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HomeMy WebLinkAboutMAVERIK CONVENIENCE STORE & FUEL SALES - PDP - PDP150028 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFort Collins Maverik Store Traffic Impact Study TABLE OF CONTENTS Page I. INTRODUCTION -------------------------------------------------------------------------------------------- 1 II. EXISTING CONDITIONS --------------------------------------------------------------------------------- 4 A. Land Use -------------------------------------------------------------------------------------------- 4 B. Roadway System ---------------------------------------------------------------------------------- 4 C. Traffic Volumes and Operations --------------------------------------------------------------- 4 III. FUTURE CONDITIONS ----------------------------------------------------------------------------------- 7 A. Site Trip Generation ------------------------------------------------------------------------------ 7 B. Trip Distribution and Traffic Assignment ----------------------------------------------------- 7 C. Background Traffic ------------------------------------------------------------------------------- 11 D. Total Traffic Conditions ------------------------------------------------------------------------- 15 IV. EVALUATION OF PEDESTRIAN FACILITIES IN THE AREA -------------------------------- 19 V. SUMMARY AND RECOMMENDATIONS ----------------------------------------------------------- 20 LIST OF APPENDICES APPENDIX A. TRAFFIC COUNTS APPENDIX B. EXISTING CONDITIONS LOS WORKSHEETS APPENDIX C. BACKGROUND TRAFFIC LOS WORKSHEETS APPENDIX D. TOTAL TRAFFIC LOS WORKSHEETS APPENDIX E. SIGNAL WARRANT WORKSHEETS Fort Collins Maverik Store Traffic Impact Study LIST OF FIGURES Page Figure 1. Vicinity Map ----------------------------------------------------------------------------------------- 2 Figure 2. Conceptual Site Plan ----------------------------------------------------------------------------- 3 Figure 3. Existing Traffic Volumes, Levels of Service & Lane Geometry ------------------------ 6 Figure 4. Trip Distribution ------------------------------------------------------------------------------------ 9 Figure 5. Site Generated Traffic Assignment ---------------------------------------------------------- 10 Figure 6. Short Range Future Background Traffic Volumes, Levels of Service & Lane Geometry ------------------------------------------------------------------------------------------- 12 Figure 7. Long Range Future Background Traffic Volumes, Levels of Service & Lane Geometry ------------------------------------------------------------------------------------------- 14 Figure 8. Short Range Future Total Traffic Volumes, Levels of Service & Lane Geometry 16 Figure 9. Long Range Future Total Traffic Volumes, Levels of Service & Lane Geometry 17 LIST OF TABLES Table 1. Site Trip Generation Estimates ---------------------------------------------------------------- 7 Fort Collins Maverik Store Traffic Impact Study Page 1 I. INTRODUCTION A new Maverik gas station and convenience store is proposed to be developed in the southwest quadrant of Mulberry Street (State Highway 14) and the I-25 East Frontage Road intersection in Fort Collins, Colorado. Figure 1 illustrates the location of the site and the adjacent primary roadway network. An existing restaurant, now closed, is located on the project site. The proposed Maverik development would replace this existing use with an approximate 5,046 square foot convenience store and a 20 fueling-position gas station. Figure 2 shows the current site plan concept. The analyses documented in this report have considered the following vehicular accesses to the development:  The existing right-in only access on the Frontage Road just south the intersection with Mulberry Street (SH 14).  The existing full-movement intersection of Denrose Court and the Frontage Road, which serves as the primary access to the site. This report provides an evaluation of the potential traffic impacts related to the Maverik convenience store/gas station development and identifies roadway and or traffic control improvements required as a result. The study considers two future scenarios:  Short Range Future. This scenario examines the traffic impacts at the anticipated completion of the project (year 2016).  Long Range Future. This scenario examines the traffic impacts within the context of a year 2040 horizon. Vicinity Map Figure 1 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/21/15 E F r o n t a g e R d . W F r o n t a g e R d . N Frontage Rd. Cloverleaf Wy. S Frontage Rd. Mulberry St. E Frontage Rd. Denrose Ct. W Frontage Rd. 14 25 25 PROJECT SITE Conceptual Site Plan Figure 2 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/21/15 Fort Collins Maverik Store Traffic Impact Study Page 4 II. EXISTING CONDITIONS A. Land Use The Maverik site is located along the west side of the I-25 East Frontage Road, south of Mulberry Street. The approximate 2.46 acre site is currently occupied by an existing restaurant, now closed. The site is bordered to the south and west by an existing hotel. There is a mobile home park north of the site (on the north side of Mulberry Street) and a recreational sports center east of the site (on the east side of the Frontage Road) along Denrose Court. B. Roadway System Roadways in the vicinity of the site include:  Mulberry Street (State Highway 14). Adjacent to the site, Mulberry Street is an east- west principal arterial. The posted speed limit is 50 miles per hour (MPH). Adjacent to the site, State Highway 14 is a four-lane divided highway.  I-25 East Frontage Road. The I-25 East frontage road is a two-lane road with a posted speed limit of 30 MPH.  Denrose Court. Denrose Court is a short access road that dead ends approximately 700 feet east of the I-25 East Frontage Road. The road provides access to a number of small business and retail locations. The intersection of Mulberry Street and the Frontage Road is currently signalized. The remaining study area intersections are currently unsignalized, with STOP sign control on the minor approaches. C. Traffic Volumes and Operations AM and PM peak hour turning movement counts were recently conducted at three area intersections: (1) Mulberry Street and Frontage Road, (2) Frontage Road and right-in only Access, and (3) Frontage Road and Denrose Court. Appendix A contains the count data sheets. Existing daily volumes have been estimated based on a factor of 11.8 applied to the PM peak hour counts. Figure 3 illustrates the existing traffic volumes within the study area. As shown, existing daily volumes along Mulberry Street have been estimated at 12,700 vehicles per day (VPD) west of the Frontage Road and 7,000 VPD east of the Frontage Road. However, per Colorado Department of Transportation (CDOT) data, the average annual daily traffic along Mulberry Street is approximately 18,000 (VPD) west of the Frontage Road. The difference between the CDOT data and the recent counts suggests that some traffic may be avoiding this section of Mulberry Street due to current construction activity. The peak hour traffic counts reveal that the right-in only access on the Frontage Road now functions informally as a two-way driveway, and is being used for outbound vehicles making turns onto the Frontage Road. For purposes of the existing conditions analysis, this access has been analyzed as a full-movement intersection. Traffic operations within the study area were evaluated according to techniques documented in the Highway Capacity Manual (Transportation Research Board, 2010) using the existing traffic volumes, intersection geometry, and traffic control. Level of Service (LOS) is a qualitative measure of traffic operational conditions based on roadway capacity and vehicle delay. LOS is Fort Collins Maverik Store Traffic Impact Study Page 5 described by a letter designation ranging from A to F, with LOS A representing almost free-flow travel, while LOS F represents congested conditions. For stop-sign controlled intersections, LOS is calculated for each movement that must yield the right-of-way. LOS D is typically considered to be acceptable for peak hour traffic operations. Figure 3 also shows the existing traffic control, intersection geometry, and results of the LOS analysis (analysis worksheets are included in Appendix B). Traffic operations within the study area are currently acceptable. The signalized intersection of Mulberry Street and Frontage Road currently operates at LOS C during both peak hours. The unsignalized movements at Frontage Road and Denrose Court operate at LOS B or better during both peak hours. Existing Traffic Volumes, Levels of Service and Lane Geometry Figure 3 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/21/15 Frontage Rd. Mulberry St. Denrose Ct. 12,700 7,000 5,550 2,540 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Traffic Signal XXX(XXX) LEGEND X/X STOP C/C A/A A/A B/B B/B 10(25) 295(230) 20(10) 235(170) 35(45) 5(25) 80(150) 115(265) 125(130) 125(125) 25(55) 25(35) 85(115) 5(5) 20(25) 5(10) 55(65) 120(105) 25(10) 5(5) 5(10) 5(5) 50(85) 20(25) 5(5) 175(180) 15(5) 5(0) 160(210) STOP STOP STOP Fort Collins Maverik Store Traffic Impact Study Page 7 III. FUTURE CONDITIONS A. Site Trip Generation A trip generation analysis was conducted using the rates documented in TRIP GENERATION, 9th Edition, Institute of Transportation Engineers, 2012. Table 1 summarizes the trip generation for the proposed Maverik convenience store/gas station development. A pass-by trip assignment was also applied to the trip generation estimates. Due to the convenience nature of the development, it is expected that some trips would be attracted to the site from background traffic passing by the site. A pass-by trip is defined as an intermediate stop on the way to the primary trip destination; as such, they are not new trips being added to the roadway system. A stop at the Maverik Store on the way home from work is an example of a pass-by trip. A 25 percent pass-by trip percentage was applied in this study. As indicated in Table 1, 52 pass-by trips are expected during the AM peak hour and 68 during the PM peak hour. Table 1. Site Trip Generation Estimates - Maverik Convenience Store/Gas Station Development Land Use Quantity Daily Trips AM Peak Hour Trips PM Peak Hour Trips In Out Total In Out Total Maverik Store (1) 20 Fueling Stations 3255 102 102 204 135 135 270 Pass-by Trips (25%) -815 -26 -26 -52 -34 -34 68 Net New Trips 2440 76 76 152 101 101 202 1. ITE Code 945. Gasoline/Service Station with Convenience Market It can be seen that Maverik convenience store/gas station development would have the potential to generate approximately 2,440 new external vehicle trips daily. About 152 of these trips would occur in the AM peak hour, and about 202 would occur during the PM peak hour. B. Trip Distribution and Traffic Assignment The site trip generation estimates were distributed to the adjacent roadways based on existing and projected future travel patterns, as depicted on Figure 4. Trip generation estimates from Table 1 were assigned to the adjacent roadway system based on the following overall trip distribution estimates:  75 percent to/from the east via Mulberry Street  15 percent to/from the west via Mulberry Street  5 percent to/from the north via the I-25 East Frontage Road  5 percent to/from the south via the I-25 East Frontage Road The resultant site generated traffic assignment is illustrated on Figure 5. Fort Collins Maverik Store Traffic Impact Study Page 8 The pass-by trip distribution is also depicted on Figure 4. Because pass-by trips are intermediate stops on the way to primary trip destinations, the directional distribution varies according to existing commuter patterns extracted from the peak hour counts. The resultant pass-by trip distribution is as follows:  70 percent to/from westbound Mulberry Street during the AM peak hour  30 percent to/from eastbound Mulberry Street during the AM peak hour  45 percent to/from westbound Mulberry Street during the PM peak hour  55 percent to/from eastbound Mulberry Street during the PM peak hour Site Trip Distribution Figure 4 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/22/15 N E F r o n t a g e R d . Cloverleaf Wy. Mulberry St. Frontage Rd. Denrose Ct. = Site Trip Distribution Percentage = AM/PM Pass-By Percentage LEGEND XX% XX% (XX%) 30% (55)% 70% 75% (45)% 15% 5% 5% 14 25 25 PROJECT SITE Site Generated Traffic Assignment Figure 5 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/22/15 Frontage Rd. Mulberry St. Denrose Ct. 1,830 370 120 120 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes XXX(XXX) LEGEND 11(15) 4(5) 57(76) 57(76) 4(5) 11(15) 19(9) 7(25) 26(34) 26(34) 65(86) 98(130) 4(5) 4(5) 7(10) 91(120) -7(-25) 7(25) -19(-9) 19(9) 98(130) 26(34) 26(34) 14 PROJECT SITE New Trips New Trips New Trips Pass-By Trips Pass-By Trips Pass-By Trips Fort Collins Maverik Store Traffic Impact Study Page 11 C. Background Traffic Short Range Future Background traffic is the component of roadway volumes that would use the adjacent roadway system regardless of site development. For the Short Range Future background scenario, it was assumed that traffic activity at the accesses to the Maverik development would remain the same as the existing conditions. CDOT forecasts a 3.4 percent annual growth rate along Mulberry Street/State Highway 14. The 3.4 percent annual growth rate has been applied to all turning movements the intersection of Mulberry Street and the I-25 Frontage Road. To account for normalized usage of Mulberry Street once current construction activities are completed, through-volume adjustments were made to develop the 2016 background traffic volumes for the Short Range Future scenario, as shown on Figure 6. As shown, daily traffic volumes along Mulberry Street is projected to experience approximately 19,650 VPD west of the Frontage Road and 13,950 VPD east of the Frontage Road. The Short Range Future background traffic volumes were used as the basis for intersection capacity analyses, the results of which are also shown on Figure 6 (LOS worksheets are included in Appendix C). The existing lane configuration was assumed to remain for the year 2016. Turning movements at the right-in only access have been reassigned to conform to the intended access restrictions. As indicated on Figure 6, unsignalized movements within the study area would continue to operate acceptably, at LOS B or better during the AM and PM peak hours. The signalized intersection of Mulberry Street/Frontage Road is projected to operate at LOS C during both AM and PM peak hours. Short Range Future Background Traffic Volumes, Levels of Service and Lane Geometry Figure 6 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/21/15 Frontage Rd. Mulberry St. Denrose Ct. 19,650 13,950 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Traffic Signal XXX(XXX) LEGEND X/X STOP 5,430 3,000 C/C A/A A/A B/B B/B 10(30) 530(415) 25(15) 245(175) 40(50) 5(30) 85(155) 350(645) 130(135) 130(130) 30(60) 30(40) 90(120) 5(5) 25(30) 10(10) 60(80) 120(105) 35(20) 5(5) 10(15) 10(10) 65(90) 25(30) 5(5) 190(195) 190(230) STOP STOP STOP 14 PROJECT Fort Collins Maverik Store Traffic Impact Study Page 13 Long Range Future For the Long Range Future background scenario, the CDOT annual growth rate of 3.4 percent was applied to all turning movements the intersection of Mulberry Street and the I-25 Frontage Road. Under the Long Range Future Scenario, it is anticipated that the existing motel, adjacent to the Maverik site, would be redeveloped with commercial uses. For this analysis, it is estimated that office/retail uses could be developed at a Floor Area Ratio of 0.25. Inbound and outbound volumes at the site access locations have been adjusted to reflect this potential future land use. The 2040 background traffic volumes for the Long Range Future scenario are shown on Figure 7. As shown, daily traffic volumes along Mulberry Street has been forecasted to experience approximately 40,000 VPD west of the Frontage Road and 28,000 VPD east of the Frontage Road. The Frontage Road would carry about 8,790 VPD south of the site. The long term lane configuration was assumed to include a southbound right-turn lane at Mulberry Street/Frontage Road in the year 2040. The Long Range Future background peak hour traffic volumes were used as the basis for intersection capacity analyses, the results of which are also shown on Figure 7 (LOS worksheets are included in Appendix C). As shown, movements through unsignalized intersections within the study area would generally operate at acceptable levels, LOS D or better, during the AM and PM peak hours. The signalized intersection of Mulberry Street/Frontage Road is projected to operate at LOS C during the AM and PM peak hours. Long Range Future Background Traffic Volumes, Levels of Service and Lane Geometry Figure 7 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/21/15 Frontage Rd. Mulberry St. Denrose Ct. 40,000 28,000 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Traffic Signal XXX(XXX) LEGEND X/X STOP 8,790 C/C A/A A/A C/C D/D 25(60) 1190(925) 50(25) 545(395) 85(105) 15(60) 185(350) 785(1445) 290(300) 290(290) 60(130) 60(85) 90(120) 5(5) 25(30) 15(25) 270(285) 130(115) 40(25) 5(5) 15(20) 15(15) 280(360) 30(35) 10(5) 415(425) 410(505) STOP STOP STOP 14 PROJECT SITE Fort Collins Maverik Store Traffic Impact Study Page 15 D. Total Traffic Conditions Short Range Future The Short Range Future site generated traffic volumes (Figure 5) were added to the corresponding background volumes (Figure 6) to produce the Short Range Future total traffic volumes shown on Figure 8. As shown, the total daily traffic volumes are projected to increase along Mulberry Street to approximately 21,550 VPD west of the Frontage Road and 14,350 VPD east of the Frontage Road. The Frontage Road is projected to carry approximately 3,120 vehicles per day south of the site. The Short Range Future total peak hour volumes were used as the basis for intersection capacity analyses, the results of which are also summarized on Figure 8 (analysis worksheets are included in Appendix D). In the projected year 2016, movements through the unsignalized intersections would operate at LOS D or better. The signalized intersection of Mulberry Street/Frontage Road is projected to operate at LOS C during the AM and PM peak hours. Long Range Future The Long Range Future site generated traffic volumes (Figure 5) were added to the Long Range Future background traffic volumes (Figure 7) to produce the total traffic volumes shown on Figure 9. The total daily traffic volumes are projected to increase along Mulberry Street to approximately 41,900 VPD west of the Frontage Road and 28,400 VPD east of the Frontage Road. The Frontage Road would carry about 8,910 VPD south of the site. The Long Range Future total peak hour volumes were used as the basis for intersection capacity analyses, the results of which are also summarized on Figure 9 (analysis worksheets are included in Appendix D). By the year 2040, the signalized intersection of Mulberry Street/Frontage Road is projected to operate at LOS C during the AM and LOS D during the PM peak hour. Outbound movements at the primary site access are projected to operate at LOS F during the AM and PM peak hours, indicating on-site congestion and delays for motorists exiting the site. All other movements at the intersection are projected to operate at LOS C or better during the AM and PM peak hours. To evaluate potential traffic control improvements to mitigate congestion at the primary site access, traffic signal warrant analyses, using Long Range Future Total traffic volumes, were conducted at the Frontage Road/Denrose Court intersection to determine the potential for a traffic signal (warrant worksheets are included in Appendix E) . The analyses are based on criteria contained in the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition. The MUTCD contains nine warrants for traffic signal installation, based on a variety of information and situations; for this report, the analyses focused on the traffic volume requirements for Warrant 3, the Peak Hour Warrant. Although the peak hour warrant is only applied in special cases, meeting this volume requirement is generally a good indication if an intersection has the potential to warrant a traffic signal. The analyses indicate that the projected volumes would be sufficient to meet the criteria of Warrant 3. However, due to the close proximity to the existing signal at Mulberry Street/Frontage Road (about 400 feet), this intersection us an unlikely candidate for signalization in the future. Short Term Future Total Traffic Volumes, Levels of Service and Lane Geometry Figure 8 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/22/15 Frontage Rd. Mulberry St. Denrose Ct. 21,480 14,320 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Traffic Signal XXX(XXX) LEGEND X/X STOP 5,550 3,120 C/C A/A A/A B/B C/D 10(30) 511(406) 55(39) 245(175) 44(55) 5(30) 85(155) 343(620) 194(236) 206(215) 34(65) 48(80) 90(120) 5(5) 25(30) 101(130) 60(80) 120(105) 133(150) 5(5) 14(20) 14(115) 65(90) 25(30) 12(15) 281(315) 288(360) STOP STOP STOP 14 PROJECT Long Term Future Total Traffic Volumes, Levels of Service and Lane Geometry Figure 9 FELSBURG HOL T & ULLEVIG Maverick Fort Collins TIS 15-277 9/22/15 Frontage Rd. Mulberry St. Denrose Ct. 41,830 28,370 XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Intersection Level of Service = Stop Sign = Traffic Signal XXX(XXX) LEGEND X/X STOP 8,910 C/D A/A A/A C/C F/F 25(60) 1171(916) 80(49) 545(390) 89(110) 15(60) 185(350) 778(1420) 354(401) 366(375) 64(135) 78(125) 90(120) 5(5) 25(30) 106(145) 270(285) 130(115) 136(155) 5(5) 19(25) 19(20) 280(360) 30(35) 17(15) 506(545) 508(635) STOP STOP STOP 14 PROJECT SITE Fort Collins Maverik Store Traffic Impact Study Page 18 The MUTCD also provides warrants for all-way STOP sign control, as follows:  The vehicular volume entering the intersection from the major street approaches (total of both approaches) averages at least 300 vehicles per hour for any 8 hours of an average day; and  The combined vehicular, pedestrian and bicycle volume entering the intersection from the minor street approachs (total of both approaches) averages at least 200 units per hour for the same 8 hours, with an average delay to minor-street vehicular traffic of at least 30 seconds per vehicle during the highest hour. The Long Range Future Total Traffic 8-hour traffic volumes for the intersection (as shown in the warrant worksheets in Appendix E) are projected to meet the above criteria for all-way STOP sign control at the intersection of Frontage Road/Denrose Court. In the interim, however, the current two-way STOP control should be retained until such time as safety or operational issues arrise. Traffic conditions should be periodically monitored and all-way STOP control considered if and when when warranted. Fort Collins Maverik Store Traffic Impact Study Page 19 IV. EVALUATION OF PEDESTRIAN FACILITIES IN THE AREA An estimated 5 percent of trips to/from the proposed Maverik Store have been estimated to be pedestrian trips. This equates to about 10 pedestrian trips during the AM peak hour and 14 pedestrian trips during the PM peak hour. It is anticipated that many of these pedestrian trips would travel to/from the mobile home community on the north side of Mulberry Street. Some pedestrian activity could be generated to/from the existing sports center to the east of the site. There is currently a combination of detached and attached sidewalks provided along study area roadways. However, a sidewalk is not provided along the west side of the Frontage Road adjacent to the Maverik site. A detached sidewalk is provided on the east side of the Frontage Road, with wheelchair ramps to facilitate crossing at Denrose Court (no marked crosswalk is provided). Crosswalks are provided crossing the north and east legs of the signalized Mulberry Street/Frontage Road intersection. The existing signal installation provides pedestrian signal heads and actuator buttons for these established pedestrian crossings. When the Maverik site is developed, a 5-foot detached sidewalk should be installed along the site frontage to facilitate pedestrian connections in the area. Protection for east-west pedestrian crossings of the frontage road would also be needed. A crosswalk should be installed on the south leg of the Frontage Road/Denrose Court intersection to minimize pedestrian conflicts with the relatively heavy vehicular movements orient to/from Mulberry Street. Because this leg of the intersection is uncontrolled, appropriate signing (MUTCD W11-2) would be needed in advance of and at the crosswalk. A wheelchair ramp would also be required to connect to the detached sidewalk along the east side of the frontage road. Fort Collins Maverik Store Traffic Impact Study Page 20 V. SUMMARY AND RECOMMENDATIONS A new Maverik gas station and convenience store development is proposed to for the southwest quadrant of Mulberry Street (State Highway 14) and the I-25 East Frontage Road in Fort Collins, Colorado. The proposed Maverik development would replace an existing restaurant with an approximate 5,046 square foot convenience store and a 20 fueling-position gas station. The Maverik development would have the potential to generate approximately 2,440 new vehicle trips on a daily basis. About 152 of these trips would occur in the AM peak hour, and about 202 would occur during the PM peak hour. The potential traffic impacts of the Maverik development were evaluated under both Short Range Future (year 2016) and Long Range Future (year 2040) scenarios. In general, the adjacent roadway system is projected to have sufficient capacity to accommodate the projected traffic volumes, subject to the following recommendations:  Concurrent with development of this site, a five-foot detached sidewalk, consistent with other sidewalks in the area, should be installed along the west side of the frontage road adjacent to the site.  Concurrent with the development, a crosswalk should be installed on the south leg of the Frontage Road/Denrose Court intersection. Because this leg of the intersection is uncontrolled, appropriate signing (MUTCD W11-2) should be installed in advance of and at the crosswalk. A wheelchair ramp should be installed on the east side of the frontage road to connect to the existing detached sidewalk.  In the Long Range Future, it is recommended that a southbound right-turn auxiliary lane be added at the signalized intersection of Mulberry Street and the I-25 Frontage Road. This improvement would be needed to accommodate anticipated growth in background traffic volumes; the Maverik development would not contribute additional trip to this movement.  In the Long Range Future, congestion and delays are projected for motorists exiting the site. This condition is due to the relatively heavy through volumes projected along the frontage road in combination with the predominant left-turn movement exiting the site. Although the projected traffic volumes could meet signal warrants, the close proximity of the existing traffic signal at Mulberry Street precludes signalization at the site access/Denrose Court. It is recommended that traffic conditions at this intersection be monitored periodically, and the installation of all-way STOP sign control be considered if and when warrants are met. Fort Collins Maverik Store Traffic Impact Study Appendix A APPENDIX A. TRAFFIC COUNTS File Name : #1 FRONTAGE&MULBERRYAM Site Code : 1 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound E. MULBERRY ST. Westbound FRONTAGE RD. Northbound E. MULBERRY ST. Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 59 8 1 0 1 87 2 0 5 5 14 0 12 17 24 0 235 07:15 AM 61 6 1 0 1 71 1 0 5 3 20 0 25 30 14 0 238 07:30 AM 76 10 1 0 2 81 8 0 5 7 37 0 33 36 18 0 314 07:45 AM 38 10 4 0 5 55 3 0 8 8 34 0 30 32 24 0 251 Total 234 34 7 0 9 294 14 0 23 23 105 0 100 115 80 0 1038 08:00 AM 32 6 4 1 8 62 3 0 2 5 28 0 33 27 10 0 221 08:15 AM 39 6 3 2 5 66 7 0 7 5 25 0 29 34 12 0 240 08:30 AM 24 8 2 0 5 70 8 0 6 3 33 0 31 38 6 0 234 08:45 AM 29 12 6 0 2 55 2 0 6 6 25 0 22 32 10 0 207 Total 124 32 15 3 20 253 20 0 21 19 111 0 115 131 38 0 902 Grand Total 358 66 22 3 29 547 34 0 44 42 216 0 215 246 118 0 1940 Apprch % 79.7 14.7 4.9 0.7 4.8 89.7 5.6 0 14.6 13.9 71.5 0 37.1 42.5 20.4 0 Total % 18.5 3.4 1.1 0.2 1.5 28.2 1.8 0 2.3 2.2 11.1 0 11.1 12.7 6.1 0 FRONTAGE RD. E. MULBERRY ST. E. MULBERRY ST. FRONTAGE RD. Right 358 Thru 66 Left 22 Peds 3 Out In Total 189 449 638 Right 29 Thru 547 Left 34 Peds 0 Out In Total 312 610 922 Left 216 Thru 42 Right 44 Peds File Name : #1 FRONTAGE&MULBERRYAM Site Code : 1 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound E. MULBERRY ST. Westbound FRONTAGE RD. Northbound E. MULBERRY ST. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 59 8 1 0 68 1 87 2 0 90 5 5 14 0 24 12 17 24 0 53 235 07:15 AM 61 6 1 0 68 1 71 1 0 73 5 3 20 0 28 25 30 14 0 69 238 07:30 AM 76 10 1 0 87 2 81 8 0 91 5 7 37 0 49 33 36 18 0 87 314 07:45 AM 38 10 4 0 52 5 55 3 0 63 8 8 34 0 50 30 32 24 0 86 251 Total Volume 234 34 7 0 275 9 294 14 0 317 23 23 105 0 151 100 115 80 0 295 1038 % App. Total 85.1 12.4 2.5 0 2.8 92.7 4.4 0 15.2 15.2 69.5 0 33.9 39 27.1 0 PHF .770 .850 .438 .000 .790 .450 .845 .438 .000 .871 .719 .719 .709 .000 .755 .758 .799 .833 .000 .848 .826 FRONTAGE RD. E. MULBERRY ST. E. MULBERRY ST. FRONTAGE RD. Right 234 Thru 34 Left 7 Peds 0 Out In Total 112 275 387 Right 9 Thru 294 Left 14 Peds 0 Out In Total 145 317 462 Left 105 Thru 23 Right 23 Peds 0 Out In Total 148 151 299 Left 80 File Name : #1 FRONTAGE&MULBERRYPM Site Code : 1 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound E. MULBERRY ST. Westbound FRONTAGE RD. Northbound E. MULBERRY ST. Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 44 11 8 0 4 53 2 0 7 12 31 0 32 64 43 0 311 04:15 PM 31 13 6 0 3 61 1 0 10 14 35 0 28 65 40 0 307 04:30 PM 69 12 5 0 9 63 1 0 9 15 26 1 29 79 31 0 349 04:45 PM 26 10 6 0 10 55 3 0 10 15 21 0 34 59 38 0 287 Total 170 46 25 0 26 232 7 0 36 56 113 1 123 267 152 0 1254 05:00 PM 30 11 8 0 9 55 3 0 9 19 32 0 40 66 23 0 305 05:15 PM 30 10 6 0 7 55 2 0 8 16 29 1 33 73 36 0 306 05:30 PM 37 14 3 1 6 48 4 0 6 15 25 1 20 72 34 0 286 05:45 PM 13 15 3 0 12 58 8 1 6 12 28 3 26 78 24 0 287 Total 110 50 20 1 34 216 17 1 29 62 114 5 119 289 117 0 1184 Grand Total 280 96 45 1 60 448 24 1 65 118 227 6 242 556 269 0 2438 Apprch % 66.4 22.7 10.7 0.2 11.3 84.1 4.5 0.2 15.6 28.4 54.6 1.4 22.7 52.1 25.2 0 Total % 11.5 3.9 1.8 0 2.5 18.4 1 0 2.7 4.8 9.3 0.2 9.9 22.8 11 0 FRONTAGE RD. E. MULBERRY ST. E. MULBERRY ST. FRONTAGE RD. Right 280 Thru 96 Left 45 Peds 1 Out In Total 447 422 869 Right 60 Thru 448 Left 24 Peds 1 Out In Total 666 533 1199 Left 227 Thru 118 Right 65 Peds File Name : #1 FRONTAGE&MULBERRYPM Site Code : 1 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound E. MULBERRY ST. Westbound FRONTAGE RD. Northbound E. MULBERRY ST. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 44 11 8 0 63 4 53 2 0 59 7 12 31 0 50 32 64 43 0 139 311 04:15 PM 31 13 6 0 50 3 61 1 0 65 10 14 35 0 59 28 65 40 0 133 307 04:30 PM 69 12 5 0 86 9 63 1 0 73 9 15 26 1 51 29 79 31 0 139 349 04:45 PM 26 10 6 0 42 10 55 3 0 68 10 15 21 0 46 34 59 38 0 131 287 Total Volume 170 46 25 0 241 26 232 7 0 265 36 56 113 1 206 123 267 152 0 542 1254 % App. Total 70.5 19.1 10.4 0 9.8 87.5 2.6 0 17.5 27.2 54.9 0.5 22.7 49.3 28 0 PHF .616 .885 .781 .000 .701 .650 .921 .583 .000 .908 .900 .933 .807 .250 .873 .904 .845 .884 .000 .975 .898 FRONTAGE RD. E. MULBERRY ST. E. MULBERRY ST. FRONTAGE RD. Right 170 Thru 46 Left 25 Peds 0 Out In Total 234 241 475 Right 26 Thru 232 Left 7 Peds 0 Out In Total 328 265 593 Left 113 Thru 56 Right 36 Peds 1 Out In Total 176 206 382 Left 152 File Name : #2 FRONTAGE&RIGHTINACCESSAM Site Code : 2 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound RIGHT-IN ONLY ACCESS Westbound FRONTAGE RD. Northbound RIGHT-IN ONLY ACCESS Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 22 0 0 0 0 0 0 0 24 0 0 1 0 0 0 47 07:15 AM 2 30 0 0 0 0 0 0 0 27 0 0 1 0 1 0 61 07:30 AM 1 50 0 0 0 0 0 0 0 43 0 0 1 0 6 0 101 07:45 AM 1 42 0 0 0 0 0 0 0 47 0 0 2 0 3 0 95 Total 4 144 0 0 0 0 0 0 0 141 0 0 5 0 10 0 304 08:00 AM 1 41 0 0 0 0 0 0 0 35 0 0 0 0 0 0 77 08:15 AM 2 40 0 0 0 0 0 0 0 33 0 0 0 0 4 0 79 08:30 AM 2 45 0 0 0 0 0 0 0 42 0 0 2 0 0 0 91 08:45 AM 2 34 0 0 0 0 0 0 0 36 0 0 0 0 1 0 73 Total 7 160 0 0 0 0 0 0 0 146 0 0 2 0 5 0 320 Grand Total 11 304 0 0 0 0 0 0 0 287 0 0 7 0 15 0 624 Apprch % 3.5 96.5 0 0 0 0 0 0 0 100 0 0 31.8 0 68.2 0 Total % 1.8 48.7 0 0 0 0 0 0 0 46 0 0 1.1 0 2.4 0 FRONTAGE RD. RIGHT-IN ONLY ACCESS RIGHT-IN ONLY ACCESS FRONTAGE RD. Right 11 Thru 304 Left 0 Peds 0 Out In Total 302 315 617 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 0 Thru 287 Right 0 Peds File Name : #2 FRONTAGE&RIGHTINACCESSAM Site Code : 2 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound RIGHT-IN ONLY ACCESS Westbound FRONTAGE RD. Northbound RIGHT-IN ONLY ACCESS Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 1 50 0 0 51 0 0 0 0 0 0 43 0 0 43 1 0 6 0 7 101 07:45 AM 1 42 0 0 43 0 0 0 0 0 0 47 0 0 47 2 0 3 0 5 95 08:00 AM 1 41 0 0 42 0 0 0 0 0 0 35 0 0 35 0 0 0 0 0 77 08:15 AM 2 40 0 0 42 0 0 0 0 0 0 33 0 0 33 0 0 4 0 4 79 Total Volume 5 173 0 0 178 0 0 0 0 0 0 158 0 0 158 3 0 13 0 16 352 % App. Total 2.8 97.2 0 0 0 0 0 0 0 100 0 0 18.8 0 81.2 0 PHF .625 .865 .000 .000 .873 .000 .000 .000 .000 .000 .000 .840 .000 .000 .840 .375 .000 .542 .000 .571 .871 FRONTAGE RD. RIGHT-IN ONLY ACCESS RIGHT-IN ONLY ACCESS FRONTAGE RD. Right 5 Thru 173 Left 0 Peds 0 Out In Total 171 178 349 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 0 Thru 158 Right 0 Peds 0 Out In Total 176 158 334 Left 13 File Name : #2 FRONTAGE&RIGHTINACCESSPM Site Code : 2 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound RIGHT-IN ONLY ACCESS Westbound FRONTAGE RD. Northbound RIGHT-IN ONLY ACCESS Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 3 42 0 0 0 0 0 0 0 50 0 0 0 0 0 0 95 04:15 PM 2 40 0 0 0 0 0 0 0 57 0 0 0 0 2 0 101 04:30 PM 1 41 0 0 0 0 0 0 0 50 0 0 0 0 0 0 92 04:45 PM 0 47 0 0 0 0 0 0 0 46 0 0 0 0 0 0 93 Total 6 170 0 0 0 0 0 0 0 203 0 0 0 0 2 0 381 05:00 PM 4 50 0 0 0 0 0 0 0 57 0 0 0 0 3 0 114 05:15 PM 3 42 0 0 0 0 0 0 0 52 0 0 2 0 1 0 100 05:30 PM 3 35 0 0 0 0 0 0 0 45 0 0 0 0 1 0 84 05:45 PM 0 49 0 0 0 0 0 0 0 45 0 0 0 0 1 0 95 Total 10 176 0 0 0 0 0 0 0 199 0 0 2 0 6 0 393 Grand Total 16 346 0 0 0 0 0 0 0 402 0 0 2 0 8 0 774 Apprch % 4.4 95.6 0 0 0 0 0 0 0 100 0 0 20 0 80 0 Total % 2.1 44.7 0 0 0 0 0 0 0 51.9 0 0 0.3 0 1 0 FRONTAGE RD. RIGHT-IN ONLY ACCESS RIGHT-IN ONLY ACCESS FRONTAGE RD. Right 16 Thru 346 Left 0 Peds 0 Out In Total 410 362 772 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 0 Thru 402 Right 0 Peds File Name : #2 FRONTAGE&RIGHTINACCESSPM Site Code : 2 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound RIGHT-IN ONLY ACCESS Westbound FRONTAGE RD. Northbound RIGHT-IN ONLY ACCESS Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 2 40 0 0 42 0 0 0 0 0 0 57 0 0 57 0 0 2 0 2 101 04:30 PM 1 41 0 0 42 0 0 0 0 0 0 50 0 0 50 0 0 0 0 0 92 04:45 PM 0 47 0 0 47 0 0 0 0 0 0 46 0 0 46 0 0 0 0 0 93 05:00 PM 4 50 0 0 54 0 0 0 0 0 0 57 0 0 57 0 0 3 0 3 114 Total Volume 7 178 0 0 185 0 0 0 0 0 0 210 0 0 210 0 0 5 0 5 400 % App. Total 3.8 96.2 0 0 0 0 0 0 0 100 0 0 0 0 100 0 PHF .438 .890 .000 .000 .856 .000 .000 .000 .000 .000 .000 .921 .000 .000 .921 .000 .000 .417 .000 .417 .877 FRONTAGE RD. RIGHT-IN ONLY ACCESS RIGHT-IN ONLY ACCESS FRONTAGE RD. Right 7 Thru 178 Left 0 Peds 0 Out In Total 215 185 400 Right 0 Thru 0 Left 0 Peds 0 Out In Total 0 0 0 Left 0 Thru 210 Right 0 Peds 0 Out In Total 178 210 388 Left 5 File Name : #3 FRONTAGE&DENROSEAM Site Code : 3 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound DENROSE CT. Westbound FRONTAGE RD. Northbound DENROSE CT. Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 07:00 AM 0 8 19 0 10 0 4 0 4 8 0 0 1 0 5 0 59 07:15 AM 0 6 22 0 15 0 10 0 7 6 0 0 0 1 2 0 69 07:30 AM 4 14 32 0 20 1 3 0 6 14 1 0 0 1 10 0 106 07:45 AM 0 13 29 0 22 0 9 0 7 15 0 0 0 0 2 0 97 Total 4 41 102 0 67 1 26 0 24 43 1 0 1 2 19 0 331 08:00 AM 0 13 24 0 25 0 5 0 3 8 1 0 1 0 8 0 88 08:15 AM 0 12 29 2 19 0 1 0 6 11 0 0 1 0 3 0 84 08:30 AM 3 16 27 0 22 0 6 0 5 8 0 1 0 0 11 0 99 08:45 AM 1 15 19 1 22 0 2 0 5 10 0 0 0 1 1 0 77 Total 4 56 99 3 88 0 14 0 19 37 1 1 2 1 23 0 348 Grand Total 8 97 201 3 155 1 40 0 43 80 2 1 3 3 42 0 679 Apprch % 2.6 31.4 65 1 79.1 0.5 20.4 0 34.1 63.5 1.6 0.8 6.2 6.2 87.5 0 Total % 1.2 14.3 29.6 0.4 22.8 0.1 5.9 0 6.3 11.8 0.3 0.1 0.4 0.4 6.2 0 FRONTAGE RD. DENROSE CT. DENROSE CT. FRONTAGE RD. Right 8 Thru 97 Left 201 Peds 3 Out In Total 277 309 586 Right 155 Thru 1 Left 40 Peds 0 Out In Total 247 196 443 Left 2 Thru 80 Right 43 Peds File Name : #3 FRONTAGE&DENROSEAM Site Code : 3 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound DENROSE CT. Westbound FRONTAGE RD. Northbound DENROSE CT. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 4 14 32 0 50 20 1 3 0 24 6 14 1 0 21 0 1 10 0 11 106 07:45 AM 0 13 29 0 42 22 0 9 0 31 7 15 0 0 22 0 0 2 0 2 97 08:00 AM 0 13 24 0 37 25 0 5 0 30 3 8 1 0 12 1 0 8 0 9 88 08:15 AM 0 12 29 2 43 19 0 1 0 20 6 11 0 0 17 1 0 3 0 4 84 Total Volume 4 52 114 2 172 86 1 18 0 105 22 48 2 0 72 2 1 23 0 26 375 % App. Total 2.3 30.2 66.3 1.2 81.9 1 17.1 0 30.6 66.7 2.8 0 7.7 3.8 88.5 0 PHF .250 .929 .891 .250 .860 .860 .250 .500 .000 .847 .786 .800 .500 .000 .818 .500 .250 .575 .000 .591 .884 FRONTAGE RD. DENROSE CT. DENROSE CT. FRONTAGE RD. Right 4 Thru 52 Left 114 Peds 2 Out In Total 157 172 329 Right 86 Thru 1 Left 18 Peds 0 Out In Total 137 105 242 Left 2 Thru 48 Right 22 Peds 0 Out In Total 72 72 144 Left 23 File Name : #3 FRONTAGE&DENROSEPM Site Code : 3 Start Date : 8/20/2015 Page No : 1 Groups Printed- Class 1 FRONTAGE RD. Southbound DENROSE CT. Westbound FRONTAGE RD. Northbound DENROSE CT. Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total 04:00 PM 4 17 19 0 22 0 5 0 4 25 0 0 1 1 5 0 103 04:15 PM 2 20 23 0 31 1 5 0 6 18 0 0 0 1 5 0 112 04:30 PM 4 16 22 0 25 0 3 0 6 20 0 0 2 0 3 0 101 04:45 PM 2 16 27 0 26 0 5 1 8 19 2 0 5 1 3 0 115 Total 12 69 91 0 104 1 18 1 24 82 2 0 8 3 16 0 431 05:00 PM 3 14 31 0 31 0 12 0 7 25 0 0 1 0 0 0 124 05:15 PM 4 16 25 0 26 1 3 0 6 22 0 0 1 2 6 0 112 05:30 PM 2 14 20 0 28 0 6 0 4 15 0 0 0 0 2 0 91 05:45 PM 1 11 39 0 33 1 3 0 6 11 4 0 1 0 5 0 115 Total 10 55 115 0 118 2 24 0 23 73 4 0 3 2 13 0 442 Grand Total 22 124 206 0 222 3 42 1 47 155 6 0 11 5 29 0 873 Apprch % 6.2 35.2 58.5 0 82.8 1.1 15.7 0.4 22.6 74.5 2.9 0 24.4 11.1 64.4 0 Total % 2.5 14.2 23.6 0 25.4 0.3 4.8 0.1 5.4 17.8 0.7 0 1.3 0.6 3.3 0 FRONTAGE RD. DENROSE CT. DENROSE CT. FRONTAGE RD. Right 22 Thru 124 Left 206 Peds 0 Out In Total 406 352 758 Right 222 Thru 3 Left 42 Peds 1 Out In Total 258 268 526 Left 6 Thru 155 Right 47 Peds File Name : #3 FRONTAGE&DENROSEPM Site Code : 3 Start Date : 8/20/2015 Page No : 2 FRONTAGE RD. Southbound DENROSE CT. Westbound FRONTAGE RD. Northbound DENROSE CT. Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 2 20 23 0 45 31 1 5 0 37 6 18 0 0 24 0 1 5 0 6 112 04:30 PM 4 16 22 0 42 25 0 3 0 28 6 20 0 0 26 2 0 3 0 5 101 04:45 PM 2 16 27 0 45 26 0 5 1 32 8 19 2 0 29 5 1 3 0 9 115 05:00 PM 3 14 31 0 48 31 0 12 0 43 7 25 0 0 32 1 0 0 0 1 124 Total Volume 11 66 103 0 180 113 1 25 1 140 27 82 2 0 111 8 2 11 0 21 452 % App. Total 6.1 36.7 57.2 0 80.7 0.7 17.9 0.7 24.3 73.9 1.8 0 38.1 9.5 52.4 0 PHF .688 .825 .831 .000 .938 .911 .250 .521 .250 .814 .844 .820 .250 .000 .867 .400 .500 .550 .000 .583 .911 FRONTAGE RD. DENROSE CT. DENROSE CT. FRONTAGE RD. Right 11 Thru 66 Left 103 Peds 0 Out In Total 206 180 386 Right 113 Thru 1 Left 25 Peds 1 Out In Total 132 140 272 Left 2 Thru 82 Right 27 Peds 0 Out In Total 99 111 210 Left 11 Fort Collins Maverik Store Traffic Impact Study Appendix B APPENDIX B. EXISTING CONDITIONS LOS WORKSHEETS HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Existing AM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 115 125 20 295 10 125 25 25 5 35 235 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 87 125 136 22 321 11 136 27 27 5 38 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 427 1239 554 482 1181 529 355 171 171 503 528 0 Arrive On Green 0.05 0.35 0.35 0.03 0.33 0.33 0.20 0.20 0.20 0.28 0.28 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 856 856 1774 1863 0 Grp Volume(v), veh/h 87 125 136 22 321 11 136 0 54 5 38 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1712 1774 1863 0 Q Serve(g_s), s 3.8 2.9 7.3 1.0 8.0 0.6 8.0 0.0 3.1 0.2 1.8 0.0 Cycle Q Clear(g_c), s 3.8 2.9 7.3 1.0 8.0 0.6 8.0 0.0 3.1 0.2 1.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.00 Lane Grp Cap(c), veh/h 427 1239 554 482 1181 529 355 0 342 503 528 0 V/C Ratio(X) 0.20 0.10 0.25 0.05 0.27 0.02 0.38 0.00 0.16 0.01 0.07 0.00 Avail Cap(c_a), veh/h 605 1239 554 660 1181 529 355 0 342 503 528 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.3 26.3 27.7 24.3 29.3 26.8 41.6 0.0 39.7 30.9 31.5 0.0 Incr Delay (d2), s/veh 0.2 0.2 1.1 0.0 0.1 0.0 3.1 0.0 1.0 0.0 0.3 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 1.9 1.4 3.4 0.5 3.9 0.2 4.2 0.0 1.6 0.1 1.0 0.0 LnGrp Delay(d),s/veh 24.5 26.4 28.8 24.4 29.4 26.8 44.7 0.0 40.6 30.9 31.7 0.0 LnGrp LOS CCCCCCD DCC Approach Vol, veh/h 348 354 190 43 Approach Delay, s/veh 26.9 29.0 43.5 31.6 Approach LOS CCDC Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 46.0 38.0 9.9 44.1 28.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 30.0 34.0 18.0 28.0 24.0 Max Q Clear Time (g_c+I1), s 3.0 9.3 3.8 5.8 10.0 10.0 Green Ext Time (p_c), s 0.0 2.9 0.2 0.1 2.8 0.5 Intersection Summary HCM 2010 Ctrl Delay 31.3 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 2: Frontage Road Existing AM FHU Synchro 8 Report Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 15 5 0 160 175 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 16 5 0 174 190 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 280 98 196 0 - 0 Stage 1 193 - - - - - Stage 2 87 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 687 939 1374 - - - Stage 1 821 - - - - - Stage 2 926 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 687 939 1374 - - - Mov Cap-2 Maneuver 687 - - - - - Stage 1 821 - - - - - Stage 2 926 - - - - - Approach EB NB SB HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1374 - 736 - - HCM Lane V/C Ratio - - 0.03 - - HCM Control Delay (s) 0 - 10 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Existing AM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 5 5 20 5 85 5 50 20 120 55 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 5 5 22 5 92 5 54 22 130 60 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 446 408 60 402 397 65 60 0 0 76 0 0 Stage 1 321 321 - 76 76 - - - - - - - Stage 2 125 87 - 326 321 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 523 533 1005 559 540 999 1544 - - 1523 - - Stage 1 691 652 - 933 832 - - - - - - - Stage 2 879 823 - 687 652 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 439 486 1005 514 492 999 1544 - - 1523 - - Mov Cap-2 Maneuver 439 486 - 514 492 - - - - - - - Stage 1 689 596 - 930 829 - - - - - - - Stage 2 790 820 - 619 596 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.1 10.1 0.5 5.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1544 - - 485 820 1523 - - HCM Lane V/C Ratio 0.004 - - 0.078 0.146 0.086 - - HCM Control Delay (s) 7.3 - - 13.1 10.1 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.5 0.3 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Existing PM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 265 130 10 230 25 125 55 35 25 45 170 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 163 288 141 11 250 27 136 60 38 27 49 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 486 1268 567 407 1106 495 370 222 141 473 497 0 Arrive On Green 0.08 0.36 0.36 0.03 0.31 0.31 0.21 0.21 0.21 0.27 0.27 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1067 676 1774 1863 0 Grp Volume(v), veh/h 163 288 141 11 250 27 136 0 98 27 49 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1743 1774 1863 0 Q Serve(g_s), s 7.2 6.8 7.5 0.5 6.3 1.4 7.9 0.0 5.7 1.4 2.4 0.0 Cycle Q Clear(g_c), s 7.2 6.8 7.5 0.5 6.3 1.4 7.9 0.0 5.7 1.4 2.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 0.00 Lane Grp Cap(c), veh/h 486 1268 567 407 1106 495 370 0 363 473 497 0 V/C Ratio(X) 0.34 0.23 0.25 0.03 0.23 0.05 0.37 0.00 0.27 0.06 0.10 0.00 Avail Cap(c_a), veh/h 671 1268 567 584 1106 495 370 0 363 473 497 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.5 26.9 27.1 25.8 30.5 28.8 40.7 0.0 39.8 32.8 33.1 0.0 Incr Delay (d2), s/veh 0.4 0.4 1.0 0.0 0.1 0.0 2.8 0.0 1.8 0.2 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 3.5 3.4 3.5 0.2 3.1 0.6 4.1 0.0 2.9 0.7 1.3 0.0 LnGrp Delay(d),s/veh 23.9 27.3 28.2 25.9 30.6 28.9 43.5 0.0 41.7 33.0 33.5 0.0 LnGrp LOS CCCCCCD DCC Approach Vol, veh/h 592 288 234 76 Approach Delay, s/veh 26.6 30.3 42.8 33.3 Approach LOS CCDC Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 47.0 36.0 13.5 41.5 29.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 31.0 32.0 22.0 25.0 25.0 Max Q Clear Time (g_c+I1), s 2.5 9.5 4.4 9.2 8.3 9.9 Green Ext Time (p_c), s 0.0 3.5 0.3 0.3 3.3 0.8 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 2: Frontage Road Existing PM FHU Synchro 8 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 5 0 0 210 180 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 5 0 0 228 196 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 312 101 201 0 - 0 Stage 1 198 - - - - - Stage 2 114 - - - - - Critical Hdwy 6.84 6.94 4.14 - - - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 2.22 - - - Pot Cap-1 Maneuver 656 935 1368 - - - Stage 1 816 - - - - - Stage 2 898 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 656 935 1368 - - - Mov Cap-2 Maneuver 656 - - - - - Stage 1 816 - - - - - Stage 2 898 - - - - - Approach EB NB SB HCM Control Delay, s 10.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1368 - 656 - - HCM Lane V/C Ratio - - 0.008 - - HCM Control Delay (s) 0 - 10.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Existing PM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 10 5 10 25 5 115 5 85 25 105 65 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 5 11 27 5 125 5 92 27 114 71 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 481 429 71 424 416 106 71 0 0 120 0 0 Stage 1 299 299 - 117 117 - - - - - - - Stage 2 182 130 - 307 299 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 495 518 991 540 527 948 1529 - - 1468 - - Stage 1 710 666 - 888 799 - - - - - - - Stage 2 820 789 - 703 666 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 400 476 991 497 484 948 1529 - - 1468 - - Mov Cap-2 Maneuver 400 476 - 497 484 - - - - - - - Stage 1 708 614 - 885 796 - - - - - - - Stage 2 705 786 - 636 614 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 11.9 10.6 0.3 4.5 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1529 - - 548 797 1468 - - HCM Lane V/C Ratio 0.004 - - 0.05 0.198 0.078 - - HCM Control Delay (s) 7.4 - - 11.9 10.6 7.7 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.7 0.3 - - Fort Collins Maverik Store Traffic Impact Study Appendix C APPENDIX C. BACKGROUND TRAFFIC LOS WORKSHEETS HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Short Range Future Background AM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 85 350 130 25 530 10 130 30 30 5 40 245 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 92 380 141 27 576 11 141 33 33 5 43 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 373 1445 647 415 1392 623 310 150 150 444 466 0 Arrive On Green 0.05 0.41 0.41 0.03 0.39 0.39 0.17 0.17 0.17 0.25 0.25 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 856 856 1774 1863 0 Grp Volume(v), veh/h 92 380 141 27 576 11 141 0 66 5 43 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1712 1774 1863 0 Q Serve(g_s), s 3.7 8.5 6.9 1.1 14.2 0.5 8.5 0.0 4.0 0.3 2.1 0.0 Cycle Q Clear(g_c), s 3.7 8.5 6.9 1.1 14.2 0.5 8.5 0.0 4.0 0.3 2.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 0.00 Lane Grp Cap(c), veh/h 373 1445 647 415 1392 623 310 0 300 444 466 0 V/C Ratio(X) 0.25 0.26 0.22 0.07 0.41 0.02 0.45 0.00 0.22 0.01 0.09 0.00 Avail Cap(c_a), veh/h 553 1445 647 592 1392 623 310 0 300 444 466 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.7 23.5 23.1 20.2 26.4 22.2 44.4 0.0 42.5 33.8 34.5 0.0 Incr Delay (d2), s/veh 0.3 0.4 0.8 0.1 0.2 0.0 4.7 0.0 1.7 0.0 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 1.8 4.3 3.2 0.5 6.9 0.2 4.6 0.0 2.0 0.1 1.1 0.0 LnGrp Delay(d),s/veh 21.0 24.0 23.8 20.3 26.6 22.2 49.1 0.0 44.2 33.9 34.9 0.0 LnGrp LOS CCCCCCD DCC Approach Vol, veh/h 613 614 207 48 Approach Delay, s/veh 23.5 26.2 47.5 34.8 Approach LOS CCDC Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 53.0 34.0 9.8 51.2 25.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 37.0 30.0 18.0 35.0 21.0 Max Q Clear Time (g_c+I1), s 3.1 10.5 4.1 5.7 16.2 10.5 Green Ext Time (p_c), s 0.0 6.7 0.2 0.1 6.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 28.3 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Short Range Future Background AM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 35 5 10 25 5 90 10 65 25 120 60 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 5 11 27 5 98 11 71 27 130 65 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 484 446 65 440 432 84 65 0 0 98 0 0 Stage 1 326 326 - 106 106 - - - - - - - Stage 2 158 120 - 334 326 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 493 507 999 527 516 975 1537 - - 1495 - - Stage 1 687 648 - 900 807 - - - - - - - Stage 2 844 796 - 680 648 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 408 460 999 480 468 975 1537 - - 1495 - - Mov Cap-2 Maneuver 408 460 - 480 468 - - - - - - - Stage 1 682 592 - 894 801 - - - - - - - Stage 2 749 790 - 608 592 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 13.7 10.6 0.7 4.8 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1537 - - 469 774 1495 - - HCM Lane V/C Ratio 0.007 - - 0.116 0.169 0.087 - - HCM Control Delay (s) 7.4 - - 13.7 10.6 7.6 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.4 0.6 0.3 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Short Range Future Background PM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 155 645 135 15 415 30 130 60 40 30 50 175 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 168 701 147 16 451 33 141 65 43 33 54 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 483 1593 712 322 1458 652 296 175 115 384 404 0 Arrive On Green 0.07 0.45 0.45 0.03 0.41 0.41 0.17 0.17 0.17 0.22 0.22 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1047 693 1774 1863 0 Grp Volume(v), veh/h 168 701 147 16 451 33 141 0 108 33 54 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1740 1774 1863 0 Q Serve(g_s), s 6.3 16.3 6.8 0.6 10.3 1.5 8.6 0.0 6.6 1.8 2.8 0.0 Cycle Q Clear(g_c), s 6.3 16.3 6.8 0.6 10.3 1.5 8.6 0.0 6.6 1.8 2.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 0.00 Lane Grp Cap(c), veh/h 483 1593 712 322 1458 652 296 0 290 384 404 0 V/C Ratio(X) 0.35 0.44 0.21 0.05 0.31 0.05 0.48 0.00 0.37 0.09 0.13 0.00 Avail Cap(c_a), veh/h 622 1593 712 500 1458 652 296 0 290 384 404 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.3 22.6 20.0 19.2 23.8 21.2 45.3 0.0 44.4 37.5 37.9 0.0 Incr Delay (d2), s/veh 0.4 0.9 0.7 0.1 0.1 0.0 5.4 0.0 3.6 0.4 0.7 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 3.1 8.2 3.1 0.3 5.0 0.7 4.7 0.0 3.5 0.9 1.5 0.0 LnGrp Delay(d),s/veh 17.8 23.5 20.7 19.3 23.9 21.2 50.7 0.0 48.1 38.0 38.6 0.0 LnGrp LOS B C C B C C D D D D Approach Vol, veh/h 1016 500 249 87 Approach Delay, s/veh 22.2 23.6 49.5 38.4 Approach LOS CCDD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 58.0 30.0 12.6 53.4 24.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 42.0 26.0 18.0 40.0 20.0 Max Q Clear Time (g_c+I1), s 2.6 18.3 4.8 8.3 12.3 10.6 Green Ext Time (p_c), s 0.0 8.1 0.3 0.3 8.6 0.7 Intersection Summary HCM 2010 Ctrl Delay 27.0 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Short Range Future Background PM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 5 15 30 5 120 10 90 30 105 80 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 5 16 33 5 130 11 98 33 114 87 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 519 467 87 462 451 114 87 0 0 130 0 0 Stage 1 315 315 - 136 136 - - - - - - - Stage 2 204 152 - 326 315 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 467 493 971 510 504 939 1509 - - 1455 - - Stage 1 696 656 - 867 784 - - - - - - - Stage 2 798 772 - 687 656 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 373 451 971 465 461 939 1509 - - 1455 - - Mov Cap-2 Maneuver 373 451 - 465 461 - - - - - - - Stage 1 691 605 - 861 778 - - - - - - - Stage 2 677 766 - 617 605 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.9 11.1 0.6 4.1 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1509 - - 499 763 1455 - - HCM Lane V/C Ratio 0.007 - - 0.087 0.221 0.078 - - HCM Control Delay (s) 7.4 - - 12.9 11.1 7.7 - - HCM Lane LOS A - - B B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.8 0.3 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Long Range Future Background AM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 185 785 290 50 1190 25 290 60 60 15 85 545 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 201 853 315 54 1293 27 315 65 65 16 92 0 Adj No. of Lanes 121121110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 243 1679 751 267 1517 679 537 193 193 499 419 356 Arrive On Green 0.08 0.47 0.47 0.03 0.43 0.43 0.13 0.22 0.22 0.13 0.22 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 856 856 1774 1863 1583 Grp Volume(v), veh/h 201 853 315 54 1293 27 315 0 130 16 92 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1712 1774 1863 1583 Q Serve(g_s), s 7.3 20.0 15.7 2.0 39.5 1.2 16.0 0.0 7.6 0.7 4.8 0.0 Cycle Q Clear(g_c), s 7.3 20.0 15.7 2.0 39.5 1.2 16.0 0.0 7.6 0.7 4.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.50 1.00 1.00 Lane Grp Cap(c), veh/h 243 1679 751 267 1517 679 537 0 385 499 419 356 V/C Ratio(X) 0.83 0.51 0.42 0.20 0.85 0.04 0.59 0.00 0.34 0.03 0.22 0.00 Avail Cap(c_a), veh/h 338 1679 751 444 1517 679 537 0 385 499 419 356 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 25.9 21.8 20.7 18.9 30.9 19.9 30.3 0.0 39.0 25.2 37.9 0.0 Incr Delay (d2), s/veh 11.4 1.1 1.7 0.4 4.9 0.0 4.7 0.0 2.4 0.1 1.2 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 4.3 10.0 7.2 1.0 20.2 0.5 1.6 0.0 3.9 0.4 2.6 0.0 LnGrp Delay(d),s/veh 37.3 23.0 22.4 19.2 35.8 19.9 35.0 0.0 41.4 25.3 39.1 0.0 LnGrp LOS D C C B D B C D C D Approach Vol, veh/h 1369 1374 445 108 Approach Delay, s/veh 24.9 34.8 36.8 37.1 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 60.9 20.0 31.0 13.6 55.4 20.0 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 45.0 16.0 27.0 16.0 45.0 16.0 27.0 Max Q Clear Time (g_c+I1), s 4.0 22.0 18.0 6.8 9.3 41.5 2.7 9.6 Green Ext Time (p_c), s 0.1 16.3 0.0 1.2 0.3 1.7 0.0 1.1 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Long Range Future Background AM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 40 5 15 25 5 90 15 280 30 130 270 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 43 5 16 27 5 98 16 304 33 141 293 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 981 946 293 940 929 321 293 0 0 337 0 0 Stage 1 576 576 - 353 353 - - - - - - - Stage 2 405 370 - 587 576 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 229 262 746 244 268 720 1269 - - 1222 - - Stage 1 503 502 - 664 631 - - - - - - - Stage 2 622 620 - 496 502 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 176 229 746 212 234 720 1269 - - 1222 - - Mov Cap-2 Maneuver 176 229 - 212 234 - - - - - - - Stage 1 497 444 - 656 623 - - - - - - - Stage 2 526 612 - 424 444 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.7 16.1 0.4 2.6 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1269 - - 223 454 1222 - - HCM Lane V/C Ratio 0.013 - - 0.292 0.287 0.116 - - HCM Control Delay (s) 7.9 - - 27.7 16.1 8.3 - - HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) 0 - - 1.2 1.2 0.4 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Long Range Future Background PM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 350 1445 300 25 925 60 290 130 85 60 105 395 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 380 1571 326 27 1005 65 315 141 92 65 114 0 Adj No. of Lanes 121121110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 424 2006 897 171 1674 749 394 141 92 297 248 211 Arrive On Green 0.13 0.57 0.57 0.03 0.47 0.47 0.13 0.13 0.13 0.13 0.13 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1054 688 1774 1863 1583 Grp Volume(v), veh/h 380 1571 326 27 1005 65 315 0 233 65 114 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1741 1774 1863 1583 Q Serve(g_s), s 12.5 41.5 13.5 0.9 25.1 2.7 16.0 0.0 16.0 3.3 6.8 0.0 Cycle Q Clear(g_c), s 12.5 41.5 13.5 0.9 25.1 2.7 16.0 0.0 16.0 3.3 6.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00 Lane Grp Cap(c), veh/h 424 2006 897 171 1674 749 394 0 232 297 248 211 V/C Ratio(X) 0.90 0.78 0.36 0.16 0.60 0.09 0.80 0.00 1.00 0.22 0.46 0.00 Avail Cap(c_a), veh/h 524 2006 897 349 1674 749 394 0 232 297 248 211 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.8 20.3 14.2 19.2 23.3 17.4 40.6 0.0 52.0 34.6 48.0 0.0 Incr Delay (d2), s/veh 15.7 3.1 1.1 0.4 0.6 0.0 15.5 0.0 60.0 1.7 6.0 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 8.0 20.9 6.2 0.5 12.4 1.2 4.0 0.0 11.5 1.8 3.9 0.0 LnGrp Delay(d),s/veh 35.5 23.4 15.3 19.6 23.9 17.4 56.1 0.0 112.0 36.3 54.0 0.0 LnGrp LOS D C B B C B E F D D Approach Vol, veh/h 2277 1097 548 179 Approach Delay, s/veh 24.3 23.4 79.8 47.6 Approach LOS C C E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 72.0 20.0 20.0 19.2 60.8 20.0 20.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 56.0 16.0 16.0 22.0 50.0 16.0 16.0 Max Q Clear Time (g_c+I1), s 2.9 43.5 18.0 8.8 14.5 27.1 5.3 18.0 Green Ext Time (p_c), s 0.0 11.1 0.0 1.2 0.7 18.1 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 32.5 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Long Range Future Background PM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 5 20 30 5 120 15 360 35 115 285 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 5 22 33 5 130 16 391 38 125 310 27 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1071 1022 310 1016 1003 410 310 0 0 429 0 0 Stage 1 560 560 - 443 443 - - - - - - - Stage 2 511 462 - 573 560 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 198 236 730 216 242 642 1250 - - 1130 - - Stage 1 513 511 - 594 576 - - - - - - - Stage 2 545 565 - 505 511 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 140 207 730 186 212 642 1250 - - 1130 - - Mov Cap-2 Maneuver 140 207 - 186 212 - - - - - - - Stage 1 506 454 - 586 569 - - - - - - - Stage 2 425 558 - 431 454 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27 19.4 0.3 2.3 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1250 - - 217 417 1130 - - HCM Lane V/C Ratio 0.013 - - 0.25 0.404 0.111 - - HCM Control Delay (s) 7.9 - - 27 19.4 8.6 - - HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) 0 - - 1 1.9 0.4 - - Fort Collins Maverik Store Traffic Impact Study Appendix D APPENDIX D. TOTAL TRAFFIC LOS WORKSHEETS HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Short Range Future Total AM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 85 343 194 55 511 10 206 34 48 5 44 245 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 92 373 211 60 555 11 224 37 52 5 48 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 358 1340 599 380 1299 581 384 152 214 414 435 0 Arrive On Green 0.05 0.38 0.38 0.04 0.37 0.37 0.22 0.22 0.22 0.23 0.23 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 702 987 1774 1863 0 Grp Volume(v), veh/h 92 373 211 60 555 11 224 0 89 5 48 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1689 1774 1863 0 Q Serve(g_s), s 3.8 8.8 11.5 2.5 14.1 0.5 13.6 0.0 5.2 0.3 2.4 0.0 Cycle Q Clear(g_c), s 3.8 8.8 11.5 2.5 14.1 0.5 13.6 0.0 5.2 0.3 2.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.58 1.00 0.00 Lane Grp Cap(c), veh/h 358 1340 599 380 1299 581 384 0 366 414 435 0 V/C Ratio(X) 0.26 0.28 0.35 0.16 0.43 0.02 0.58 0.00 0.24 0.01 0.11 0.00 Avail Cap(c_a), veh/h 506 1340 599 549 1299 581 384 0 366 414 435 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.5 25.9 26.7 22.2 28.5 24.2 42.1 0.0 38.9 35.4 36.2 0.0 Incr Delay (d2), s/veh 0.4 0.5 1.6 0.2 0.2 0.0 6.3 0.0 1.6 0.1 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 1.9 4.4 5.3 1.2 6.9 0.2 7.3 0.0 2.6 0.1 1.3 0.0 LnGrp Delay(d),s/veh 22.8 26.4 28.4 22.4 28.7 24.2 48.5 0.0 40.4 35.4 36.7 0.0 LnGrp LOS CCCCCCD DDD Approach Vol, veh/h 676 626 313 53 Approach Delay, s/veh 26.5 28.0 46.2 36.6 Approach LOS CCDD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 49.4 32.0 9.9 48.1 30.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 34.0 28.0 16.0 34.0 26.0 Max Q Clear Time (g_c+I1), s 4.5 13.5 4.4 5.8 16.1 15.6 Green Ext Time (p_c), s 0.1 6.3 0.2 0.1 6.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Short Range Future Total AM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 133 5 14 25 5 90 14 65 25 120 60 101 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 145 5 15 27 5 98 15 71 27 130 65 110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 492 454 65 451 441 84 65 0 0 98 0 0 Stage 1 326 326 - 115 115 - - - - - - - Stage 2 166 128 - 336 326 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 487 502 999 519 510 975 1537 - - 1495 - - Stage 1 687 648 - 890 800 - - - - - - - Stage 2 836 790 - 678 648 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 402 454 999 469 461 975 1537 - - 1495 - - Mov Cap-2 Maneuver 402 454 - 469 461 - - - - - - - Stage 1 680 592 - 881 792 - - - - - - - Stage 2 740 782 - 604 592 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.7 10.7 1 3.3 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1537 - - 427 767 1495 - - HCM Lane V/C Ratio 0.01 - - 0.387 0.17 0.087 - - HCM Control Delay (s) 7.4 - - 18.7 10.7 7.6 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0 - - 1.8 0.6 0.3 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Short Range Future Total PM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 155 620 236 39 406 30 215 65 80 30 55 175 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 168 674 257 42 441 33 234 71 87 33 60 0 Adj No. of Lanes 121121110110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 438 1416 633 274 1264 566 414 178 218 355 373 0 Arrive On Green 0.08 0.40 0.40 0.03 0.36 0.36 0.23 0.23 0.23 0.20 0.20 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 763 935 1774 1863 0 Grp Volume(v), veh/h 168 674 257 42 441 33 234 0 158 33 60 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1698 1774 1863 0 Q Serve(g_s), s 6.9 16.9 14.0 1.8 11.0 1.6 14.0 0.0 9.4 1.8 3.2 0.0 Cycle Q Clear(g_c), s 6.9 16.9 14.0 1.8 11.0 1.6 14.0 0.0 9.4 1.8 3.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.55 1.00 0.00 Lane Grp Cap(c), veh/h 438 1416 633 274 1264 566 414 0 396 355 373 0 V/C Ratio(X) 0.38 0.48 0.41 0.15 0.35 0.06 0.57 0.00 0.40 0.09 0.16 0.00 Avail Cap(c_a), veh/h 540 1416 633 452 1264 566 414 0 396 355 373 0 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.9 26.7 25.8 23.4 28.3 25.3 40.6 0.0 38.9 39.1 39.7 0.0 Incr Delay (d2), s/veh 0.5 1.1 1.9 0.3 0.2 0.0 5.5 0.0 3.0 0.5 0.9 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 3.4 8.5 6.4 0.9 5.4 0.7 7.5 0.0 4.8 0.9 1.7 0.0 LnGrp Delay(d),s/veh 21.5 27.8 27.7 23.7 28.5 25.4 46.1 0.0 41.9 39.6 40.6 0.0 LnGrp LOS CCCCCCD DDD Approach Vol, veh/h 1099 516 392 93 Approach Delay, s/veh 26.8 27.9 44.4 40.3 Approach LOS CCDD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.0 52.0 28.0 13.1 46.9 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 36.0 24.0 16.0 36.0 28.0 Max Q Clear Time (g_c+I1), s 3.8 18.9 5.2 8.9 13.0 16.0 Green Ext Time (p_c), s 0.0 7.2 0.3 0.2 8.2 1.3 Intersection Summary HCM 2010 Ctrl Delay 31.0 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Short Range Future Total PM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 9.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 150 5 20 30 5 120 15 90 30 130 80 105 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 163 5 22 33 5 130 16 98 33 141 87 114 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 585 533 87 530 517 114 87 0 0 130 0 0 Stage 1 370 370 - 147 147 - - - - - - - Stage 2 215 163 - 383 370 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 422 453 971 460 462 939 1509 - - 1455 - - Stage 1 650 620 - 856 775 - - - - - - - Stage 2 787 763 - 640 620 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 330 405 971 409 413 939 1509 - - 1455 - - Mov Cap-2 Maneuver 330 405 - 409 413 - - - - - - - Stage 1 643 560 - 847 767 - - - - - - - Stage 2 666 755 - 560 560 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 25.8 11.4 0.8 3.2 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1509 - - 359 727 1455 - - HCM Lane V/C Ratio 0.011 - - 0.53 0.232 0.097 - - HCM Control Delay (s) 7.4 - - 25.8 11.4 7.7 - - HCM Lane LOS A - - D B A - - HCM 95th %tile Q(veh) 0 - - 3 0.9 0.3 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Long Range Future Total AM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 185 778 354 80 1171 25 366 64 78 15 89 545 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 201 846 385 87 1273 27 398 70 85 16 97 0 Adj No. of Lanes 121121110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 242 1610 720 268 1484 664 544 179 217 488 435 369 Arrive On Green 0.08 0.45 0.45 0.05 0.42 0.42 0.13 0.23 0.23 0.13 0.23 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 767 931 1774 1863 1583 Grp Volume(v), veh/h 201 846 385 87 1273 27 398 0 155 16 97 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1698 1774 1863 1583 Q Serve(g_s), s 7.4 20.6 21.0 3.3 39.1 1.2 16.0 0.0 9.2 0.7 5.1 0.0 Cycle Q Clear(g_c), s 7.4 20.6 21.0 3.3 39.1 1.2 16.0 0.0 9.2 0.7 5.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.55 1.00 1.00 Lane Grp Cap(c), veh/h 242 1610 720 268 1484 664 544 0 396 488 435 369 V/C Ratio(X) 0.83 0.53 0.53 0.32 0.86 0.04 0.73 0.00 0.39 0.03 0.22 0.00 Avail Cap(c_a), veh/h 336 1610 720 424 1484 664 544 0 396 488 435 369 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.1 23.4 23.6 19.5 31.6 20.6 32.7 0.0 38.8 24.6 37.2 0.0 Incr Delay (d2), s/veh 11.6 1.2 2.8 0.7 5.3 0.0 8.4 0.0 2.9 0.1 1.2 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 4.4 10.3 9.7 1.6 20.2 0.5 5.3 0.0 4.7 0.4 2.7 0.0 LnGrp Delay(d),s/veh 37.7 24.7 26.4 20.2 36.9 20.6 41.2 0.0 41.7 24.8 38.4 0.0 LnGrp LOS DCCCDCD DCD Approach Vol, veh/h 1432 1387 553 113 Approach Delay, s/veh 27.0 35.5 41.3 36.5 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 58.6 20.0 32.0 13.7 54.3 20.0 32.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 44.0 16.0 28.0 16.0 44.0 16.0 28.0 Max Q Clear Time (g_c+I1), s 5.3 23.0 18.0 7.1 9.4 41.1 2.7 11.2 Green Ext Time (p_c), s 0.1 15.3 0.0 1.4 0.3 1.4 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 32.9 HCM 2010 LOS C HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Long Range Future Total AM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 16.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 138 5 19 25 5 90 19 280 30 130 270 106 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 150 5 21 27 5 98 21 304 33 141 293 115 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 990 954 293 951 938 321 293 0 0 337 0 0 Stage 1 576 576 - 362 362 - - - - - - - Stage 2 414 378 - 589 576 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 225 259 746 240 264 720 1269 - - 1222 - - Stage 1 503 502 - 657 625 - - - - - - - Stage 2 616 615 - 494 502 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 172 225 746 206 230 720 1269 - - 1222 - - Mov Cap-2 Maneuver 172 225 - 206 230 - - - - - - - Stage 1 495 444 - 646 615 - - - - - - - Stage 2 519 605 - 420 444 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 96.4 16.3 0.5 2.1 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1269 - - 191 448 1222 - - HCM Lane V/C Ratio 0.016 - - 0.922 0.291 0.116 - - HCM Control Delay (s) 7.9 - - 96.4 16.3 8.3 - - HCM Lane LOS A - - F C A - - HCM 95th %tile Q(veh) 0.1 - - 7.2 1.2 0.4 - - HCM 2010 Signalized Intersection Summary Maverik Fort Collins TIS 1: Frontage Road & Mulberry Street Long Range Future Total PM FHU Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 350 1420 401 49 916 60 375 135 125 60 110 395 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 380 1543 436 53 996 65 408 147 136 65 120 0 Adj No. of Lanes 121121110111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222 Cap, veh/h 420 1947 871 163 1597 714 416 134 124 297 264 224 Arrive On Green 0.13 0.55 0.55 0.03 0.45 0.45 0.14 0.15 0.15 0.13 0.14 0.00 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 892 825 1774 1863 1583 Grp Volume(v), veh/h 380 1543 436 53 996 65 408 0 283 65 120 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 0 1717 1774 1863 1583 Q Serve(g_s), s 13.1 41.7 20.5 1.9 25.8 2.8 17.0 0.0 18.0 3.3 7.1 0.0 Cycle Q Clear(g_c), s 13.1 41.7 20.5 1.9 25.8 2.8 17.0 0.0 18.0 3.3 7.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 420 1947 871 163 1597 714 416 0 258 297 264 224 V/C Ratio(X) 0.91 0.79 0.50 0.32 0.62 0.09 0.98 0.00 1.10 0.22 0.45 0.00 Avail Cap(c_a), veh/h 540 1947 871 341 1597 714 416 0 258 297 264 224 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 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 20.7 21.5 16.8 21.3 25.1 18.8 43.0 0.0 51.0 33.9 47.2 0.0 Incr Delay (d2), s/veh 16.0 3.4 2.1 1.1 0.8 0.1 39.7 0.0 85.1 1.7 5.6 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 8.1 21.1 9.5 1.0 12.8 1.2 9.8 0.0 14.6 1.7 4.1 0.0 LnGrp Delay(d),s/veh 36.7 25.0 18.8 22.5 25.9 18.9 82.7 0.0 136.1 35.6 52.8 0.0 LnGrp LOS D C B C C B F F D D Approach Vol, veh/h 2359 1114 691 185 Approach Delay, s/veh 25.7 25.3 104.5 46.8 Approach LOS C C F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 70.0 21.0 21.0 19.9 58.1 20.0 22.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 54.0 17.0 17.0 24.0 46.0 16.0 18.0 Max Q Clear Time (g_c+I1), s 3.9 43.7 19.0 9.1 15.1 27.8 5.3 20.0 Green Ext Time (p_c), s 0.1 9.3 0.0 1.5 0.8 14.8 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D HCM 2010 TWSC Maverik Fort Collins TIS 3: Frontage Road & FM Access/Denrose Court Long Range Future Total PM FHU Synchro 8 Report Page 4 Intersection Int Delay, s/veh 34.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 155 5 25 30 5 120 20 360 35 115 285 145 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 0 - - 100 - 0 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 168 5 27 33 5 130 22 391 38 125 310 158 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1082 1033 310 1030 1014 410 310 0 0 429 0 0 Stage 1 560 560 - 454 454 - - - - - - - Stage 2 522 473 - 576 560 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 195 232 730 212 239 642 1250 - - 1130 - - Stage 1 513 511 - 586 569 - - - - - - - Stage 2 538 558 - 503 511 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 138 203 730 181 209 642 1250 - - 1130 - - Mov Cap-2 Maneuver ~ 138 203 - 181 209 - - - - - - - Stage 1 504 454 - 576 559 - - - - - - - Stage 2 417 548 - 426 454 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 222.3 19.7 0.4 1.8 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1250 - - 157 412 1130 - - HCM Lane V/C Ratio 0.017 - - 1.281 0.409 0.111 - - HCM Control Delay (s) 7.9 - - 222.3 19.7 8.6 - - HCM Lane LOS A - - F C A - - HCM 95th %tile Q(veh) 0.1 - - 11.9 2 0.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Fort Collins Maverik Store Traffic Impact Study Appendix E APPENDIX E. SIGNAL WARRANT WORKSHEETS Maverik Fort Collins Long Range Future Total PM Version 3.00-00 Generated with Signal Warrants Report For Intersection #3: Frontage Road & Denrose Court 24 11 8 3 4 23 11 8 3 4 22 16 12 5 6 21 16 12 5 6 20 22 17 6 7 19 55 42 16 19 18 60 46 17 20 17 109 83 31 37 16 191 145 54 65 15 196 149 56 67 14 196 149 56 67 13 213 162 60 72 12 234 178 67 80 11 245 187 70 83 10 245 187 70 83 9 262 199 74 89 8 327 249 93 111 7 343 261 98 117 6 371 282 105 126 5 414 315 118 141 4 436 332 124 148 3 512 390 146 174 2 523 398 149 178 1 545 415 155 185 N SW SE W Hour Major Streets Minor Streets Warrant Analysis Traffic Volumes Warrant Factor 100% Population < 10,000 No Speed > 40mph No Minor Approaches SE, W Major Approaches N, SW Intersection Warrants Parameters #3 Peak Hour Yes #2 Four Hour Vehicular Volume Yes #1 Eight Hour Vehicular Volume No Warrant Name Met? Warrants Summary Maverik Fort Collins Long Range Future Total PM Version 3.00-00 Generated with Warrant Met for Intersection Yes Warrant Met for Approach No Yes Total Volume Condition Met Yes Yes Number of Approaches on Intersection 4 4 Total Entering Volume on All Approaches During Same Hour 1300 1300 High Minor Volume Condition Met Yes Yes Volume on Minor Street Approach During Same Hour 155 185 Delay Condition Met No Yes VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:47 4:41 Number of Lanes on Minor Street Approach 1 1 Total Stopped Delay Per Vehicle on Minor Approach (s) 18.3 91.3 Orientation SE W Warrant 3 Condition A Hours 3 6 8 9 3 5 6 8 5 2 Met 24 5 19 2 7 No No No No No No No No No No 23 5 19 2 7 No No No No No No No No No No 22 5 28 2 11 No No No No No No No No No No 21 5 28 2 11 No No No No No No No No No No 20 5 39 2 13 No No No No No No No No No No 19 5 97 2 35 No No No No No No No No No No 18 5 106 2 37 No No No No No No No No No No 17 5 192 2 68 No No No No No No No No No No 16 5 336 2 119 No No No No No No No No No No 15 5 345 2 123 No No No No No No No No No No 14 5 345 2 123 No No No No No No No No No No 13 5 375 2 132 No No No No No No No No No No 12 5 412 2 147 No No No No No No No No No No 11 5 432 2 153 No No No No No No No No No No 10 5 432 2 153 No No No No No No No No No No 9 5 461 2 163 No No No Yes No No No No No No 8 5 576 2 204 No No Yes Yes No No No Yes No No 7 5 604 2 215 No No Yes Yes No No No Yes No No 6 5 653 2 231 No Yes Yes Yes No No Yes Yes No No 5 5 729 2 259 No Yes Yes Yes No Yes Yes Yes Yes No 4 5 768 2 272 No Yes Yes Yes No Yes Yes Yes Yes No 3 5 902 2 320 Yes Yes Yes Yes Yes Yes Yes Yes Yes No 2 5 921 2 327 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 1 5 960 2 340 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Condition Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% B Hour Major Lanes Minor Lanes Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Warrant Analysis by Hour Thru 2 Right 8 Peds 0 Out In Total 14 21 35 Peak Hour Begins at 04:15 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 0 Out In Total 177 208 385 Left 29 Thru 5 Right 11 Peds 0 Out In Total 31 45 76 8/20/2015 04:00 PM 8/20/2015 05:45 PM Class 1 North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 1 Right 2 Peds 0 Out In Total 7 26 33 Peak Hour Begins at 07:30 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 1 Out In Total 140 126 266 Left 42 Thru 3 Right 3 Peds 0 Out In Total 11 48 59 8/20/2015 07:00 AM 8/20/2015 08:45 AM Class 1 North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 0 Right 0 Peds 0 Out In Total 7 5 12 Peak Hour Begins at 04:15 PM Class 1 Peak Hour Data North All Traffic Data 9660 W. 44th Ave Wheatridge, CO, 80033 303-216-2439 www.alltrafficdata.net 0 Out In Total 348 402 750 Left 8 Thru 0 Right 2 Peds 0 Out In Total 16 10 26 8/20/2015 04:00 PM 8/20/2015 05:45 PM Class 1 North All Traffic Data 9660 W. 44th Ave Wheatridge, CO, 80033 303-216-2439 www.alltrafficdata.net Thru 0 Right 3 Peds 0 Out In Total 5 16 21 Peak Hour Begins at 07:30 AM Class 1 Peak Hour Data North All Traffic Data 9660 W. 44th Ave Wheatridge, CO, 80033 303-216-2439 www.alltrafficdata.net 0 Out In Total 311 287 598 Left 15 Thru 0 Right 7 Peds 0 Out In Total 11 22 33 8/20/2015 07:00 AM 8/20/2015 08:45 AM Class 1 North All Traffic Data 9660 W. 44th Ave Wheatridge, CO, 80033 303-216-2439 www.alltrafficdata.net Thru 267 Right 123 Peds 0 Out In Total 515 542 1057 Peak Hour Begins at 04:00 PM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 6 Out In Total 362 416 778 Left 269 Thru 556 Right 242 Peds 0 Out In Total 955 1067 2022 8/20/2015 04:00 PM 8/20/2015 05:45 PM Class 1 North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 Thru 115 Right 100 Peds 0 Out In Total 633 295 928 Peak Hour Begins at 07:00 AM Class 1 Peak Hour Data North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 0 Out In Total 315 302 617 Left 118 Thru 246 Right 215 Peds 0 Out In Total 1121 579 1700 8/20/2015 07:00 AM 8/20/2015 08:45 AM Class 1 North All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 303-216-2439 SITE SITE 14 PROJECT SITE