HomeMy WebLinkAboutCHRIST FELLOWSHIP CHURCH - PDP / FDP - 29-94C - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYresidential development will be located to the south. To the north
and east of the site are large lot residential uses. The Fort
Collins Hewlett-Packard facility is south of the Strachan/Shields
PUD.
' Land in the area is essentially flat. The center- of Fort
Collins lies to the northwest of the project site.
I Roads
The primary streets near the proposed project are CR9 and
' Charlie Lane. CR9 is on the west side of the site. It is a north -
south street designated as an arterial north and south of Harmony
Road. Adjacent to the site, it has a two lane rural cross section.
' CR9 has recently been improved to provide bike lanes on both the
east and west sides. There is a signal at the intersection of
Harmony/CR9.
Charlie Lane is a two lane gravel road which borders the
northern side of the site. It provides access to approximately 6
single family residences. To the north of Charlie Lane,
approximately 350 feet, is Michelle Lane. Michelle Lane currently
is a T-intersection to the east of CR9. The English Ranch
development will connect to CR9 across from Michelle Lane.
' Existing Traffic
' Peak hour traffic flow at the CR9/Charlie Lane intersection
is shown in Figure 2. The count volumes on CR9 are based upon
traffic counts performed in 1994 at the intersection of CR9 and the
' entrance to H.P. Raw traffic count data is provided in Appendix A.
The 1994 data was used since CR9 has been under construction and
is, therefore, restricted to local traffic only in 1995. The
traffic depicted on Figure 2 for Charlie Lane was estimated and
rounded up to the nearest 5 vehicles, based upon the existing
number of residences.
' Existing Operation
Table 1 shows the operation at the CR9/Charlie intersection
'I during the peak hours. Calculation forms are provided in Appendix
B. Appendix C describes level of service for unsignalized
intersections from the 1994 Highway-- Capacity Manual. This
' intersection is currently operating at an acceptable level of
service. As. defined by the City of Fort Collins, a level of
service D or better is acceptable:
LJ
2
I
11
I
i
1
11
III
0
UNSIGNALIZED INTERSECTIONS
Intersectiori7otal Delay = (Vehicle 7otal Delay x Volume) _
Volume
Level -of -Service (Iri►ersection)
Level -of -Service
Average Total Delay,
sec/veh
A
<_5
B
>5and 510
C
> 10 and <_ 20
D
>20and 530
E
> 30 and <_ 45
F
> 45
f
no low �' .aw
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Pape 1
++�++. � a it+r r r x� �+r w t++� * r x�� x a x s r r+++c. •+r a �+a: � x x+s+�+r e r r r++� •+r s
File Name ................ 9AD15P.HC0
Streets: (N-Si CP.9 (E-W) ACCESS DRIVE
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... DRC:
Date of Analysis.......... 7/20/95
Other Information......... LOWS RANGE (2015) - PM PEAL( HOUR
Two-way Stop-,ontrolled Intersection
Northbound Southbound Eastbound Westbound
L T P.I L T RI L T R: L T R
____ __-_ -___ ____ ____ ----
No. Lanes 0 1< 01 O` 1 nl 0 n 0: 1 0 1
Stop/Yield 1 N: N:
Volumes 1025 15: 15 210 10 20
PHF .95 .95: .95 .95 .95 .95
Grade 0 0 0 i 0
MC's C'/,) O O1 0 O 0 0
SU/RV's (%)I 0 0: 0 0 O 0
CV's C%) O 01 0 0 i 0 0
PCE's 1.1 1.1: 1.1 1.1 ' 1.1 1.1
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
Gap (tg)
Time (tf)
__________________________________________________________________
Left Turn Major
Road
5.00
2.10
Fight Turn Minor
Road
5.50
2.60
Through Traffic
Minor Road
6.00
3.30
Left Turn Minor
Road
6.50
3.40
Center For Microcomputers In Transportation
HCS: UnsiQnalized Intersection Release --.1 Page
x a +� �+� r �. is r r+r � i � w+� � � a w it � r+x w �! r � �.. �+* <� w ir+r � � • r � � •++r w *+aF+� � a+•
WorkSheet for TWSC: Intersection
___________________________________________
Step 1: PT from Minor Street W8
Conflicting Flows:
(vph)
1022
Potential Capacity;
(pcph)
415
Movement "Capacity:
(pcph)
415
Prob. of Queue -free
State:
0.94
-------------------------------------------
Step ZI: LT from Major
Street
S8
-------------------------------------------
Conflicting Flows:
(vph)
1040
Potential Capacity:
(pcph)
-54e
Movement Capacity:
(pcph)
548
Prop. of Queue -free
State:
0.97
TH Saturation Flow
Rate: (pcphpl)
1700
P.T Saturation Flow
Rate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
0.9E
-------------------------------------------
Step 4: LT from Minor
------------- StreetWB
_____________________
Conflicting Flows:
-
(vph)
1358
Potential Capacity:
(pcph)
173
Major LT, Minor TH
Impedance Factor:
0.96
Adjusted Impedance
Factor:
0.96
Capacity Adjustment
Factor -
due tr. Impeding Movements
0.96
Movement Capacity:
(pcph)
166
ES
1104
ED
Center For Microcomputers In Transportation
HCS: Unsionalized Intersection Release 2.1 Pape 3
r a � w • r a+* � • ar+■ a r a � r w ac w a r w � w •+w * • a a a+* s � a+• �++� � ar � a � � a a • a * it+w �: � • it
Intersection Performance Summary
F1owRate MoveCap SharedCap Ava.Total Delay
Movement v(pcph) Cm(pcph) Csh(peph) Delay LDS by App
________ ______ ______ ______ ------------ ------ -------
WE' L ,_ 166 D
6.5
WD P 23 415 9.2 6
SD L 18 548 6.8 8 ID.3
Intersection Delay = U.2
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection
Release 2.1
F'age 1
+FfF+r�ta++e«�atiti!.at+�at+x+* rraar�+F.*�w.�++«�w++rr�air.�eit++••r++at+att�
File Name ................
9AD15A.HC:O
Streets: (N-S) CPS
(E-WI) ACCESS DRIVE
Major Street Direction....
NE
Length of Time Analyzed...
60 (min)
Analyst ...................
DFr,:
Date of Analysis..........
7/20/95
Other Information.........
LONG RANGE (2015)
- AM PEAK HOUR
Two-way Stop -controlled Intersection
Northbound
Southbound I
Eastbound 1 Westbound
L T R:
L T Ri
L T R: L T
____ ----
P,
;____ --__-__-
No. Lanes 0 1: of
---- ____---- ;----
01, 1 01
____ ---- :----
0 o 01 1 O
1
Stop/Yield NI
N:
Volumes 295 ., ,
45 915
15
30
PHF .95 .951
.95 .95
.95
.95
Grade 0
0 i
0 0
MC'S (%) 0 of
0 0
0
o
SU/RV's (%)1 O 01
0 0
i O
0
PCE's 1.1 1.1:
1.1 ..1
l.i
1.1
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
- Gap (tg)
Time (tf)
__________________________________________________________________
Left Turn Major
Road
5.00
2.10
Riaht Turn Minor
Read
5.50
2'. Go
Through Traffic
MinorRoad.6.00
3.30
Left Turn Minor
Road
6.50
3.40
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release --.1 Page 2
t-� rt at ♦ s • it x �++at at x r s x s • x � �. r r � at r+a a� •+s+F+.r..y. x+w+tF+F • w • r�r i. w r • a w> r � it+ir+�
WorkSheet for TWSC Intersection
-------------------------------------------
Step 1: RT from Minor Street WB
Conflicting Flows:
(vph)
312
Potential Capacity:
(pcph)
962
Movement Capacity:
(pcph)
962
Prob. of Queue -free
State:
0.96
--------------------------------------------
Step 2: LT from Major
Street
SB
--------------------------------------------
Conflicting Flows:
(vph)
330
Potential Capacity:
(pcph)
11.34
Movement rapacity:
(pcph)
1194-
Prob. of Queue -free
State:
0.96
TH Saturation Flow
Rate: (pcphpl)
1700
P.T Saturation Flow
Pate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
0.ee
--------------------------------------------
Step 4: LT from Minor
Street-------------WB
____________________________
Conflictina Flows:
(vph)
1293
Potential Capacity:
(pcph)
189
Major LT. Minor TH
Impedance Factor:
0.68
Adjusted Impedance
Factor:
0.88
Capacity Adjustment
Factor
due to Impedina Movements
o.86
Movement Capacity:
(pcph)
166
EB
NB
ED
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
a )t it r+mow •a x�+s*r it+ir+��as* •a.�+►++r+ra x+�+a� •++aa �rw• ram.+w*+it it � x+a r k
i
Intersection Performance Summary
F1owRate MoveCap SharedCap Avg.Total Delay
i Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App
________ ______ ______ ______ ------------ ------ _______
WB L. is 166 24.3 D
6.5
WE, R w 962 3.5 A
i
SD L 52 1194 o._ A 0.1
Intersection Delay = 0.3
rr No 4M rA-W s. (ft air 4N3
Center For Microcomputers In Transportation
HCS: Unsiqnalized Intersection Release --.1 Pape 1
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
File Name ................ 9C15P.HC0
-Streets: (N-S) CPS
(E-W) C:HARLIE LANE
Major Street Direction....
NS
Length of Time Analyzed...
60 (min)
Analyst ....................
DP.C:
Date of Analysis..........
7/20/95
Other Information.........
LONG RANGE (2015)
- PM PEAK
HOUR
Two-way Stop -controlled
Intersection
Northbound
t Southbound
Eastbound
1 Westbound
L T
P.: L T R;
L T
____'____
P.: L T
____ ____
P.
�___1 ____ ----
No. Lanes C 1<.:
;---- ____ ________
0; 0:- 1 0'
____
0 0
0 1 0
1
Stop/Yield I
N: NI
Volumes 1045
5� 10 315
i 10
20
PHF .95
.95 .95 .95
.95
.95
Grade 0
0 i
0
0
MC's (%) 0
0I 0 0
0
0
SU/RV's (%); 0
0: 0 0
0
O
CV's (%) 0
01 Cl 0
0
0
PCE's 1.1
1.11 1.1 1.1
1.1
1.1
Adjustment Factors
Vehicle
Maneuver
----------- _______________
Left Turn Major Road
Right Turn Minor Road
Through Traffic Minor Road
Left Turn Minor Road
Critical
Follow-up
Gap (tg)
____________________________
Time (tf)
5.00
2.10
5.50
2.60
G.00
3.30
6.50
3.40
Center For Microcomputers In Transportation
HCE: Unsiqnalized Intersection Release 2.1 Page
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WorkSheet for TWEC Intersection
------- _---------------- ________________________________
Step 1: RT from Minor Street WD ED
Conflicting Flows:
(vph)
1046
Potential Capacity:
(pcph)
408
Movement Capacity:
(pcph)
408
Prob. of Queue -free
State:
0.94
________________
------------------------
Step 2: LT from Major
_---------------
Street
S6 ND
________________________________________________________
Conflicting Flows:
(vph)
1050
Potential Capacity:
(pcph)
542
Movement Capacity:
(pcph)
542
Prob. of Queue -free
State:
0.98
TH Saturation Flow
Rate: (pcphpl)
1700
R,T Saturation Flow
Rate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
0.97
--------------------------------------------------------
Step 4: LT from Minor
Street
WD_________-_ED
_________________________________________
Conflicting Flows:
(vph)
1372
Potential Capacity:
(pcph)
170
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)
165
Center For Microcomputers In Transportation
HCS: Unsiqnalized Intersection Release 2.1 Page
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Intersection Performance Summary ..
F1owRate MoveCap SharedCap Avq.Tctal Delay
Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App
________ ______ ______ ______ ------------ ______ ---------
WD L 12 165 22.5 D
E.5
WD R 408
SD L 12 542
Intersection Delay =
5.4
D
6.8
H
0.2
U.2
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 P'aae I
File Name 9C15A.HCO
Streets: (N-S) CP9 (E-W) CHARLIE LANE
Major Street Direction.... NS
Lenath of Time Analyzed... 60 (min)
Analyst ................... DP,C
Date of Analysis.......... 7/20/95
Other Information......... LONG RANGE (2015 - AM PEAK HOUR
Two-way Stop -controlled Intersection
Northbound SouthbwUnd Eastbound 1 WestbOUnd
L T R. ; L T R; L T PI: L T R
___- ____ -___ ---- ,---- __-_ ----
No. Lanes 0 I< 0! 01 1 0; O O O; 1 0 1
Stop/Yield N! N:
Volumes 325 5: 35 965 15 30
PHF .95 .95; .95 .95 .95 .95
Grade O i O 0 0
MCIs C%> O 0; 0 0 i 0
SU/RV's C%)1 0 0; O 0 0 O
CV,s (%) 0 0; O 0 i 0 0
PCE's Z 1.1 1.1; 1.1 1.1 ; 1.1 1.1
Adjustment Factors
Vehicle Critical
Maneuver - Gap (tg)
----------------------------------------------
Left Turn Major Road 5.00
Riaht Turn Minor Road 5.50
Through Traffic Minor Road 6.00
Left Turn Minor Road 6.50
Follow-up
Time (tf)
2.10___
2.60
3.30
3.40
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release L.. Page L
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
WorkSheet for TWSC Intersection
-------------------------------------------
Step 1: P.T from Minor Street W8
Conflictina Flows:
(vph)
328
Potential Capacity:
(pcph)
944
Movement Capacity:
(pcph)
944
Prob. of Queue -free
State:
0.'36
--------------------------------------------
Step 2: LT from Major
Street
SR
------------------------------
Conflicting Flows:
___________-.
(vph)
330
Potential Capacity:
(pcph)
1194
Movement Capacity:
(pcph)
1194
Prob. of Queue -free
State:
0.97
TH Saturation Flow
Rate: (pcphpl)
1700
RT Saturation Flow
Pate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
0.90
-------------------------------------------
Step 4: LT from Minor Street
W8
-------------------------------------------
Conflicting Flows:
(vph)
1328
Potential Capacity:
(pcph)
180
Major LT, Minor TH
Impedance Factor:
0.90
Adjusted Impedance
Factor:
0.90
Capacity Adjustment
Factor
due to Impeding Movements
0:90
Movement Capacity:
(pcph)
162
E8
N8
E8
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 Page 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
i
Intersection Performance Summary
F1owRate MoveCap SharedCap Avq.Total Delay
Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS 8y App
! _ ______ ______ ______ ------------ ------ __---___-
WD L 18 162 25.0 D
6.5
W8 P 35 944 4.0 A
SP L 41 1194 3.1 A 0.1
Intersection Delay = 0.2
I
APPENDIX'E
it
1
Center For Microcomputers In Transportation
Center For Microcomputers
In Transportation
HCS: Unsignalized Intersection Release 2.1
F'age I
HCS: Unsignalized Intersection Release 2.1
Rabe 2
•++rrw+tw+t•aic.i+wrw�t+r•�twrt��.*rt�ttwartwaratrrrrr�t•+.++�++f�wwrr+its+�+aarw
++++��++**a+*sitirit++wx-+itr+�+t�•*e+�+ram.mar+++a+rwrrrrw♦+t•+t+tr��e.rr
File Name ................ 9AD97P.HCO
Streets: (N-S) CR,9 (E-W) ACCESS
DRIVE
Major Street Direction.... NS
WorkSheet for TWSC Intersection
Length of Time Analyzed... GO (min)
________________________________________________________
Analyst ................... DP.0
Step 1: PT from Minor Street -
WB EB
Date of Analysis.......... 7/20/95
--------------------------------------------------------
Other Information.......... SHORT RANGE (1997) - PM PEAT: HOUR
Conflicting Flows: (vph)
442
Potential Capacity: (pcph)
827
Two-way Stop -controlled Intersection
- Movement Capacity: (pcph)
627
Prob. of Queue -free State:
0.97
' Northbound : Southbound i Eastbound :
Westbound
--------------------------------------------------------
L T RI L T P.: L T F.':
L T
R
Step :': LT from Major Street
________________________________________________________
SB NS
;____ ___--___---- ____ ---- ;---- ___- ---- ;----
No.. Lanes 0 1: 0: 0 1 OI 0 0 0:
__-_ _-_-
1 0
1
Conflicting Flows: (vph)
450
Stop/Yield : N: N:
Potential Capacity: (pcph)
1046
Volumes , 425 15 15 200 i
10
20
Movement Capacity: (p=ph)
1046
PHF .95 .95: .95 .95
.95
.95
Prob. of Queue -free State:
0.98
Grade 0 0 0
O
TH Saturation Flow Rate: (pcphpl)
1700
MC'S (%) 0 0: 0 0
0
0
RT Saturation Flow Rate: (pcphpl)
SU/RV•s (%)'• 0 O: O O
0
O
Major LT Shared Lane Prob.
CV's (%) 0 0: 0 0 i
O
0
of Queue -free State:
0.98
PCE's : 1.1 1.1: 1.1 1.1 : :
1.1
1.1
________________________________________________________
________________________________________________________________________
Step 4: LT from Minor Street
WB EB
________________________________________________________
Conflicting Flows: (vph)
658
Potential Capacity: (pcph)
440
Adjustment Factors
Major LT, Minor TH
Impedance Factor:
0.98
Vehicle Critical
Follow-up
Adjusted Impedance Factor:
0.98
Maneuver Gap (ta)
Time (tf)
Capacity Adjustment Factor
__________________________________________________________________
due to Impeding Movements
0.98
Left Turn Major Road 5.00
2.10
Movement Capacity: (pcph)
431
Right Turn Minor Road 5. 50
2.GO
________________________________________________________
Through Traffic Minor Road 6.00
3.30
Left Turn Minor Road G.50
3.40
Center For Microcomputers
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HCS: Unsignalized Intersection Release 2.1
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�tita�tariot*�•��ta�aEaitrsat+it+wt•*�t++*�+r+rr+tr.�arite�atwa�tic��t++�+ra<at+arat+
- Intersection Performance Summary
F1owRate MoveCap Shared Crap
Ava.Total
Delay
Movement v(pcph) Cm(pcph) Csh(pcph)
! ________ ______ ______ ______
Delay LOS
------------ ______
By App
_______
WB L 12 431
8.6 B
6.5
WD P 23 827
4.5 A
SD L 1B ln46
3.5 A
0.2
Intersection Delay =
0.4
cam, AW
Center For Microcomputers In Transportation
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HCS: Unsignalized Intersection Release 2.1
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xxxxxxxxxxwxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxs
File Name ................ 9AD97A.HC0
.
Streets: (N-S) CR9 (E-W) ACCESS
DRIVE
Major Street Direction.... NS
WorkSheet for TWSC Intersection
Lenath of Time Analyzed... 60 (min)
________________________________________________________
Analyst ................... DRC
Step 1: RT from Minor Street
WB EB
Date of Analysis.......... 7/20/95
________________________________________________________
Other Information......... SHORT RANGE (1997) - AM PEAT: HOUR:
Conflicting Flows: (vph)
202
_
Potential Capacity: (pcph)
1094
Two-way Stop -controlled Intersection
Movement Capacity: (pcph)
1094
Prob. of Queue -free State:
0.97
Northbound ; Southbound ; Eastbound ;
Westbound
--------------------------------------------------------
L T R; L T RI L T R:
;----
L T
____ ____
F.•
Step 2: LT from Major Street
________________________________________________________
SB NB
;____ ___- ---- ;---- -___ ---- ;---- ____ ----
No. Lanes 0 1< 0; .0:? 1 0: 0 0 0:
1 O
1
Conflicting Flows: (vph)
220
Stop/Yield ; N; N;
Potential Capacity: (pcph)
1347
Volumes i 185 45 555 i
15
30
Movement Capacity: (pcph)
1347
PHF .95 .95; .95 .95 1
.95
.95
Prob. of Queue -free State:
0.9E
Grade 0, 0 O
TH Saturation Flow Rate: (pr_phpl)
1700
MC's (%) 0 0: 0 0
0
U
RT Saturation Flow Rate: (pcphpl)
SU/RV's (%); 0 0: 0 0
0
Major LT Shared Lane Prob.
CV's t%) 0 0; 0 O i i
0
0
of Queue -free State:
0.94
PCE's 1.1 1.1; 1.1 1.1
1.1
1.1
________________________________________________________
________________________________________________________________________
Step 4: LT from Minor Street
________________________________________________________
WB ES
Conflicting Flows: (vph)
B02
Potential Capacity: (pcph)
363
Adjustment Factors
Major LT, Minor TH
Impedance Factor:
0.94
Vehicle Critical
Follow-up
Adjusted Impedance Factor:
0.94
Maneuver Gap (tg)
Time (tf)
Capacity Adjustment Factor
__________________________________________________________________
due to Impeding Movements
0.94
Left Turn Major Road 5.On
2.10
Movement Capacity: (pcph)
340
P,ioht Turn Minor Road 5.50
2.60
________________________________________________________
Through Traffic Minor Road F.00
3.30
Left Turn Minor Road 6.50
3.40
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Intersection Performance
Summary
FlowRate MoveCap SharedC.ap
Avg.Total
Delay
Movement v(pcph) Cm(pcph) Csh(pcph)
________ ______ ______ ______
Delay LOS
------------ ______
By App
WB L is 340
11.2 C
-------
6.5
WB F.' ,,., 1094
3.4 A
SD L .,_ 1347
2.e A
0.2
Intersection Delay =
0.5
_
�r r• �. rr .r► .�► ,.. ate, .� �. 4M kn
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 Page 1
File Name ................ 9C97P.HC0
Streets: (N-S) CP5 (E-W) CHARLIE LANE
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... DPC
Date of Analysis.......... 7/20/95
Other Information......... SHORT RANGE (1997) - PM PEAK HOUR
Two-way Stop -controlled Intersection
Northbound Southbound Eastbound 1 Westbound
L T P! L T P.L T R� L T R
____ --__ ___- _-_----- ____---- ;---- ____ ----
No. Lanes 0 1: 01 0:> 1 01 0 0 01 1 O 1
Stop/Yield N: N:
Volumes 450 51 10 205 1 10 20
PHF .95 .95: .95 .95 i .95 .95
Grade 0 0 6 0
MCI$ (%) 0 0: 0 0 0 0
SU/RV•s (%)I 0 0: O 0 i 0 0
CV1s (%) 0 01 0 0 0 0
PCE's 1.1 1.1: 1.1 1.1 1.1 1.1
Adjustment Factors
Vehicle Critical
Maneuver _____________Gap (tg)
________________________ _____
Left Turn Major Road 5.00
Riaht Turn Minor Road 5.50
Through Traffic MinorRoad 6.00
Left Turn Minor Road 6.50
Follow-up
Time (tf)
-.10
2.60
3.30
3.40
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 3.1 Pape ^_
WorkSheet for TWSC: Intersection
Step 1: PT from Minor Street
Conflicting Flows: (vph)
Potential Capacity: (pcph)
Movement Capacity: (pcph)
Prob. of Queue -free State:
---------------------------------
Step 2: LT from Major Street
_________________________________
C:cnflictino Flows: (vph)
Potential Capacity: (pcph)
Movement Capacity: (pcph)
Prob. of Queue -free State:
TH Saturation Flow Rate: (pcphpl)
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -free State:
Step 4: LT from Minor Street
Conflicting Flows: (vph)
Potential Capacity: (pcph)
Major LT, Minor TH
Impedance Factor:
Adjusted Impedance Factor:
Capacity Adjustment Factor
due to Impeding Movements
Movement Capacity: (pcph)
WB EB
_________________
452
817
817
0.97
SE NB
455
1041
1041
0.99
1700
0.99
_________________
WBEB
_____------
__
669
435
0.99
0.99
0.99
429
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 Page 3
Intersection Performance Summary
FlowRate MoveCap SharedCap Avg.Total Delay
Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App
________ ______ ______ ______ ____________ ------ _______,
WB L 12 429 e.6 B
6.5
WB P 23 817 -.. _ A
SB L 12 1041 3.5 A 0.2
Intersection Delay = 0.3
Center For Microcomputers In Transportation
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Page 1
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
File Name ................ 9C97A. HCO
Streets: (N-S) CR9
(E-W) CHARLIE LANE
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... DRC
Date of Analysis.......... 7/20/95
Other Information......... SHORT RANGE (1997)
- AM PEAK: HOUR
Two-way Stop -controlled Intersection
Northbound Southbound
Eastbound Westbound
L T R: L T R;
____ ----
L T R:; L
____ ____,____ ____
T P
___-
�___- ---- ____ __------ ,----
No. Lanes O 1< 0: 0:> 1 0:
U 0 0; 1
0 1
Stop/Yield ; N: M
Volumes 210 5: 35 585
15
30
PHF .95 .95: .95 .95
.95
.95
Grade 0 i 0
i�
0
MC's (%7 0 0: 0 0
0
O
SU/RV's (%?I 0 01 0 O
U
0
CV•s (%) 0 0; 0 0
O
O
PCE'S i 1.1 1.1; 1.1 1.1
; 1.1
1.1
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
___________________________________
Gap (tq)
Time (tf)
-------------------------------
Left Turn Major
Road
5.00
2.10
Riaht Turn Minor
Road
5.50 _
� 2.60
Throuah Traffic
Minor Road
6.00
S.30
Left Turn Minor
Road
6.50
3.40
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection Release 2.1 Page
xxxtxxxxxxx+txxxsxxxxxxx�t++xxxxxxxxxxxxxxxxx+xx+xxxxxxxxx+xatxxxx+
Wcr kSheet for TWSC Intersection
-------------------------------------------
Step 1: RT from Minor Street WH
C:onflictina Flows:
(vph)
212
Potential Capacity:
(pcph)
1081
Movement Capacity:
(pcph)
1081
Prop. of Queue -free
State:
0.97
-------------------------------------------
Step 2: LT from Major
Street
SB
-------------------------------------------
Conflicting Flows:
(vph)
215
Potential Capacity:
(pcph)
1354
Movement Capacity:
(pcph)
1354
Prop. of Queue -free
State:
0.97
TH Saturation Flow
Rate: (pcphpl)
1700
P.T Saturation Flow
Rate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
0.95
-------------------------------------------
Step 4: LT from Minor Street
WP
-------------------------------------------
Conflicting Flows:
(vph)
832
Potential Capacity:
(pcph)
349
Major LT, Minor TH
Impedance Factor:
0.95
Adjusted Impedance
Factor:
0.95
Capacity Adjustment
Factor
due to Impeding Movements
0.95
Movement Capacity:
(pcph)
331
EH
N8
EH
Center For Microcomputers In Transportation
HCS: Unsianalized Intersection -Release 2.1 Page 3
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Intersection Performance Summary
F1owR:ate MoveC:ap
Avp.Total
Delay
Movement
.SharedCap
v(pcph) Cm(pcph) Csh(pcph)
Delay
____________
LOS
______
By App
.-_-____
________
W8 L
______ ______ ______
18 331
11.5
C
6.5
WH R
25 1081
3.4
A
SD L
41 1354
2.7
A
0.2
Intersection Delay =
0.4
.,
APPENDIX D
APPENDIX C
Center For Microcomputers In Transportation
HCS: Unsipnalized Intersection Pel ease 2.1 Paae 1
xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
File Name ................ 9C95P.HCO
Streets: (N-S) CP.9 (E-W) CHARLIE LANE
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... DPC
Date of Analysis.......... 7/20/95
Other Information......... RECENT/ESTIMATED TRAFFIC CONDITIONS - PM PEAK HO
UR
Two-way Stop -controlled Intersection
Northbound Southbound Eastbound Westbound
L T RI L T P' L T RI L T R
_-__ ____ _-__ ____ ___-
No. Lanes O 1< 01 01. 1 OI O O 01 1 0 1
Stop/Yield NI W
Volumes 269 51 5 67 5
PHF .95 .95: .95 .95 i .95 .95
Grade O i O 0 0
MC S C%) 0 01 0 0 0 0
SU/P.V's (%): 0 07 0 0 O 0
CV's (%) 0 01 O 0 0 0
PCE's 1.1 1.11 1.1 1.1 1 1.1 1.1
Adjustment Factors
Vehicle
Critical
Follow-up
Maneuver
Gap (ta)
Time (tf)
__________________________________________________________________
Left Turn Major
Road
5.00
2.10
P.iaht Turn Minor
Road
5.50
2.60
Through Traffic
Minor Road
6.00
3.30
Left Turn Minor
Road
6.50
3.40
Center For Microcomputers In Transportation
HCS: Unsipnalized Intersection Release 2.1 Page 2
xxxxxxxxxxxxxxxxxxxxxxxx<xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
WorkSheet for TWSC Intersection
------- _--------------- ____________________
Step 1: PT from Minor Street WB
Conflicting Flows: (vph)
272
Potential Capacity: (pcph)
1008
Movement Capacity: (pcph)
1008
Prob. of Queue -free State:
0.99
-------------------------------------------
.Step 2: LT from Major Street
SE
-------------------------------------------
Conflicting Flows: (vph)
274
Potential Capacity: (pcph)
1269
Movement Capacity: (pcph)
1269
Prob. of Queue -free State:
1.00
TH Saturation Flow Rate:'(pcphpl)
1700
PT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -free State:
1.00
---------------------------------------
Step 4: LT from
------------- Street
we
-Minor _
_______________
Conflicting Flows: (vph)
344
Potential Capacity: (pcph)
669
Major LT, Minor TH
Impedance Factor:
1.00
Adjusted Impedance Factor:
1.00
Capacity Adjustment Factor
due to Impeding Movements
1.00
Movement Capacity: (pcph)
666
EB
NB
ER
Center For Microcomputers In Transportation
HCS: Unsipnalized Intersection Release 2.1 Page 3
xxxxxxxxxrxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx
Intersection Performance Summary
F1owRate
MoveCap SharedCap
Ava.Total
Delay
Movement
________
v(pcph)
______
Cm(pcph) Csh(pcph)
______ ______
Delay
------------
LOS
______
By App
-------
We L
6
666
5.5
B
4.6
We P
6
1008
3.6
A
SB L
6
1269
2.9
A
0.2
Intersection
Delay =
0.-
aw r a� a� it � air r •r � r +.r r r rs •� •� s r
UR
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 1
****X**Xk*k****k****XXXkk****kXXkk*k*******XXkk***X*kkk*k**XXkkk
File Name ................ 9C95A.HC0
Streets: (N-S) CR9 (E-W) CHARLIE LANE
Major Street Direction.... NS
Length of Time Analyzed... 60 (min)
Analyst ................... DRC
Date of Analysis.......... 7/20/95
Other Information......... RECENT/ESTIMATED TRAFFIC CONDITIONS - AM PEAK HO
Two-way Stop -controlled Intersection
c I Northbound I Southbound I Eastbound I Westbound
I L T RI L T RI L T RI L T R
I---- ---- ---- I ---- ---- ---- I ---- ---- ---- I - ---- ----
No. Lanes I 0 1< 01 0> 1 01 0 0 01 1 0 1
Stop/Yield I NI NI I
Volumes 1 78 51 5 322 1 1 5 5
PHF 1 .95 .951 .95 .95 1 1 .95 .95
Grade 1 0 1 0 1 0 1 0
MC's (9) 1 0 01 0 0 1 1 0 0
SU/RV's MI 0 01 0 0 1 1 0 0
CV's (8) I 0 01 0 0 1 1 0 0
PCE's - I 1.1 1.11 1.1 1.1 1 1 1.1 1.1
------------------------------------------------------------------------
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
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release --.1 Page 2
a iF iF iF iFit#iFiF iF+FiF iF iFiiF iF iFiF#!iF#4itiF#tMiFiiF if iF M iF*1F iF iFiFY#F##iF#ifiFMiFIiM FiF #1F iFif iF#dFit iF
Worl:Sheet for TWSC: Intersection
-------------------------------------------
Step 1: PT from Minor Street W8
Conflictinq Flows:
(vph)
80
Potential Capacity:
(pcph)
1261
Movement Capacity:
(pcph)
1261
Prob. of Queue -free
State:
1.00
-------------------------------------------
Step 2: LT from Major
Street
SH
-------------------------------------------
Conflicting Flows:
(vph)
83
Potential Capacity:
(pcph)
1565
Movement Capacity:
(pcph)
1565
Prob. of Queue -free
State:
1.00
TH Saturation Flow
Rate: (pcphpl)
1700
P.T Saturation Flow
Rate: (pcphpl)
Major LT Shared Lane
Prob.
of Queue -free State:
1.00
Step 4: LT from Minor Street WS
Conflicting Flows:
(vph)
408
Potential Capacity:
(pcph)
615
Major LT. Minor TH
Impedance Factor:
1.00
Adjusted Impedance
Factor:
1.00
Capacity Adjustment
Factor
due to Impeding Movements
1.00
Movement Capacity:
(pcph)
612
E8
N8
ES
Center For Microcomputers In Transportation
HCS: Unsionalized Intersection Release --.1 Page 3
M YX �•+r+��t+a wr• tar+r•+++a�sr+aFrr ic. a+.iFiiFX++w aeitr+•+�ait�s air+«r � r+r
.Intersection Performance Summary
F1owRate MoveCap SharedC:ap Avo.Total Delay
Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS by App
-------- ------ ------ ------------------ -------------
WD L 6 612 5.9 S
4.4
W8 P 6 1261 2.9 A
SP L 6 1565 2.3 A 0.0
Intersection Delay = 0.1
APPENDIX B
I
I
fi
MATTHEW J. DEUCH, P.E.
3413 SWAN AVENUE
LOVEIMD, CO 80538
TABULAR SUMMARY OF VEHICLE COUNTS
Observer Dm 3 30 4¢ Day (e)fb0&' -t4yCIty F012'f' (2o LL- Liu S R a Right turn
Q PA c- K i4 A S a Straight
INTERSF_CT10N OF a +� AND ��_ L a Lett tum
BEGINS
CTIME
tram NORTH
from SOUTH
North
South
from EAST
AL
Ott
West
TOT,
ALLY
from WEST
R
S
L
Tatal
R
S
L
Total
R
S
L
Toil
R
S
L
Total
730
t
¢3
s9JZ.61
Is
4-0
99
s
o
s
3
ro¢
-744s
I iG
7Z
$ $
541
zl
ss
143
13
4
7
&rob
I FS
440
It+
34
1 S'
+ 9
13 3
13
1
0
3
11
3
1 3(0
�615I
IM
-791
91
37f
1 1
5'Z
143
1 Z
I
U
I Z
j
Z
14S
I
I
73o$3U
2.260
3Z 7,1131
61
111 t.
S 1 8
151
4-
1 17
1
1
1
17
S 3 S'
I
I
1
I
1
I
1
I
I
l
I
i
O
15
L
1 ?
1
Ito I
17
I 34
35
13
4(0
4(0
�O
4
13
Z
17
Zo
3"5
4.4
z3
(fl?
6-7
1100
a-vo
i
!o
1-7
7
ZI
z4S
4s
4?
12 I
s9
Isg
10
s/ tr
l 1
3
2-0
S
Z4-
Z-1
6& 1
Z3
8
I
i
1
]-Z(,.(
30
1
I
11p
G 7
1 S
7 9
9 4-
16 1
19
71
z (9 1
¢ z 2
�J
I
.'r
11
APPENDIX". A
it
C
III
.Operations Analysis
Capacity analyses were performed on key intersections
accessing the project site. The analyses correspond with the
traffic forecasts shown in Figures 5 and 6.
Using the traffic volumes shown in Figure 5, the key
intersections operate in the 1.997 short range condition as
indicated in Table 3. Calculation forms for these analyses are
provided in Appendix D. All intersections will operate acceptably.
Using the traffic volumes shown in Figure 6, the key
intersections operate in the 2015 long range condition with the
proposed developments as indicated in Table 4. Calculation forms
are provided in Appendix E. All intersections operate acceptably.
IV. CONCLUSIONS
This study assessed the impacts of the Christ Fellowship
Church development on the short range (1997) and long range (2015)
street system in the vicinity of the proposed project. As a result
of this analysis, the following is concluded:
- The development of the Christ Fellowship Church is feasible
from a traffic engineering standpoint. When the project is
completed, approximately 1,040 trip ends will be generated daily.
In the short range future (1997), operation will be
acceptable at all key intersections.
- In the long range future (2015), all intersections will
operate acceptably in the peak hours.
- With the forecasted long rang traffic volumes, CR9 should
have a four lane cross section with a center turn lane for left
turns. The 210+ feet between Charlie Lane and the site access from
CR9 will allow storage of four vehicles at one time. Based upon
the forecasted number of left -turns and the level of service A/B
operation in the peak hours, this lane is not expected to be full
at any time.
M
Table 3
Short Range (1997) Peak Hour Operation
Intersection
CR9/Charlie (stop sign)
WB LT
WB RT
SB LT
CR9/Access Drive (stop sign)
WB LT
WB RT
SB LT
Level of Service
AM PM
C
A
A
C
A
A
Table 4
Long Range (2015) Peak flour Operation
B
A
A
B
A
A
Level of Service
Intersection AM PM
CR9/Charlie (stop sign)
WB LT D D
WB RT A B
SB LT A B
CR9/Access Drive (stop sign)
WB LT D D
WB RT A B
SB LT A B
Ln
t
1nr)
1
N
�- 30/20
15/10 CHARLIE LANE
�r
r,/T/T/T/TI//777 //'
~M
Z
U
CD
nL0 Site
rq
C" 30/20
--15/10 V /A
N r- �Lll1l1/1/1/1/1/1/�1111�
AM / PM
Rounded to the Nearest
5 Vehicles.
LONG RANGE (2015) PEAK HOUR TRAFFIC Figure 6
CD
0
30/20
l_ 15/10
N
LANE.
r/T/T/T/T/Tl»TT/T/�/�
N
I/
fj Site
30/20
r-15/10 /A
fI �j
�� r1LlLll1/1/1/1/1/1/1111�
.M
00
AM/PM
Rounded to the Nearest
5 Vehicles.
SHORT RANGE (1997) PEAK HOUR TRAFFIC Figure 5
0
a
Q
z
O
V
CHARLIE LANE •�
w
A&
N
NO SCALE
TRIP DISTRIBUTION
Figure 4
n
CHARLIE LANE
I
Proposed Church Facility
A&
N
NO SCALE
00000000
SITE PLAN Figure 3
III. PROPOSED DEVELOPlIE14T
The Christ Fellowship Church is a proposed church with a
daycare and school. It is anticipated that the daycare could serve
up to 90 students and the school up to 120 students. Figure 3
shows a general site plan of the project.
Trip Generation
Trip generation is important in considering the impact of a
development such as this upon the existing and proposed street
system. A compilation of trip generation information, prepared by
the Institute of Transportation Engineers (Trip Generation, 5th
Edition) was used to forecast site generated trips. Table 2 shows
the trip generation on a daily and peak hour basis.
Trip Distribution
The trip distribution was determined based upon the location
of the project within the City of Fort Collins. The trip
distribution is shown in Figure 4.
Background Traffic
Background traffic is defined as the traffic that is and/or
will be on the area streets that is not related to the proposed
development. Future analysis years were 1997 (short range) and
2015 (long range). This is a developing area of Fort Collins and,
as such, the traffic increases are largely dependent upon land
development. Traffic on CR9 was increased to reflect the expected
development both north and south of Harmony Road. The traffic
projections from the "North Front Range Regional Transportation
Plan," October 1994, and previously completed traffic studies in
the area were used to obtain the long range background traffic
forecasts.
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. Figure 5
illustrates the short range peak hour site generated traffic as
I described earlier, plus background traffic. The background traffic
also includes incremental development of an industrial park
facility and the Strachan/Shields PUD. Figure 6 reflects the long
' range total peak hour traffic with full development of all the land
on the west side of CR9 as residential and an industrial park
(former NCR site).
' 3
11
Table 1
Existing Peak Hour Operation
Intersection
CR9/Charlie (stop sign)
WB LT/RT
S B L'r
Land Use
Church
School (120 students)
Daycare (90 children)
Total
Level of Service
AM PM
B
A
Table 2
Trip Generation
Daily
A.M.
Peak
Trips
Trips
Trips
in
out
60
4
1
560
71
41
420
40
34
1040
115
76
Itl
P.M. Peak
Trips Trips
in out
3 2
5 11
34 41
42 54
9
N
AM / PM
RECENT ESTIMATED TRAFFIC COUNTS Figure 2
'
R
N
c*xnN
,
`1•A
E - nw e.•la
.n7
bcpa•�'�
1
� _\�'��1
\
1--•
+—Lem
w
�•
/
-
.I
1
��
'\_..e
S
\,
F
r
\\ -
ort
Collin..s
l^••..a
1 .mow
�
y
,.., >t
�;"°
`xe.:;'n '`
�°
i
L..
;• i�-Y1:f
HO,RSETOOTH ROAD`
•k
I `
1
\
�
..vN �r a I
e'
1 rt
`✓i
p�I •,, 1=�•••�.
CHRIST FELLOWSHIP
CHURCH
,y
--
HARMONY ROADcm
`.�
1
------!
�
z
u
n
NO SCALE
I
SITE LOCATION
1
Figure 1
I
I. INTRODUCTION
' This traffic impact study addresses the capacity, geometric,
and control requirements associated with the proposed. Christ
Fellowship Church, located at the CR9/Charlie Lane intersection in
Fort Collins, Colorado. This study also considers various
development proposals and land that will likely develop in the next
10-20 years.
During the course of the analysis, contacts were made with the
project architect, Fort Collins Planning Department, and the Fort
Collins Transportation Division. This study generally conforms to
the format set forth in typical traffic impact study guidelines.
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 and daily traffic volumes;
- Conduct capacity and operational level of service analyses at
the key intersections;
This report is prepared for the following purposes:
- Evaluate the existing conditions at the key intersections;
- Estimate the trip generation by the proposed/assumed
' developments; -
Determine the trip distribution of site generated traffic;
- Evaluate operation at the key intersections;
Determine the geometries at key intersections;
- Determine the impacts of site generated traffic on key
intersections.
' Information used in this report was obtained from the City of
Fort Collins, the planning and engineering consultants, the
' developers, .research sources (ITE, TRB, etc.), and field
reconnaissance.
' II. EXISTING CONDITIONS
' The location of the proposed Christ Fellowship Church is shown
in Figure 1. It is important that a thorough understanding of the
existing conditions be presented.
I' Land Use
' Land uses in the area are primarily agricultural and
residential. The English Ranch residential development is directly
to the west of .the site, and the proposed Stracha.n/Shields FUD
[]
1
1
1
1
CHRIST FELLOWSHIP CHURCH
SITE ACCESS STUDY
'
FORT COLLINS, COLORADO
JULY 1995
Prepared for:
Christ Fellowship Church
'
Fort Collins, CO
Prepared by:
'
MATTHEW J. DELICH, P.E.
3413 Banyan Avenue
Loveland, CO 80538
Phone: 970-669-2061.
FAX: 970-669-5034
1
I
1