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HomeMy WebLinkAbout008 Gran Cielo TIS ReportTRAFFIC IMPACT STUDY REPORT for GRAN CIELO SUBDIVISION Bozeman, Montana Prepared for Madison Engineering Prepared by Marvin & Associates 1300 North Transtech Way Billings, MT 59102 October 24, 2017 TRAFFIC IMPACT STUDY REPORT for GRAN CIELO SUBDIVISION Bozeman, Montana Prepared for Madison Engineering Prepared by Marvin & Associates 1300 North Transtech Way Billings, MT 59102 October 24, 2017 P.T.O.E. # 259 i TABLE OF CONTENTS PAGE INTRODUCTION 1 SITE LOCATION & DESCRIPTION 1 EXISTING CONDITIONS 3 Streets & Intersections 3 Traffic Volumes 4 Speeds 5 Capacity 6 TRIP GENERATION 7 TRIP DISTRIBUTION 9 SITE TRAFFIC ASSIGNMENT 9 IMPACTS 11 Traffic Volumes 11 Capacity 12 Future Access Operations 13 Future Access Capacity 16 CONCLUSIONS & RECOMMENDATIONS 17 APPENDIX A – 24 Hour Traffic Count Summaries APPENDIX B - Speed Statistics APPENDIX C – Capacity Calculations ii LIST OF TABLES PAGE Table 1. Existing Peak Hour Capacity Analysis Summary 6 Table 2. Gran Cielo Subdivision Trip Generation 7 Table 3. Existing Plus Site - Peak Hour Capacity Analysis Summary 13 Table 4. Year 2032 Future Plus Site – Peak Hour Capacity Analysis Summary 16 LIST OF FIGURES PAGE Figure 1. Gran Cielo Site Location Map 2 Figure 2. Year 2017 Traffic Volumes 5 Figure 3. Full Development Site Traffic Assignment 10 Figure 4. Existing Plus Full Development Site Traffic 12 Figure 5. Full Development Future Site Traffic Assignment 14 Figure 6. Year 2027 Full Development Traffic at Graf Street Intersections 15 Gran Cielo Subdivision TIS Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 INTRODUCTION This report summarizes the findings of a traffic impact study (TIS) for the Gran Cielo Subdivision development property, which is located on the south side of Bozeman, Montana. Marvin & Associates was retained by Madison Engineering to prepare the TIS in accordance with City of Bozeman subdivision development ordinances. The primary purposes of this study were to address specific traffic impacts related to the Gran Cielo Subdivision development and to provide recommendations regarding the mitigation of any identified impacts. Having reviewed the proposed land use development plan, Marvin & Associates completed an analysis of existing conditions, addressed trip generation, trip distribution and traffic assignment, and evaluated the resulting arterial and intersection capacity impacts, before making recommendations regarding mitigation of impacts. The study methodology and analysis procedures used in this study employed the most contemporary of analysis techniques, using nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made within this report are based upon those standards and the professional judgment of the author. SITE LOCATION & DESCRIPTION The Gran Cielo Subdivision development property is bounded on its southern border by Graf Street and agricultural land on the remaining boundaries. (See Figure 1). The property consists of 39.8 acres in R-3 zoning and 8.95 acres zoned R-4. No specific plans have been developed within the overall subdivision layout, but it is estimated that approximately 743 residents would occupy the multi-family lots at full development. This TIS was prepared to evaluate the newly proposed development’s impacts on the roadway system as it currently exists and in the future. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 2 Access to the Gran Cielo Subdivision property would initially be provided from an extension of Graf Street to the west and from an extension of S 27th Avenue to the north. Two new street accesses would connect to Graf Street and four accesses would connect with S 27th Street. The City of Bozeman’s transportation plan indicates that at some future date, S. 2th would be extended from Graf Street to Garfield Street, south of the site. No specific plans were set forth for a future extension of Graf Street to the west. The transportation plan also indicates that Stucky Road will be reconstructed to provide three traffic lanes west of S 19th Avenue in the future. Potential traffic impacts associated with the initial development of Gran Cielo Subdivision property would be confined to intersections of Graf Street and Stucky Road on South 19th Avenue. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 3 EXISTING CONDITIONS Streets & Intersections Adjacent and potentially impacted public streets within a one half mile distance of the development include South 19th Avenue and the intersections of Graf Street and Stucky Road with South 19th Avenue. South 19th Avenue is a Principal Arterial north-south oriented roadway that begins at an intersection with Cottonwood Road, approximately 6 miles south of Graf Street, and continues north approximately 4.5 miles to an interchange with Interstate 90. South 19th Avenue has variable pavement widths and varying speed zones along its length. At its intersection with Graf Street, it is approximately 62’ wide and has two southbound through lanes; two northbound through lanes; and auxiliary northbound and southbound left-turn lanes. An extension of Graf Street from S 19th Avenue to S 3rd Avenue along with traffic signal modifications were recently constructed at this intersection. North of Graf Street, South 19th Avenue transitions to a two lane road section and then transitions back to a wider section at the intersection with Stucky Road, approximately 0.5 miles south of Graf Street. The intersection of Stucky Road and South 19th Avenue is similar to the Graf Street intersection except that there is only one southbound through lane on the departure side of the intersection and there is no curb and gutter on South 19th Avenue. The traffic signal at Stucky Road and South 19th Avenue is fully operational and provides two signal phases for the “T” type intersection. Graf Street and Stucky Road are both classified as Collector streets within the Urban Transportation Plan. They both provide access to residential and institutional developments west of South 19th Avenue. Both of the intersections have two approach lanes at their intersections with South 19th Avenue. Graf Street is approximately 50’ wide and accommodates a single lane of traffic in each direction with bike lanes and parking on both sides of the street. Stucky Road is Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 4 approximately 40’ wide at its intersection with South 19th Avenue and tapers back to a width of approximately 28’ west of the intersection. Traffic Volumes Hourly electronic traffic counts were taken in August 2017 on Stucky Road and two additional counts were taken on S 19th Avenue and on Graf Street in 2015. Additional counts were also taken on S 19th Avenue in 2016. The counts provided hourly variations, which were used to determine peak hour conditions and provide base volumes for average weekday projections on intersecting roadways. Summaries of the counts can be found be Appendix A of this report. The weekday peak hour traffic volumes were found to occur between 4:30 and 5:30 pm and between 7:30 and 8:30 am. Peak AM & PM turning movement counts were taken at both the Graf Street and Stucky Road intersections with South 19th Avenue in September of 2017. Average weekday traffic (AWT) volumes were calculated on street links using proportional turning movement volumes in relation to the AWT volume electronic counts. Figure 2 presents existing am & pm peak hour turning movement volumes at the potentially impacted intersections. Street segment average weekday traffic volumes are also depicted in this figure. The existing Intersection of S 27th Avenue and Graf Street was also counted, but that intersection only involves westbound left turn movements and northbound right turn movements and serves very few vehicles. No pedestrian activity was noted during the counting periods, but bike traffic was relatively substantial at the intersection of Stucky Road and South 19th Avenue. There were 12 bikes turning left onto South 19th Avenue and 6 bikes turning right onto Stucky Road from South 19th Avenue during the peak pm hour period. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 5 Speeds Speed data was also collected with the electronic counters, specifically on South 19th Avenue north of Graf Street. Appendix B contains the statistical analysis of speed data for that location. It was determined from the speed statistics that the southbound traffic had an 85th percentile speed of approximately 54 miles per hour (mph) which was identical to the 85th percentile speed of 54 mph in the northbound direction. The posted speed limit of 50 mph appears to be in an acceptable range of 85th percentile speeds. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 6 Capacity Peak am and pm hour existing condition capacity calculations were completed for the potentially impacted intersections using the HCS 2010 and SigCInema software packages (see Appendix C). Table 1 summarizes the results of the capacity calculations. Measures in the table include control delay (seconds/vehicle), level of service (LOS), volume-to-capacity (v/c) ratio, and 95% queue length. The calculation results showed that all approaches at each of the potentially impacted intersections currently operate at or above a LOS “C”. Since there is no intersection control at the intersection of S 27th Avenue and Graf Street, it was not possible to calculate capacity. Thus, the free flow conditions would result in LOS “A”. L TR L TR L TR L TR Control Delay (s/veh)20.2 19.4 19.4 20.4 5.4 17.6 5.8 16.5 LOS CB BC AB AB V/C Ratio 0.15 0.02 0.02 0.19 0.02 0.31 0.07 0.18 Queue Length (95%)10 02 14 22 L TR L TR L TR L TR Control Delay (s/veh)21.1 20.5 20.4 21.3 5.6 18.2 6.1 19.8 LOS CC CC AB AB V/C Ratio 0.14 0.05 0.02 0.18 0.05 0.27 0.16 0.42 Queue Length (95%)21 02 03 45 LR LT TR Control Delay (s/veh)20.6 17.8 8.9 13.9 19.3 18.2 LOS CB AB BB V/C Ratio 0.42 0.05 0.08 0.48 0.34 0.24 Queue Length (95%)51 26 82 LR LT TR Control Delay (s/veh)22.6 19.5 12.3 12.6 30.6 18.1 LOS CB BB CB V/C Ratio 0.45 0.05 0.11 0.40 0.78 0.26 Queue Length (95%)52 16 122 Table 1. Existing Peak Hour Capacity Analysis Summary Movement Group S. 19th Avenue & Graf Street PM Hour Movement Group S. 19th Avenue & Graf Street AM Hour S. 19th Avenue & Stucky Road PM Hour Intersection MOE EB WB NB SB Movement Group S. 19th Avenue & Stucky Road AM Hour Movement Group 16.8 B 0.46 OVERALL 22.2 C 0.59 Intersection OVERALL OVERALL 16.8 B 0.30 OVERALL 17.9 B 0.32 Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 7 TRIP GENERATION Table 2 presents a summary of trip generation for Gran Cielo Subdivision development plans. Within this table, trip generation rates and resulting trip projections for the average weekday, am, and pm peak hour are illustrated. Trip generation calculations for the development were based upon the specific land use information provided by the developer. The R-3 zone would accommodate 6.5 units per acre and the R-4 zone would have 10.4 units per acre. Using a density of 2.0 units per unit resulted in approximately 784 apartment residents. Trip generation rates were taken from ITE’s Trip Generation Report, 9th Edition. Table 2 indicates that initial development of Gran Cielo Subdivision property would generate approximately 2,656 average weekday trips (AWT) with 215 trips in the am hour and 292 trips during the peak pm hour. Land use developments typically produce multi-modal trips that include pedestrian, bicycle, and transit trips, in addition to other vehicular trips. When evaluating vehicular impacts, these non-vehicular and transit-related types of trips can often be considered negligible in terms of their potential impacts on site access points. Since the Gran Cielo Subdivision development is on the fringe of Bozeman the 784 Persons Rate* No. Trips Enter Exit Average Weekday T=3.47X-64.48 2656 1328 1328 Peak AM Hour T=0.26X+1.99 215 43 172 Peak PM Hour T=0.39X+2.03 292 190 102 Table 2. Gran Cielo Subdivision Trip Generation * ITE Trip Generation Report, 9th Edition Code 220 "Apartments" Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 8 area bicycle and pedestrian trip modes would probably not initially account for an appreciable number of trips. As future development in the surrounding area becomes denser, use of alternative modes will increase. However, it was assumed that none of the trips would be associated with pedestrian and bike modes. Trip generation potential can be further refined by determining the number of “new” external trips that would appear, as vehicular traffic, at development access points. It is common that, for developments which contain multiple land uses and/or complementary facilities, a portion of trips that would have origins or destinations at such facilities are captured internally. These trips are part of the total trip generation number, but do not have origins or destinations external to the development site, and as such, do not have an impact of the traffic network external to the development. These types of trips are known as “Internal Capture Trips” (ICT). In the case of Gran Cielo Subdivision Development, there are no diverse land uses that could create ICTs in the future. Therefore, no internal capture trips were applied to external trip numbers. Trips can be further categorized as primary purpose, diverted link, or passerby purpose trips. Primary purpose trips are trips for which the development is a primary destination from any particular origin. Diverted link trips are trips made to a development as a secondary destination that must be diverted from a path between the origin and primary destination. Passerby trips are also trips made to a development as a secondary destination, but without a diversion from the primary trip path (i.e., a stop on the way home from work). Passerby trips do not represent “new” trips added to the adjacent street system. Thus, site generated passerby trips must be considered as new external trips (movements) at the site approach or approaches, but do not appear as new trips on the adjacent street system. The proposed development would not be conducive to attraction of passerby traffic and it was assumed that none of the trips could be classified as passerby trips. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 9 TRIP DISTRIBUTION There are various methods available for determining the directional distribution of trips to and from site developments. For developments within a large urbanized area, the task is best accomplished through the creation of a computerized transportation model of the urban street system, which includes the proposed development changes. When the creation of a model is not feasible, realistic estimates can be made by determining the distribution of existing traffic volumes on the surrounding street system. The existing distribution can then be applied to newly generated trips, with adjustments made based upon the likely trip origins and destinations associated with the particular development land use or uses. For this development, an existing condition distribution was developed based upon area traffic patterns. Results of the distribution analysis indicated that 81% of the trips would be distributed to and from the north, 12% would be directed to and from the south, 7% would be to and from the east, and the remaining 5% would be to and from the west. SITE TRAFFIC ASSIGNMENT The assignment of site traffic to the surrounding street system and site access points is dependent upon several factors. Two such factors are external directional distribution and localized operational site conditions (i.e., the subdivision layout of streets). The combined calculation of demand and least time accessibility are then used to estimate likely movement volumes at each individual access point. Turning movements at each access point were then calculated through the application of the distribution to full development vehicular trip generation totals. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 0 For the Gran Cielo Subdivision Development, the aforementioned access points consist of accesses on S 27th Avenue and Graf Street and all of the trips would be funneled thru the Graf Street and S 19th Avenue intersection. With a future extension of S 27th Avenue to Stucky Road, traffic assignments would be substantially different (see “Future Operations” section of this report). Average weekday and peak hour site generated traffic was routed onto the street system. Resulting traffic volume assignments are illustrated in Figure 3 with volumes that are associated with full development of the study subdivision. The highest site traffic volumes would occur on Graf Street. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 1 IMPACTS Traffic Volumes Traffic volume impacts for site developments can be quantified by determining the change in traffic volumes expected at various points within the surrounding network of streets. Site traffic assignments give an indication of what volume of traffic could potentially be added to the street system during the average weekday (AWT). Yet in almost all cases, it is very difficult to determine AWT on any section of street to within 10% accuracy. Thus, impact analyses on streets with relative percentage increases less than 10% are not normally considered critical. In any case, the percent change in daily traffic can only be used to identify general locations where impacts could be significant. It is the determination of volume changes during peak traffic flow periods that provides specific information on the type and location of impacts that could potentially occur. Figure 4 illustrates the relative traffic volume impacts related to development site traffic. Figure 4 also illustrates year 2017 background traffic volume plus initial site traffic at each of the potentially impacted intersections. Traffic volumes would increase on all of the potentially impacted streets, yet none of the streets east and south of the Graf Street and S 19th Avenue intersection would exceed the level of significance associated with a 10% increase. The highest percent increase attributable to initial development would be approximately 900% on a short section of Graf Street immediately east of South 27th Avenue. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 2 Capacity Table 3 presents capacity analysis results for year 2017 background traffic plus site generated traffic at the potentially impacted intersections. The addition of site development traffic to background traffic would not in itself substantially impact any of the existing intersections. In comparing Table 3 with Table 1, it can be seen that some of the movements at Stucky Road and S 19th Avenue would have a decreased LOS from “B” to “C” but the LOS on all legs of the intersection would remain the same as exists. The addition of two legs to the Graf Street and S 27th Avenue intersection would result in LOS “A” on all legs except for LOS “B” on the Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 3 southbound approach. The calculations assumed that stop control would be on S 27th Avenue, since Graf Street would have the highest volume of traffic. Future Operations Future traffic volumes were calculated using an annual growth rate of 2% per year and applied to the year 2017 through traffic volumes on S 19th Avenue. Through traffic on Graf Street west of S 19th would be dependent upon future development west of S 27th Street, which is speculative at this time. Traffic growth on Stucky Road appears to be stagnant when looking at counts taken 5 years ago. Since the majority of traffic on Stucky Road originates on Cottonwood Road, west of S 27th L TR L TR L TR L TR Control Delay (s/veh)25.3 19.9 19.4 20.4 5.4 17.6 5.8 16.7 LOS CB BC AB AB V/C Ratio 0.61 0.10 0.02 0.19 0.03 0.31 0.07 0.21 Queue Length (95%)41 02 23 23 L TR L TR L TR L TR Control Delay (s/veh)23.0 20.8 20.4 21.3 6.0 18.2 6.1 21.1 LOS CC CC AB AB V/C Ratio 0.42 0.10 0.02 0.19 0.06 0.27 0.16 0.52 Queue Length (95%)32 02 14 45 LR LT TR Control Delay (s/veh)20.6 17.9 9.2 16.8 20.1 18.2 LOS CB AB CB V/C Ratio 0.42 0.05 0.10 0.64 0.40 0.24 Queue Length (95%)51 39 62 LR LT TR Control Delay (s/veh)28.0 24.2 15.0 12.2 30.2 14.7 LOS CC BB CB V/C Ratio 0.50 0.08 0.17 0.44 0.83 0.21 Queue Length (95%)62 27 142 LTR LTR LTR LTR Control Delay (s/veh)7.3 7.4 8.9 10.4 LOS AAAB V/C Ratio 0.00 0.00 0.02 0.15 Queue Length (95%)0011 LTR LTR LTR LTR Control Delay (s/veh)7.7 7.4 9.0 11.0 LOS AAAB V/C Ratio 0.00 0.01 0.01 0.11 Queue Length (95%)0001 18.5 18.8 A B 0.37 OVERALL OVERALL S. 27th Avenue & Graf Street AM Hour OVERALL B 0.43 OVERALL Table 3. Existing Plus Site - Peak Hour Capacity Analysis Summary Intersection WB NB SB Intersection Movement Group S. 19th Avenue & Graf Street AM Hour Movement Group S. 19th Avenue & Graf Street PM Hour Movement Group Movement Group OVERALL MOE EB Movement Group S. 27th Avenue & Graf Street PM Hour A S. 19th Avenue & Stucky Road AM Hour 18.0 B 0.55 Movement Group OVERALL S. 19th Avenue & Stucky Road PM Hour 22.8 C 0.68 Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 4 Avenue, it would appear that future street system connections to the south of Graf Street would limit overall volumes increases in the future. Traffic Growth on Graf Street east of S 19th Avenue includes a number of known developments: University Districts Apartments Phases 2 and 3, University District Lot 5 commercial/residential subdivision, and the Yellowstone Theological Institute on the north side of Graf Street. Traffic projections for those developments along with traffic reassignment calculations for the Graf Street and 11th Avenue extension projects were used to develop year 2032 traffic volumes. All of the above noted assumptions were used to determine potential traffic volumes on the impacted street system. Figure 5 presents the full subdivision development traffic assignment for the Gran Cielo Subdivision development. Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 5 Figure 6 presents the combined background traffic and full development traffic volumes at the potentially impacted intersections. It can be seen that Traffic on Graf Street, immediately east of S 27th Avenue, would actually be less than the volumes shown in Figure 4. This is due to the fact that approximately 67% of the site traffic would use S 27th Avenue to access Stucky Road which would have a travel time advantage for trips to and from the north. An extension of S 27th Avenue north of Stucky Road was not considered, since timing of those improvements would probably be dependent upon future development scenarios between Stucky Road and Garfield Street. . Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 6 Future Capacity Table 4 presents a summary of calculations for year 2027 traffic conditions. Capacity calculations for the Stucky Road and South 19th Avenue intersection were based on future lane geometry and traffic signal modifications that would be developed as a condition of extending Stucky Road east of S 19th Avenue. LTR LTR LTR LTR Control Delay (s/veh)22.3 20.1 19.7 23.2 5.5 18.6 7.3 16.8 LOS CC BC AB AB V/C Ratio 0.45 0.14 0.06 0.54 0.04 0.41 0.27 0.22 Queue Length (95%)32 23 14 34 LTR LTR LTR LTR Control Delay (s/veh)22.1 21.0 20.4 22.4 6.1 18.9 6.9 21.2 LOS CC CC AB AB V/C Ratio 0.30 0.14 0.03 0.35 0.07 0.34 0.27 0.53 Queue Length (95%)31 04 14 47 LTR LTR LTR LTR Control Delay (s/veh)18.2 35.4 14.7 35.6 13.3 34.6 14.7 27.9 LOS BD BD BC BC V/C Ratio 0.52 0.28 0.03 0.31 0.05 0.78 0.04 0.51 Queue Length (95%)63 12 210 19 LTR LTR LTR LTR Control Delay (s/veh)24.1 35.9 19.1 36.5 15.0 23.6 12.1 12.1 35.8 LOS CD BD BC BD V/C Ratio 0.59 0.24 0.02 0.32 0.13 0.43 0.21 0.86 Queue Length (95%)72 13 26 513 LTR LTR LTR LTR Control Delay (s/veh)7.3 7.4 8.9 10.4 LOS AAAB V/C Ratio 0.00 0.00 0.02 0.15 Queue Length (95%)0011 LTR LTR LTR LTR Control Delay (s/veh)7.7 7.4 9.4 9.7 LOS AAAA V/C Ratio 0.00 0.01 0.03 0.04 Queue Length (95%)0011 LLR Control Delay (s/veh)8.0 11.6 10.9 LOS ABB V/C Ratio 0.02 0.02 0.13 Queue Length (95%)111 LLR Control Delay (s/veh)8.013.69.9 LOS ABA V/C Ratio 0.08 0.03 0.07 Queue Length (95%)111 OVERALL OVERALL A S. 19th Avenue & Stucky Road AM Hour 29.2 C Movement Group 29.7 C 0.73 OVERALL 17.8 Table 4. Year 2032 Future Plus Site - Peak Hour Capacity Analysis Summary Intersection MOE EB WB OVERALL B S. 19th Avenue & Stucky Road PM Hour Movement Group OVERALL S. 27th Avenue & Graf Street AM Hour A NB SB Intersection Movement Group S. 19th Avenue & Graf Street AM Hour Movement Group S. 19th Avenue & Graf Street PM Hour Movement Group OVERALL 0.47 0.46 18.6 B 0.60 OVERALL Movement Group OVERALL S. 27th Avenue & Stucky Road PM Hour B Movement Group S. 27th Avenue & Graf Street PM Hour Movement Group S. 27th Avenue & Stucky Road AM Hour B Gran Cielo Subdivision Traffic Impact Study MARVIN & ASSOCIATES 10/24/2017 1 7 It was also assumed that Stucky Road would have a center continuous left turn lane at its intersection with S 27th Avenue. It can be seen that some of the movements at the Stucky Road and S 19th Avenue intersection would operate at LOS “D” in the future, but all of the approach legs would operate at LOS “C”. CONCLUSIONS & RECOMMENDATIONS Development of Gran Cielo Subdivision Development property, as detailed in this report, would add 2,656 vehicle trips to the surrounding street system on the average weekday when the subdivision is fully developed. The TIS has determined that this development will have minimal impacts to traffic operations on South 19th Avenue and at the intersections of Stucky Road and South 19th Avenue if it existed today. Analysis of future traffic growth on the surrounding street system along with planned system improvements indicate that the Stucky Road and S 19th Avenue intersection would have some movements operating below the ideal LOS. However, the impacts would not be sufficient to cause any of the intersection approaches to suffer a LOS less than “C” When design of improvements to Stucky Road are begun, dual left turn lanes on the eastbound approach to the South 19th Avenue intersection should be considered. Time saved by using dual left turns would allow all movements within the intersection to operate at LOS “C” or better. The intersection of S 27th Avenue and Graff street should be controlled using stop signs on the on the S 27th Avenue northbound and southbound intersection approaches. Stop control should also be used on each of the internal street accesses to both Graf Street and S 27th Avenue. APPENDIX A Traffic Count Volumes Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 1202010.2% 2 2300110.2% 3 0010000.0% 4 1244120.3% 5 63181081.3% 6 15 4 7 15 21 17 2.7% 7 53 12 14 65 65 61 9.5% 8 51 24 16 56 60 56 8.8% 9 54 35 84 43 33 43 6.7% 10 41 29 53 32 30 34 5.3% 11 60 32 71 34 53 49 7.7% 12 63 37 27 45 36 48 7.5% 13 63 36 40 26 39 43 6.7% 14 46 24 29 28 31 35 5.5% 15 39 26 34 40 40 6.3% 16 49 41 36 34 44 45 7.0% 17 50 57 27 30 50 52 8.1% 18 48 39 25 42 32 40 6.3% 19 21 17 8 50 26 21 3.3% 20 21 10 11 8 21 17 2.7% 21 22 12 7 4 7 14 2.2% 22 510344 60.9% 23 46533 40.6% 24 06210 20.3% Total 220 693 393 557 585 380 639 100.0% Graf Street West of S 19th Ave - Eastbound Volume Distribution 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Percent of Average Day VolumeHour of Day (Beginning) Southbound Volume Distribution Hourly % of Volume Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 1232320.3% 2 0411000.0% 3 1210000.0% 4 0140100.0% 5 2313220.3% 6 10 0 1 9 11 10 1.6% 7 37 7 263927345.3% 8 48 16 58 55 49 51 8.0% 9 41 17 52 26 40 36 5.6% 10 33 24 34 24 25 27 4.2% 11 60 25 33 41 42 48 7.5% 12 71 36 34 32 30 44 6.9% 13 52 32 37 45 49 49 7.6% 14 50 33 40 38 35 41 6.4% 15 36 25 42 37 37 5.8% 16 53 47 30 48 50 50 7.8% 17 65 56 34 63 79 67 10.5% 18 55 31 19 36 54 47 7.3% 19 37 20 21 28 35 31 4.8% 20 23 29 25 16 20 24 3.7% 21 24 23 17 12 14 20 3.1% 22 11 13 7 7 6 10 1.6% 23 69823 60.9% 24 67433 50.8% Total 280 677 392 582 616 314 641 100.0% Graf Street West of S 19th Ave - Westbound Volume Distribution 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 1 2 3 4 5 6 7 8 9 101112131415161718192021222324 Percent of Average Day VolumeHour of Day (Beginning) Northbound Volume Distribution Hourly % of Volume Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 2434330.2% 2 2711110.1% 3 1220000.0% 4 1384220.2% 5 8 6 2 11 12 10 0.8% 6 25 4 8 24 32 27 2.1% 7 90 19 40 104 92 95 7.4% 8 99 40 74 111 109 106 8.3% 9 95 52 136 69 73 79 6.2% 10 74 53 87 56 55 62 4.9% 11 120 57 104 75 95 97 7.6% 12 134 73 61 77 66 92 7.2% 13 115 68 77 71 88 91 7.1% 14 96 57 69 66 66 76 6.0% 15 0 75517677 766.0% 16 102 88 66 82 94 95 7.4% 17 115 113 61 93 129 119 9.3% 18 103 70 44 78 86 86 6.7% 19 58 37 29 78 61 52 4.1% 20 44 39 36 24 41 41 3.2% 21 46 35 24 16 21 34 2.7% 22 16 23 10 11 10 16 1.3% 23 10 15 13 5 6 10 0.8% 24 613643 70.5% Total 500 1370 785 1139 1201 694 1277 100.0% Graf Street West of S 19th Ave - EB & WB Volume Distribution 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Percent of Average Day VolumeHour of Day (Beginning) Both Directions Volume Distribution Hourly % of Volume Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 7 39 26 6 8 7 0.2% 2 9 27 11 2 7 6 0.1% 3 42158040.1% 4 13 18 12 21 19 18 0.4% 5 41 20 17 59 60 53 1.2% 6 126 84 44 159 155 147 3.2% 7 366 170 102 465 482 438 9.6% 8 364 350 199 433 426 408 8.9% 9 355 411 290 260 272 296 6.5% 10 291 404 322 242 239 257 5.6% 11 319 352 283 234 280 278 6.1% 12 330 367 230 262 249 280 6.1% 13 327 237 268 211 261 266 5.8% 14 255 281 287 228 236 240 5.3% 15 285 271 243 303 263 273 6.0% 16 299 270 265 351 265 278 6.1% 17 259 318 252 301 278 285 6.2% 18 264 254 198 229 229 249 5.5% 19 313 306 156 192 163 261 5.7% 20 291 258 155 173 143 231 5.1% 21 188 139 121 56 54 127 2.8% 22 107 142 77 26 19 89 1.9% 23 38 82 40 15 18 46 1.0% 24 38 44 37 8 10 31 0.7% Total 2082 4891 4325 3750 4032 2694 4568 100.0% S. 19th Avenue North of Graf Street - Northbound Volume Distribution 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 1 2 3 4 5 6 7 8 9 101112131415161718192021222324 Percent of Average Day VolumeHour of Day (Beginning) Northbound Volume Distribution Hourly % of Volume Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 7 32 13 5 7 6 0.2% 2 11 34 9 3 2 5 0.1% 3 21283220.1% 4 0282010.0% 5 12 5 11 12 7 10 0.3% 6 50 43 22 64 65 60 1.5% 7 127 60 74 182 157 155 3.9% 8 153 145 93 198 200 184 4.6% 9 137 150 166 161 208 169 4.2% 10 199 280 211 204 250 218 5.5% 11 284 240 275 279 249 271 6.8% 12 331 262 380 194 285 270 6.8% 13 315 333 381 277 286 293 7.4% 14 356 302 364 303 282 314 7.9% 15 391 359 332 323 383 378 9.5% 16 356 404 296 310 395 385 9.7% 17 472 458 264 336 514 481 12.1% 18 351 316 261 265 348 338 8.5% 19 118 99 244 174 290 169 4.2% 20 19 119 169 112 161 100 2.5% 21 46 129 145 82 122 99 2.5% 22 14 40 108 43 39 31 0.8% 23 31 23 51 18 31 28 0.7% 24 5 24321415 150.4% Total 1803 3955 3802 3692 4185 2000 3982 100.0% S. 19th Avenue North of Graf Street - Southbound Volume Distribution 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 14.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Percent of Average Day VolumeHour of Day (Beginning) Southbound Volume Distribution Hourly % of Volume Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31/15 9/1/15 Average % of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 14 71 39 11 15 13 0.2% 2 20 61 20 5 9 11 0.1% 3 6 331311 2 60.1% 4 13 20 20 23 19 18 0.2% 5 53 25 28 71 67 64 0.7% 6 176 127 66 223 220 206 2.4% 7 493 230 176 647 639 593 6.9% 8 517 495 292 631 626 591 6.9% 9 492 561 456 421 480 464 5.4% 10 490 684 533 446 489 475 5.6% 11 603 592 558 513 529 548 6.4% 12 661 629 610 456 534 550 6.4% 13 642 570 649 488 547 559 6.5% 14 611 583 651 531 518 553 6.5% 15 676 630 575 626 646 651 7.6% 16 655 674 561 661 660 663 7.8% 17 731 776 516 637 792 766 9.0% 18 615 570 459 494 577 587 6.9% 19 431 405 400 366 453 430 5.0% 20 310 377 324 285 304 330 3.9% 21 234 268 266 138 176 226 2.6% 22 121 182 185 69 58 120 1.4% 23 69 105 91 33 49 74 0.9% 24 43 68 69 22 25 45 0.5% Total 3885 8846 8127 7442 8217 4694 8543 100.0% S. 19th Avenue North of Graf Street - NB & SB Volume Distribution 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Percent of Average Day VolumeHour of Day (Beginning) Both Directions Volume Distribution Hourly % of Volume Hour 9/29/16 9/30/16 10/1/16 10/2/16 10/3/16 10/4/16 10/5/16 Average % of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Day 0 25 23 29 8 9 7 12 0.2% 1 19171964690.1% 2 891155350.1% 3 413184250.1% 4 18 15 12 17 14 16 16 0.3% 5 82 44 24 85 80 81 82 1.3% 6 227 72 45 208 239 254 232 3.7% 7 635 201 131 695 727 754 703 11.3% 8 530 302 177 600 605 560 574 9.2% 9 401 367 375 388 386 385 390 6.3% 10 380 368 515 346 347 521 399 6.4% 11 470 325 492 411 496 450 457 7.3% 12 423 316 483 382 377 390 393 6.3% 13 411 325 291 324 333 356 356 5.7% 14 368 377 331 307 335 337 5.4% 15 435 431 337 283 412 424 426 6.8% 16 456 435 377 313 368 448 427 6.9% 17 442 470 403 320 385 452 437 7.0% 18 350 351 262 272 280 393 344 5.5% 19 243 265 170 230 177 220 226 3.6% 20 189 150 103 115 158 166 166 2.7% 21 174 181 108 75 95 97 137 2.2% 22 89 71 60 35 53 65 70 1.1% 23 33 42 34 14 28 18 30 0.5% Total 2411 6397 4628 4593 5746 6244 3785 6230 100.0% S 19th AVENUE SOUTH OF KAGY - NORTHBOUND 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 01234567891011121314151617181920212223Percent of Average Day VolumeHour of Day (Beginning) Southbound Volume Distribution Hourly % of Volume Hour 9/29/16 9/30/16 10/1/16 10/2/16 10/3/16 10/4/16 10/5/16 Average % of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Day 0 30 41 39 14 17 19 20 0.3% 1 18263072890.1% 2 8151735350.1% 3 691140330.1% 4 1012974260.1% 5 38 25 17 56 31 39 41 0.7% 6 102 75 24 113 123 116 114 1.9% 7 253 113 113 260 249 264 257 4.4% 8 323 244 271 298 365 425 353 6.0% 9 298 266 253 239 286 245 267 4.6% 10 296 295 397 247 286 249 270 4.6% 11 338 348 296 328 277 327 318 5.4% 12 417 379 366 401 423 395 409 7.0% 13 440 387 358 352 369 385 387 6.6% 14 463 371 366 403 443 436 7.5% 15 516 552 376 304 482 469 505 8.6% 16 530 581 340 318 541 515 542 9.3% 17 553 534 296 406 586 637 578 9.9% 18 498 404 271 252 417 480 450 7.7% 19 344 247 195 220 296 334 305 5.2% 20 273 202 209 148 217 263 239 4.1% 21 191 282 138 86 121 162 189 3.2% 22 88 111 94 51 71 125 99 1.7% 23 58 64 67 33 33 43 50 0.8% Total 3051 6017 4592 4385 5496 5908 2480 5847 100.0% S 19th AVENUE SOUTH OF KAGY - SOUTHBOUND 0.0% 2.0% 4.0% 6.0% 8.0% 10.0% 12.0% 01234567891011121314151617181920212223Percent of Average Day VolumeHour of Day (Beginning) Southbound Volume Distribution Hourly % of Volume Hour 9/29/16 9/30/16 10/1/16 10/2/16 10/3/16 10/4/16 10/5/16 Average % of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Day 0 55 64 68 22 26 26 32 0.3% 1 37 43 49 13 6 14 18 0.1% 2 16 24 28 8 10 6 10 0.1% 3 10 22 12 12 4 5 8 0.1% 4 28 27 21 24 18 18 22 0.2% 5 120 69 41 141 111 120 123 1.0% 6 329 147 69 321 362 370 346 2.9% 7 888 314 244 955 976 1018 959 8.1% 8 853 546 448 898 970 985 927 7.8% 9 699 633 628 627 672 630 657 5.5% 10 676 663 912 593 633 770 668 5.6% 11 808 673 788 739 773 777 774 6.5% 12 840 695 849 783 800 785 802 6.7% 13 851 712 649 676 702 557 4.7% 14 831 748 697 710 778 773 6.5% 15 951 983 713 587 894 893 930 7.8% 16 986 1016 717 631 909 963 969 8.1% 17 995 1004 699 726 971 1089 1015 8.5% 18 848 755 533 524 697 873 793 6.7% 19 587 512 365 450 473 554 532 4.5% 20 462 352 312 263 375 429 405 3.4% 21 365 463 246 161 216 259 326 2.7% 22 177 182 154 86 124 190 168 1.4% 23 91 106 101 47 61 61 80 0.7% Total 5462 12414 9220 8978 11242 12152 5524 11892 100.0% S 19th AVENUE SOUTH OF KAGY - NB & SB 0.0% 1.0% 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 01234567891011121314151617181920212223Percent of Average Day VolumeHour of Day (Beginning) NB & SB Volume Distribution Hourly % of Volume Page 1 Stucky Road MARVIN & ASSOCIATESPO Box 80785Billings, MT 59108 Start31-Jul-17TueWedThuFriSatSunWeek AverageTimeEBWBEBWBEBWBEBWBEBWBEBWBEBWBEBWB12:00 AM * ***2668******4701:00****2356******4402:00 * ***1243******2203:00****2332******2204:00 * ***3745******4605:00****22312432******233206:00 * ***102 11293 83******98 9807:00****213214235220******22421708:00 * ***237256261248******24925209:00****142119154146******14813210:00 * ***170 134162 127******166 13011:00****249200269178******25918912:00 PM * ***201 209184239******192 22401:00****138196157185******14819002:00 * ***165 154102 134******134 14403:00****206163********20616304:00 * *270265256288********26327605:00**209253287249********24825106:00 * *162 173159 150********160 16207:00**112125103110********10811808:00 * *99 8199 110********99 9609:00**65465871********625810:00 * *28 2928 31********28 3011:00**9121415********1214Lane00954984285928331663161600000028432797Day01938569232790005640AM Peak - - - - 11:00 08:00 11:00 08:00 - - - - - - 11:00 08:00Vol. - - - - 249 256 269 248 - - - - - - 259 252PM Peak--16:0016:0017:0016:0012:0012:00------16:0016:00Vol. - - 270 265 287 288 184 239 - - - - - - 263 276 Comb.Total0 1938 5692 3279 0 0 0 5640 ADT ADT 5,650 AADT 5,650 Page 1 Stucky Road MARVIN & ASSOCIATESPO Box 80785Billings, MT 59108 Start31-Jul-17TueWedThuFriSatSunWeek AverageTimeWBEBWBEBWBEBWBEBWBEBWBEBWBEBWBEB12:00 AM * ***5257******5401:00****4352******4202:00 * ***2033******2203:00****3525******2504:00 * ***5342******4205:00****22192923******262106:00 * ***74 8846 95******60 9207:00****132216143237******13822608:00 * ***146295150288******14829209:00****75150104146******9014810:00 * ***107 127100 119******104 12311:00****157138119104******13812112:00 PM * ***146 134144141******145 13801:00****127107128114******12811002:00 * ***103 123102 78******102 10003:00****165138********16513804:00 * *266162263 158********264 16005:00**309154290196********30017506:00 * *156 140106 167********131 15407:00**841019774********908808:00 * *85 78112 61********98 7009:00**48396448********564410:00 * *30 1443 17********36 1611:00**10151212********1114Lane00988703226022811084136400000022472245Day01691454124480004492AM Peak - - - - 11:00 08:00 08:00 08:00 - - - - - - 08:00 08:00Vol. - - - - 157 295 150 288 - - - - - - 148 292PM Peak--17:0016:0017:0017:0012:0012:00------17:0017:00Vol. - - 309 162 290 196 144 141 - - - - - - 300 175 Comb.Total0 1691 4541 2448 0 0 0 4492 ADT ADT 4,501 AADT 4,501 APPENDIX B S 19th Avenue Speeds SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Northbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 35 35 4217 4217 19.61% 19.61% 36 to 40 40 1245 5462 5.79% 25.40% 41 to 45 45 2631 8093 12.23% 37.63% 46 to 50 50 5819 13912 27.06% 64.69% 51 to 55 55 5204 19116 24.20% 88.88% 56 to 60 60 1967 21083 9.15% 98.03% 61 to 65 65 271 21354 1.26% 99.29% 66 to 70 70 59 21413 0.27% 99.56% 71 to 75 75 43 21456 0.20% 99.76% 76 to 80 80 28 21484 0.13% 99.89% 81 to 85 85 16 21500 0.07% 99.97% 86 to 90 80 7 21507 0.03% 100.00% 0.00% TOTAL VEHICLES =21507 MEAN SPEED =48.34 mph 85TH PERCENTILE =54.20 mph PACE SPEED =46 mph TO 55 mph Number of Vehicles in Pace =11023 % of Total Vehicles in Pace =51.3% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 35 40 45 50 55 60 65 70 75 80 85PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Southbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 35 35 659 659 3.56% 3.56% 36 to 40 40 2148 2807 11.61% 15.17% 41 to 45 45 5039 7846 27.23% 42.40% 46 to 50 50 5581 13427 30.16% 72.57% 51 to 55 55 3205 16632 17.32% 89.89% 56 to 60 60 1514 18146 8.18% 98.07% 61 to 65 65 259 18405 1.40% 99.47% 66 to 70 70 52 18457 0.28% 99.75% 71 to 75 75 25 18482 0.14% 99.89% 76 to 80 80 12 18494 0.06% 99.95% 81 to 85 85 7 18501 0.04% 99.99% 86 to 90 90 2 18503 0.01% 100.00% TOTAL VEHICLES =18503 MEAN SPEED =48.95 mph 85TH PERCENTILE =53.59 mph PACE SPEED =41 mph TO 50 mph Number of Vehicles in Pace =10620 % of Total Vehicles in Pace =57.4% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 35 40 45 50 55 60 65 70 75 80 85PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE SPOT SPEED STUDY ANALYSIS (Counter) SITE :South 19th Avenue N of Graf DIRECTION:Southbound & Northbound DATE:8/27/15 TIME:120 Hours SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE VALUE FREQUENCY FREQUENCY FREQ (%) FREQ (%) 0 to 15 15 4876 4876 12.19% 12.19% 16 to 20 20 3393 8269 8.48% 20.67% 21 to 25 25 7670 15939 19.17% 39.84% 26 to 30 30 11400 27339 28.49% 68.33% 31 to 35 35 8409 35748 21.02% 89.35% 36 to 40 40 3481 39229 8.70% 98.05% 41 to 45 45 530 39759 1.32% 99.37% 46 to 50 50 111 39870 0.28% 99.65% 51 to 55 55 68 39938 0.17% 99.82% 56 to 60 60 40 39978 0.10% 99.92% 61 to 65 65 23 40001 0.06% 99.98% 66 to 70 70 9 40010 0.02% 100.00% TOTAL VEHICLES =40010 750 MEAN SPEED =28.63 mph 85TH PERCENTILE =33.97 mph PACE SPEED =26 mph TO 35 mph Number of Vehicles in Pace =19809 % of Total Vehicles in Pace =49.5% RANGE SPEED 0.00% 20.00% 40.00% 60.00% 80.00% 100.00% 120.00% 15 20 25 30 35 40 45 50 55 60 65PERCENTAGE OF VEHICLESSPEED (MILES/HOUR) SIGMOID CURVE APPENDIX C-1 Existing Capacity Calculations HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 09/16/2017 Case: Graf & 19th AM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 46 0.90 2 7 0.90 2 3 0.90 2 6 0.90 2 9 0.90 2 86 0.90 2 16 0.90 2 322 0.90 5 7 0.90 2 42 0.90 2 157 0.90 5 37 0.90 2 0 5 0 0 --- --- 25 0 0 0 --- --- 0 5 0 0 --- --- 5 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 338 0.039 0.257 L 0.151 20.2 C 20.0 C TR 459 0.006 0.257 TR 0.024 19.4 B WB L 357 0.005 0.257 L 0.020 19.4 B 20.3 C * TR 416 0.048 0.257 TR 0.188 20.4 C NB Lper 445 0.000 0.429 17.0 B Lpro 329 0.010 0.186 L 0.023 5.4 A * TR 1175 0.107 0.343 TR 0.311 17.6 B SB Lper 347 0.000 0.429 14.5 B * Lpro 329 0.027 0.186 L 0.070 5.8 A TR 1160 0.062 0.343 TR 0.181 16.5 B Intersection: Delay = 16.8sec/veh Int. LOS=B Xc= 0.23 * Critical Lane Group (v/s)Crit= 0.18 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Graf Street/S 19th Avenue 09/16/2017 Case: Graf & 19th AM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 1 7.7 0.0 TR 0 / 0 27.0 0.0 All 11.5 0.0 WB L 0 / 0 0.0 0.0 TR 1 / 2 21.0 0.0 All 21.0 0.0 NB L 0 / 1 17.8 0.0 TR 2 / 4 13.7 0.0 All 13.8 0.0 SB L 1 / 2 12.1 0.0 TR 2 / 2 16.4 0.0 All 15.6 0.0 Intersect. 14.8 SIG/Cinema v3.08 Marvin & Associates Page 2 46 7 3 6 9 86 16 322 7 42 157 37 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 09/16/2017 Case: Graf & 19th PM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 42 0.90 2 11 0.90 2 15 0.90 2 6 0.90 2 15 0.90 2 75 0.90 2 9 0.90 2 269 0.90 5 10 0.90 2 104 0.90 2 371 0.90 5 71 0.90 2 5 5 0 0 --- --- 25 0 0 0 --- --- 0 5 0 0 --- --- 15 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 331 0.036 0.250 L 0.142 21.1 C 20.9 C TR 431 0.013 0.250 TR 0.053 20.5 C WB L 344 0.005 0.250 L 0.020 20.4 C 21.2 C * TR 412 0.044 0.250 TR 0.177 21.3 C NB Lper 277 0.000 0.417 17.8 B Lpro 369 0.006 0.208 L 0.015 5.6 A TR 1140 0.091 0.333 TR 0.272 18.2 B SB Lper 367 0.000 0.417 17.1 B * Lpro 369 0.066 0.208 L 0.158 6.1 A * TR 1124 0.141 0.333 TR 0.422 19.8 B Intersection: Delay = 17.9sec/veh Int. LOS=B Xc= 0.32 * Critical Lane Group (v/s)Crit= 0.25 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Graf Street/S 19th Avenue 09/16/2017 Case: Graf & 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 1 / 2 6.9 0.0 TR 1 / 1 17.3 0.0 All 10.6 0.0 WB L 0 / 0 0.0 0.0 TR 1 / 2 19.3 0.0 All 19.3 0.0 NB L 0 / 0 23.9 0.0 TR 2 / 3 13.3 0.0 All 13.4 0.0 SB L 2 / 4 12.8 0.0 TR 3 / 5 14.1 0.0 All 13.9 0.0 Intersect. 13.8 SIG/Cinema v3.08 Marvin & Associates Page 2 42 11 15 6 15 75 9 269 10 104 371 71 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary Existing Conditions R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 09/16/2017 Case: STUCKY & 19TH AM EXIST Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 223 0.90 2 0 0.90 2 27 0.90 2 0 0.90 2 0 0.90 2 0 0.90 2 41 0.90 2 413 0.90 5 0 0.90 2 0 0.90 2 209 0.90 5 225 0.90 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 95 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 27.0 3.5 1.5 8.0 4.0 0.0 30.0 4.0 2.0 Actuated 80.0 Sec 11.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 597 0.140 0.338 L 0.415 20.6 C 20.3 C R 534 0.015 0.338 R 0.045 17.8 B NB Lper 408 0.000 0.450 13.4 B Lpro 177 0.026 0.100 L 0.079 8.9 A * T 950 0.254 0.525 T 0.483 13.9 B SB T 679 0.128 0.375 T 0.342 19.3 B 18.9 B R 590 0.092 0.375 R 0.244 18.2 B Intersection: Delay = 16.8sec/veh Int. LOS=B Xc= 0.46 * Critical Lane Group (v/s)Crit= 0.39 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak AM Hour Stucky Road/S 19th Avenue 09/16/2017 Case: STUCKY & 19TH AM EXIST App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 5 7.2 0.0 R 0 / 1 25.6 0.0 All 11.4 0.0 NB L 1 / 3 10.2 0.0 T 4 / 6 16.8 0.0 All 16.3 0.0 SB T 4 / 8 14.1 0.0 R 1 / 2 21.5 0.0 All 15.6 0.0 Intersect. 14.7 SIG/Cinema v3.08 Marvin & Associates Page 2 223 27 41 413 209 225 1 26 24 2 8 04 3 30 24 3 30 24 HCM Analysis Summary Existing Conditions R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 09/16/2017 Case: Stucky & 19th PM Exist Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 234 0.90 2 0 0.90 2 29 0.90 2 0 0.90 2 0 0.90 2 0 0.90 2 34 0.90 2 351 0.90 5 0 0.90 2 0 0.90 2 511 0.90 5 242 0.90 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 95 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 28.0 3.5 1.5 8.0 4.0 0.0 34.0 4.0 2.0 Actuated 85.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 583 0.147 0.329 L 0.446 22.6 C 22.3 C R 521 0.017 0.329 R 0.052 19.5 B NB Lper 163 0.000 0.471 12.6 B * Lpro 167 0.021 0.094 L 0.115 12.3 B T 980 0.215 0.541 T 0.398 12.6 B SB * T 724 0.314 0.400 T 0.785 30.6 C 27.8 C R 629 0.104 0.400 R 0.259 18.1 B Intersection: Delay = 22.2sec/veh Int. LOS=C Xc= 0.59 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Conditions R Marvin Peak PM Hour Stucky Road/S 19th Avenue 09/16/2017 Case: Stucky & 19th PM Exist App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 5 6.7 0.0 R 1 / 2 25.2 0.0 All 10.8 0.0 NB L 0 / 1 15.5 0.0 T 4 / 6 16.3 0.0 All 16.2 0.0 SB T 9 / 12 11.9 0.0 R 1 / 2 21.4 0.0 All 12.8 0.0 Intersect. 13.1 SIG/Cinema v3.08 Marvin & Associates Page 2 234 29 34 351 511 242 1 27 24 2 8 04 3 34 24 3 34 24 APPENDIX C – 2 Existing Plus Site Capacity Calculations HCM Analysis Summary Existing Plus SIte R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 10/14/17 Case: Graf & 19th AM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 185 0.90 2 18 0.90 2 27 0.90 2 6 0.90 2 12 0.90 2 86 0.90 2 21 0.90 2 322 0.90 5 7 0.90 2 42 0.90 2 157 0.90 5 72 0.90 2 5 5 0 0 --- --- 25 0 0 0 --- --- 0 5 0 0 --- --- 15 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 337 0.157 0.257 L 0.611 25.3 C 24.3 C TR 438 0.026 0.257 TR 0.100 19.9 B WB L 347 0.005 0.257 L 0.020 19.4 B 20.3 C TR 419 0.050 0.257 TR 0.193 20.4 C NB Lper 427 0.000 0.429 16.9 B Lpro 329 0.013 0.186 L 0.030 5.4 A * TR 1175 0.107 0.343 TR 0.311 17.6 B SB Lper 347 0.000 0.429 14.9 B * Lpro 329 0.027 0.186 L 0.070 5.8 A TR 1143 0.071 0.343 TR 0.207 16.7 B Intersection: Delay = 18.5sec/veh Int. LOS=B Xc= 0.37 * Critical Lane Group (v/s)Crit= 0.29 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus SIte R Marvin Peak AM Hour Graf Street/S 19th Avenue 10/14/17 Case: Graf & 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 3 / 4 8.5 0.0 TR 1 / 1 24.1 0.0 All 13.5 0.0 WB L 0 / 0 0.0 0.0 TR 1 / 2 19.0 0.0 All 19.0 0.0 NB L 0 / 2 18.0 0.0 TR 2 / 3 13.8 0.0 All 14.0 0.0 SB L 0 / 2 20.2 0.0 TR 2 / 3 16.9 0.0 All 17.3 0.0 Intersect. 15.1 SIG/Cinema v3.08 Marvin & Associates Page 2 185 18 27 6 12 86 21 322 7 42 157 72 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Existing Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 10/21/17 Case: Graf & 19th PM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 125 0.90 2 18 0.90 2 27 0.90 2 6 0.90 2 28 0.90 2 75 0.90 2 32 0.90 2 269 0.90 5 10 0.90 2 104 0.90 2 371 0.90 5 225 0.90 2 5 5 0 0 --- --- 30 0 0 0 --- --- 0 5 0 0 --- --- 80 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 328 0.106 0.250 L 0.424 23.0 C 22.5 C TR 426 0.026 0.250 TR 0.103 20.8 C WB L 337 0.005 0.250 L 0.021 20.4 C 21.3 C TR 423 0.048 0.250 TR 0.191 21.3 C NB Lper 230 0.000 0.417 16.9 B Lpro 369 0.020 0.208 L 0.060 6.0 A TR 1140 0.091 0.333 TR 0.272 18.2 B SB Lper 367 0.000 0.417 18.5 B * Lpro 369 0.066 0.208 L 0.158 6.1 A * TR 1108 0.172 0.333 TR 0.517 21.1 C Intersection: Delay = 18.8sec/veh Int. LOS=B Xc= 0.43 * Critical Lane Group (v/s)Crit= 0.34 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin Peak PM Hour Graf Street/S 19th Avenue 10/21/17 Case: Graf & 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 7.7 0.0 TR 1 / 2 21.4 0.0 All 12.6 0.0 WB L 0 / 0 0.0 0.0 TR 1 / 2 17.0 0.0 All 17.0 0.0 NB L 1 / 1 10.5 0.0 TR 2 / 4 13.6 0.0 All 13.3 0.0 SB L 1 / 4 15.2 0.0 TR 4 / 5 14.8 0.0 All 14.8 0.0 Intersect. 14.3 SIG/Cinema v3.08 Marvin & Associates Page 2 125 18 27 6 28 75 32 269 10 104 371 225 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary Existing Plus Site R Marvin Peak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 10/21/17 Case: Stucky & 19th AM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 223 0.90 2 0 0.90 2 29 0.90 2 0 0.90 2 0 0.90 2 0 0.90 2 50 0.90 2 543 0.90 5 0 0.90 2 0 0.90 2 242 0.90 5 225 0.90 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 95 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 27.0 3.5 1.5 8.0 4.0 0.0 30.0 4.0 2.0 Actuated 80.0 Sec 11.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 597 0.140 0.338 L 0.415 20.6 C 20.3 C R 534 0.017 0.338 R 0.051 17.9 B NB Lper 376 0.000 0.450 16.1 B Lpro 177 0.032 0.100 L 0.101 9.2 A * T 950 0.333 0.525 T 0.635 16.8 B SB T 679 0.149 0.375 T 0.396 20.1 C 19.4 B R 590 0.092 0.375 R 0.244 18.2 B Intersection: Delay = 18.0sec/veh Int. LOS=B Xc= 0.55 * Critical Lane Group (v/s)Crit= 0.47 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin Peak AM Hour Stucky Road/S 19th Avenue 10/21/17 Case: Stucky & 19th AM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 4 / 5 8.2 0.0 R 0 / 1 25.6 0.0 All 12.7 0.0 NB L 0 / 3 11.4 0.0 T 7 / 9 14.5 0.0 All 14.3 0.0 SB T 4 / 6 15.1 0.0 R 1 / 2 21.2 0.0 All 16.2 0.0 Intersect. 14.6 SIG/Cinema v3.08 Marvin & Associates Page 2 223 29 50 543 242 225 1 26 24 2 8 04 3 30 24 3 30 24 HCM Analysis Summary Existing Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 10/21/17 Case: Stucky & 19th PM Exist Plus Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 0 0 1 2 1 2 1 L 12.0 L 12.0 T 12.0 R 12.0 T 12.0 R 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 R 3 L 3 T 3 T 3 R 3 234 0.90 2 0 0.90 2 39 0.90 2 0 0.90 2 0 0.90 2 0 0.90 2 39 0.90 2 429 0.90 5 0 0.90 2 0 0.90 2 655 0.90 5 242 0.90 2 5 0 0 0 --- --- 0 0 0 0 --- --- 0 5 0 0 --- --- 95 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L P LT LT TP 0 28.0 3.5 1.5 6.0 4.0 0.0 46.0 4.0 2.0 Actuated 95.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB * L 522 0.147 0.295 L 0.498 28.0 C 27.5 C R 467 0.024 0.295 R 0.081 24.2 C NB Lper 143 0.000 0.547 12.5 B * Lpro 112 0.024 0.063 L 0.169 15.0 B T 1067 0.264 0.589 T 0.447 12.2 B SB * T 876 0.402 0.484 T 0.831 30.2 C 27.4 C R 763 0.103 0.484 R 0.214 14.7 B Intersection: Delay = 22.8sec/veh Int. LOS=C Xc= 0.68 * Critical Lane Group (v/s)Crit= 0.57 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Existing Plus Site R Marvin Peak PM Hour Stucky Road/S 19th Avenue 10/21/17 Case: Stucky & 19th PM Exist Plus App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 5 / 6 6.1 0.0 R 1 / 2 22.3 0.0 All 10.2 0.0 NB L 1 / 2 9.8 0.0 T 6 / 7 16.2 0.0 All 15.7 0.0 SB T 11 / 14 12.3 0.0 R 1 / 2 21.2 0.0 All 13.1 0.0 Intersect. 13.1 SIG/Cinema v3.08 Marvin & Associates Page 2 234 39 39 429 655 242 1 27 24 2 6 04 3 46 24 3 46 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Graf Street Analysis Year 2017 North/South Street S 27th Avenue Time Analyzed Peak AM Existing Plus Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Subdivision TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 69 1 5 17 26 1 1 13 103 1 1 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 6 17 123 Capacity, c (veh/h)1540 1501 929 795 v/c Ratio 0.00 0.00 0.02 0.15 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.5 Control Delay (s/veh)7.3 7.4 8.9 10.4 Level of Service, LOS A A A B Approach Delay (s/veh)0.1 0.8 8.9 10.4 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:31:10 PMS 27th Graf AM Exist Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Graf Street Analysis Year 2017 North/South Street S 27th Avenue Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Subdivision TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 41 1 17 76 114 1 1 8 61 1 1 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 20 11 74 Capacity, c (veh/h)1333 1543 900 670 v/c Ratio 0.00 0.01 0.01 0.11 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.4 Control Delay (s/veh)7.7 7.4 9.0 11.0 Level of Service, LOS A A A B Approach Delay (s/veh)0.2 0.7 9.0 11.0 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:29:55 PMS 27th Graf PM Exist Plus.xtw APPENDIX C-3 Future Capacity Calculations HCM Analysis Summary Future Plus SIte R Marvin Peak AM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 10/14/17 Case: Graf & 19th AM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 105 0.92 2 30 0.92 2 30 0.92 2 20 0.92 2 40 0.92 2 250 0.92 2 25 0.92 2 420 0.92 5 30 0.92 2 150 0.92 2 205 0.92 5 55 0.92 2 5 5 0 0 --- --- 80 0 0 0 --- --- 10 5 0 0 --- --- 20 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 13.0 4.0 0.0 24.0 4.0 2.0 Actuated 70.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 254 0.116 0.257 L 0.449 22.3 C 21.5 C TR 445 0.035 0.257 TR 0.135 20.1 C WB L 342 0.017 0.257 L 0.064 19.7 B 22.9 C * TR 421 0.139 0.257 TR 0.542 23.2 C NB Lper 412 0.000 0.429 17.9 B Lpro 329 0.015 0.186 L 0.036 5.5 A * TR 1170 0.140 0.343 TR 0.409 18.6 B SB Lper 286 0.000 0.429 13.2 B * Lpro 329 0.092 0.186 L 0.265 7.3 A TR 1164 0.077 0.343 TR 0.224 16.8 B Intersection: Delay = 17.8sec/veh Int. LOS=B Xc= 0.47 * Critical Lane Group (v/s)Crit= 0.37 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus SIte R Marvin Peak AM Hour Graf Street/S 19th Avenue 10/14/17 Case: Graf & 19th AM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 8.5 0.0 TR 1 / 2 18.8 0.0 All 12.9 0.0 WB L 0 / 2 8.7 0.0 TR 2 / 3 19.8 0.0 All 19.0 0.0 NB L 0 / 1 19.2 0.0 TR 3 / 4 13.6 0.0 All 13.8 0.0 SB L 2 / 3 13.9 0.0 TR 2 / 4 15.3 0.0 All 14.9 0.0 Intersect. 15.0 SIG/Cinema v3.08 Marvin & Associates Page 2 105 30 30 20 40 250 25 420 30 150 205 55 1 17 24 1 17 24 2 13 04 2 13 04 3 24 24 3 24 24 HCM Analysis Summary Future Plus Site R Marvin Peak PM Hour Analysis Duration: 15 mins. Graf Street/S 19th Avenue 10/21/17 Case: Graf & 19th PM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 85 0.92 2 30 0.92 2 30 0.92 2 10 0.92 2 45 0.92 2 120 0.92 2 35 0.92 2 350 0.92 5 10 0.92 2 170 0.92 2 480 0.92 5 130 0.92 2 5 5 0 0 --- --- 30 0 0 0 --- --- 0 5 0 0 --- --- 60 0 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only LTP LTP L L LTP LTP 0 18.0 3.5 1.5 15.0 4.0 0.0 24.0 4.0 2.0 Actuated 72.0 Sec 15.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB L 309 0.074 0.250 L 0.298 22.1 C 21.7 C TR 433 0.035 0.250 TR 0.139 21.0 C WB L 333 0.008 0.250 L 0.033 20.4 C 22.2 C * TR 419 0.088 0.250 TR 0.351 22.4 C NB Lper 218 0.000 0.417 17.8 B Lpro 369 0.021 0.208 L 0.065 6.1 A TR 1141 0.114 0.333 TR 0.343 18.9 B SB Lper 320 0.000 0.417 17.8 B * Lpro 369 0.105 0.208 L 0.269 6.9 A * TR 1135 0.176 0.333 TR 0.527 21.2 C Intersection: Delay = 18.6sec/veh Int. LOS=B Xc= 0.46 * Critical Lane Group (v/s)Crit= 0.37 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Site R Marvin Peak PM Hour Graf Street/S 19th Avenue 10/21/17 Case: Graf & 19th PM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 2 / 3 7.3 0.0 TR 1 / 1 22.3 0.0 All 12.9 0.0 WB L 0 / 0 0.0 0.0 TR 2 / 4 17.7 0.0 All 17.7 0.0 NB L 0 / 1 21.7 0.0 TR 3 / 4 12.4 0.0 All 12.8 0.0 SB L 2 / 4 14.9 0.0 TR 4 / 7 13.3 0.0 All 13.5 0.0 Intersect. 13.6 SIG/Cinema v3.08 Marvin & Associates Page 2 85 30 30 10 45 120 35 350 10 170 480 130 1 17 24 1 17 24 2 15 04 2 15 04 3 24 24 3 24 24 HCM Analysis Summary Future Plus Site R Marvin Peeak AM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 10/22/2017 Case: Stucky & 19th AM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 305 0.92 2 35 0.92 2 30 0.92 2 20 0.92 2 25 0.92 2 50 0.92 2 20 0.92 2 715 0.92 5 30 0.92 2 10 0.92 2 275 0.92 5 250 0.92 2 5 5 0 0 --- --- 10 5 0 0 --- --- 10 5 0 0 --- --- 70 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L LTP LTP L L LTP LTP 0 22.0 4.0 0.0 12.0 3.5 1.5 10.0 4.0 0.0 27.0 4.0 2.0 Actuated 90.0 Sec 19.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 203 0.000 0.189 21.0 C * Lpro 433 0.188 0.244 L 0.522 18.2 B TR 232 0.037 0.133 TR 0.280 35.4 D WB Lper 207 0.000 0.189 30.6 C Lpro 433 0.012 0.244 L 0.034 14.7 B * TR 224 0.042 0.133 TR 0.313 35.6 D NB Lper 217 0.000 0.367 34.0 C * Lpro 197 0.012 0.111 L 0.053 13.3 B * TR 1027 0.233 0.300 TR 0.778 34.6 C SB Lper 100 0.000 0.367 27.6 C Lpro 197 0.006 0.111 L 0.037 14.7 B TR 976 0.152 0.300 TR 0.507 27.9 C Intersection: Delay = 29.2sec/veh Int. LOS=C Xc= 0.60 * Critical Lane Group (v/s)Crit= 0.48 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Site R Marvin Peeak AM Hour Stucky Road/S 19th Avenue 10/22/2017 Case: Stucky & 19th AM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 6 11.9 0.0 TR 1 / 3 15.2 0.0 All 12.2 0.0 WB L 0 / 1 13.9 0.0 TR 1 / 2 13.0 0.0 All 13.2 0.0 NB L 1 / 2 7.8 0.0 TR 8 / 10 9.5 0.0 All 9.5 0.0 SB L 0 / 1 9.3 0.0 TR 5 / 9 11.5 0.0 All 11.4 0.0 Intersect. 10.7 SIG/Cinema v3.08 Marvin & Associates Page 2 305 35 30 20 25 50 20 715 30 10 275 250 1 22 04 1 22 04 2 11 24 2 11 24 3 10 04 3 10 04 4 27 24 4 27 24 HCM Analysis Summary Future Plus Site R Marvin Peeak PM Hour Analysis Duration: 15 mins. Stucky Road/S 19th Avenue 10/22/2017 Case: Stucky & 19th PM Future Area Type: Non CBD Lanes Geometry: Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB WB NB SB 2 1 2 1 3 2 3 2 L 12.0 L 12.0 L 12.0 L 12.0 TR 12.0 TR 12.0 T 12.0 T 12.0 TR 12.0 TR 12.0 East West North South LTRLTRLTRLTRData Movement Volume (vph) PHF % Heavy Vehicles Lane Groups Arrival Type RTOR Vol (vph) Peds/Hour % Grade Buses/Hour Parkers/Hour (Left|Right) L 3 TR 3 L 3 TR 3 L 3 TR 3 L 3 TR 3 280 0.94 2 25 0.94 2 35 0.94 2 10 0.94 2 35 0.94 2 50 0.94 2 35 0.94 2 510 0.94 5 10 0.94 2 90 0.94 2 780 0.94 5 340 0.94 2 5 5 0 0 --- --- 10 5 0 0 --- --- 10 5 0 0 --- --- 120 5 0 0 --- --- Signal Settings: Operational Analysis Cycle Length: Lost Time Per Cycle: Phase: EB WB NB SB Green Yellow All Red 12345678Ped Only L L LTP LTP L L LTP LTP 0 16.0 4.0 0.0 14.0 3.5 1.5 11.0 4.0 0.0 35.0 4.0 2.0 Actuated 95.0 Sec 19.0 Sec Capacity Analysis Results Approach: App Group Lane Cap(vph)v/sRatio g/CRatio LaneGroup v/cRatio Delay(sec/veh) LOS Delay(sec/veh) LOSEB Lper 210 0.000 0.200 26.0 C * Lpro 298 0.168 0.168 L 0.587 24.1 C TR 251 0.035 0.147 TR 0.235 35.9 D WB Lper 228 0.000 0.200 34.4 C Lpro 298 0.006 0.168 L 0.021 19.1 B * TR 251 0.047 0.147 TR 0.319 36.5 D NB Lper 79 0.000 0.432 23.0 C Lpro 205 0.021 0.116 L 0.130 15.0 B TR 1267 0.158 0.368 TR 0.429 23.6 C SB Lper 261 0.000 0.432 33.8 C * Lpro 205 0.054 0.116 L 0.206 12.1 B * TR 1235 0.317 0.368 TR 0.862 35.8 D Intersection: Delay = 29.7sec/veh Int. LOS=C Xc= 0.73 * Critical Lane Group (v/s)Crit= 0.59 SIG/Cinema v3.08 Marvin & Associates Page 1 NETSIM Summary Results Future Plus Site R Marvin Peeak PM Hour Stucky Road/S 19th Avenue 10/22/2017 Case: Stucky & 19th PM Future App Group Lane (veh) Avg/MaxPer LaneQueues (mph) SpeedAverage Period) (% of PeakWorst LaneSpillback in EB L 6 / 7 11.0 0.0 TR 1 / 2 13.6 0.0 All 11.3 0.0 WB L 0 / 1 16.4 0.0 TR 2 / 3 9.4 0.0 All 9.6 0.0 NB L 1 / 2 7.1 0.0 TR 5 / 6 11.0 0.0 All 10.7 0.0 SB L 2 / 5 8.3 0.0 TR 9 / 13 10.3 0.0 All 10.2 0.0 Intersect. 10.4 SIG/Cinema v3.08 Marvin & Associates Page 2 280 25 35 10 35 50 35 510 10 90 780 340 1 16 04 1 16 04 2 13 24 2 13 24 3 11 04 3 11 04 4 35 24 4 35 24 HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Graf Street Analysis Year 2017 North/South Street S 27th Avenue Time Analyzed Peak AM Future Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Subdivision TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 65 1 5 16 5 1 10 10 20 5 1 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 6 25 31 Capacity, c (veh/h)1574 1507 845 802 v/c Ratio 0.00 0.00 0.03 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.1 0.1 Control Delay (s/veh)7.3 7.4 9.4 9.7 Level of Service, LOS A A A A Approach Delay (s/veh)0.1 1.5 9.4 9.7 Approach LOS A A Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:34:03 PMS 27th Graf AM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th & Graf St Agency/Co.Marvin Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Graf Street Analysis Year 2017 North/South Street S 27th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.85 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Subdivision TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h)1 39 1 10 71 22 1 5 5 11 10 1 Percent Heavy Vehicles (%)2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade (%)0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway (sec)4.12 4.12 7.12 6.52 6.22 7.12 6.52 6.22 Base Follow-Up Headway (sec)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway (sec)2.22 2.22 3.52 4.02 3.32 3.52 4.02 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1 12 13 26 Capacity, c (veh/h)1466 1545 811 733 v/c Ratio 0.00 0.01 0.02 0.04 95% Queue Length, Q₉₅ (veh)0.0 0.0 0.0 0.1 Control Delay (s/veh)7.5 7.3 9.5 10.1 Level of Service, LOS A A A B Approach Delay (s/veh)0.2 0.8 9.5 10.1 Approach LOS A B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:36:18 PMS 27th Graf PM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th Ave & Stucky Road Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Stucky Road Analysis Year 2032 North/South Street S 27th Avenue Time Analyzed Peak AM Future Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Sub TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)295 5 25 150 10 80 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)28 11 89 Capacity, c (veh/h)1214 557 695 v/c Ratio 0.02 0.02 0.13 95% Queue Length, Q₉₅ (veh)0.1 0.1 0.4 Control Delay (s/veh)8.0 11.6 10.9 Level of Service, LOS A B B Approach Delay (s/veh)1.2 11.0 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:43:26 PMS 27th Stucky AM Future Plus.xtw HCS7 Two-Way Stop-Control Report General Information Site Information Analyst R Marvin Intersection S 27th Ave & Stucky Road Agency/Co.Marvin & Associates Jurisdiction City of Bozeman Date Performed 10/22/2017 East/West Street Stucky Road Analysis Year 2032 North/South Street S 27th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.92 Intersection Orientation East-West Analysis Time Period (hrs)0.25 Project Description Gran Cielo Sub TIS Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 1 1 0 1 0 1 0 0 0 Configuration TR L T L R Volume, V (veh/h)200 15 95 310 10 50 Percent Heavy Vehicles (%)2 2 2 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec)4.1 7.1 6.2 Critical Headway (sec)4.12 6.42 6.22 Base Follow-Up Headway (sec)2.2 3.5 3.3 Follow-Up Headway (sec)2.22 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)103 11 54 Capacity, c (veh/h)1322 431 796 v/c Ratio 0.08 0.03 0.07 95% Queue Length, Q₉₅ (veh)0.3 0.1 0.2 Control Delay (s/veh)8.0 13.6 9.9 Level of Service, LOS A B A Approach Delay (s/veh)1.9 10.5 Approach LOS B Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.3 Generated: 10/22/2017 1:45:39 PMS 27th Stucky PM Future Plus.xtw