HomeMy WebLinkAboutWINDSONG AT ROCK CREEK - PDP - PDP150024 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYDELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
Figure 3 shows recent peak hour counts at the Ziegler/Rock Creek intersection.
The traffic volumes at the Ziegler/Rock Creek intersection were collected in May 2015.
Raw traffic data is provided in Appendix B. Table 1 shows the current morning and
afternoon peak hour operation of the Ziegler/Rock Creek intersection. The Ziegler/Rock
Creek intersection currently meets the City of Fort Collins Motor Vehicle LOS Standards
during the morning and afternoon peak hours with existing control and geometry.
Calculation forms are provided in Appendix C. A description of level of service for
signalized and unsignalized intersection from the 2010 Highway Capacity Manual is
provided in Appendix C. Table 4-3 (revised per staff comments regarding type of
intersection) showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are
also provided in Appendix C. The Windsong at Rock Creek site is in an area termed
“other.” In areas termed “other,” acceptable overall operation at signalized intersections
during the peak hours is defined as level of service D or better. At signalized
intersections, acceptable operation of any leg and any movement is level of service E.
At unsignalized intersections, acceptable operation is considered to be at level of
service E for any approach leg for an arterial/arterial, arterial/collector and arterial/local
intersections. In such areas, it is expected that there would be substantial delays to the
minor street movements at unsignalized intersections during the peak hours. This is
considered to be normal in urban areas. At unsignalized collector/local intersections,
acceptable operation is considered to be at level of service C for any approach leg.
Figure 4 shows the site plan for the development at Windsong at Rock Creek.
The development at Windsong at Rock Creek is a 64 bed memory care facility.
Currently the site is vacant. Access to the site will be via a right-in/right-out access and
a full movement access to/from Rock Creek Drive. Trip generation is important in
considering the impact of a development such as this upon the existing and proposed
street system. Nursing Home (Code 620) in Trip Generation, 9th Edition, ITE was used to
estimate the trips that would be generated by the proposed/expected uses at a site. This
land use category best fits a memory care facility. A trip is defined as a one-way vehicle
movement from origin to destination. Table 2 shows the expected trip generation on a
daily and peak hour basis. The trip generation of the Windsong at Rock Creek
development resulted in 134 daily trip ends; 11 morning peak hour trip ends; and 14
afternoon peak hour trip ends.
Directional distribution of the generated trips was determined for Windsong at Rock
Creek site and is shown in Figure 5. Figure 6 shows the site generated peak hour traffic
assignment of Windsong at Rock Creek.
Figure 7 shows the short range (2020) background morning and afternoon peak
hour traffic at the Ziegler/Rock Creek intersection. Background traffic volume forecasts
for the short range (2020) future were obtained by reviewing traffic studies for other
developments in this area and reviewing historic counts in the area. Traffic volumes at
the Ziegler/Rock Creek intersection were increased at a rate of 2.0 percent per year.
Table 3 shows the short range (2020) background morning and afternoon peak hour
operation at the Ziegler/Rock Creek intersection. Calculation forms are provided in
Appendix D. The Ziegler/Rock Creek intersection will meet the City of Fort Collins
Motor Vehicle LOS Standards during the morning and afternoon peak hours with the
existing control and geometry in the short range (2020) future.
DELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
Figure 8 shows the short range (2020) total morning and afternoon peak hour
traffic at the Ziegler/Rock Creek, Rock Creek/Right-in/Right-out Access, and Rock
Creek/Full Movement Access intersections. Table 4 shows the short range (2020) total
morning and afternoon peak hour operation at the key intersections. Calculation forms
are provided in Appendix E. The Ziegler/Rock Creek, Rock Creek/Right-in/Right-out
Access, and Rock Creek/Full Movement Access intersections will meet the City of Fort
Collins Motor Vehicle LOS Standards during the morning and afternoon peak hours with
the existing control and geometry.
The recommended short range (2020) geometry is shown in Figure 9. The
existing geometry at the Ziegler/Rock Creek intersection is appropriate. The right-
in/right-out access should be designed to discourage other traffic movements. Although
the trip generation/assignment shows little traffic, the City may desire an enhanced
channelization island at this access. Right-turn lanes are not required at the site access
intersections based on Figure 8-4 in LCUASS. According to Figure 8-1 in LCUASS, an
eastbound left-turn lane is not required at Rock Creek/Full Movement Access
intersection. However, with other potential developments using the site access in the
future, Windsong at Rock Creek will restripe this section of Rock Creek Drive to provide
an eastbound left-turn lane.
According to LCUASS, Chapter 7, Table 7-3, on major collector streets, the
distance between high volume driveways and intersections is 200 feet (minimum). The
corner clearance between driveways/alleys (not high volume) and street intersections is
175 feet (minimum). The distance between driveway edges is 75 feet (minimum). The
Right-in/Right-out Access will not be a high volume driveway. The Full Movement
Access will likely have volumes commensurate with that of a high volume driveway in
the future, since it will serve other parcels north of Rock Creek Drive. There are two
driveways that will provide access to the Windsong at Rock Creek site on the north side
of Rock Creek Drive. According to the site plan, the Right-in/Right-out Access is 198
feet east of Ziegler Road (centerline to centerline). Therefore, the Right-in/Right-out
Access meets the corner clearance spacing criterion. The distance between the Right-
in/Right-out Access and the Full Movement Access is 253 feet (centerline to centerline).
Therefore, the spacing between the Right-in/Right-out Access and the Full Movement
Access meets the driveway spacing criterion. The distance between the Full Movement
Access and the driveway to the south (serves Fossil Ridge High School) is 177 feet.
This separation meets the driveway spacing criterion.
The Windsong at Rock Creek site is in an area within which the City requires
pedestrian and bicycle level of service evaluations. Appendix F shows a map of the
area that is within 1320 feet of the Windsong at Rock Creek site. The Windsong at
Rock Creek site is located within an area termed as “transit corridor,” which sets the
pedestrian level of service threshold at LOS C for all measured categories, except for
Directness and Security at LOS B. There are two destination areas within 1320 feet of
the proposed development at Windsong at Rock Creek: 1) the residential area to the
west and 2) Fossil Ridge High School to the southeast. This development will build
sidewalk along the site frontage. Appendix F contains a Pedestrian LOS Worksheet.
The pedestrian level of service will be met.
DELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
Based upon Fort Collins Bicycle LOS criteria, there is one destination area within
1320 feet of the Windsong at Rock Creek site: Fossil Ridge High School to the
southeast. Appendix F contains a Bicycle LOS Worksheet. Bicyclists will have access
to Ziegler Road and Rock Creek Drive. The bicycle level of service will be met.
Currently, this area is served by Transfort route 16. The nearest bus stop is at
the Ziegler/Rock Creek intersection.
It is concluded that, with development of the Windsong at Rock Creek, the future
level of service at the key intersections will be acceptable. The Rock Creek/Right-
in/Right-out Access intersection should be designed to discourage left turns. An
eastbound left-turn lane will be restriped at the Rock Creek/Full Movement Access
intersection. The driveway spacing along Rock Creek Drive meets the spacing criteria
in Table 7-3 in LCUASS. The pedestrian and bicycle level of service will be met.
SCALE: 1"=500'
SITE LOCATION Figure 1
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Windsong at
Rock Creek
Timberwood Drive
Rock Creek Drive
Ziegler Road
Technology Parkway
FRHS Access
EXISTING GEOMETRY Figure 2
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
- Denotes Lane
RECENT PEAK HOUR TRAFFIC Figure 3
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
AM/PM
81/41
534/343
13/5
21/78
258/612
69/140
64/33
30/25
72/51
100/125
9/25
6/15
DELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
Ziegler/Rock Creek
(signal)
EB LT/T/RT D D
WB LT D C
WB T D C
WB RT D C
WB APPROACH D C
NB LT A A
NB T A A
NB RT A A
NB APPROACH A A
SB LT A A
SB T A A
SB RT A A
SB APPROACH A A
OVERALL B A
TABLE 2
Trip Generation
Code Use Size
AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
620 Nursing Home 64 Beds EQ. 134 0.12 8 0.05 3 0.07 4 0.15 10
SITE PLAN Figure 4
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
TRIP DISTRIBUTION Figure 5
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
AM/PM
SITE
5% 5%
10%
80%
SITE GENERATED
PEAK HOUR TRAFFIC Figure 6
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
AM/PM
1/1
6/3
1/0
2/8
0/1
1/1
1/3
0/0
2/7
8/4
2/7
0/0
0/0
0/0
8/4
Right-in/Right-out
Site Access
SHORT RANGE (2020) BACKGROUND
PEAK HOUR TRAFFIC Figure 7
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
AM/PM
89/45
590/379
14/6
23/86
285/676
76/155
71/36
33/28
79/56
110/138
10/28
7/17
DELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
TABLE 3
Short Range (2020) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Ziegler/Rock Creek
(signal)
EB LT/T/RT D C
WB LT D C
WB T D C
WB RT D C
WB APPROACH D C
NB LT A A
NB T B A
NB RT A A
NB APPROACH A A
SB LT A A
SB T A B
SB RT A A
SB APPROACH A A
OVERALL B B
SHORT RANGE (2020) TOTAL
PEAK HOUR TRAFFIC Figure 8
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
AM/PM
1/3
0/0
129/190
131/193
2/7
0/0
0/0
127/183
8/4
123/189
Right-in/Right-out
Site Access
89/45
590/379
15/7
23/86
285/676
82/158
71/36
34/28
79/56
112/146
10/29
8/18
DELICH Windsong at Rock Creek TIS, October 2015
ASSOCIATES
TABLE 4
Short Range (2020) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Ziegler/Rock Creek
(signal)
EB LT/T/RT D C
WB LT D C
WB T D C
WB RT D C
WB APPROACH D C
NB LT A A
NB T B A
NB RT A A
NB APPROACH A A
SB LT A A
SB T A B
SB RT A A
SB APPROACH A A
OVERALL B B
Rock Creek/Right-in/Right-out
(stop sign) SB RT A A
Rock Creek/Site Access
(stop sign)
EB LT A A
SB LT/RT A A
SHORT RANGE (2020) GEOMETRY Figure 9
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Ziegler Road
Rock Creek Drive
- Denotes Lane
Right-in/Right-out
Site Access
APPENDIX A
1
2
3
4
5
APPENDIX B
6
7
APPENDIX C
8
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Recent am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 64 30 72 6 9 100 81 534 13 69 258 21
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 75 35 52 7 11 2 95 628 0 81 304 0
Adj No. of Lanes 010111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 139 57 70 222 255 215 825 1300 1105 573 1298 1103
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.04 0.70 0.00 0.04 0.70 0.00
Sat Flow, veh/h 664 416 510 1349 1863 1566 1774 1863 1583 1774 1863 1583
Grp Volume(v), veh/h 162 0 0 7 11 2 95 628 0 81 304 0
Grp Sat Flow(s),veh/h/ln 1590 0 0 1349 1863 1566 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 9.4 0.0 0.0 0.0 0.6 0.1 1.6 16.9 0.0 1.4 6.5 0.0
Cycle Q Clear(g_c), s 10.7 0.0 0.0 0.6 0.6 0.1 1.6 16.9 0.0 1.4 6.5 0.0
Prop In Lane 0.46 0.32 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 266 0 0 222 255 215 825 1300 1105 573 1298 1103
V/C Ratio(X) 0.61 0.00 0.00 0.03 0.04 0.01 0.12 0.48 0.00 0.14 0.23 0.00
Avail Cap(c_a), veh/h 422 0 0 356 440 370 925 1300 1105 627 1298 1103
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 45.5 0.0 0.0 41.2 41.2 41.0 4.1 7.6 0.0 5.3 6.0 0.0
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.1 0.1 0.0 0.1 1.3 0.0 0.1 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 0.0 0.0 0.2 0.3 0.1 0.8 9.0 0.0 0.7 3.4 0.0
LnGrp Delay(d),s/veh 47.8 0.0 0.0 41.3 41.3 41.0 4.2 8.9 0.0 5.5 6.5 0.0
LnGrp LOS D D D D A A A A
Approach Vol, veh/h 162 20 723 385
Approach Delay, s/veh 47.8 41.3 8.2 6.3
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 82.1 20.1 7.7 82.3 20.1
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 10.0 58.5 25.0 7.0 61.5 25.0
Max Q Clear Time (g_c+I1), s 3.6 8.5 12.7 3.4 18.9 2.6
Green Ext Time (p_c), s 0.1 3.4 0.4 0.0 3.4 0.6
Intersection Summary
HCM 2010 Ctrl Delay 13.1
HCM 2010 LOS B
9
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Recent am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 2
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 14 65 31 11 68 31
Maximum Split (%) 12.7% 59.1% 28.2% 10.0% 61.8% 28.2%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 333333
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 41 55 10 41 52 10
End Time (s) 55 10 41 52 10 41
Yield/Force Off (s) 51 3.5 35 48 3.5 35
Yield/Force Off 170(s) 51 94.5 18 48 95.5 17
Local Start Time (s) 31 45 0 31 42 0
Local Yield (s) 41 103.5 25 38 103.5 25
Local Yield 170(s) 41 84.5 8 38 85.5 7
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 75
Offset: 10 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
10
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Recent pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 33 25 51 15 25 125 41 343 5 140 612 78
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.94 0.98 0.97 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 38 29 4 17 29 8 47 394 0 161 703 47
Adj No. of Lanes 010111111111
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 222222222222
Cap, veh/h 146 96 10 261 208 172 508 1219 1036 759 1257 1067
Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.04 0.65 0.00 0.07 0.67 0.67
Sat Flow, veh/h 688 861 92 1395 1863 1541 1774 1863 1583 1774 1863 1581
Grp Volume(v), veh/h 71 0 0 17 29 8 47 394 0 161 703 47
Grp Sat Flow(s),veh/h/ln 1641 0 0 1395 1863 1541 1774 1863 1583 1774 1863 1581
Q Serve(g_s), s 1.3 0.0 0.0 0.0 1.1 0.4 0.7 7.4 0.0 2.2 15.8 0.8
Cycle Q Clear(g_c), s 3.0 0.0 0.0 0.7 1.1 0.4 0.7 7.4 0.0 2.2 15.8 0.8
Prop In Lane 0.54 0.06 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 252 0 0 261 208 172 508 1219 1036 759 1257 1067
V/C Ratio(X) 0.28 0.00 0.00 0.07 0.14 0.05 0.09 0.32 0.00 0.21 0.56 0.04
Avail Cap(c_a), veh/h 589 0 0 559 605 501 628 1219 1036 843 1257 1067
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.8 0.0 0.0 31.9 32.1 31.7 5.1 6.1 0.0 3.8 6.8 4.4
Incr Delay (d2), s/veh 2.2 0.0 0.0 0.4 1.1 0.4 0.1 0.7 0.0 0.1 1.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 0.4 0.6 0.2 0.3 4.0 0.0 1.0 8.6 0.4
LnGrp Delay(d),s/veh 35.0 0.0 0.0 32.2 33.2 32.1 5.1 6.8 0.0 3.9 8.6 4.4
LnGrp LOS D C C C A A A A A
Approach Vol, veh/h 71 54 441 911
Approach Delay, s/veh 35.0 32.7 6.6 7.6
Approach LOS D C A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.6 59.5 13.9 8.2 57.9 13.9
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 8.0 30.5 25.0 8.0 30.5 25.0
Max Q Clear Time (g_c+I1), s 2.7 17.8 5.0 4.2 9.4 3.1
Green Ext Time (p_c), s 0.0 8.6 1.0 0.1 12.4 1.0
Intersection Summary
HCM 2010 Ctrl Delay 9.5
HCM 2010 LOS A
11
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Recent pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 2
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Min None None C-Min None
Maximum Split (s) 12 37 31 12 37 31
Maximum Split (%) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 366366
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 7 19 56 7 19 56
End Time (s) 19 56 7 19 56 7
Yield/Force Off (s) 15 49.5 1 15 49.5 1
Yield/Force Off 170(s) 15 30.5 64 15 31.5 63
Local Start Time (s) 31 43 0 31 43 0
Local Yield (s) 39 73.5 25 39 73.5 25
Local Yield 170(s) 39 54.5 8 39 55.5 7
Intersection Summary
Cycle Length 80
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 56 (70%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
12
Table 4-3
Fort Collins (GMA and City Limits)
Motor Vehicle LOS Standards (Intersections)
Intersection type
Land Use (from structure plan)
Commercial
corridors
Other corridors within:
Mixed use
districts
Low density
mixed use
residential
All other
areas
Signalized intersections
(overall)
D E* D D
Any Leg E E D E
Any Movement E E D E
Stop sign control
(arterial/arterial,
arterial/collector or local-
any approach leg)
N/A F** F** E
Stop sign control
(collector/local--any
approach leg)
N/A C C C
* mitigating measures required
** considered normal in an urban environment
13
UNSIGNALIZED INTERSECTIONS
Level-of-Service Average Total Delay
sec/veh
A < 10
B > 10 and < 15
C > 15 and < 25
D > 25 and < 35
E > 35 and < 50
F > 50
SIGNALIZED INTERSECTIONS
Level-of-Service Average Total Delay
sec/veh
A < 10
B > 10 and < 20
C > 20 and < 35
D > 35 and < 55
E > 55 and < 80
F > 80
14
APPENDIX D
15
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Short Background am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 33 79 7 10 110 89 590 14 76 285 23
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 84 39 60 8 12 13 105 694 1 89 335 2
Adj No. of Lanes 010111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 147 60 78 230 280 235 780 1274 1080 512 1273 1056
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.04 0.68 0.68 0.04 0.68 0.68
Sat Flow, veh/h 662 401 518 1335 1863 1568 1774 1863 1579 1774 1863 1546
Grp Volume(v), veh/h 183 0 0 8 12 13 105 694 1 89 335 2
Grp Sat Flow(s),veh/h/ln 1581 0 0 1335 1863 1568 1774 1863 1579 1774 1863 1546
Q Serve(g_s), s 10.9 0.0 0.0 0.0 0.6 0.8 1.9 20.6 0.0 1.6 7.6 0.0
Cycle Q Clear(g_c), s 12.2 0.0 0.0 0.7 0.6 0.8 1.9 20.6 0.0 1.6 7.6 0.0
Prop In Lane 0.46 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 285 0 0 230 280 235 780 1274 1080 512 1273 1056
V/C Ratio(X) 0.64 0.00 0.00 0.03 0.04 0.06 0.13 0.54 0.00 0.17 0.26 0.00
Avail Cap(c_a), veh/h 420 0 0 345 440 371 880 1274 1080 565 1273 1056
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 44.8 0.0 0.0 40.0 40.0 40.1 4.6 8.7 5.5 6.5 6.7 5.5
Incr Delay (d2), s/veh 2.4 0.0 0.0 0.1 0.1 0.1 0.1 1.7 0.0 0.2 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.5 0.0 0.0 0.2 0.3 0.3 0.9 11.0 0.0 0.8 4.1 0.0
LnGrp Delay(d),s/veh 47.2 0.0 0.0 40.1 40.0 40.2 4.7 10.4 5.5 6.7 7.2 5.5
LnGrp LOS D D D D ABAAAA
Approach Vol, veh/h 183 33 800 426
Approach Delay, s/veh 47.2 40.1 9.7 7.1
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 80.7 21.5 7.7 80.8 21.5
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 10.0 58.5 25.0 7.0 61.5 25.0
Max Q Clear Time (g_c+I1), s 3.9 9.6 14.2 3.6 22.6 2.8
Green Ext Time (p_c), s 0.1 3.9 0.5 0.1 3.9 0.7
Intersection Summary
HCM 2010 Ctrl Delay 14.4
HCM 2010 LOS B
16
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Short Background am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 2
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 14 65 31 11 68 31
Maximum Split (%) 12.7% 59.1% 28.2% 10.0% 61.8% 28.2%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 333333
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 41 55 10 41 52 10
End Time (s) 55 10 41 52 10 41
Yield/Force Off (s) 51 3.5 35 48 3.5 35
Yield/Force Off 170(s) 51 94.5 18 48 95.5 17
Local Start Time (s) 31 45 0 31 42 0
Local Yield (s) 41 103.5 25 38 103.5 25
Local Yield 170(s) 41 84.5 8 38 85.5 7
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 10 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
17
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Short Background pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 36 28 56 17 28 138 45 379 6 155 676 86
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 41 32 9 20 32 23 52 436 1 178 777 56
Adj No. of Lanes 010111111111
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 222222222222
Cap, veh/h 145 100 22 278 228 189 449 1191 1011 715 1233 1047
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.05 0.64 0.64 0.07 0.66 0.66
Sat Flow, veh/h 632 820 179 1388 1863 1545 1774 1863 1581 1774 1863 1581
Grp Volume(v), veh/h 82 0 0 20 32 23 52 436 1 178 777 56
Grp Sat Flow(s),veh/h/ln 1631 0 0 1388 1863 1545 1774 1863 1581 1774 1863 1581
Q Serve(g_s), s 1.6 0.0 0.0 0.0 1.2 1.1 0.8 8.8 0.0 2.5 19.3 1.0
Cycle Q Clear(g_c), s 3.5 0.0 0.0 0.8 1.2 1.1 0.8 8.8 0.0 2.5 19.3 1.0
Prop In Lane 0.50 0.11 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 267 0 0 278 228 189 449 1191 1011 715 1233 1047
V/C Ratio(X) 0.31 0.00 0.00 0.07 0.14 0.12 0.12 0.37 0.00 0.25 0.63 0.05
Avail Cap(c_a), veh/h 585 0 0 559 605 502 565 1191 1011 791 1233 1047
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.3 0.0 0.0 31.2 31.4 31.3 6.1 6.8 5.2 4.2 7.8 4.7
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.4 1.0 1.0 0.1 0.9 0.0 0.2 2.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.4 0.7 0.5 0.4 4.8 0.0 1.2 10.6 0.5
LnGrp Delay(d),s/veh 34.6 0.0 0.0 31.6 32.4 32.3 6.3 7.7 5.2 4.4 10.3 4.8
LnGrp LOS C C C C AAAABA
Approach Vol, veh/h 82 75 489 1011
Approach Delay, s/veh 34.6 32.1 7.5 8.9
Approach LOS C C A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 58.5 14.8 8.6 56.6 14.8
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 8.0 30.5 25.0 8.0 30.5 25.0
Max Q Clear Time (g_c+I1), s 2.8 21.3 5.5 4.5 10.8 3.2
Green Ext Time (p_c), s 0.0 7.0 1.3 0.2 13.1 1.4
Intersection Summary
HCM 2010 Ctrl Delay 10.8
HCM 2010 LOS B
18
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Short Background pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 2
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Min None None C-Min None
Maximum Split (s) 12 37 31 12 37 31
Maximum Split (%) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 366366
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 7 19 56 7 19 56
End Time (s) 19 56 7 19 56 7
Yield/Force Off (s) 15 49.5 1 15 49.5 1
Yield/Force Off 170(s) 15 30.5 64 15 31.5 63
Local Start Time (s) 31 43 0 31 43 0
Local Yield (s) 39 73.5 25 39 73.5 25
Local Yield 170(s) 39 54.5 8 39 55.5 7
Intersection Summary
Cycle Length 80
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 56 (70%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
19
APPENDIX E
20
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 34 79 8 10 112 89 590 15 82 285 23
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 84 40 60 9 12 16 105 694 3 96 335 2
Adj No. of Lanes 010111111111
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85
Percent Heavy Veh, % 222222222222
Cap, veh/h 147 61 78 230 281 236 780 1272 1078 511 1271 1055
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.04 0.68 0.68 0.04 0.68 0.68
Sat Flow, veh/h 658 408 515 1334 1863 1568 1774 1863 1579 1774 1863 1546
Grp Volume(v), veh/h 184 0 0 9 12 16 105 694 3 96 335 2
Grp Sat Flow(s),veh/h/ln 1581 0 0 1334 1863 1568 1774 1863 1579 1774 1863 1546
Q Serve(g_s), s 11.0 0.0 0.0 0.0 0.6 1.0 1.9 20.7 0.1 1.7 7.7 0.0
Cycle Q Clear(g_c), s 12.2 0.0 0.0 0.8 0.6 1.0 1.9 20.7 0.1 1.7 7.7 0.0
Prop In Lane 0.46 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 286 0 0 230 281 236 780 1272 1078 511 1271 1055
V/C Ratio(X) 0.64 0.00 0.00 0.04 0.04 0.07 0.13 0.55 0.00 0.19 0.26 0.00
Avail Cap(c_a), veh/h 420 0 0 344 440 371 879 1272 1078 563 1271 1055
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 44.8 0.0 0.0 40.0 39.9 40.1 4.7 8.8 5.5 6.6 6.8 5.6
Incr Delay (d2), s/veh 2.4 0.0 0.0 0.1 0.1 0.1 0.1 1.7 0.0 0.2 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.6 0.0 0.0 0.2 0.3 0.4 0.9 11.2 0.0 0.8 4.1 0.0
LnGrp Delay(d),s/veh 47.2 0.0 0.0 40.1 40.0 40.2 4.7 10.5 5.5 6.8 7.3 5.6
LnGrp LOS D D D D ABAAAA
Approach Vol, veh/h 184 37 802 433
Approach Delay, s/veh 47.2 40.1 9.7 7.1
Approach LOS D D A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 80.6 21.6 7.8 80.6 21.6
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 10.0 58.5 25.0 7.0 61.5 25.0
Max Q Clear Time (g_c+I1), s 3.9 9.7 14.2 3.7 22.7 3.0
Green Ext Time (p_c), s 0.1 3.9 0.5 0.1 3.9 0.7
Intersection Summary
HCM 2010 Ctrl Delay 14.5
HCM 2010 LOS B
21
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 8
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 14 65 31 11 68 31
Maximum Split (%) 12.7% 59.1% 28.2% 10.0% 61.8% 28.2%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 333333
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 41 55 10 41 52 10
End Time (s) 55 10 41 52 10 41
Yield/Force Off (s) 51 3.5 35 48 3.5 35
Yield/Force Off 170(s) 51 94.5 18 48 95.5 17
Local Start Time (s) 31 45 0 31 42 0
Local Yield (s) 41 103.5 25 38 103.5 25
Local Yield 170(s) 41 84.5 8 38 85.5 7
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 10 (9%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
22
HCM 2010 Signalized Intersection Summary
168: Ziegler & Rock Creek Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 36 28 56 18 29 146 45 379 7 158 676 86
Number 7 4 14 3 8 18 1 6 16 5 2 12
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.95 0.98 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1824 1937 1824 1937 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 41 32 9 21 33 32 52 436 2 182 777 56
Adj No. of Lanes 010111111111
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 222222222222
Cap, veh/h 145 101 22 280 231 192 447 1186 1006 713 1230 1044
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.05 0.64 0.64 0.07 0.66 0.66
Sat Flow, veh/h 628 818 178 1388 1863 1545 1774 1863 1581 1774 1863 1581
Grp Volume(v), veh/h 82 0 0 21 33 32 52 436 2 182 777 56
Grp Sat Flow(s),veh/h/ln 1625 0 0 1388 1863 1545 1774 1863 1581 1774 1863 1581
Q Serve(g_s), s 1.5 0.0 0.0 0.0 1.3 1.5 0.8 8.9 0.0 2.6 19.4 1.0
Cycle Q Clear(g_c), s 3.5 0.0 0.0 0.8 1.3 1.5 0.8 8.9 0.0 2.6 19.4 1.0
Prop In Lane 0.50 0.11 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 269 0 0 280 231 192 447 1186 1006 713 1230 1044
V/C Ratio(X) 0.30 0.00 0.00 0.07 0.14 0.17 0.12 0.37 0.00 0.26 0.63 0.05
Avail Cap(c_a), veh/h 583 0 0 559 605 502 564 1186 1006 787 1230 1044
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.1 0.0 0.0 31.1 31.2 31.3 6.2 6.9 5.3 4.3 7.9 4.8
Incr Delay (d2), s/veh 2.3 0.0 0.0 0.4 1.0 1.5 0.1 0.9 0.0 0.2 2.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.4 0.7 0.7 0.4 4.8 0.0 1.3 10.6 0.5
LnGrp Delay(d),s/veh 34.4 0.0 0.0 31.5 32.3 32.8 6.3 7.8 5.3 4.5 10.4 4.9
LnGrp LOS C C C C AAAABA
Approach Vol, veh/h 82 86 490 1015
Approach Delay, s/veh 34.4 32.3 7.6 9.0
Approach LOS C C A A
Timer 12345678
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 58.3 14.9 8.6 56.4 14.9
Change Period (Y+Rc), s 4.0 6.5 6.0 4.0 6.5 6.0
Max Green Setting (Gmax), s 8.0 30.5 25.0 8.0 30.5 25.0
Max Q Clear Time (g_c+I1), s 2.8 21.4 5.5 4.6 10.9 3.5
Green Ext Time (p_c), s 0.0 7.0 1.4 0.2 13.1 1.5
Intersection Summary
HCM 2010 Ctrl Delay 11.0
HCM 2010 LOS B
23
Timing Report, Sorted By Phase
168: Ziegler & Rock Creek Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 8
Phase Number 124568
Movement NBL SBTL EBTL SBL NBTL WBTL
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize
Recall Mode None C-Min None None C-Min None
Maximum Split (s) 12 37 31 12 37 31
Maximum Split (%) 15.0% 46.3% 38.8% 15.0% 46.3% 38.8%
Minimum Split (s) 11 32.5 30 11 31.5 31
Yellow Time (s) 3 4.5 3 3 4.5 3
All-Red Time (s) 123123
Minimum Initial (s) 474474
Vehicle Extension (s) 366366
Minimum Gap (s) 333333
Time Before Reduce (s) 000000
Time To Reduce (s) 000000
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 19 17 18 18
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 7 19 56 7 19 56
End Time (s) 19 56 7 19 56 7
Yield/Force Off (s) 15 49.5 1 15 49.5 1
Yield/Force Off 170(s) 15 30.5 64 15 31.5 63
Local Start Time (s) 31 43 0 31 43 0
Local Yield (s) 39 73.5 25 39 73.5 25
Local Yield 170(s) 39 54.5 8 39 55.5 7
Intersection Summary
Cycle Length 80
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 56 (70%), Referenced to phase 2:SBTL and 6:NBTL, Start of Red
Splits and Phases: 168: Ziegler & Rock Creek
24
HCM 2010 TWSC
3: Rock Creek & Right-in/Right-out Access Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 2
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 0 131 129 0 0 1
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 154 152 0 0 1
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 152 0 - 0 306 152
Stage 1 - - - - 152 -
Stage 2 - - - - 154 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1429 - - - 686 894
Stage 1 - - - - 876 -
Stage 2 - - - - 874 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1429 - - - 686 894
Mov Cap-2 Maneuver - - - - 686 -
Stage 1 - - - - 876 -
Stage 2 - - - - 874 -
Approach EB WB SB
HCM Control Delay, s 0 0 9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1429 - - - 894
HCM Lane V/C Ratio ---- 0.001
HCM Control Delay (s) 0 - - - 9
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
25
Lanes and Geometrics
3: Rock Creek & Right-in/Right-out Access Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 1
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 0 0 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 0 1611
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 0 1611
Link Speed (mph) 25 25 30
Link Distance (ft) 295 340 225
Travel Time (s) 8.0 9.3 5.1
Intersection Summary
Area Type: Other
26
HCM 2010 TWSC
3: Rock Creek & Right-in/Right-out Access Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 2
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 0 193 190 0 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 214 211 0 0 3
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 211 0 - 0 425 211
Stage 1 - - - - 211 -
Stage 2 - - - - 214 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1360 - - - 586 829
Stage 1 - - - - 824 -
Stage 2 - - - - 822 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1360 - - - 586 829
Mov Cap-2 Maneuver - - - - 586 -
Stage 1 - - - - 824 -
Stage 2 - - - - 822 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.4
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1360 - - - 829
HCM Lane V/C Ratio ---- 0.004
HCM Control Delay (s) 0 - - - 9.4
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
27
Lanes and Geometrics
3: Rock Creek & Right-in/Right-out Access Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 1
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 0 0 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.865
Flt Protected
Satd. Flow (prot) 0 1863 1863 0 0 1611
Flt Permitted
Satd. Flow (perm) 0 1863 1863 0 0 1611
Link Speed (mph) 25 25 30
Link Distance (ft) 247 340 278
Travel Time (s) 6.7 9.3 6.3
Intersection Summary
Area Type: Other
28
HCM 2010 TWSC
5: Rock Creek & Full Movement Access Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 8 123 127 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 9 145 149 0 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 149 0 - 0 313 149
Stage 1 - - - - 149 -
Stage 2 - - - - 164 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1432 - - - 680 898
Stage 1 - - - - 879 -
Stage 2 - - - - 865 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1432 - - - 676 898
Mov Cap-2 Maneuver - - - - 676 -
Stage 1 - - - - 879 -
Stage 2 - - - - 860 -
Approach EB WB SB
HCM Control Delay, s 0.5 0 9
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1432 - - - 898
HCM Lane V/C Ratio 0.007 - - - 0.003
HCM Control Delay (s) 7.5 - - - 9
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
29
Lanes and Geometrics
5: Rock Creek & Full Movement Access Short Total am
City of Fort Collins Signal Timing 8:00 am 3/6/2008 Final Timings - 2009 Synchro 9 Light Report
Page 3
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 50 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1770 1863 1863 0 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 1863 1863 0 1611 0
Link Speed (mph) 25 25 30
Link Distance (ft) 340 470 244
Travel Time (s) 9.3 12.8 5.5
Intersection Summary
Area Type: Other
30
HCM 2010 TWSC
5: Rock Creek & Full Movement Access Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Vol, veh/h 4 189 183 0 0 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 50 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 210 203 0 0 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 203 0 - 0 422 203
Stage 1 - - - - 203 -
Stage 2 - - - - 219 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1369 - - - 588 838
Stage 1 - - - - 831 -
Stage 2 - - - - 817 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1369 - - - 586 838
Mov Cap-2 Maneuver - - - - 586 -
Stage 1 - - - - 831 -
Stage 2 - - - - 815 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 9.3
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1369 - - - 838
HCM Lane V/C Ratio 0.003 - - - 0.009
HCM Control Delay (s) 7.6 - - - 9.3
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
31
Lanes and Geometrics
5: Rock Creek & Full Movement Access Short Total pm
City of Fort Collins Signal Timing 4:30 pm 8/9/2012 Synchro 9 Light Report
Page 3
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 50 0 0 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1770 1863 1863 0 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1770 1863 1863 0 1611 0
Link Speed (mph) 25 25 30
Link Distance (ft) 340 518 277
Travel Time (s) 9.3 14.1 6.3
Intersection Summary
Area Type: Other
32
APPENDIX F
33
SCALE: 1"=500'
PEDESTRIAN INFLUENCE AREA
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Windsong at
Rock Creek
Timberwood Drive
Rock Creek Drive
Ziegler Road
Technology Parkway
FRHS Access
34
Pedestrian LOS Worksheet
Project Location Classification: School Walking Area
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Level of Service (minimum based on project location classification)
Directness Continuity Street
Crossings
Visual
Interest &
Amenities
Security
Neighborhood to the
west Residential
Minimum B C C C B
1 Actual A B B B B
Proposed A B B B B
Fossil Ridge High
School to the southeast Institutional
Minimum B C C C B
2 Actual A B A B B
Proposed A B A B B
Minimum
3 Actual
Proposed
Minimum
4 Actual
Proposed
Minimum
5 Actual
Proposed
Minimum
6 Actual
Proposed
Minimum
7 Actual
Proposed
Minimum
8 Actual
Proposed
Minimum
9 Actual
Proposed
Minimum
10 Actual
Proposed
35
SCALE: 1"=500'
BICYCLE INFLUENCE AREA
DELICH
ASSOCIATES
Windsong at Rock Creek TIS, October 2015
Windsong at
Rock Creek
Timberwood Drive
Rock Creek Drive
Ziegler Road
Technology Parkway
FRHS Access
36
Bicycle LOS Worksheet
Level of Service – Connectivity
Minimum Actual Proposed
Base Connectivity: C A A
Specific connections to priority sites:
Description of
Applicable Destination
Area Within 1320’
Destination
Area
Classification
Fossil Ridge High
1 School Institutional B A A
2
3
4
37