid (on grd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ _ --
No. Lanes 2 2 < 0 1 2 < 0 2 2 1 1 2 1
Volumes 245 145 295 115 210 160 330 875 90 80 1070 320
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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
WE Left * SB Left
Thru * Thru
Right * Right
Peds * Peds
NB Right * EB Right
SB Right * WE Right
Green 12.0A 23.OA Green 13.OA 3.OA 31.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
_______________________________________________________________________
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
_____ ____ _______ _____ _____ _____ ___ _____ ___
EB L 536 3574 0.496 0.150 30.3 D 27.3 D
TR 846 3384 0.576 0.250 25.7 D
WB L 268 1787 0.451 0.150 30.3 D 25.8 D
TR 880 3519 0.464 0.250 24.5 C
NB L 679 3574 0.526 0.190 28.3 D 17.2 C
T 1341 3725 0.721 0.360 13.8 B
R 831 1599 0.114 0.520 9.3 B
SB L 286 1787 0.294 0.160 28.3 D 22.4 C
T 1229 3725 0.961 0.330 24.7 C
R 784 1599 0.430 0.490 12.8 B
Intersection Delay = 21.9 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 sec Critical v/e(x) = 0.691
I
11
I
i APPENDIX E
M
m a lw' " r " !' m"" W om " ON.MOV M ` m
HCS: Unsignalized Intersections Release 2.1g
STH9AM.HCO Page 1
HCS: Unsignalized Intersections Release 2.lg
STH9PM.HCO Page 1
Center For Microcomputers In Transportation
Center For Microcomputers In Transportation
University of Florida
University of Florida
512 Weil Hall
512 Weil Hall
Gainesville, FL 32611-2083
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Ph: (904) 392-0378
Streets: (N-S) cr9
(E-W)
horsetooth
Streets: (N-S) cr9
(E-W)
horsetooth
Analyst ................... mjd
Analyst................... mjd
Date of Analysis.......... 1/19/99
Other Information......... am pm 1998
short long
bkgrd
total
Date of Analysis.......... 1/19/99
Other Information......... am PM 1998
short long
bkgrd
total
All -way Stop -Controlled I rsection
---'-------------'-------------------
-------------------___�________
All -way Stop -controlled Inter Ction
-'--- -----------------"-----------------------------
-----------------
---------'------------------------------------------'------
Northbound
Southbound
Eastbound
westbound
'----------'------------'----'-----'------------------'----'-----------
Northbound
Southbound
Eastbound
Westbound
L T R
L T
R
L T
R
L T
R
L T R
L T
R
L T
R
L T
R
No. Lanes
____ ____
1 1 < 0
0 > 1 <
__
0
____ ____
1 1
____
1
_
0 > 1
< 0
No. Lanes
1 1 < 0
0 > 1 <
0
1 1
1
0 > 1
< 0
Volumes
215 75 5
5 110
15
15 15
550
5 10
5
Volumes
455 135 5
5 30
15
5 15
215
5 10
10
PHF
.95 .95 .95
.95 .95
.95
.95 .95
.95
.95 .95
.95
PHF
.95 .95 .95
.95 .95
.95
.95 .95
.95
.95 .95
.95
---------------------------- -- ----------------------------
Volume Summary and Capacity Analysis WorkSheet
-------
--- -----
-----------------------------P----------------------------------------
Volume Summary and Capacity Analysis WorkSheet
------ --------------------- --
----'-
NB
SB
EB
WB
-------------------------------------------------
NB
------------------
SB
EB
WB
_______________________________________________________________________
LT Flow Rate
226
5
16
5
_______________________________________________________________________
LT Flow Rate
479
5
5
5
RT Flow Rate
5
16
579
5
RT Flow Rate
5
16
226
11
Approach Flow Rate
310
137
611
21
Approach Flow Rate
626
53
247
27
Proportion LT
0.73
0.04
0.03
0.24
Proportion IT
0.77
0.09
0.02
0.19
Proportion RT
0.02
0.12
0.95
0.24
Proportion RT
0.01
0.30
0.91
0.41
Opposing Approach Flow Rate
137
310
21
611
Opposing Approach Flow Rate
53
626
27
247
Conflicting Approaches Flow Rate
632
632
447
447
Conflicting Approaches Flow Rate
274
274
679
679
Proportion, Subject Approach Flow Rate
0.29
0.13
0.57
0.02
Proportion, Subject Approach Flow Rate 0.66
0.06
0.26
0.03
Proportion, Opposing Approach Flow Rate
0.13
0.29
0.02
0.57
Proportion, Opposing Approach Flow Rate 0.06
0.66
0.03
0.26
Lanes on Subject Approach
2
1
3
1
Lanes on Subject Approach
2
1
3
1
Lanes on Opposing Approach
1
2
1
3
Lanes on Opposing Approach
1
2
1
3
LT, Opposing Approach
5
226
5
16
LT, Opposing Approach
5
479
5
5
RT, Opposing Approach
16
5
5
579
RT, Opposing Approach
16
5
11
226
IT, Conflicting Approaches
21
21
231
231
IT, Conflicting Approaches
10
10
484
484
RT, Conflicting Approaches
584
584
21
21
RT, Conflicting Approaches
237
237
21
21
Proportion LT, Opposing Approach
0.04
0.73
0.24
0.03
Proportion IT, Opposing Approach
0.09
0.77
0.19
0.02
Proportion RT, Opposing Approach
0.12
0.02
0.24
0.95
Proportion RT, Opposing Approach
0.30
0.01
0.41
0.91
Proportion LT, Conflicting Approaches
0.03
0.03
0.52
0.52
Proportion IT, Conflicting Approaches
0.04
0.04
0.71
0.71
Proportion RT, Conflicting Approaches
0.92
0.92
0.05
0.05
Proportion RT, Conflicting Approaches
0.86
0.86
0.03
0.03
Approach Capacity
956
380
915
357
Approach Capacity
1276
536
600
82
Intersection Performance Summary
Intersection Performance Summary
Approach Approach
V/C
Average
Approach Approach
V/C
Average
Movement Flow Rate Capacity
_________
Ratio
Total Delay
-----------
LOS
__-_
Movement Flow Rate Capacity
Ratio
Total Delay
LOS
_ __________
NB 310 956
_______
0.32
3.4
A
__________ __ _________
NB 626 1276
_______
0.49
___________
6.5
----
B
SB 137 380
0.36
3.9
A
SB 53 536
0.10
1.5
A
EB 611 915
0.67
12.6
C
EB 247 600
0.41
4.8
A
WB 21 357
0.06
1.3
A
WB 27 82
0.33
3.5
A
Intersection Delay
= 8.7
Intersection Delay
= 5.7
Level of Service (Intersection)
= B
Level of Service (Intersection)
= B
M M& m o 4. uW am M 6 10am m m1
M 4W am no M go
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) custer (N-S) timberline
Analyst: Matt File Name: STTCAM.HC9
Area Type: Oth 1-19-99 am pm
Comment: 1998 short long bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 0> 1 < 0 1 1< 0 1 2 1 1 2 < 0
Volumes 5 1 15 140 1 170 10 1085 55 65 975 5
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
_______________________________________________________________________
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left
+ NB Left
Thru * Thru
Right * Right
g +
Peds Peds
WB Left * SB Left
Thru * Thru
Right * Right
g Peds + Peds
NB Right EB Right
SB Right WB Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
---------- - - --- ------------- ------ -------------------------- ----
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- -- - ------- ----- ----- ----- --- -- - ---
EB LTR 374 1387 0.059 0.270 17.5 C 17.5 C
WB L 477 1645 0.308 0.290 18.0 C 19.0 C
TR 428 1585 0.421 0.270 19.8 C
NB L 268 1770 0.041 0.690 4.3 A 9.3 B
T 2086 3725 0.575 0.560 9.5 B
R 887 1583 0.065 0.560 6.5 B
SB L 261 1770 0.261 0.690 5.6 B 8.8 B
TR 2085 3723 0.519 0.560 9.0 B
Intersection Delay = 10.3 sec/veh Intersection LOS = S
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.509
-------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4g
01-19-1999
Center For Microcomputers
In Transportation
Streets: (E-W) custer
(N-S) timberline
Analyst: Matt
File Name: STTCPM.HC9
Area Type: Oth
Comment: 1998 short long bkgrd total
________________________________=_______=________________
1-19-99 am
Eastbound
Westbound
Northbound
Southbound
L T R
L T
R
L T R
L T
R
No. Lanes
____ ____ ____
0> 1 < 0
____ ____ ____
1 1<
0
____ ____ ____
1 2 1
____ ____ ____
1 2<
0
Volumes
5 1 15
95 1
115
15 855 145
180 990
10
Lane W (ft)
12.0
12.0 12.0
12.0 12.0 12.0
12.0 12.0
RTOR Vols
0
0
0
0
Lost Time
1.00 3.00 3.00
1.00 3.00 3.00
1.00 3.00 3.00
1.00 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 25.OA
Green 7.OA 54.OP
Yellow/AR 5.0
Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase
combination
order: #1 #5 #6
-----------------------------------------------------------------
Intersection
Performance Summary
Lane Group: Adj Sat
v/c
g/C
Approach:
Mvmts Cap Flow
Ratio
Ratio Delay LOS
Delay
LOS
---- ---- -------
EB LTR 382 1415
-----
0.058
---- ----- ---
0.270 17.5 C
----
17.5
---
C
WB L 477 1645
0.210
0.290 17.4 C
18.1
C
TR 428 1586
0.285
0.270 18.8 C
NB L 267 1770
0.060
0.690 4.5 A
8.2
B
T 2086 3725
0.453
0.560 8.5 B
R 887 1583
0.173
0.560 6.9 B
SB L 284 1770
0.665
0.690 11.4 B
9.4
B
TR 2083 3720
0.531
0.560 9.1 B
Intersection
Delay =
9.7 sec/veh Intersection
LOS =
B
Lost Time/Cycle, L = 7.0
------------------------------------------------
sec Critical
v/c(x) = 0.510
---------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) vermont (N-S) timberline
Analyst: Matt File Name: STTVAM.HC9
Area Type: Oth 11-16-98 am pm
Comment: 1998 short long bkgr total
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 1 1 < 0 1 1 < 0 1 2 < 0 1 2 < 0
Volumes 20 10 20 135 10 165 20 965 105 195 930 25
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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
WE Left * SB Left
Thru * Thru
Right * Right
Peds + Peds
NB Right EB Right
SB Right WE Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 231 797 0.091 0.290 16.7 C 17.2 C
TR 453 1679 0.071 0.270 17.5 C
WB L 462 1592 0.308 0.290 18.0 C 19.1 C
TR 432 1600 0.428 0.270 19.9 C
NB L 270 1770 0.078 0.690 4.3 A 9.4 B
TR 2055 3670 0.576 0.560 9.5 B
SB L 262 1770 0.782 0.690 23.5 C 11.3 B
TR 2078 3711 0.508 0.560 8.9 B
Intersection Delay = 11.5 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.578
_______________________________________________________________________
HCM: SIGNALIZED INTERSECTION SUMMARY
Version 2.4g
01-19-1999
Center For Microcomputers
In Transportation
________________
Streets: (E-W) vermont
(N-S) timberline
_
Analyst: Matt
File Name: STTVPM.HC9
Area Type: Oth
Comment: 1998 short long bkgrd tota
11-16-98 am pm
Eastbound
Westbound
Northbound
Southbound
L T R
L T
R
L T R
L T
R
No. Lanes
____ ____ ____
1 1 < 0
____ ____
1 1 <
____
0
____ ____ ____
1 2 < 0
____ ____ ____
1 2 <
0
Volumes
25 5 20
65 5
65
15 930 85
125 935
15
Lane W (ft)
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
0
0
0
Lost Time
1.00 3.00 3.00
1.00 3.00
3.00
1.00 3.00 3.00
1.00 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 25.OA
Green 7.OA 54.OP
Yellow/AR 5.0
Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase
combination
order: #1 #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 379 1306
----
0.069
----- ----- ---
0.290 16.6 C
----
17.1
--
C
TR 442 1637
0.059
0.270 17.5 C
WE L 471 1623
0.144
0.290 17.0 C
17.5
C
TR 433 1602
0.169
0.270 18.1 C
NB L 270 1770
0.059
0.690 4.3 A
9.2
B
TR" 2060 3679
0.544
0.560 9.2 B
SB L 266 1770
0.496
0.690 7.6 B
8.7
B
TR 2081 3717
0.505
0.560 8.9 B
Intersection
Delay =
9.6 sec/veh Intersection
LOS =
B
Lost Time/Cycle, L = 7.0
-----------------------------------------------------------------------.
sec Critical
v/c(x) = 0.457
sW .6 " aw 49 al- = W
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets (E-W) drake (N-S) timberline
Analyst: Matt File Name: STTDAM.HC9
Area e• er. 1-19-99� m
Comment: shor mid long bkgrd total
TYP P
---------- _____---------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 2 2 < 0 1 2 < 0 2 2 1 1 2 < 0
Volumes 305 85 410 5 45 55 335 925 5 60 630 155
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 WE Right
Green 15.OA 22.OA Green 7.OA 9.OA 29.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
-------------------------------------- _----__--___--
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
ES L 643 3574 0.514 0.180 24.5 C 24.3 C
TR 791 3294 0.692 0.240 24.2 C
WB L 322 1787 0.016 0.180 21.8 C 19.4 C
TR 828 3451 0.133 0.240 19.3 C
NB L 679 3574 0.536 0.190 24.3 C 18.8 C
T 1490 3725 0.686 0.400 17.0 C
R 943 1599 0.005 0.590 5.4 B
SB L 179 1787 0.353 0.100 27.6 D 23.0 C
TR 1121 3615 0.774 0.310 22.6 C
Intersection Delay = 21.5 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.653
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: STTDPM.HC9
Area Type er 1-19-99 am
Comment: shor mid long bkgrd tota
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 2 2 < 0 1 2 < 0 2 2 1 1 2 < 0
Volumes 130 35 370 5 120 110 335 635 5 25 805 230
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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
WE Left * SB Left
Thru * Thru
Right * Right
Peds * Peds
NB Right * EB Right
SB Right WE Right
Green 16.OA 20.OA Green 4.OA 9.OA 33.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
_---__-____ --------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
---- ---- ------ ----- ----- ----- -- ---- ---
EB L 679 3574 0.208 0.190 22.1 C 23.6 C
TR 714 3247 0.626 0.220 24.0 C
WB L 340 1787 0.015 0.190 21.3 C 21.3 C
TR 768 3492 0.331 0.220 21.3 C
NB L 572 3574 0.636 0.160 27.0 D 17.5 C
T 1639 3725 0.428 0.440 12.6 B
R 1023 1599 0.005 0.640 4.2 A
SB L 125 1787 0.208 0.070 28.5 D 27.0 D
TR 1260 3601 0.907 0.350 27.0 D
Intersection Delay = 22.6 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 Sec Critical v/c(x) = 0.648
-----------------------------------------------------------------------
HCS: Unsignalized Intersections Release 2.1g SBH9AM.HCO Page 1
-----------
--
HCS: Unsignalized Intersections Release 2.1g
------
SBH9PM.HCO
Page 1
-
------------------------------------------------
---------------------------------------
Center For Microcomputers In Transportation
---------------------------------------------------------------------
Center For Microcomputers In Transportation
University of Florida
University of Florida
512 Weil Hall
512 Weil Hall
Gainesville, FL 32611-2083
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Ph: (904) 392-0378
Streets: (N-S) cr9
(E-W)
horsetooth
Streets: (N-S) cr9 (E-W)
horsetooth
Analyst ................... mjd
Analyst................... mjd
Date of Analysis.......... /19/99
Other Information........ am pm 1998
short long
bkgrd
total
Date of Analysis.......... 1/ 99
Other Information.........am pm -1 short long bkgrd
total
All -way Stop -controlled In rsection
All -way Stop -controlled Inte ction
Northbound
Southbound
Hastbound
Westbound
Northbound
Southbound
Eastbound
Westbound
L T R
L T
R
L T
R
L T
R
L T R
L T R
L T
R
L T
R
No. Lanes
1 1 < 0
0 > 1 <
0
1 1
1
0 > 1
< 0
No. Lanes
1 1 < 0
0 > 1 < 0
1 1
1
0 > 1
< 0
Volumes
190 75 5
5 110
15
15 15 485
5 10
5
Volumes
390 135 5
5 30 15
5
15 175
5
10 10
PHF
.95 .95 .95
.95 .95
.95
.95 .95 .95
.95 .95
.95
PHF
.95 .95 .95
____
.95 .95 .95
___ ___
.95 .95
.95
.95 .95
.95
__________________ _____________________________________________________
Volume Summary and Capacity Analysis WorkSheet
________
Volume Summary and Capacity Analysis WorkSheet
--- ----- ---------
---------------------------------------------------------------
NB
SB
EB
WB
--------------
NB
SB
EB
WB
_______________________________________________________________________
LT Flow Rate
200
5
16
5
___________________ ____ ___
LT Plow Rate 411
5
5
5
RT Flow Rate
5
16
511
5
RT Flow Rate 5
16
184
11
Approach Flow Rate
284
137
543
21
Approach Flow Rate 558
53
205
27
Proportion IT
0.70
0.04
0.03
0.24
Proportion LT 0.74
0.09
0.02
0.19
Proportion RT
0.02
0.12
0.94
0.24
Proportion RT 0.01
0.30
0.90
0.41
Opposing Approach Flow Rate
137
284
21
543
Opposing Approach Flow Rate 53
558
27
205
Conflicting Approaches Flow Rate
564
564
421
421
Conflicting Approaches Flow Rate 232
232
611
611
Proportion, Subject Approach Flow Rate 0.29
0.14
0.55
0.02
Proportion, Subject Approach Flow Rate 0.66
0.06
0.24
0.03
Proportion, Opposing Approach Flow Rate 0.14
0.29
0.02
0.55
Proportion, Opposing Approach Flow Rate 0.06
0.66
0.03
0.24
Lanes on Subject Approach
2
1
3
1
Lanes on Subject Approach 2
1
3
1
Lanes on Opposing Approach
1
2
1
3
Lanes on Opposing Approach 1
2
1
3
LT, opposing Approach
5
200
5
16
LT, Opposing Approach 5
411
5
5
RT, Opposing Approach
16
5
5
511
RT, Opposing Approach 16
5
11
184
LT, Conflicting Approaches
21
21
205
205
LT, Conflicting Approaches 10
10
416
416
RT, Conflicting Approaches
516
516
21
21
RT, Conflicting Approaches 195
195
21
21
Proportion LT, Opposing Approach
0.04
0.70
0.24
0.03
Proportion LT, Opposing Approach 0.09
0.74
0.19
0.02
Proportion RT, Opposing Approach
0.12
0.02
0.24
0.94
Proportion RT, Opposing Approach 0.30
0.01
0.41
0.90
Proportion LT, Conflicting Approaches
0.04
0.04
0.49
0.49
Proportion IT, Conflicting Approaches 0,04
0.04
0.68
0.68
Proportion RT, Conflicting Approaches
0.91
0.91
0.05
0.05
Proportion RT, Conflicting Approaches 0.84
0.84
0.03
0.03
Approach Capacity
-----------------------------------------------------------------------
961
396
911
355
A p
Approach Capacity 1277
-----------------------------------------------------------------------
546
598
81
Intersection Performance Summary
Intersection Performance Summary
Approach Approach
V/C
Average
Approach Approach V/C
Average
Movement Flow Rate Capacity
Ratio
Total Delay
___________
LOS
____
Movement Flow Rate Capacity Ratio
__________ _________ -------
Total Delay
-----------
LOS
----
__________ __________ _________
NB 284 961
_______
0.30
3.1
A
__________
NB 558 1277 0.44
5.3
B
SB 137 396
0.35
3.7
A
SB 53 546 0.10
1.4
A
EB 543 911
0.60
9.6
B
EB 205 598 0.34
3.7
A
WB 21 355
0.06
1.3
A
WB 27 81 0.33
3.5
A
Intersection Delay
= 6.7
Intersection Delay = 4.6
Level of Service (Intersection)
= B
Level of Service (Intersection)
= A
HCS: Unsignalized Intersections Release 2.1g SBTCPM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) timberline===== =(E-W) custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/ 9/99
Other Information......... am pm 1998 short long bkgrd total
Two-way Stop -controlled Inter ction
Northbound I Southbound I Eastbound I westbound
L T R L T R L T R L T R
No. Lanes 11 2 0 1 0 2< 0 0> 0 < 0 1 0 0 0
Stop/Yield
volumes
PHF
Grade
MCI (%)
SU/RV's (%)
CvIa (%)
PCE's
N
15 513
.95 .95
0
1.10
---------------
N
594 10 5 15
.95 .95 .95 .95
0 1 0
1.10 1.10
--------------
Adjustment Factors
vehicle
Critical
Follow-up
Maneuver
Gap (tg)
------------------
Time (tf)
--- ------------ - ---------------
Left Turn Major Road
5.50
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.50
3.30
Left Turn Minor Road
7.00
3.40
HCS: Unsignalized Intersections Release 2.1g SBTCPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph)
318
Potential Capacity: (pcph)
955
Movement Capacity: (pcph)
955
Prob. of Queue -Free State:
0.98
Step 2:LTStreet
-----------------------_
SB
NB
-from - - -major
- -
Conflicting Flows: (vph)
636
Potential Capacity: (pcph)
781
Movement Capacity: (pcph)
781
Prob. of Queue -Free State:
_-----_--_-
0.98
---------------------___-----_
Step 4: LT from Minor Street
WB
EB
--------------------------------------------------------
Conflicting Flows: (vph)
1186
Potential Capacity: (pcph)
185
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)
--------------------------------------------------------
181
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)
-------- ------ ------
EB L 6 181 >
462 8.2
0.0 B
8.2
EB R is 955 >
NB L 18 781 4.7
0.0 A
0.1
Intersection Delay =
0.2 sec/veh
Wk aW-' 4M �W- UN-; W* WD 41ft' OR 4- om
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) vermont (N-S) timberline
Analyst: Matt File NameSBTVAM.HC9
Area Type: Ot 11-16-9 am pm
Comment: 1998 short long bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ----
No. Lanes 1 1 < 0 1 1 < 0 1 2 < 0 1 2 < 0
Volumes 20 10 20 135 10 165 20 910 105 195 790 25
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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
WE Left * SB Left
Thru * Thru
Right * Right
Peds * Peds
NB Right EB Right
SB Right WE Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 231 797 0.091 0.2.90 16.7 C 17.2 C
TR 453 1679 0.071 0.270 17.5 C
WB L 462 1592 0.308 0.290 18.0 C 19.1 C
TR 432 1600 0.428 0.270 19.9 C
NB L 294 1770 0.071 0.690 3.9 A 9.2 B
TR 2054 3667 0.546 0.560 9.3 B
SB L 265 1770 0.774 0.690 22.0 C 10.9 B
TR 2077 3709 0.434 0.560 8.4 B
Intersection Delay = 11.3 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.561
_______________________________________________________________________
HCM: SIGNALIZED INTERSECTION SUMMARY
version 2.49 01-19-1999
Center For Microcomputers
In Transportation
Streets: (E-W) vermont
(N-S) timberline
Analyst: Matt
File Name: SBTVPM.HC9
Area Type:
Comment: 1998
Oth
short long bkgr total
11-16-98 am pm
Eastbound
Westbound
Northbound
Southbound
L T R
L T
R
L T R
L T
____ ____ ----
R
No. Lanes
____ ____ ____
1 1< 0
____ ____ ____
1 1<
0
____ ____ ____
1 2< 0
1 2<
0
Volumes
25 5 20
65 5
65
15 785 85
125 845
15
Lane W (ft)
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
0
0
0
Lost Time
1.00 3.00 3.00
1.00 3.00 3.00
1.00 3.00 3.00
1.00 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
9
*
Right
Peds
+
Peds
NB Right
EB Right
SB Right
WE Right
Green
25.OA
Green 7.OA 54.OP
Yellow/AR
5.0
Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination
order: #1 #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
____ _______ _____
379 1306 0.069
_____ _____
0.290 16.6 C 17.1
C
TR
442 1637 0.059
0.270 17.5 C
WE L
471 1623 0.144
0.290 17.0 C 17.5
C
TR
433 1602 0.169
0.270 18.1 C
NB L
283 1770 0.057
0.690 4.0 A 8.5
B
TR
2056 3671 0.467
0.560 8.6 B
SB L
280 1770 0.471
0.690 6.2 B 6.2
B
TR
2081 3716 0.457
0.560 8.5 B
Intersection Delay =
9.1 sec/veh Intersection LOS
= B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.411
_______________________________________________________________________
" w1AW 00 o 10 w aw: ow an
HCM: SIGNALIZED INTERSECTION SUMMARY version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: SBTDAM.HC9
Area Typ er 1-19-99(am)
am pm
Comment: short mid long bkgr total
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 2 2< 0 1 2< 0 1 2 1 1 2< 0
Volumes 305 85 375 5 45. 55 240 845 5 60 600 155
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
_________________________________________________________________,---_--
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru
* Thru
Right * Right
g *
Peds Peds
WB Left * SB Left
Thru * Thru
Right * Right
g *
Peds Peds
NB Right * EB Right
SB Right WB Right
Green 16.OA 21.OA Green 4.OA 7.OA 34.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
_______________________________________________________________________
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
____ ____ _______ _____ _____ _____ ___ _____ ---
EB L 679 3574 0.487 0.190 23.8 C 24.1 C
TR 759 3302 0.669 0.230 24.2 C
WB L 340 1787 0.015 0.190 21.3 C 19.9 C
TR 794 3451 0.139 0.230 19.8 C
NB L 325 1787 0.778 0.530 22.4 C 16.1 C
T 1602 3725 0.582 0.430 14.4 B
R 1007 1599 0.005 0.630 4.4 A
SB L 202 1787 0.312 0.460 11.0 B 17.5 C
TR 1300 3611 0.642 0.360 18.0 C
Intersection Delay = 18.8 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.671
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: SBTDPM.HC9
Area Type- er 1-19-99 am pm
Comment: shor mid long bkgrd total
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____
No. Lanes 2 2 < 0 1 2 < 0 1 2 1 1 2 < 0
Volumes 130 35 270 5 120 110 270 585 5 25 725 230
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 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 WE Right
Green 16.OA 20.OA Green 4.OA 9.OA 33.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
_______________________________________________________________________
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
---- ---- ------- ----- ----- ----- --- ----- ---
EB L 679 3574 0.208 0.190 22.1 C 22.2 C
TR 718 3263 0.469 0.220 22.3 C
WB L 340 1787 0.015 0.190 21.3 C 21.3 C
TR 768 3492 0.331 0.220 21.3 C
NB L 361 1787 0.787 0.540 23.5 C 15.7 C
T 1639 3725 0.395 0.440 12.3 S
R 1023 1599 0.005 0.640 4.2 A
SB L 287 1787 0.091 0.450 10.3 B 22.7 C
TR 1257 3591 0.839 0.350 23.0 C
Intersection Delay = 20.1 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 8.0 sec Critical v/c(x) = 0.647
_______________________________________________________________________
11
i1
I )
Ll
i,
I
APPENDIX C
t> am ift � M M 49-0 Aw qM M? " No ift- � t► � ! M
HCS: Unsignalized Intersections Release
2.1g
98H9AM.HCO
Page 1
HCS: Unsignalized Intersections Release
2.19
98H9PM.HCO
Page 1
Center For Microcomputers In Transportation
Center For Microcomputers In Transportation
University of Florida
University of Florida
512 Weil Hall
512 Weil Hall
Gainesville, FL 32611-2083
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Ph: (904) 392-0378
Streets: (N-S) cr9
(E-W)
horsetooth
Streets: (N-S) cr9
(E-W)
horsetooth
Analyst ................... mjd
Analyst................... mjd
Date of Analysis.......... 19/9
Other informationpm 1998 short long
bkgrd
total
Date of Analysis.......... 1/1 9
Other Information......... am pm 1998 short
long
bkgrd
total
........!am,
All -way Stop -controlled I ersect
All -way Stop -controlled Inte ct'
Northbound
SOUthbound
Eastbound
westbound
Northbound
Southbound
Eastbound
Westbound
L T R
L T R
L T
R
L T
R
L T R
L T R
L T
____ ____
R
____ ____
L T
____
R
____
No. Lanes
1 1 < 0
0 > 1 <_0
1 1
____
1
____
0 > 1
____
< 0
No. Lanes
_ _
1 1 '_0
___ ____ ____
0 > 1 < 0
1 1
1
0 > 1
< 0
Volumes
181 69 1
4 106 13
16 14
468
3
11 3
Volumes
374 128 2
5 27 15
4 12
168
1
11 9
PHF
.95 .95 .95
.95 .95 .95
.95 .95
.95
.95 .95
.95
PHF
.95 .95 .95
-------------------------------------------------
.95 .95 .95
.95 .95
.95
.95 .95
.95
-----------------------------------------------------------
Volume Summary and Capacity Analysis WorkSheet
---------------------
Volume Summary and Capacity Analysis
WorkSheet
------------ --------------------------------
---------------
NB
SB
EB
-------
WB
---- ------------ -- - ------------------------------------------------
'NB
SB
EB
WB
_______________________________________________________________________
LT Flow Rate
191
4
17
3
_______________________________________________________________________
LT Flow Rate
394
5
4
1
RT Flow Rate
1
14
493
3
RT Flow Rate
2
16
177
9
Approach Flow Rate
265
130
525
18
Approach Flow Rate
531
49
194
22
Proportion LT
0.72
0.03
0.03
0.17
Proportion LT
0.74
0.10
0.02
0.05
Proportion RT
0.00
0.11
0.94
0.17
Proportion RT
0.00
0.33
0.91
0.41
Opposing Approach Flow Rate
130
265
18
525
Opposing Approach Flow Rate
49
531
22
194
Conflicting Approaches Flow Rate
543
543
395
395
Conflicting Approaches Flow Rate
216
216
580
580
Proportion, Subject Approach Flow Rate
0.28
0.14
0.56
0.02
Proportion, Subject Approach Flow Rate
0.67
0.06
0.24
0.03
Proportion, Opposing Approach Flow Rate
0.14
0.28
0.02
0.56
Proportion, Opposing Approach Flow Rate
0.06
0.67
0.03
0.24
Lanes on Subject Approach
2
1
3
1
Lanes on Subject Approach
2
1
3
1
Lanes on Opposing Approach
1
2
1
3
Lanes on Opposing Approach
1
2
1
3
IT, Opposing Approach
4
191
3
17
LT, Opposing Approach
5
394
1
4
RT, Opposing Approach
14
1
3
493
RT, Opposing Approach
16
2
9
177
IT, Conflicting Approaches
20
20
195
195
IT, Conflicting Approaches
5
5
399
399
RT, Conflicting Approaches
496
496
15
15
RT, Conflicting Approaches
186
186
18
18
Proportion LT, Opposing Approach
0.03
0.72
0.17
0.03
Proportion LT, Opposing Approach
0.10
0.74
0.05
0.02
Proportion RT, Opposing Approach
0.11
0.00
0.17
0.94
Proportion RT, Opposing Approach
0.33
0.00
0.41
0.91
Proportion LT, Conflicting Approaches
0.04
0.04
0.49
0.49
Proportion LT, Conflicting Approaches
0.02
0.02
0.69
0.69
Proportion RT, Conflicting Approaches
0.91
0.91
0.04
0.04
Proportion RT, Conflicting Approaches
0.86
0.86
0.03
0.03
Approach Capacity
---------------------- ------------------------------
955
384
-
920
--------------
352
Approach Capacity
------------------------------------------------------
1296
558
634
-----------
77
Intersection Performance Summary
Intersection Performance Summary
Approach Approach
V/C
Average
Approach Approach
V/C
Average
Movement Flow Rate Capacity Ratio
Total Delay
LOS
Movement Flow Rate Capacity Ratio
_______
Total Delay.
___________
LOS
----
__________ __________ _________ _______
NB 265 955 0.28
___________
2.9
____
A
__________ __________ _________
NB 531 1296 0.41
4.7
A
SB 130 384 0.34
3.6
A
SB 49 558 0.09
1.4
A
EB 525 920 0.57
8.7
B
EB 194 634 0.31
3.2
A
WB 18 352 0.05
1.2
A
WB 22 77 0.29
3.0
A
Intersection Delay =
6.2
Intersection Delay =
4.1
Level of Service (Intersection)
= B
Level of Service (Intersection)
= A
HCS: Unsignalized Intersections Release 2.lg 98TCPM.HCO Page_I
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
----------------------------------------------------------------
------------------------------
Streets: (N-S) timberline (E-W) custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 1/ 9
Other Information......... am pm 998 short long bkgrd total
Two-way Stop -controlled Inter cti
Northbound I Southbound I Eastbound I Westbound
L T R L T R L T R L T R
No. Lanes I 1 1 0 1 0 1 < 0 0 > 0 < 0 10 0 0
Stop/Yield
volumes
PHF
Grade
MC,s (t)
SU/RV's M
CV's 00
PCE's
N
14 733
.95 .95
0
1.10
---------------
N
953 8 2 13
.95 .95 .95 .95
0 0
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 98TCPM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------- _________________
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph)
1007
Potential Capacity: (pcph)
428
Movement Capacity: (pcph)
428
Prob. of Queue -Free State:
0.96
--------------------------------------------------------
Step 2: LT from Major Street
SBNB
--------------------------------------------------------
Conflicting Flows: (vph)
1011
Potential Capacity: (pcph)
565
Movement Capacity: (pcph)
565
Prob. of Queue -Free State:
0.97
------ __________________________________________________
Step 4: LT from Minor Street
WB EB
________________________________________________________
Conflicting Flows: (vph)
1794
Potential Capacity: (pcph)
97
Major LT, Minor TH
Impedance Factor:
0.97
Adjusted Impedance Factor:
0.97
Capacity Adjustment Factor
due to Impeding Movements
0.97
Movement Capacity: (pcph)
________________________________________________________
94
Intersection Performance Summary
Avg.
Flow Move Shared Total
Rate Cap Cap Delay
Movement (pcph) (pcph) (pcph)(sec/veh)
-------- ------ ------ ------ -------
EB L 2 94 >
302 12.6
EB R 15 428 >
95%
Queue Approach
Length LOS Delay
(veh) (sec/veh)
0.0 C 12.6
NB L 17 565 6.6 0.0 B 0.1
Intersection Delay = 0.2 sec/veh
no mw% an_*=__ W an, � a W .s
HCS: Unsignalized Intersections Release 2.lg 98TCAM.HCO Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets (N-S) timberline (E-W) custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ................... mjd
Date of Analysis.......... 19/9
Other Information ........ !a, pm 1998 short long bkgrd total
Two-way Stop -controlled In rsect
Northbound Southbound Eastbound Westbound
L T R I L T R I L T R I L T R
No. Lanes 11 1 0 1 0 1 < 0 1 0 > 0 < 0 1 0 0 0
stop/Yield
Volumes
PHF
Grade
MCI (%)
SU/RV's M
Cv's M
PCE's
---- --
N
7 1027
.95 .95
0
1.10
---------------
884 3
.95 .95
0
-----
2 15
.95 .95
0
1.10 1_10
NMI err �■�► NMI MIR ow'__ r M �■■
HCS: Unsignalized Intersections Release 2.19 98TCAM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------- ----------------
Step 1: RT from Minor Street WB EB
Conflicting Flows:
(vph)
932
Potential Capacity:
(pcph)
467
Movement Capacity:
(pcph)
467
Prob. of Queue -Free
State:
0.96
--------------------------------------------------------
Step 2: LT from Major
Street
-----------------------
SBNB
Conflicting Flows:
(vph)
934
Potential Capacity:
(pcph)
615
Movement Capacity:
(pcph)
615
Prob. of Queue -Free
State:
0.99
----------------------------------------------
Step 4: LT from Minor
Street
WB EB
________________________________________________________
Conflicting Flows:
(vph)
2020
Potential Capacity:
(pcph)
72
Major LT, Minor TH
Impedance Factor:
0.99
Adjusted Impedance
Factor:
0.99
Capacity Adjustment
Factor
due to Impeding Movements
0.99
Movement Capacity:
--------------------------------------------------
(pcph)
71
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
EB L
2
71 >
Left Turn Minor Road
6.50
3.40
300 12.9
0.1 C
12.9
EB R
18
467 >
NB L
8
615 5.9
0.0 B
0.0
Intersection Delay =
0.1 sec/veh
.W as " M NOW
M
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) Vermont
(N-S) timberline
Analyst: Matt
File Name: 98TVAM.HC9
Area Type• her
11-16-98 am pm
Comment: 1998
short long bkgrd total
Eastbound
Westbound
Northbound
Southbound
L T R
L T
R
L T R
____
L T
____ ____
R
----
No. Lanes
____ ____ ____
1 1 < 0
____ ____
1 1 <
____
0
____ ____
1 2 < 0
1 2 <
0
Volumes
19 7 16
132 8
164
16 777 102
192 739
21
Lane W (ft)
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
0
0
0
0
Lost Time
1.00 3.00 3.00
1.00 3.00
3.00
1.00 3.00 3.00
1.00 3.00
3.00
___________________
___________________________-__-_________
Signal Operations
Phase Combination
1 2
3 4
5 6 7
8
EB Left
*
NB Left
Thru
*
Thru
Right
*
Right
Peas
*
Peds
WB Left
*
SB Left
Thru
*
Thru
Right
*
Right
Peds
*
Peds
NB Right
EB Right
SB Right
WB Right
Green
25.OA
Green 7.OA 54.OP
Yellow/AR
5.0
Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination
order: #1 #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
___________
235 811
_____
0.085
_____ _____ ___ _____
0.290 16.7 C 17.1
C
TR
450 1665
0.053
0.270 17.5 C
WB L
474 1634
0.293
0.290 17.9 C 19.0
C
TR
431 1596
0.420
0.270 19.8 C
NB L
310 1770
0.061
0.690 3.8 A 8.6
B
TR
2050 3661
0.474
0.560 8.6 B
SB L
278 1770
0.727
0.690 16.O C 9.7
B
TR
2078 3710
0.404
0.560 8.2 B
Intersection Delay =
10.6 sec/veh Intersection LOS
= B
Lost Time/Cycle, L = 7.0
-----------------------------------------------------------------------
sec Critical
v/c(x) = 0.515
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) Vermont (N-S) timberline
Analyst: Matt File Name: 98TVPM.HC9
Area Type- her 11-16-98 am pm
Comment 1998 short long bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____ ____
No. Lanes 1 1< 0 1 1< 0 1 2< 0 1 2< 0
Volumes 23 5 20 65 1 63 15 691 83 123 809 10
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
------ _________________________________________________________________
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru + Thru
Right * Right
g * Peas
Peds +
WB Left * SB Left
Thru * Thru
Right * Right
g +
Peds Peas
NB Right EB Right
SB Right WB Right
Green 25.OA Green 7.OA 54.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #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 415 1432 0.058 0.290 16.6 C 17.0 C
TR 442 1637 0.059 0.270 17.5 C
WB L 471 1623 0.144 0.290 17.0 C 17.5 C
TR 429 1588 0.156 0.270 18.0 C
NB L 293 1770 0.055 0.690 3.9 A 8.2 B
TR 2053 3666 0.416 0.560 8.2 B
SB L 306 1770 0.422 0.690 5.0 A 7.9 B
TR 2082 3718 0.435 0.560 8.4 B
Intersection Delay = 8.9 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.386
_______________________________________________________________________
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) 7ia eeeciu 6�
Analyst: Matt File Name: 98TDAM.HC9
Area Type- er 11-16-98 am pm
Comment: 1998 short long bkgrd total
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0> 1 1 0> 1 < 0 1 1< 0 1 1< 0
Volumes 296 78 365 1 40 47 235 831 3 58 251 74
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
--------------------------------- --------------------- -----------
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
* NB Left
EB Left * +
Thru * Thru
Right * Right
g + Peds
Peds *
WE Left * SB Left
Thru * Thru
Right * Right
g +
Peds Peds
NB Right EB Right
SB Right WB Right
Green 40.OA Green 12.OA 34.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
EB LT 502 1196 0.784 0.420 21.7 C 14.8 B
R 918 1583 0.418 0.580 1.7 B
WE LTR 643 1531 0.143 0.420 11.6 B 11.6 B
NB L 422 1770 0.585 0.540 10.7 B 20.1 C
TR 968 1862 0.907 0.520 22.7 C
SB L 75 196 0.819 0.380 50.0 E 22.0 C
TR 648 1799 0.528 0.360 17.0 C
Intersection Delay = 18.4 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.852
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
----------- _------
Streets: (E-W) drake (N-S) t �� BQQClv�
Analyst: Matt File Name: 98TDPM.HC9
Area - her 11-16-98 am pm
Comment: 1998-short long bkgrd total
------------- ---------------------------------------------------------
-----------------------------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 1 0 > 1 < 0 1 1 < 0 1 1 < 0
Volumes 117 28 266 1 114 102 264 563 2 18 707 212
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 1.00 3.00 3.00 1.00 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
WE Left * SB Left
Thru * Thru
Right * Right
Peds * Peds
NB Right EB Right
SB Right WE Right
Green 27.OA Green 9.OA 50.OP
Yellow/AR 5.0 Yellow/AR 4.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat V/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
EB LT 154 531 0.987 0.290 74.7 F 35.0 D
R 665 1583 0.421 0.420 13.5 B
WE LTR 451 1557 0.505 0.290 19.9 C 19.9 C
NB L 287 1770 0.969 0.670 54.2 E 21.4 C
TR 1210 1862 0.492 0.650 6.1 B
SB L 117 217 0.162 0.540 7.6 B 46.4 E
TR 935 1798 1.034 0.520 47.2 E
Intersection Delay = 33.4 sec/veh Intersection LOS = D
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 1.015
-----------------------------------------------------------------------
i
1
1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
1
APPENDIX B
1
= = M = = M = M = M = M = = M M = = =
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 11-25-98 Observer: Michael
Day: Wednesday City: Ft. Collins
R = right turn Intersection: County Road 9/Horsetooth
S = straight
L = ien turn
Time
Northbound: CR 9
Southbound: CR9
Total
Eastbound: Horsetooth
Westbound: Horsetooth
Total
Total
R
[--F
S
L
Total
R
S
L
Total
R
S
L
Total
R
S
L
Total
Begins
B
n orth/south
easVwest
All
17
1
104
113
2
6
11
1
4
2
128
232
7:30
0
19
66
i
i : 1! l I IT
:'
24
48
3
28
2
105
123
4
4
1
2
3
1
137
7:45
0
172
q Ill
4
28
1
86
125
1
2
0
4
0
132
1
14
38
Mi
a I!
1
5
33
0
79
107
7
4
0
0
0
118
Ott
0
7:30-8:30
JIMIt
-
ii
251
jl:43]-1
123
374
K
498
17
515
889,I
PHF
0.74
0.81
0.95
0.61
4
13
1
151
41
2
1.1-11 - III
3
1
0
. 11:
:4,
48
. t NN
4:30
0
27
106
1! 1 1 lill
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1
142
39
2
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87
RN IN
5
6
,
... .. . Q
`1138
0
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AN 1
4:30-5:30
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47
551
IN,
Milt,
1I4
184
i
20
204
PHF
0.95
0.65
0.92
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M M M M M M M M M M M M M M M M = M =
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 11-24-98 Observer: Michael
Day: Tuesday City: Ft. Collins
R = right turn Intersection: Timberline/Vermont
S = straight
L = Ian IUM
Time
Begins
Northbound: Timberline
Southbound: Timberline
Total
north/south
Eastbound: Vermont
Westbound: Vermont
Total
east/west
Total
All
R
S
I L
Total
R
S
S
L
Total
R
S
I L
Total
R
S
L
Total
7:30
56
189
5
50; RR
4
188
110
552
9
4
7
.2011�
52
2
71
145
7:45
13
240
6
I I Orivo:: 'p
10
186
1 86
25
r
480
1
0
7
P p
49
3
21
7311
81
561
10
177
3
h"
4
2 4
204
0
25
423
3
2
4
30
2
18
59
4i :i
23
171
4
3
161
32
1 i"N ii:'
394
3
1
1
33
1
22
61
7:30-830
897
952
1849
IN
42
304
346
2195
PHIF
0.87
0.79
0.53
0.61
4:30
18
188
3
i P rilri;- I :,iil Ill�i"l
2
182
30
i $1 1�1'
1
423
5
4
10
1,1
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16
1
16
64,
51
1
ij
4:45
22
163
4
. ........ .
1
183
19
1 II
39 2
6
0
3
9
15
0
26
50
0
1,14, Ito l�
5:00
22
191
4
3
225
34
479
8
0
5
12
0
10
35
Li '41
4':
PL�'..?:15
5:15
21
149
4
4
219
40
l�i 263
437
1
1
5
21
0
13
41
Oil, 1
4:30-5:30
789
942
1731
1111 '! !Y"'
i 1 1;11 ij�11111:11
48
129
177
PHIF
0.91
0.9
0.63
0.79
= m M M = M m M M m M = M = = = = = =
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 11-30.98 Observer: Michael
Day: Monday City: Ft. Collins
R = right turn Intersection: Timberline/Custer
S = straight
L = ieTt turn
Time
Northbound: Timberline
Southbound: Timberline
Total
Eastbound: Custer
Westbound:
Total
Total
R
S I
L
Total
R
S
L
Total
R
S
L
Total
R
S
L
Total
Begins
north/south
east/west
All
0
261
574
7
0
7
7:30
311
2
h!
314
1
0
194
509
5
1
6
7:45
NY
I 2
214
. r
2
0
r
2
443,
22
k
215
397
2
399
2T;
i
1034
887
1921
17
1-11
1
h
0
177:30-830
:
,i
—:,
-
— - PHIF
0.82
0.85
0.61
We
4:30
4:45
182
187
1
3
1209
6 6
234
!!Ili'!
'r
393
430
2
3
0
0
1 . I � , . Wi.
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2
3
41
395 7.i
433
5:00
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7
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4:30 5:30
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!:
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0.92
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= = = = = = = M M = = M = = M = = = =
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 11.12-98 Observer: Michael
Day: Thursday City: Ft. Collins
R = right turn Intersection: Tlmberlin,e/Drake
S = straight
L = 110TIT IUM
Time
Northbound: Timberline
Southbound: Timberline
Total
Eastbound: Drake
Westbound: Drake
Total
Total
R
S
L
Total
R
S
L
Total
R
S
L
Total
R
S
L
Total
Begins
north/south
east1west
All
7:30
0
197
74
N;2il 2
33
146
10
460
133
18
58
10
13
3
0
1 it it I
232
t!, if
01 it
7:45
0
263
54
30
141
11
499
70
16
101
20
14
0
720!
ii � If
if
iN ,17
it221
lA17
t,
2
206
61
if 1111 'Itfil: !;I ll:
:11l[i
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151
17
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477
74
17
89
7
0
198
1
165
4(
36
129
15
':lt;lt:ji� I
392 .
fill
6
6
6
0567
:i l i'!,
175
It
7:30-8:30
1069
759
828
�i:ii
2Kif
739
87
826
PHF
0.84
0.91
0.88
0.64
0
1108
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1
46
155
1
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7
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27
28
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21
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4:45
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M.' N .1,
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1111 1, If
:11�! :1 1 �ilrq,, 11� "I I t f
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66
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428
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6
27
29
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519
lill ilil't 1 l� �lii�l Millf 1:
it I';
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5:15
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5 0
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11
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26
29
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j 8.9
ii14J:i 17,11INiRPI;
R 1
"t; .
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U, i
4:30-1766
530
l' 2 11411
�p
829
jil I
R It
I
I I2394
217
1 628
11;
it
,563, ... 'I
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I
1 i "
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PHF
0.89
0.88
0.77
0.83
APPENDIX A
i
1
i
' VII. CONCLUSIONS
This study assessed the potential impacts of implementing the Rigden
Farms mixed -use development located south of Drake Road and east of
Timberline Road in Fort Collins, Colorado.. As a result of the analysis,
the following conclusions were drawn:
- The potential impacts of the proposed project were evaluated at
the following intersections: Timberline/Drake, Timberline/Custer,
' Timberline/Vermont, Horsetooth/CR9, and the various accesses.
Currently, all analyzed intersections operated acceptably, except
for selective movements at the. Timberline/Drake intersection. This
intersection requires some selective geometric improvements with the
existing traffic volumes.
- The traffic impact analyses were performed for future Years 2003,
' and 2020. Future background traffic conditions without the project and
total traffic conditions with completion of the proposed project were
evaluated.
- For Year 2003 background and total traffic conditions, the study
intersections are projected to operate at acceptable levels of service.with
the geometric improvements recommended in Figure 13.
' - For Year 2020 future background and total traffic conditions, the
study. intersections are projected to operate at acceptable. levels of
' service with the recommended improvements. The long range geometry is
shown in Figure 14.
- Acceptable level of service is achieved for pedestrian, bicycle,
' and transit modes based upon Fort Collins measures in the multi -modal
transportation guidelines.
L
32
1
Bicycle Level of Service
There will be one "Priority Destination" within a quarter mile of
Rigden Farms. This will be the future commercial area in the northwest
quadrant of the Timberline/Drake intersection. The cross section of
Timberline Road has bike lanes. These will be enhanced as Timberline Road
' is improved in the future. Bike lanes on Drake Road will also be enhanced
as it is improved in the future. Appendix G contains the Bicycle LOS
Worksheet.
' Transit Level of Service
' Currently, this area is served by Route 10. The Fort Collins 2015.
Transit System shows that Timberline Road will be a high frequency transit
corridor with 20 minute service. Drake Road will be served by feeder route
' service at 30 minute headways. Transit level of service will be at D or
better. Most of Rigden Farms will be within 1320 feet of a high frequency
or feeder transit route in the future.
I
7
U
[-1
J
I�
J
1
,I
7
31
Pedestrian Level of Service
Appendix G contains a map that shows the area within 1320 feet of
this site. A portion of the Rigden Farms is shown as a future activity
center on the City Structure Plan.- There are/will be a number of
pedestrian destinations within 1320 feet of Rigden Farms. As the City
continues to expand Timberline Road, improvements will be made to the
sidewalks along this arterial street. Rigden Farms will build sidewalks
adjacent to Timberline Road and adjacent to Drake Road as various parcels
within Rigden Farms are developed.
The level of service determination assumes that other future
developments and the City of Fort Collins will build their facilities in
accordance with Fort Collins standards. This being the case, pedestrian
facilities will exist where they currently do not. This is a reasonable
assumption. The Pedestrian LOS Worksheet is provided in Appendix G. The
minimum level of service for the activity center is B for all measured
categories and, for the remainder of Rigden Farms, the minimum level of
service is C for all measured categories.
The existing residential area to the west of Timberline Road will
have easy access to the commercial center within Rigden Farms. The future
signal at the Timberline/Custer intersection will provide a safe crossing
environment. It is recommended that pedestrian refuge areas be provided
on Timberline Road.
There is a future church shown on the east side of Timberline Road
just south of Rigden Farms. This church will be accessible to/from most
of Rigden Farms without.a significant street crossing. It is expected that
the church will build sidewalks along their Timberline frontage and provide
sidewalk connections along the north/south street, approximately 500 feet
east of Timberline Road.
Rigden Farm is bordered by residential land uses to the south. There
are. no. street connections shown. It is recommended that some pedestrian
(and bike) connections be made internally between these neighborhoods.
Land to the north of Rigden Farms is expected to be developed with
residential uses and a commercial center near the Timberline/Drake
intersection. Since the future westbound left -turn on Drake Road will face
dual left -turn lanes, there will be a pedestrian refuge area created.
Crosswalks at unsignalized intersections will traverse no more than three
lanes on Drake Road.
Access to the future employment area in the northwest quadrant of the
Timberline/Drake intersection will require two street crossings from Rigden
Farms. It is recommended that Timberline Road have pedestrian refuge areas
both north and south of Drake Road. The east leg of Drake Road will have
a refuge area (previous paragraph). With the. recommended refuge areas, the
number of lanes crossed by a pedestrian will be no more than 5 at a time.
UN
Table 6
Year 2020 Peak Hour Total Traffic Operation
Level
of Service
Intersection
a1
EM
Timberline/Drake (signal)
D
C
Timberline/Vermont (signal)
B
B
Timberline/Custer (signal)
B
C
Horsetooth/CR9 (all -way stop)
Horsetooth/CR9 (signal)
B
B
Drake/Full Access (stop sign)
NB LT
D
E
NB T/RT
A
B
SB LT
C
E
SB T/RT
B
B
EB LT
A
A
WB LT
A
A
OVERALL
A
A
Drake/ Rigden (stop sign)
NB LT
C
C
NB RT
A
A
WB LT
A
A
OVERALL
A
A
Drake/Phase 2 Access (stop sign)
NB LT/RT
B
C
WB LT
A
A
OVERALL
A
A
CR9/Phase 4 Access (stop sign)
EB LT/RT
B
B
NB LT
A
A
OVERALL
A
A
* Range limit exceeded. Considered to be LOS E/F.
m
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Table 5
Year 2020 Peak Hour Background Traffic Operation
Level of Service
Intersection AN PM
Timberline/Drake (signal) C C
Timberline/Vermont (signal) B B
Timberline/Custer (stop sign)
EB LT/RT C C
NB LT B B
OVERALL A A
Horsetooth/ CR9 (all -way stop) A B
27
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
CUE
VERN
kk
,LE
YEAR 2003 GEOMETRY
I
Figure 13
1
1
1
1
1
1
1
Table 3
Year 2003 Peak Hour Background Traffic Operation
Intersection
Timberline/Drake (signal)
Timberline/Vermont (signal)
Timberline/Custer (stop sign)
EB LT/RT
NB LT
OVERALL
Horsetooth/ CR9 (all -way stop)
Level of service
C C
B B
B B
A A
A A
B A
Table 4
Year 2003 Peak Hour Total Traffic Operation
Intersection
Timberline/Drake (signal)
Timberline/Vermont (signal)
Timberline/Custer (signal)
Horsetooth/CR9 (all -way stop)
25
Level of Service
Ai
FM
C
C
B
B
B
B
B
B
I
tV
T
m
0
c V.5
VERh
YEAR 2020 TOTAL
PEAK HOUR TRAFFIC
N
SCALE
Figure 12
23
N mu1
55/110
f 45/120
5/5
305/130 `
1 T f
85 35—
nnn
410 370�
2�
M N
M O
0
�- 170/115
NOM.
CUSTER i /-140/95
5/5 -/ } I
NOM. n n
15/15 --)� o ��
0
n
2 \\
�o -165/65
�-1D 5
VERMONT ) i 135/65
20/25 }
10/5
20/20--%,�,
N in a
m
DRAKE RD.
HORSETOOTH RD.
YEAR 2003 TOTAL
PEAK HOUR TRAFFIC
N
NO SCALE
AM/PM
Rounded to the Nearest
5 Vehicles.
1s 5
15 15
550 215
5/10
- 10/10
5/5
Figure 11
22
tV. FUTURE TOTAL TRAFFIC PROJECTIONS
' The future total traffic projections reflect future traffic
conditions with the traffic from the proposed Rigden Farms project. The
future total traffic projections were developed for Years 2003 and 2020.
Total Traffic Year 2003
The total traffic for Year 2003 was developed by adding traffic from
the proposed project to the background traffic for Year 2003. The
resulting peak hour total traffic projections for Year 2003 are shown on
' Figure 11.
Total Traffic Year 2020
' The total traffic for Year 2020 was developed by adding traffic from
the proposed project to the background traffic for Year 2020. The
' resulting peak hour total traffic projections for Year 2020 are shown on
Figure 12.
n
L
L
II
21
o�
— 110/160
ONO
m
� 120/210
I�
J 1 1
j- 60/115
405/245 -J
1 T f
175/145 —
410/295
n n
�
.
o\^
o rn
M O
0
CUSTER
�i
OR
O
.7 O
O
160/70
7 N
f 10/5
VERMONT i
150/70
25/45
f
10/15 —�
o
25/25
N
DRAKE RD.
HORSETOOTH RD.
YEAR 2020 BACKGROUND
PEAK HOUR TRAFFIC
A&
N
NO SCALE
AM/PM
Rounded to the Nearest
5 Vehicles.
O
15/15
—15/10
/-10/5
20/20 —/
}
15/25
320/115
u,
N .O
Figure 10
20
m O N
o N ^ N
55/110
— 45/120
r— 5/5
}
305/130
85 35
375 270
o�
N co
CUSTER
5/5
15/15
�1665
c� r f-10 5
VERMONT ) 135/65
20/25 f
10/5
20/20—"
N O O
DRAKE RD.
YEAR 2003 BACKGROUND
PEAK HOUR TRAFFIC
A&
N
NO SCALE
AM/PM
Rounded to the Nearest
5 Vehicles.
as
U
o � *— 5/10
In �- 5/1 0
5/5
1515 —'
15 15—i
o n n
485 175
o tn
m�
Figure 9
19
IV. FUTURE BACKGROUND TRAFFIC PROJECTIONS
In order to properly evaluate the potential impact of the proposed
Rigden Farms project on the local traffic conditions, future traffic
volumes were first estimated for the study area without the project. These
future forecasts reflect the growth that is expected from overall
development in and around the City of Fort Collins and traffic from other
known future projects in the vicinity of the site.
Background Traffic Year 2003
The growth reflected in Year 2003 Background Traffic is based on two
factors: area wide growth and development, and traffic generated by
specific projects located near the study intersections. The overall growth
in the study area and the redistribution of traffic was based upon traffic
projections provided in the "North Front Range 2020 Regional Transportation
Plan," (NFR2020RTP) draft (8/98), and traffic from cited studies.
Appropriate portions of these developments were included in the Year 2003
analysis. The peak hour background traffic for Year 2003 is depicted on
Figure 9.
Background Traffic Year 2020
Future projections of background traffic for Year 2020 were developed
utilizing future traffic projections previously developed for the
Timberline Road Extension, the NFR2020RTP, and adding traffic from assumed
future developments. The peak hour background traffic for Year 2020 is
depicted on Figure 10.
E.
cus
0
r VL.L. VG V GGVV IVIGIY 1 VI I G ViG1YGflA 1 GV
PEAK HOUR TRAFFIC
A&
N
SCALE
Figure 8
17
cus
PHASE 1 SITE GENERATED
PEAK HOUR TRAFFIC
Figure 7
_E
16
0 0
0
M co
Residential
Commercial
LONG RANGE TRIP DISTRIBUTION
15
A&
N
NO SCALE
Figure 6
1
1
1
i
i
1
1
1
1
i
1
1
1
1
1
1
a
0
m
0
A
SHORT RANGE (PHASE 1)
TRIP DISTRIBUTION
14
N
NO SCALE
Figure 5
Land Use
apartment -
67 DU
(Rate)
apartment -
8.8 DU
(Rate)
apartment -
46 DU
(Rate)
Table 2
(cont.)
Trip Generation (Phase
A)
Daily
A.M.
Peak
Trips
Trips
Trips
in
out
444
5
29
(6.63)
(0.08)
(0.43)
583
7.
38
(6.63)
(0.08)
(0.43)
305
4
20
(6.63)
(0.08)
(0.43)
TOTAL 14269
TOTAL OF ALL PHASES 24176
13
P.M.
Peak
Trips
Trips
in
out
28
13
(0.42)
(0.20)
37
18.
(0.42)
(0.20)
19
9
(0.42)
(0.20)
336 321 653 658
551 903 1287 1038
Table 2 (cont.)
Trip Generation (Phase A)
Daily
A.M.
Peak
P.M.
Peak
Land Use
Trips
Trips
Trips
Trips
Trips
in
out
in
out
neighborhood com/retail -
160,000 SF
6867
101
64
288
310
(Rate)
(42.92)
(0.63)
(0.40)
(1.80)
(1.94)
retail -
34,000 SF
1459
2.1
14
61
66
(Rate)
(42.92)
(0.63)
(0.40)
(1.80)
(1.94)
restaurant -
6,000 SF
782
29
27
39
26
(Rate)
(130.34)
(4.82)
(4.45)
(6.52)
(4.34)
day care -
100 students
452
43
38
40
46
(Rate)
(4.52)
(0.43)
(0.38)
(0.40)
(0.46)
restaurant -
6,000 SF
782
29
27
39
26
(Rate)
(130.34)
(4.82)
(4.45)
(6.52)
(4.34)
office -
14,5:00 SF
160
20
3
4
18
(Rate)
(11.01)
(1.37)
(0.19)
(0.25)
(1.24)
retail -
14,500 SF
622
9
6
26
28
(Rate)
(42.92)
(0.63)
(0.40)
(1.80)
(1.94)
medical office -
28.,000 SF
1012
54
14
2.8
75
(Rate)
(36.13)
(1.94)
(0.49)
(0.99)
(2.67)
apartment -
40 DU
265
3
17
17
8
(Rate)
(6.63)
(0.08)
(0.43)
(0.42)
(0.20)
senior apartment -
8.0. DU
153
3
2
5
3
(Rate)
(1.86)
(0.04)
(0.03)
(0.06)
(0.04)
apartment -
44 DU
292
4
19
18
9
(Rate)
(6.63)
(0.08)
(0.43)
(0.42)
(0.20)
12
Table 2 (cont.)
Trip Generation (Phase 2)
Daily
A.M.
Peak
P.M.
Peak
Land Use
Trips
Trips
Trips
Trips
Trips
in
out
in
out
single family -
137 DU
1311
26
77
89
49.
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
multi family -
8 DU
77
2.
5
5
3
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
TOTAL
1388
28
82
94
52
Trip Generation
(Phase
3)
Daily
A.M.
Peak
P.M.
Peak
Land Use
Trips
Trips
Trips
Trips
Trips
in
out
in
out
single family -
98 DU
938
19
55
64
35
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
multi family -
24 DU
230
5
13
16
9.
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
TOTAL
1168
24
68
80
44
Trip Generation
(Phase
4)
Daily
A.M.
Peak
P.M.
Peak
Land Use
Trips
Trips
Trips
Trips
Trips
in
out
in
out
single family -
170 DU
1627
32
95
ill
61
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
multi family -
40 DU
383
8
22
26
14
(Rate)
(9.57)
(0.19)
(0.56)
(0.65)
(0.36)
TOTAL
2010
40
117
137
75
11
Table 2
Trip Generation
(Phase
1)
Daily
A.M.
Peak
Land Use
Trips
Trips
Trips
in
out
single family -
120 DU
1148
23
67
(Rate)
(9.57)
(0.19)
(0.56)
multi family -
16 DU.
153
3
9
(Rate)
(9.57)
(0.19)
(0.56)
apartment -
79 DU
523
6
34
(Rate)
(6.63)
(0.08)
(0.43)
apartment -
80.DU
530
6
34
(Rate)
(6.63)
(0.08)
(0.43)
townhome -
119 DU
697
8
44
(Rate)
(5.86)
(0.07)
(0.37)
townhome -
17.2 DU.
1008
12
64
(Rate)
(5.86)
(0.07)
(0.37)
apartment -
38 DU
252
3
16
(Rate)
(6.63)
(0.08)
(0.43)
apartment -
48 DU.
318
4
21
(Rate)
(6.63)
(0.08)
(0.43)
apartment -
41 DU
272
3
18
(Rate)
(6.63)
(0.08)
(0.43)
office -
40,000 SF
440
55
8
(Rate)
(11.01)
(1.37)
(0.19)
community center -
no external
trips
TOTAL 5341 123 315
10
P.M.
Peak
Trips
Trips
in
out
78
43
(0.65)
(0.36)
10
6
(0.65)
(0.36)
33
16
(0.42)
(0.20)
34
16
(0.42)
(0.20)
43
21
(0.36)
(0.18)
62
31
(0.36)
(0.18)
16
8
(0.42)
(0.20)
20
10.
(0.42)
(0.20)
17
8
(0.42)
(0.20)
10
50.
(0.25)
(1.24)
323 209
a
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SITE PLAN (PHASE 1)
Figure 4
3
0
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0
P
1 SITE PLAN
A&
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s
Figure 3
III. PROPOSED DEVELOPMENT
Rigden Farms is a proposed residential/commercial development located
in Fort Collins, Colorado. The project site, depicted on Figure 3, is
located on the west side of Timberline Road and to the south of Drake Road.
The site will have one access to Timberline Road and multiple accesses to
Drake Road and CR9. Figure 4 shows the site plan for Phase 1 of Rigden
Farms. This will be the area that will be submitted as a PDP in the near
future. Primary access to Phase 1 will be from Timberline Road via Custer
Drive. While there will be public access to Phase 1 from Drake Road via
Rigden Parkway, this will not be the route of choice. In the course of
development of Phase 1, Drake Road to the east of Timberline Road will be
under construction. Traffic will be strongly encouraged to utilize Custer
Drive. The short range analysis assumes that all site generated traffic
will utilize Custer Drive. This assumption presents a conservative
analysis.
Trip Generation
Trip generation is important in considering the impact of a
development such as this upon the existing and future street system. A
compilation of trip generation information, prepared by the Institute of
Transportation Engineers (Trip Generation 6th Edition) was used to project
trips that would be generated by the proposed uses at this site. Table 2
shows the trip generation of Rigden Farms. As indicated in Table 2, it is
anticipated that Phase 1 would generate approximately 5341 average daily
trip ends, 438 morning peak hour trip ends, and 532 afternoon peak hour
trip ends. Full development of Rigden Farms will generate approximately
24,176 average daily trip ends, 1454 morning peak hour trip ends, and 2325
afternoon peak hour trip ends. Based upon research contained in the
reference document, it was assumed that some (5-10%) of the site generated
traffic for the commercial land uses would be internal to all of Rigden
Farm or shared trips between land uses within multi -use commercial
developments.
Trip Distribution
The directional distribution of the generated trips was determined
for the proposed Rigden Farms. The distribution was determined based upon
a gravity model process, future traffic projections from the Timberline
Extension study, and engineering judgment. The trip distribution is
provided on Figure 5 for Phase 1. The trip distribution for full
development is provided in Figure 6.
Trip Assignment
Trip assignment is how the generated and distributed trips are
expected to be loaded on the street system. The assigned trips are the
resultant of the trip distribution process. Figures 7 and 8 show the peak
hour site generated traffic for Phase 1 and full build out of the proposed
project, respectively.
7
Pedestrian Facilities
According to City criteria, the limit of the pedestrian
analysis is
1320 feet from the site. This site
is within 1320 feet of other
residential uses: The sidewalk system in
the area is sporadic,
due to gaps
in development activity. These gaps
will be closed as
development
continues.
Bicycle Facilities
The only defined bicycle facilities on any of the area streets within
1320 feet of the site are along Timberline Road, along Drake Road (west of
Timberline Road), and along CR9 (south of Horsetooth Road).
Transit Facilities
Transfort currently serves this area of Fort Collins with Route 10.
Route 10 provides 60 minute service with a stop near the Drake/Timberline
intersection.
E
Table 1
1998 Peak Hour Traffic Operation
Level of Service
Intersection &1 M
Timberline/Drake (signal) C D
Timberline/Vermont (signal) B B
Timberline/Custer (stop sign)
EB LT/RT C C
NB LT B B
OVERALL A A
Horsetooth/ CR9 (all -way stop) B A
5
I
I
I
r
I
cus
VERN
RECENT PEAK HOUR TRAFFIC
4
Figure 2
E
I
0
II. EXISTING CONDITIONS
The location of the proposed Rigden Farms is shown on Figure 1. It
is important that a thorough understanding of the existing conditions be
presented.
Land Use
Land uses in the area are predominantly residential or vacant. North
of the site is undeveloped land. South and west of the site are primarily
residential uses. East of the site are open space and gravel extraction
uses. The topography near the Timberline/Drake intersection is flat.
Terrain decreases in elevation to the east. The center of the City of Fort
Collins is located northwest of the site.
' Roads
The primary streets which will serve the proposed project within the
study area are: Timberline Road, Drake Road, and CR9.
Timberline Road is classified as a six lane arterial. Currently, it
has a two lane cross section near Rigden Farms. At Horsetooth Road,
Timberline Road has four travel lanes, right -turn lanes, left -turn lanes,
and bike facilities. At Drake Road, Timberline Road has two travel lanes,
left -turn lanes, no right -turn lanes, and limited bike facilities. The
speed limit in the study area is 40 mph.
Drake Road has a two lane cross section near the Timberline Road
' intersection. The Timberline/Drake intersection is signalized.
CR9 has a narrow, two lane cross section north of Horsetooth Road.
The Horsetooth/CR9 intersection has all -way stop control. There is a one
lane bridge approximately 1000 feet north of Horsetooth Road. CR9 has an
improved two lane cross section south of Horsetooth Road.
' Existing Motor Vehicle Traffic
Existing traffic flow data was collected in order to form a basis for
the traffic study. Traffic counts were performed at the key intersections
in November 1998. The volumes are shown in Figure 2. Count data is
provided in Appendix A. Table 1 shows the current operation at the key
intersections. Calculation forms are provided in Appendix B. Operation
is acceptable at the key intersections, except at the Timberline/Drake
intersection. At Timberline/Drake in the afternoon peak hour, the
eastbound left turning and through vehicles operate at level of service F,
' the southbound right turning and through vehicles operate at level of
service E, and the northbound left turning vehicles operate at level of
service E. Although the intersection operates at level of service D, these
particular movements need to be addressed. Provision of additional travel
lanes will improve the operation of this intersection.
i
I
iI. INTRODUCTION
This transportation impact study addresses the capacity, geometric,
and control requirements at and near the proposed Rigden Farms, located
south of Drake Road and east of Timberline Road in Fort Collins, Colorado.
The transportation analysis will address potential vehicular impacts upon
the roadway system. Traffic projections will be prepared for future Years
2003 and 2020. The year 2003 future includes Phase 1 of the Rigden Farms
development. This portion of the analysis is intended to meet the
requirements of the Project Development Plan (PDP) transportation study.
The long range (2020) analysis is for full development of Rigden Farms.
When other phases are proposed for development, a transportation study must
be included with that PDP submittal.
�I During the course of the analysis, numerous contacts were made with
the project landscape architect/planner, project engineering consultant,
and City of Fort Collins Traffic Operations Department. The study involved
the following steps:
- Collect physical, traffic, and development data;
Perform trip generation, trip distribution, and trip assignment;
Determine peak hour traffic volumes;
- Conduct capacity and operational level of service analyses.
This report is prepared for the following purposes:
=Describe existing conditions;
Estimate the trip generation by the proposed/assumed developments;
Determine the trip distribution of site generated traffic;
Evaluate level of service for future Years 2003 and 2020;
=Determine the geometrics at key intersections;
Determine the impacts of site generated traffic at key intersections.
Information used in this report was obtained from the City of Fort
Collins Traffic Operations Department, the planning and engineering
consultants, the developers, research sources (ITE, TRB, etc.), and field
reconnaissance. The following traffic studies were reviewed and considered
in preparing this study:
' - Timber Lakes Business Park
- Pinecone (New Fort Collins High School).
�I
1
11
11
LIST OF FIGURES
Figure
1.
Site
Location ........................................
Page
3
2.
Recent Peak Hour Traffic .............................
4
3.
Site
Plan ............................................
8
4.
Site
Plan (Phase 1)..................................
9
5.
Short
Range (Phase 1) Trip Distribution ..............
14
6.
Long
Range Trip Distribution .........................
15
7.
Phase
1 Site Generated Peak Hour Traffic .............
16
8.
Full
Development Site Generated Peak Hour Traffic ....
17
9.
Year
2003 Background Peak Hour Traffic ...............
19
10.
Year
2020 Background Peak Hour Traffic ...............
20
11.
Year
2003 Total Peak Hour Traffic ....................
22
12.
Year
2020 Total Peak Hour Traffic ....................
23
13.
Year
2003 Geometry ...................................
26
14.
Year
2020 Geometry ...................................
29
APPENDIX
A Traffic Count Data
B 1998 Traffic Analyses
C Year 2003 Background Traffic Analyses
D Year 2003 Total Traffic Analyses
E Year 2020 Background Traffic Analyses
F Year 2020 Total Traffic Analyses
G Pedestrian/Bicycle Level of Service
t
TABLE OF CONTENTS
Paae
'
I.
II.
Introduction .........................................
Existing Conditions
LandUse .............................................
1
2
2
Roads.......................................
Existing Motor Vehicle Traffic .......................
Pedestrian Facilities
2
2
6
Bicycle Facilities ...................................
Transit Facilities ...................................
6
6
III.
Proposed Development .................................
TripGeneration ......................................
Trip Distribution
Trip Assignment ..••.••.•.......•...•.....
.•.••.•...
7
7.
7
7
IV.
Future Background Traffic Projections ................
Background Traffic Year 2003
Background Traffic year 2020 ........................
18
18
18
V.
Future Total Traffic Projections .....................
Total Traffic Year 2003.
21
21
Total Traffic year 2020 ..............................
21
VI.
Traffic Impact Analysis ..............................
Traffic Analysis Year 2003.
24
24
Traffic Analysis year 2020 ...........................
Pedestrian Level of Service ..........................
Bicycle Level of Service
Transit Level of Service .............................
24
30
31
31
VII.
Conclusions ..........................................
32
LIST OF TABLES
M
Table
1.
2.
3.
4.
5,
6.
1998 Peak Hour Traffic Operation .....................
Trip Generation ......................................
Year 2003 Peak Hour Background Traffic Operation .....
Year 2003 Peak Hour Total Traffic Operation
Year 2020.Peak Hour Background Traffic Operation
Year 2020 Peak Hour Total Traffic Operation ..........
Page
5
10.
25
25
27,
28
It
RIGDEN FARMS
TRANSPORTATION IMPACT STUDY
FORT COLLINS, COLORADO
JANUARY 1998
Prepared for:
Wheeler Commercial Property Services
1027 West Horsetooth Road, Suite 200
Fort Collins, CO. 80526
Prepared by:
MATTHEW J. DELICH, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
FAX: 970-669-5034
I
I
I
I
1
I
I
1
VI. TRAFFIC IMPACT ANALYSIS
The previous chapter described the development of future traffic
forecasts both with and without the proposed project. Intersection
capacity analyses are conducted in this chapter for all scenarios to assess
the potential impact of the proposed project -generated traffic on the local
street system.
Traffic Analysis - Year 2003
The peak hour background and total traffic volumes for Year 2003,
illustrated on Figures 9 and 11, respectively, were analyzed to determine
the intersection delay and corresponding level of'service. Tables 3 and
4 summarize the results for the respective Year 2003 background and total
traffic conditions. The level of service worksheets for Year 2003
background and total traffic conditions are provided in Appendix C and D,
respectively. As indicated in Tables 3 and 4, the traffic movements at
each of the study intersections are expected to operate at an acceptable
level of service under future traffic conditions for Year 2003.
Intersections within the site (i.e. along Custer Drive, east of Timberline
Road) were not rigorously analyzed. Given the expected volumes, all of the
interior intersections will operate acceptably. The Year 2003 intersection
geometry is depicted on Figure 13. There are geometric improvements
recommended at the Timberline/Drake and Timberline/Custer intersections.
The geometry shown in Figure 13 is necessary to achieve acceptable
operation at each analyzed intersection.
Traffic Analysis - Year 2020
The Year 2020 peak hour traffic volumes for background and total
traffic conditions, illustrated on Figures 10 and 12, respectively, were
analyzed to determine the intersection delay and corresponding level of
service. Tables 5 and 6 summarize the results. Appendix E contains
worksheets for Year 2020 background conditions and Appendix F for total
traffic conditions. The level of service analyses shown in Table 5
indicate that the study intersections will continue to operate at
acceptable levels of service with the Year 2020 background traffic. Table
6 shows that overall acceptable operation will occur, except at the.
Horsetooth/CR9 intersection with the all -way stop sign control. The
entering volumes exceed the range limits for the analysis procedure. This
is considered tobe level of service E/F. With signalization, the
Horsetooth/CR9 intersection will operate acceptably. Intersections within
the site (i.e. along Custer Drive, east of Timberline Road) were not
rigorously analyzed. Given the expected volumes, all of the interior
intersections will operate acceptably. There are four right-in/right-out
accesses along Drake Road. Right turn exits at these intersections will
operate. acceptably. The Year 2020 intersection geometry is depicted on
Figure 14. The geometry shown in Figure 14 is necessary to achieve
acceptable operation at each analyzed intersection.
24
I
rr rs 01 4- 'to, 04 it im *a,
WK, ", as) sm do* 4W. do "a, ri
HCS: Unsignalized Intersections Release 2.19 SBTCAM.HCO _Page 1
Center For Microcomputers In Transportation
University of Florida
512 Weil Hall
Gainesville, FL 32611-2083
Ph: (904) 392-0378
Streets: (N-S) timberline (
E-
W) Custer
Major Street Direction.... NS
Length of Time Analyzed... 15 (min)
Analyst ...................' mjd
Date of Analysis.......... 19/99
Other Information........ am bkg
pm 1998 short long rd total
Two-way Stop -controlled I rsection
Northbound I Southbound I Eastbound I Westbound
L T R L T R L T R L T R
No. Lanes 1 1 2 0 1 0 2 < 0 0 > 0 < 0 10 0 0
Stop/Yield
Volumes
PHF
Grade
MC,s (%)
SU/RV's (%)
CV's (%)
PCE's
N
10 651
.95 _95
0
1.10
--------------
N
585 5 5 15
.95 .95 .95 .95
0 1 0
1.10 1.10
------------
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
---------
--------------------------------------------------------
Left Turn Major Road
5.50
2.10
Right Turn Minor Road
5.50
2.60
Through Traffic Minor Road
6.50
3.30
Left Turn Minor Road
7.00
3.40
HCS: Unsignalized Intersections Release 2.lg SBTCAM.HCO Page 2
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph)
310
Potential Capacity: (pcph)
964
Movement Capacity: (pcph)
964
Prob. of Queue -Free State:
0.98
--------------------------------------------------------
Step 2: LT from Major Street
SB
NB
--------------------------------------------------------
Conflicting Flows: (vph)
621
Potential Capacity: (pcph)
796
Movement Capacity: (pcph)
796
Prob. of Queue -Free State:
0.98
--------------------------------------------------------
Step 4: LT from Minor Street
WB
EB
--------------------------------------------------------
Conflicting Flows: (vph)
1314
Potential Capacity: (pcph)
153
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)
--------------------------------------------------------
151
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)
_
________ ______
EB L 6 151 >
411 9.3
0.0
B 9.3
EB R 18 964 >
NB L 12 796 4.6
0.0
A 0.1
Intersection Delay =
0.2 sec/veh
SITE LOCATION
1" = ZUUU
3
N
Figure 1
rr ro r r r �s �r ■r rr �r r� +r r r� r �i rr �r r
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.49 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: LTTDAM.HC9
Area Type: Other 1-19-99 0)pm
Comment: short mid long bkgrd total
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 2 2 1 1 2 c 0 2 2 1 1 2 1
Volumes 405 250 505 110 225 220 435 1195 70 155 875 205
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
* NB Left
EB Left * *
Thru * Thru
Right * Right
g Peds
eds
WB Left * SB Left
Thru * Thru
Right * Right
Peds * Peds
NB Right * EB Right
SB Right * WB Right
Green 13.OA 20.OA Green 16.OA 7.OA 26.OP
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
-- - ---- - --------------- - -------------------------- ---------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
EB L 572 3574 0.768 0.160 34.9 D 24.9 C
T 828 3762 0.333 0.220 25.0 C
R 784 1599 0.679 0.490 16.5 C
WB L 286 1787 0.406 0.160 29.2 D 28.4 D
TR 766 3483 0.642 0.220 28.2 D
NB L 929 3574 0.508 0.260 24.4 C 29.4 D
T 1304 3725 1.013 0.350 32.3 D
R 831 1599 0.089 0.520 9.2 B
SB L 340 1787 0.480 0.190 28.3 D 23.8 C
T 1043 3725 0.927 0.280 25.4 D
R 720 1599 0.300 0.450 13.4 B
Intersection Delay = 26.7 sec/veh Intersection LOS = D
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.769
-----------------------------------------------------------------------
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 01-19-1999
Center For Microcomputers In Transportation
Streets: (E-W) drake (N-S) timberline
Analyst: Matt File Name: LTTDPM.HC9
Area e: Other 1-19-99 am
P
Comment: short mid ong bkgrd ttalo
Eastbound westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 2 2 1 1 2 c 0 2 2 1 1 2 1
Volumes 245 355 495 125 280 225 535 1030 100 245 1185 320
Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols 0 0 0 0
Lost Time 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00 1.00 3.00 3.00
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
ES 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 11.5A 20.OA Green 16.OA 1.OA 33.5P
Yellow/AR 4.0 5.0 Yellow/AR 4.0 0.0 5.0
Cycle Length: 100 secs Phase combination order: #1 #2 #5 #6 #7
------------------------------- -- --------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ----------- ----- ----- ----- --- ----- ---
EB L 518 3574 0.513 0.145 30.7 D 25.2 D
T 828 3762 0.475 0.220 26.2 D
R 688 1599 0.758 0.430 21.7 C
WB L 259 1787 0.509 0.145 31.4 D 30.1 D
TR 772 3511 0.724 0.220 29.8 D
NB L 715 3574 0.811 0.200 33.9 D 20.9 C
T 1360 3725 0.837 0.365 15.4 C
R 831 1599 0.126 0.520 9.4 B
SB L 340 1787 0.760 0.190 35.7 D 25.4 D
T 1323 3725 0.990 0.355 26.9 D
R 815 1599 0.413 0.510 11.8 B
Intersection Delay = 24.5 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 7.0 sec Critical v/c(x) = 0.808
i
APPENDIX D
m
0
CiUs
VER!
YEAR 2020 GEOMETRY
N
SCALE
Figure 14
29