L1TILE BEARS DAY CARE TRANSPORTATION IMPACT STUDY FORT COLLINS, COLORADO MAY 2012 Prepared for: Hillside Construction, Inc. 216 Hemlock Street, Suite B Fort Collins, CO 80534 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034
TABLE OF CONTENTS I. INTRODUCTION... 1 II. EXISTING CONDITIONS... 2 Land Use... 2 Roads... 2 Existing Traffic... 2 Existing Operation... 2 Pedestrians Facilities... 7 Bicycle Facilities...7 Transit Facilities...7 III. PROPOSED DEVELOPMENT... 8 Trip Generation... 8 Trip Distribution...8 Background Traffic Projections... 8 Trip Assignment... 12 Signal Warrants... 12 Operation Analysis... 12 Geometry... 12 Pedestrian Level of Service... 16 Bicycle Level of Service... 16 Transit Level of Service... 16 IV. CONCLUSIONS/RECOMMENDATIONS... 17 DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES
LIST OF TABLES 1. Current Peak Hour Operation... 6 2. Trip Generation... 8 3. Short Range (2017) Background Peak Hour Operation... 15 4. Short Range (2017) Total Peak Hour Operation... 15 LIST OF FIGURES 1. Site Location... 3 2. Existing Geometry... 4 3. Recent Peak Hour Traffic... 5 4. Site Plan... 9 5. Trip Distribution... 10 6. Short Range (2017) Background Peak Hour Traffic... 11 7. Site Generated Peak Hour Traffic... 13 8. Short Range (2017) Total Peak Hour Traffic... 14 APPENDICES A. Base Assumptions Form/Recent Peak Hour Traffic B. Current Peak Hour Operation/Level of Service Descriptions/Fort Collins LOS Standards C. Short Range (2017) Background Peak Hour Operation D. Short Range (2012) Total Peak Hour Operation E. Pedestrian/Bicycle Level of Service DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES
I. INTRODUCTION This intermediate transportation impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed development of Little Bears Day Care. The proposed Little Bears Day Care site is located in the northwest quadrant of the Riverside/McHugh intersection in Fort Collins, Colorado. During the course of the analysis, numerous contacts were made with the project developer (Hillside Construction, Inc.), the project planning consultant/architect (Hauser Architects), the project civil engineer (North Star Design), and the Fort Collins Traffic Engineering staff. This study generally conforms to the format set forth in the Fort Collins transportation impact study guidelines contained in the Larimer County Urban Area Street Standards (LCUASS). A Base Assumptions Form and related information are provided in Appendix A. 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 on key intersections; Analyze signal warrants; Conduct level of service evaluation of pedestrian, bicycle, and transit modes of transportation. DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 1
II. EXISTING CONDITIONS The location of Little Bears Day Care is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Land Use Land uses in the area are primarily either residential or commercial/office. Land adjacent to the site is flat (<3% grade) from a traffic operations perspective. The center of Fort Collins lies to the west of the proposed Little Bears Day Care. Roads The primary streets near the Little Bears Day Care site are Riverside Avenue and McHugh Street. Figure 2 shows a schematic of the existing geometry at the key intersections. Riverside Avenue is to the east of (adjacent to) the Little Bears Day Care site. It is a north-south street (a diagonal street northwest-southeast) designated as a four-lane arterial street on the Fort Collins Master Street Plan. Currently, it has a four-lane cross section, with a two-way continuous center-turn lane. At the Riverside/McHugh-Coloradoan Access intersection, Riverside Avenue has northbound and southbound center left-turn lanes and two travel lanes in each direction. The existing speed limit in this area is 35 mph. The Riverside/McHugh-Coloradoan Access intersection has stop sign control on McHugh Street and the Coloradoan Access. McHugh Street is to the south of the Little Bears Day Care site. It is classified as a collector street on the Fort Collins Master Street Plan. Currently, McHugh Street has a two-lane cross section in this area. At the Riverside/McHugh-Coloradoan Access intersection, McHugh Street has all eastbound movements combined in a single lane. Existing Traffic Recent peak hour traffic counts at the Riverside/McHugh-Coloradoan Access and Riverside/Site Access intersections are shown in Figure 3. Raw traffic data is provided in Appendix A. The traffic data for the key intersections was collected in April 2012. Existing Operation The key intersections were evaluated using techniques provided in the 2000 Highway Capacity Manual. Using the recent peak hour traffic shown in Figure 3, the current peak hour operation is shown in Table 1. Calculation forms are provided in DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 2
Mulberry Riverside Elizabeth Lemay McHugh SCALE: 1"=500' SITE LOCATION Figure 1 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 3
Coloradoan Site Access Riverside McHugh - Denotes Lane - Two-way Continuous Left-turn Lane EXISTING GEOMETRY Figure 2 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 4
441/519 3/1 497/475 4/4 0/4 0/2 0/2 Coloradoan 1/2 2/1 Site Access 3/0 419/490 21/30 1/1 481/450 108/65 20/25 0/0 69/99 Riverside McHugh AM/PM RECENT PEAK HOUR TRAFFIC Figure 3 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 5
TABLE 1 Current Peak Hour Operation Intersection Movement Level of Service AM PM EB LT/T/RT B B Riverside/McHugh-Coloradoan WB LT/T/RT A B (stop sign) NB LT A A SB LT A A Riverside/Site Access EB LT/RT B B (stop sign) NB LT A A DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 6
Appendix B. A description of level of service for unsignalized intersections from the 2000 Highway Capacity Manual and a table showing the Fort Collins Motor Vehicle LOS Standards (Intersections) are provided in Appendix B. Little Bears Day Care is in a area termed other. The key intersections operate acceptably during both the morning and afternoon peak hours. At unsignalized intersections, acceptable operation is considered to be at level of service E for any approach leg for an arterial/collector or arterial/local intersection and level of service C for any approach leg for a collector/local intersection. Pedestrian Facilities Sidewalks exist along both sides of Riverside Avenue and McHugh Street. Sidewalks exist adjacent to this development. Bicycle Facilities The Fort Collins Bike Map shows that Riverside Avenue is a street with bike lanes. These bicycle lanes are not striped. However, there is enough width in the rightmost through lane for bicycles to function separate from motor vehicles. McHugh Street is designated as a bike route. Transit Facilities Currently, there is no Transfort service along Riverside Avenue in this area of Fort Collins. The nearest Transfort route is Route 5, which operates along Lemay Avenue. DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 7
III. PROPOSED DEVELOPMENT Little Bears is a proposed day care development to be licensed for 104 students. Figure 4 shows the site plan of the Little Bears Day Care. The site plan shows the proposed building will continue to access Riverside Avenue via a shared access with the office building to the north. The short range analysis (Year 2017) includes development of Little Bears Day Care and an appropriate increase in background traffic, due to normal growth and other known developments in the area. 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 contained in Trip Generation, 8 th Edition, ITE was used to estimate trips that would be generated by the proposed/expected use at this site. Students is the variable used for trip generation. Table 2 shows the expected trip generation on a daily and peak hour basis. Code Use Size 220 Day Care 104 Students TABLE 2 Trip Generation AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 4.48 465 0.42 44 0.38 39 0.39 40 0.43 45 Trip Distribution Directional distribution of the generated trips was determined for Little Bears Day Care. Future year data was obtained from the NFRRTP and other transportation impact studies in the area. Figure 5 shows the trip distribution used for Little Bears Day Care. The trip distribution was discussed with and agreed to by City staff. Background Traffic Projections Figure 6 shows the short range (2017) background peak hour traffic at the key intersections. Background traffic projections for the short range future horizon were obtained by reviewing the NFRRTP, reviewing transportation impact studies for other developments, and reviewing historic count data for this area of Fort Collins. Traffic volumes on the area arterial streets were increased at a rate of two percent per year. In addition to this, the site generated traffic volumes from Phase 6 of the PVH Lemay Campus Expansion were added to the traffic volumes. At the shared Site Access, the existing traffic volumes are low for the land uses using this shared access. The building DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 8
SCALE: 1"=50' SITE PLAN Figure 4 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 9
McHugh 50% Coloradoan Site Access 30% Riverside McHugh 20% Elizabeth TRIP DISTRIBUTION Figure 5 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 10
494/575 2/0 553/534 3/1 0/4 0/2 0/2 Coloradoan 0/2 1/2 Site Access 3/0 463/541 29/36 1/1 531/497 128/76 25/34 0/0 80/117 Riverside McHugh AM/PM SHORT RANGE (2017) BACKGROUND PEAK HOUR TRAFFIC Figure 6 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 11
that is proposed to be the Little Bears Day Care is 7,559 square feet and has an existing office use. The other building using the Site Access is approximately 3,500 square feet and also has an existing office use. In order to be conservative, trip generation for the 3,500 square foot building was calculated using Code 710 General Office from Trip Generation, 8 th Edition, ITE. The site generated traffic from this office building was assigned to the Site Access. 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. The site generated trip assignment for Little Bears Day Care is shown in Figure 7. The site generated traffic was combined with the background traffic to determine the total forecasted traffic for the study area. Figure 8 shows the short range (2017) total peak hour traffic at the key intersections. Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The Riverside/McHugh-Coloradoan intersection will not likely meet peak hour volume signal warrants in the future. Operation Analysis Operation analyses were performed at the Riverside/McHugh-Coloradoan Access and Riverside/Site Access intersections. The operation analyses were conducted for the short range analysis, reflecting a year 2017 condition. Using the traffic volumes shown in Figure 6, the key intersections operate in the short range (2017) background peak hour as indicated in Table 3. Calculation forms for these analyses are provided in Appendix C. The key intersections operate acceptably during the peak hours. Table 4 shows the short range (2017) peak hour operation at the key intersections with full development of the Little Bears Day Care. Calculation forms are provided in Appendix D. The analysis indicated that the key intersections will operate at acceptable levels of service during both the morning and afternoon peak hours. Geometry The short range (2017) geometry will remain as it exists today. No additional auxiliary lanes are required. DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 12
22/20 22/20 Coloradoan Site Access 19/22 20/23 12/14 8/9 13/12 9/8 Riverside McHugh AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 7 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 13
19/24 21/25 494/575 24/20 553/534 25/21 0/4 0/2 0/2 Coloradoan Site Access 3/0 475/555 37/45 1/1 544/509 128/76 34/42 0/0 80/117 Riverside McHugh AM/PM SHORT RANGE (2017) TOTAL PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES Little Bears Day Care TIS, May 2012 Page 14
TABLE 3 Short Range (2017) Background Peak Hour Operation Intersection Movement Level of Service AM PM EB LT/T/RT B C Riverside/McHugh-Coloradoan WB LT/T/RT A C (stop sign) NB LT A A SB LT A A Riverside/Site Access EB LT/RT B B (stop sign) NB LT A A TABLE 4 Short Range (2017) Total Peak Hour Operation Intersection Movement Level of Service AM PM EB LT/T/RT C C Riverside/McHugh-Coloradoan WB LT/T/RT A C (stop sign) NB LT A A SB LT A A Riverside/Site Access EB LT/RT B B (stop sign) NB LT A A DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 15
Pedestrian Level of Service Appendix E shows a map of the area that is within 1320 feet of Little Bears Day Care. The Little Bears Day Care site is located within an area termed as other, which sets the level of service threshold at LOS C for all measured factors. There are five destination areas within 1320 feet of the proposed Little Bears Day Care: 1) the Coloradoan, 2) the residential neighborhood to the southeast, 3) PVH Lemay Campus, 4) the residential neighborhood to the west, and 5) the commercial uses along Lemay Avenue. In most cases, sidewalks are completed within the pedestrian influence area. Appendix E contains a Pedestrian LOS Worksheet. Bicycle Level of Service Appendix E contains a map of the bicycle influence area that is within 1320 feet of Little Bears Day Care. Based upon Fort Collins bicycle LOS criteria, there is one destination area within 1320 feet of Little Bears Day Care. This is 1) the commercial uses along Lemay Avenue. A bicycle LOS worksheet is provided in Appendix E. The bicycle level of service is acceptable. Transit Level of Service Currently, there is no Transfort service along Riverside Avenue in this area of Fort Collins. The nearest Transfort route is Route 5, which operates along Lemay Avenue. Lemay Avenue is within 0.25 miles of the Little Bears Day Care site. The Fort Collins Transit System Map shows that Lemay Avenue will have high frequency (20 minute) transit service in the future. Transit future level of service will be acceptable. DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 16
IV. CONCLUSIONS/RECOMMENDATIONS This study assessed the impacts of the Little Bears Day Care development on the short range (2017) street system in the vicinity of the proposed development. Little Bears is a day care development located in the northwest quadrant of the Riverside/McHugh intersection in Fort Collins, Colorado. As a result of this analysis, the following is concluded: The development of Little Bears Day Care is feasible from a traffic engineering standpoint. At full development, Little Bears Day Care will generate approximately 465 daily trip ends, 83 morning peak hour trip ends, and 85 afternoon peak hour trip ends. Current operation at the key intersections is acceptable. In the short range (2017) future, given development of Little Bears Day Care and an increase in background traffic, the key intersections operate acceptably during the peak hours. No additional auxiliary lanes are required at the Riverside/Site Access intersection. Acceptable level of service is achieved for pedestrian, bicycle, and transit modes based upon the measures in the multi-modal transportation guidelines. DELICH Little Bears Day Care TIS, May 2012 ASSOCIATES Page 17
APPENDIX A
Mulberry Riverside Elizabeth Lemay McHugh SCALE: 1"=500' SITE LOCATION Figure 1 DELICH ASSOCIATES Little Bears Day Care TIS, April 2012 Page 3
SCALE: 1"=40' SITE PLAN Figure 3 DELICH ASSOCIATES Little Bears Day Care TIS, April 2012 Page 7
Code Use Size TABLE 2 Trip Generation AWDTE AM Peak Hour PM Peak Hour Rate Trips Rate In Rate Out Rate In Rate Out 220 Day Care 104 Students 4.48 465 0.42 44 0.38 39 0.39 40 0.43 45 Larimer County Urban Area Street Standards January 2, 2001
McHugh 50% Coloradoan Site Access 30% Riverside McHugh 20% Elizabeth TRIP DISTRIBUTION Figure 2 DELICH ASSOCIATES Little Bears Day Care TIS, April 2012 Page 5
22/20 22/20 Coloradoan Site Access 19/22 20/23 12/14 8/9 13/12 9/8 Riverside McHugh AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 2 DELICH ASSOCIATES Little Bears Day Care TIS, April 2012 Page 5
Mulberry Riverside Lemay Elizabeth McHugh SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Little Bears Day Care TIS, April 2012
Mulberry Riverside Lemay Elizabeth McHugh SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Little Bears Day Care TIS, April 2012
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DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone: (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date: 4-3-12 Observer: Joe Day: Tuesday Jurisdiction: Fort Collins R = right turn Intersection: Riverside/Driveway S = straight L = left turn Time Northbound: Riverside Southbound: Riverside Total Eastbound: Driveway Westbound: Total Total Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All 7:15 1 77 78 57 0 57 135 0 0 0 0 0 135 7:30 1 123 124 84 1 85 209 1 0 1 0 1 210 7:45 1 129 130 113 2 115 245 0 1 1 0 1 246 8:00 2 127 129 119 0 119 248 0 1 1 0 1 249 0 8:15 0 118 118 125 0 125 243 0 0 0 0 0 243 1 8:30 0 114 114 67 1 68 182 0 0 0 0 0 182 0 7:30-8:30 4 497 0 501 0 441 3 444 945 1 0 2 3 0 0 0 0 3 948 PHF 0.96 0.89 0.75 n/a 4:15 1 67 68 87 0 87 155 0 1 1 0 1 156 4:30 1 118 119 108 1 109 228 2 1 3 0 3 231 4:45 2 116 118 111 0 111 229 0 0 0 0 0 229 5:00 1 130 131 154 0 154 285 0 0 0 0 0 285 0 5:15 0 111 111 146 0 146 257 0 0 0 0 0 257 1 5:30 0 96 96 97 0 97 193 0 0 0 0 0 193 0 4:30-5:30 4 475 0 479 0 519 1 520 999 2 0 1 3 0 0 0 0 3 1002 PHF 0.91 0.84 0.25 n/a
APPENDIX B
HCM Unsignalized Intersection Capacity Analysis Recent AM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 20 0 69 0 0 0 108 481 1 3 419 21 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.88 0.88 0.88 0.89 0.89 0.89 Hourly flow rate (vph) 24 0 81 0 0 0 123 547 1 3 471 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1008 1283 247 1116 1294 274 494 548 vc1, stage 1 conf vol 489 489 793 793 vc2, stage 2 conf vol 519 793 323 501 vcu, unblocked vol 1008 1283 247 1116 1294 274 494 548 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 92 100 89 100 100 100 88 100 cm capacity (veh/h) 301 256 753 226 239 724 1066 1018 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 105 0 123 364 183 3 314 181 Volume Left 24 0 123 0 0 3 0 0 Volume Right 81 0 0 0 1 0 0 24 csh 563 1700 1066 1700 1700 1018 1700 1700 Volume to Capacity 0.19 0.00 0.12 0.21 0.11 0.00 0.18 0.11 Queue Length 95th (ft) 17 0 10 0 0 0 0 0 Control Delay (s) 12.9 0.0 8.8 0.0 0.0 8.5 0.0 0.0 Lane LOS B A A A Approach Delay (s) 12.9 0.0 1.6 0.1 Approach LOS B A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 33.6% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Recent PM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 25 0 99 2 2 4 65 450 1 0 490 30 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 Hourly flow rate (vph) 29 0 116 2 2 5 70 484 1 0 576 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 982 1219 306 1029 1236 242 612 485 vc1, stage 1 conf vol 594 594 624 624 vc2, stage 2 conf vol 388 625 405 612 vcu, unblocked vol 982 1219 306 1029 1236 242 612 485 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 91 100 83 99 99 99 93 100 cm capacity (veh/h) 315 288 690 257 268 758 963 1074 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 146 9 70 323 162 0 384 227 Volume Left 29 2 70 0 0 0 0 0 Volume Right 116 5 0 0 1 0 0 35 csh 556 390 963 1700 1700 1700 1700 1700 Volume to Capacity 0.26 0.02 0.07 0.19 0.10 0.00 0.23 0.13 Queue Length 95th (ft) 26 2 6 0 0 0 0 0 Control Delay (s) 13.8 14.5 9.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B B A Approach Delay (s) 13.8 14.5 1.1 0.0 Approach LOS B B Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Recent AM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 2 4 497 441 3 Peak Hour Factor 0.85 0.85 0.96 0.96 0.89 0.89 Hourly flow rate (vph) 1 2 4 518 496 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 764 249 499 vc1, stage 1 conf vol 497 vc2, stage 2 conf vol 267 vcu, unblocked vol 764 249 499 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cm capacity (veh/h) 447 750 1061 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 4 4 259 259 330 169 Volume Left 1 4 0 0 0 0 Volume Right 2 0 0 0 0 3 csh 612 1061 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.15 0.15 0.19 0.10 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 10.9 8.4 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 10.9 0.1 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Recent PM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 1 4 475 519 1 Peak Hour Factor 0.85 0.85 0.91 0.91 0.85 0.85 Hourly flow rate (vph) 2 1 4 522 611 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 881 306 612 vc1, stage 1 conf vol 611 vc2, stage 2 conf vol 270 vcu, unblocked vol 881 306 612 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 99 100 100 cm capacity (veh/h) 396 690 963 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 4 4 261 261 407 205 Volume Left 2 4 0 0 0 0 Volume Right 1 0 0 0 0 1 csh 461 963 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.15 0.15 0.24 0.12 Queue Length 95th (ft) 1 0 0 0 0 0 Control Delay (s) 12.9 8.8 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 12.9 0.1 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
UNSIGNALIZED INTERSECTIONS Average Total Delay Level-of-Service sec/veh A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50
Table 4-3 Fort Collins (City Limits) Motor Vehicle LOS Standards (Intersections) Land Use (from structure plan) Intersection type Signalized intersections (overall) Other corridors within: Low density Commercial Mixed use mixed use All other corridors districts residential areas D E* D D Any Leg E E D E Any Movement E E D E Stop sign control N/A F** F** E (arterial/collector or local any approach leg) Stop sign control (collector/local any approach leg) N/A C C C * mitigating measures required ** considered normal in an urban environment
APPENDIX C
HCM Unsignalized Intersection Capacity Analysis Short Bkgrd AM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 25 0 80 0 0 0 128 531 1 3 463 29 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.88 0.88 0.88 0.89 0.89 0.89 Hourly flow rate (vph) 29 0 94 0 0 0 145 603 1 3 520 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1136 1439 276 1256 1454 302 553 605 vc1, stage 1 conf vol 543 543 895 895 vc2, stage 2 conf vol 593 895 361 560 vcu, unblocked vol 1136 1439 276 1256 1454 302 553 605 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 89 100 87 100 100 100 86 100 cm capacity (veh/h) 260 221 721 186 201 694 1013 969 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 124 0 145 402 202 3 347 206 Volume Left 29 0 145 0 0 3 0 0 Volume Right 94 0 0 0 1 0 0 33 csh 507 1700 1013 1700 1700 969 1700 1700 Volume to Capacity 0.24 0.00 0.14 0.24 0.12 0.00 0.20 0.12 Queue Length 95th (ft) 24 0 13 0 0 0 0 0 Control Delay (s) 14.4 0.0 9.1 0.0 0.0 8.7 0.0 0.0 Lane LOS B A A A Approach Delay (s) 14.4 0.0 1.8 0.1 Approach LOS B A Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Bkgrd PM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 34 0 117 2 2 4 76 497 1 0 541 36 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 Hourly flow rate (vph) 40 0 138 2 2 5 82 534 1 0 636 42 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1094 1357 339 1154 1377 268 679 535 vc1, stage 1 conf vol 658 658 698 698 vc2, stage 2 conf vol 437 699 456 679 vcu, unblocked vol 1094 1357 339 1154 1377 268 679 535 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 86 100 79 99 99 99 91 100 cm capacity (veh/h) 280 256 656 215 235 730 909 1029 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 178 9 82 356 179 0 424 255 Volume Left 40 2 82 0 0 0 0 0 Volume Right 138 5 0 0 1 0 0 42 csh 504 343 909 1700 1700 1700 1700 1700 Volume to Capacity 0.35 0.03 0.09 0.21 0.11 0.00 0.25 0.15 Queue Length 95th (ft) 39 2 7 0 0 0 0 0 Control Delay (s) 16.0 15.8 9.4 0.0 0.0 0.0 0.0 0.0 Lane LOS C C A Approach Delay (s) 16.0 15.8 1.2 0.0 Approach LOS C C Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 42.0% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Bkgrd AM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 1 3 553 494 2 Peak Hour Factor 0.85 0.85 0.96 0.96 0.89 0.89 Hourly flow rate (vph) 0 1 3 576 555 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 850 279 557 vc1, stage 1 conf vol 556 vc2, stage 2 conf vol 294 vcu, unblocked vol 850 279 557 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 100 100 100 cm capacity (veh/h) 413 719 1009 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 1 3 288 288 370 187 Volume Left 0 3 0 0 0 0 Volume Right 1 0 0 0 0 2 csh 719 1009 1700 1700 1700 1700 Volume to Capacity 0.00 0.00 0.17 0.17 0.22 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 Control Delay (s) 10.0 8.6 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 10.0 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 25.3% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Bkgrd PM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 2 2 1 534 575 0 Peak Hour Factor 0.85 0.85 0.91 0.91 0.85 0.85 Hourly flow rate (vph) 2 2 1 587 676 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 972 338 676 vc1, stage 1 conf vol 676 vc2, stage 2 conf vol 296 vcu, unblocked vol 972 338 676 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 99 100 100 cm capacity (veh/h) 364 658 911 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 5 1 293 293 451 225 Volume Left 2 1 0 0 0 0 Volume Right 2 0 0 0 0 0 csh 469 911 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.17 0.17 0.27 0.13 Queue Length 95th (ft) 1 0 0 0 0 0 Control Delay (s) 12.8 9.0 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 12.8 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 25.9% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
APPENDIX D
HCM Unsignalized Intersection Capacity Analysis Short Total AM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 34 0 80 0 0 0 128 544 1 3 475 37 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.88 0.88 0.88 0.89 0.89 0.89 Hourly flow rate (vph) 40 0 94 0 0 0 145 618 1 3 534 42 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1161 1471 288 1277 1492 310 575 619 vc1, stage 1 conf vol 561 561 910 910 vc2, stage 2 conf vol 600 910 368 582 vcu, unblocked vol 1161 1471 288 1277 1492 310 575 619 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 84 100 87 100 100 100 85 100 cm capacity (veh/h) 254 215 709 181 195 686 994 957 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 134 0 145 412 207 3 356 219 Volume Left 40 0 145 0 0 3 0 0 Volume Right 94 0 0 0 1 0 0 42 csh 462 1700 994 1700 1700 957 1700 1700 Volume to Capacity 0.29 0.00 0.15 0.24 0.12 0.00 0.21 0.13 Queue Length 95th (ft) 30 0 13 0 0 0 0 0 Control Delay (s) 15.9 0.0 9.2 0.0 0.0 8.8 0.0 0.0 Lane LOS C A A A Approach Delay (s) 15.9 0.0 1.8 0.1 Approach LOS C A Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Total PM 3: McHugh & Riverside Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 42 0 117 2 2 4 76 509 1 0 555 45 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.93 0.93 0.93 0.85 0.85 0.85 Hourly flow rate (vph) 49 0 138 2 2 5 82 547 1 0 653 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1122 1391 353 1175 1417 274 706 548 vc1, stage 1 conf vol 679 679 711 711 vc2, stage 2 conf vol 443 712 464 706 vcu, unblocked vol 1122 1391 353 1175 1417 274 706 548 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) 6.5 5.5 6.5 5.5 tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 82 100 79 99 99 99 91 100 cm capacity (veh/h) 272 250 643 209 227 723 888 1017 Direction, Lane # EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 187 9 82 365 184 0 435 271 Volume Left 49 2 82 0 0 0 0 0 Volume Right 138 5 0 0 1 0 0 53 csh 473 335 888 1700 1700 1700 1700 1700 Volume to Capacity 0.40 0.03 0.09 0.21 0.11 0.00 0.26 0.16 Queue Length 95th (ft) 47 2 8 0 0 0 0 0 Control Delay (s) 17.5 16.1 9.5 0.0 0.0 0.0 0.0 0.0 Lane LOS C C A Approach Delay (s) 17.5 16.1 1.2 0.0 Approach LOS C C Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Total AM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 19 21 25 553 494 24 Peak Hour Factor 0.85 0.85 0.96 0.96 0.89 0.89 Hourly flow rate (vph) 22 25 26 576 555 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 909 291 582 vc1, stage 1 conf vol 569 vc2, stage 2 conf vol 340 vcu, unblocked vol 909 291 582 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 94 96 97 cm capacity (veh/h) 390 706 988 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 47 26 288 288 370 212 Volume Left 22 26 0 0 0 0 Volume Right 25 0 0 0 0 27 csh 509 988 1700 1700 1700 1700 Volume to Capacity 0.09 0.03 0.17 0.17 0.22 0.12 Queue Length 95th (ft) 8 2 0 0 0 0 Control Delay (s) 12.8 8.7 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 12.8 0.4 0.0 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 30.8% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
HCM Unsignalized Intersection Capacity Analysis Short Total PM 6: Site Access & Riverside Movement EBL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 24 25 21 534 575 20 Peak Hour Factor 0.85 0.85 0.91 0.91 0.85 0.85 Hourly flow rate (vph) 28 29 23 587 676 24 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1028 350 700 vc1, stage 1 conf vol 688 vc2, stage 2 conf vol 340 vcu, unblocked vol 1028 350 700 tc, single (s) 6.8 6.9 4.1 tc, 2 stage (s) 5.8 tf (s) 3.5 3.3 2.2 p0 queue free % 92 95 97 cm capacity (veh/h) 346 646 893 Direction, Lane # EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 58 23 293 293 451 249 Volume Left 28 23 0 0 0 0 Volume Right 29 0 0 0 0 24 csh 453 893 1700 1700 1700 1700 Volume to Capacity 0.13 0.03 0.17 0.17 0.27 0.15 Queue Length 95th (ft) 11 2 0 0 0 0 Control Delay (s) 14.1 9.1 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay (s) 14.1 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 Michael Delich Synchro 6 Matthew J. Delich, P. E. 5/10/2012
APPENDIX E
Mulberry Riverside Lemay Elizabeth McHugh SCALE: 1"=500' PEDESTRIAN INFLUENCE AREA DELICH ASSOCIATES Little Bears Day Care TIS, April 2012
Pedestrian LOS Worksheet Description of Applicable Destination Area Within 1320 Destination Area Classification Project Location Classification: Other Level of Service (minimum based on project location classification) Directness Continuity Street Crossings Visual Interest & Amenities Minimum C C C C C 1 Coloradoan Commercial Actual B C C C C Security Proposed B C C C C Minimum C C C C C 2 Neighborhood to the SE Residential Actual B C B C B Proposed B C B C B Minimum C C C C C 3 PVH Lemay Campus Commercial Actual B C B B B Proposed B C B B B Minimum C C C C C Neighborhood to the 4 Residential Actual C C C C C west Proposed C C C C C Minimum C C C C C Commercial uses along 5 Commercial Actual C C C C C Lemay Avenue Proposed C C C C C Minimum 6 Actual Proposed Minimum 7 Actual Proposed Minimum 8 Actual Proposed Minimum 9 Actual Proposed Minimum 10 Actual Proposed
Mulberry Riverside Lemay Elizabeth McHugh SCALE: 1"=500' BICYCLE INFLUENCE AREA DELICH ASSOCIATES Little Bears Day Care TIS, April 2012
Bicycle LOS Worksheet Level of Service Connectivity Minimum Actual Proposed Base Connectivity: C B B Specific connections to priority sites: 1 Description of Applicable Destination Area Within 1320 Commercial uses along Lemay Avenue Destination Area Classification Commercial C B B 2 3 4