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HomeMy WebLinkAboutTrafficStudyVarianceRequest_021221 December, 2020 City of Bozeman Engineering Dept. Attn: Griffin Nielsen 20 E. Olive Street P.O. Box 1230 Bozeman, MT 59771-1230 RE: Traffic Estimate & Request for Waiver of Traffic Study Requirement, Gran Cielo Subdivision, Lot 3 Block 5, Lot 5 Block 6, Lot 4 Block 12 & Lot 9 Black 13. Dear Griffin, These Gran Cielo site plans propose the construction of 4 duplex units and 6 triplex units. The structures fit the ITE definition of Multifamily (Mid-Rise) Housing (ITE Land Use Code 221). The 10th Generation ITE Trip Generation Manual recommends a peak PM hourly trip generation factor of 0.44 trips per dwelling unit in a general urban/suburban setting. This equates to a peak PM hour trip generation of 12 trips for the 26 dwelling units proposed. The original Traffic Impact Analysis for Gran Cielo Subdivision estimated trip generation based on the existing R-3 and R-4 Zoning Designation assigned to the subject property. Given the peak PM hour equation of T = 0.39X + 2.03 from the original Gran Cielo Subdivision Traffic Study the subject lots would generate a peak PM hour trip generation of 12 trips for the 26 dwelling units proposed. Given the size of this project and it's inclusion in recent TIS's contemplating regional traffic improvements we feel it is appropriate to request a waiver from the requirement of a Traffic Impact Analysis for this project. This project represents a minor contribution to the greater regional impacts analyzed and addressed by the larger recent development projects in the area. If you need any further information related to this waiver request, please don't hesitate to contact me. Sincerely, 4tterman, P. . \caddis\20\20120\traffic letterdocx -` 406.581.4097 MCOTTERMAN@CADDISENG.COM PO BOX 11805,BOZEMAN, MT 59719 WWW.CADDISENG.COM `+ r TRAFFIC IMPACT STUDY REPORT for . t'� GRAN CIELO SUBDIVISION , s 4 Bozeman Montana I Prepared for Madison Engineering Prepared by 't Marvin & Associates £ � 1300 North Transtech Way v� Billings, MT 59102 E October 24, 2017 TRAFFIC IMPACT STUDY REPORT for GRAN CIELO SUBDIVISION Bozeman, Montana Prepared for Madison Engineering Prepared by 11111111�/// Marvin & Associates 1300 North Transtech Way ROBERT R. ;• Billings, MT 59102 MARVIN o : 3697E 0 IL October 24, 2017 P.T.O.E. # 259 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 g SITE TRAFFIC ASSIGNMENT g 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 i 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 ii AAN ; Marvin & Associates s: Gran Cielo Subdivision TIS Gran Cielo Subdivision Traffic Impact Study 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 8Z 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. MARVIN &ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study ftogy ONd a 0 d Stucky Rd N •�Gron Cielo Subdivision i I _ Graf St V �q AK t a� h N -- Figure 1. Gran Cielo Subdivision Site Location Map 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. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 191h 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 MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 19' Avenue and 6 bikes turning right onto Stucky Road from South 19th Avenue during the peak pm hour period. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study LDS 'M"'►wwrs Stucky Rd ~ � �t 5,700 n N d N-- NN � N� 223.7` ^234-T Pp27�AM 29 PM hT —AlhT ~V �M m a s A"roppae � v v>t ,?. weekday Traffic 4 4 (Typkal) 3-0 AM. 66 h t o p�h 300 Graf St M 1,300 2,500 O hM� pp AM 5 a PM 17 75—� PM�15 r►F X �r N T r►r N to vs N Figure 2. Year 2017 Traffic Volumes 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 851h 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. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study Capacity Peak am and pm hour existing condition capacity calculations were completed for the potentially impacted intersections using the HCS 2010 and SigClnema 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 271h Avenue and Graf Street, it was not possible to calculate capacity. Thus, the free flow conditions would result in LOS "A". Table 1. Existing Peak Hour Capacity Analysis Summary Intersection I MOE EB WB NB SB Intersection Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 20.2 19.4 19.4 20A 5.4 17.6 5.8 16.5 16.8 S.19th Avenue&Graf LOS C B B C A B A B B StreetAM Hour VIC Ratio 0.15 0.02 0.02 0,19 0.02 0.31 0.07 0.18 0.30 Queue Length(95%) 1 0 0 2 1 4 2 2 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 21.1 20.5 20.4 21.3 5.6 182 6.1 19.8 17.9 S.19th Avenue&Graf LOS C C C C A B A B B Street PM Hour VIC Ratio 0.14 0.05 0.02 0.18 0.05 0.27 0.16 0.42 032 Queue Length(95%) 2 1 0 2 0 3 4 5 Movement Group L R L T T R OVERALL Control Delay(s/veh) 20.6 17.8 8.9 13.9 19.3 18.2 16.8 S.19th Avenue&Stucky LOS C 8 A B B B B Road AM Hour VIC Ratio 0.42 0.05 0.08 0.48 0.34 0.24 0.46 Queue Length(955/o) 5 1 2 6 8 2 Movement Group L R L T T R OVERALL Control Delay(s/veh) 22.6 19.5 12.3 12.6 30.6 18.1 22.2 S.19th Avenue&Stucky LOS C B B B C B C Road PM Hour VIC Ratio 0.45 0.05 0.11 0.40 0.78 0.26 0.59 Queue Length(95%) 5 2 1 6 12 2 MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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, 9t" Edition. Table 2. Gran Cielo Subdivision Trip Generation 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 *ITE Trip Generation Report, 9th Edition Code 220 'Apartments" 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 MARVIN &ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study For the Gran Cielo Subdivision Development, the aforementioned access points consist of accesses on S 271h 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 271h 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. r W"A awe" Stucky Rd 132 0.? 0 � 2AM 10,3PM t hLnco � h T ' a a --�---- — --r i N M O Op $41 (� y Ln —weekday oc Traffic - --- 1 00.1' 't26 4 (Typical) 6Q "M E"la 1341' -t-0 In z 3 `-o 000 hTr► `" k, 2,656 Graf St 2,656 183 J 1,062 moo 006 831 '� 0 7—)­PM<--13 �+ 12 13 (' 0 al-.. PM [--76 141 T r+ O X70 MOO N t r+ n Figure 3. 000 Full Development Site Traffic Assignment MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 (AVVT). 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 19t" 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 27t" Avenue. MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study o� L Stucky Rd 31830 12%] Y]N N In N`C p,.� C'tA NN to�$ N•O H� 223.1AM a 2341PM f--:`—=--1 29N I 39 N r '� �v resin i Q j A N y O Op trl Average ,) t Weekday TrafficI—=— y0.J` 'C-26 (7ypicnq 60�, AM r5 185J'. �'L86 //�''96 Iocraa,e hTr� 219 ht 2,950 M 3,950 2,T00 1900%) Graf St [200%] [7%] 1,062 N n 9 c4r)— 0 oo.o Zia-sPM-+4-28 �a 114 27 6 o PM-F-7 h t(+ h T(+ MN� Figure 4. 0000 Existing Plus Full Development Site Traffic 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 MARVIN &ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study southbound approach. The calculations assumed that stop control would be on S 27th Avenue, since Graf Street would have the highest volume of traffic. Table 3. Existing Plus Site-Peak Hour Capacity Analysis Summary Intersection I MOE EB WB NB SB Intersection Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 25.3 19.9 19.4 20.4 5.4 17.6 5.8 16.7 18.5 S.19th Avenue&Graf LOS C B B C A B A B B Street AM Hour VIC Ratio 0.61 0.10 0.02 0.19 0.03 0.31 0.07 0.21 0.37 Queue Length(95%) 4 1 0 2 2 3 2 3 Movement Group L TR L TR L TR L TR OVERALL Con trot Delay(s/veh) 23.0 20.8 20.4 21.3 6.0 1&2 6.1 21,1 18.8 S.19th Avenue&Graf LOS C C C C A B A B B Street PM Hour VIC Ratio 0.42 0.10 0.02 0.19 0.06 0.27 0.16 0.52 0.43 Queue Length(95%) 3 2 0 2 1 4 4 5 Movement Group L R L T T R OVERALL Control Delay(s/veh) 20.6 17,9 9.2 16.8 20.1 18.2 18.0 S.19th Avenue&Stucky LOS C B A B C B B Road AM Hour VIC Ratio 0.42 0.05 0.10 0.64 0A0 0.24 0.55 Queue Length(95%) 5 1 3 9 6 2 Movement Group L R L T T R OVERALL Control Delay(s/veh) 28.0 24.2 15.0 12.2 30.2 14.7 22.8 S.19th Avenue&Stucky LOS C C B B C B C Road PM Hour VIC Ratio 0.50 0.08 0.17 0.44 0.83 0.21 068 Queue Length(95%) 6 2 2 7 14 2 Movement Group LTR LTR LTR LTR OVERALL Control Delay(s/veh) 7.3 7.4 8.9 10A S.27th Avenue&Graf LOS A A A B A Street AM Hour VIC Ratio 0.00 0.00 0.02 0.15 Queue Length(95%) 0 0 1 1 Movement Group LTR LTR LTR LTR OVERALL Control Delay(s/veh) 7.7 7.4 9.0 11.0 S.27th Avenue&Graf LOS A A A B A Street PM Hour VIC Ratio 0.00 0.01 0.01 0.11 Queue Length(95%) 0 0 0 1 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 1911 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 MARVIN &ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 11 th 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. A 132 2 h t►I'2.0 01 h �,�-87 Stucky Rd 1,412 01Go r. O M h h 4 a W V9 w 78- �AM 47 GPM oC4 o� N O ON N g 7 MOO Mle�ekdar 0.� �.5 4J y Traffic l) - 65--►AM-0-16 0 52-? t. 0 12-I►AM-0--3 0+ -----; h t ti,` 21 0 0 h� '° � nOa 1,112 Graf 5t 1,112 18S 810 oc� 0 t, aaP 311� TL 0 ca 7-►PM-0--13 R 39-1i PM.Z'71 12-ah?r�r o o N Figure 5. h!r► 00o Full Development Future Site Traffic Assignment MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 27t" 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 27t" 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. 4 295--�•AM-0-150 200--� PM•t-310 , 132 N •r 25 15-�,�1 �,�-95 Stucky Rd hm 5,500 6,500 0 0 7,200 LO NnQ at M�01 r 305Jt "-.50 260J t-50 35-o►AM-*-25'— 25-►{GPM -0-35 30-4,` �r 20 35�41 �'r 10 OLno LnoO __._._._. N,r M bl r _ it is a i y ��4 tna0 � k�c N r Traffic 65--i-AM- -j (J+ tTra�caq -l 0 r 145 0-�AM e0� 1 h f r* 357,` 20 i � NNlO -r- ---�- 1,200 Graf St 3,600 4,200 $10 Maaop rvr 0 oQ� 85 120 0 30-0-PM-4-45 a 30 Z h`-f 10 1 Z 022 r 39— PM-�--71 ON {G 1r10 tnoo MMr Figure 6. ONE `N4"'. Full Development Site Traffic Plus Year 2032 Traffic Projections MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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. Table 4. Year 2032 Future Plus Site•Peak Hour Capacity Analysis Summary Intersection I MOE EB WB NB SB Intersection Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 22.3 20.1 19.7 23.2 5.5 18.6 7.3 16.8 17.8 S.19th Avenue&Graf LOS C C B C A B A B B StreetAM Hour VIC Ratio 0.45 0.14 0.06 0.54 &04 0.41 0.27 0.22 CA7 Queue Length(95%) 3 2 2 3 1 4 3 4 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 22.1 21.0 20.4 22.4 6.1 18.9 6.9 21.2 18.6 S.19th Avenue&Graf LOS C C C C A B A B B Street PM Hour VIC Ratio 0.30 0.14 0.03 0.35 0.07 0.34 0.27 0.53 0.46 Queue Length(95%) 3 1 0 4 1 4 4 7 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 18.2 35.4 14.7 35.6 13.3 34.6 14.7 27.9 29.2 S.19th Avenue&Stucky LOS B D B D B C B C C RoadAMHour VIC Ratio 0.52 0.28 0.03 0.31 0.05 0.78 0.04 0.51 0.60 Queue Length(95%) 6 3 1 2 2 10 1 9 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 24.1 35.9 19.1 36.5 15.0 23.6 12.1 12.1 35.8 29.7 S.19th Avenue&Stucky LOS C D B D B C B D C Road PM Hour VIC Ratio 0.59 0.24 0.02 0.32 0.13 0.43 0.21 0.86 0.73 Queue Length(95%) 7 2 1 3 2 6 5 13 Movement Group LTR LTR LTR LTR OVERALL Control Delay(s/veh) 7.3 7.4 8.9 10.4 S.27th Avenue&Graf LOS A A A B A StreetAMHour VIC Ratio Ho 0.00 0.02 0.15 Queue Length(9551.) 0 0 1 1 Movement Group LTR LTR LTR LTR OVERALL Control Delay(s/veh) 7.7 7.4 9.4 9.7 S.27th Avenue&Graf LOS A A A A A Street PM Hour VIC Ratio 0.00 0.01 0.03 0.04 Queue Length(95%) 0 0 1 1 Movement Group L L R OVERALL Control Delay(s/veh) 8.0 11.6 10.9 S.27th Avenue&Stucky LOS A B B B Road AM Hour VIC Ratio 0.02 0.02 0.13 Queue Length(95%) 1 1 1 Movement Group L L R OVERALL Controt Delay(s/veh) 8.0 13.6 9.9 S.27th Avenue 8 Stucky LOS A g A B Road PM Hour VIC Ratio 0.08 0.03 0.07 Queue Length(95%) 1 1 1 MARVIN&ASSOCIATES 1012412017 Gran Cielo Subdivision Traffic Impact Study 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 191h 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. MARVIN&ASSOCIATES 1012412017 APPENDIX A Traffic count Volumes Graf Street West of S 19th Ave - Eastbound Volume Distribution Hour 8/27/15 8/28/16 8/29/15 8/30/15 8/31/15 9/1/15 Average %of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 1 2 0 2 0 1 0.2% 2 2 3 0 0 1 1 0.2% 3 0 0 1 0 0 0 0.0% 4 1 2 4 4 1 2 0.3% 5 6 3 1 8 10 8 1.3% 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 5 10 3 4 4 6 0.9% 23 4 6 5 3 3 4 0.6% 24 0 6 2 1 0 2 0.3% Total 220 693 393 557 585 380 639 100.0% Southbound Volume Distribution 12.0% W 10.0% _ O y 8.0% ._..-.. Q 6.0% WQ U 4.0% W > < 2.0% ---- ----- - -- - -- - - w O 0.0% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 a pW HOUR OF DAY (BEGINNING) -- -------- ------------------------------ ■HOURLY%OF VOLUME Graf Street West of S 19th Ave -Westbound Volume Distribution Hour 8/27/15 8/28/15 8/29/16 8/30/15 8/31/15 9/1/15 Average %of Begin Thur Fri Sat Sun Mon Tue Weekday Day 1 1 2 3 2 3 2 0.3% 2 0 4 1 1 0 0 0.0% 3 1 2 1 0 0 0 0.0% 4 0 1 4 0 1 0 0.0% 5 2 3 1 3 2 2 0.3% 6 10 0 1 9 11 10 1.6% 7 37 7 26 39 27 34 5.3% 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 6 9 8 2 3 6 0.9% 24 6 7 4 3 3 5 0.8% Total 280 677 392 582 616 314 641 100.0% Northbound Volume Distribution �w 12.0% _.. ..._�_._ O 8.0% - -- -- --- ----- ----- Q A 6.0% Q 9 4.0% QI+ TO W. 2.0% -. - O 0.0% w 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 OC a HOUR OF DAY (BEGINNING) ■HOURLY%OF VOLUME Graf Street West of S 19th Ave - EB & WB Volume Distribution Hour 8/27/15 8128/15 8/29/15 8130/15 8/31/15 911/16 Average %of Begin Thur Fri Sat Sun Mon Tue Weekday Da 1 2 4 3 4 3 3 0.2% 2 2 7 1 1 1 1 0.1% 3 1 2 2 0 0 0 0.0% 4 1 3 8 4 2 2 0.2% 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 75 51 76 77 76 6.0% 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 6 13 6 4 3 7 0.5% Total 500 1370 785 1139 1201 694 1277 100.0% Both Directions Volume Distribution 10.0°i° - - --- _ 0 8.0% - > 7.0% --- -- - - -- - 6.0% .-.....---------------- .._ O 5.0% -- -...- - -- WQ Q 4.0% - - - -- - - - w 3.0% --- - - - 2.0% W. 1.0% - -- ----- - 0.0% 1111 . 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 0.' w HOUR OF DAY (BEGINNING) a MHO URLY%0F VOLUME S. 19th Avenue North of Graf Street - Northbound Volume Distribution Hour 8/27/15 8128/15 8/29115 8/30/15 8131/15 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 4 21 5 8 0 4 0.1% 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 4668 100.0% Northbound Volume Distribution w 12.0% - -- ----- 10.0% _... ._.._ .... .... -- ._ ... --- 0 y„ 8.0% ---------- - --- -- - A6.0% _-__- - ---- --- - E c� QC 4.0% - - ---- - ----- - ------------- -._ _._ O 0.0% Era 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CG a HOUR OF DAY (BEGINNING) ■HOURLY%OF VOLUME S. 19th Avenue North of Graf Street - Southbound Volume Distribution Hour 8/27/15 8/28/15 8/29/15 8/30/15 8/31115 9/1116 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 2 12 8 3 2 2 0.1% 4 0 2 8 2 0 1 0.0% 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 24 32 14 15 15 0.4% Total 1803 3955 3802 3692 4186 2000 3982 100.0% Southbound Volume Distribution 14.0% - --- :3 12.0% ---- -- _... - ._..- ------ - a 10.0% __ . . ..__._ _.-.- .. - A 8.0% --- ---- ------ - U 6.0% ---- -- ---- im _.. .-- ------- ------- Q W 4.0% Q t, 2.0% ------------- -- ---- O 0.0% - ll Wow w 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 U a w HOUR OF DAY (BEGINNING) w - -- - -------------------- ---- - ■HOURLY%OF VOLUME S. 19th Avenue North of Graf Street - NB & SB Volume Distribution Hour 8/27/15 8/28115 8/29/15 8/30/15 8131/15 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 33 13 11 2 6 0.1% 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% Both Directions Volume Distribution w 10.0% ---- ------ ------------------------------ 0 8.0% - - > 7.0% ----- - < 6.0% 5.0% --------- ----- Q 4.0% -- - _ w 3.0% - Q 2.0% O 1 %.0 - _ z 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 CC a HOUR OF DAY (BEGINNING) -- -------- ■HOURLY%OF VOLUME S 19th AVENUE SOUTH OF KAGY - NORTHBOUND Marvin&Associates Hour 9/29/16 9/30116 1011/16 10/2116 1013116 1014116 10/5/16 Average %of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Da 0 25 23 29 8 9 7 12 0.2% 1 19 17 19 6 4 6 9 0.1% 2 8 9 11 5 5 3 5 0.1% 3 4 13 1 8 4 2 5 0.1% 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 1 6230 100.0% Southbound Volume Distribution 12.0°i° E 10.0% -- - -- - - - ----- --- - a 8.0% -- ---- - - v a� 6.0% -- O C a2.0%0.0% _. -._. _ _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hour of Day (Beginning) []Hourly%of Volume - \ MM -' S 19th AVENUE SOUTH OF KAGY - SOUTHBOUND Marvin&Associates Hour 9/29/16 9/30/16 10/1/16 10/2/16 10/3/16 10/4/16 1015/16 Average %of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Da 0 30 41 39 14 17 19 20 0.3% 1 18 26 30 7 2 8 9 0.1% 2 8 15 17 3 5 3 5 0.1% 3 6 9 11 4 0 3 3 0.1% 4 10 12 9 7 4 2 6 0.1% 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 1 4592 4385 1 5496 5908 2480 1 5847 100.0% Southbound Volume Distribution d 12.0% E 0 10.0% 8.0% ------ d 0 tz 6.0% ---- -- a 4.0% 0 c v 2.0% CD n 0.0%. _ Ll 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hour of Day (Beginning) 0 Hourly%of Volume Marvin Associates S 19th AVENUE SOUTH OF KAGY - NB & SB Hour 9/29/16 9/30/16 10/1116 10/2/16 1013/16 10/4/16 10/5/16 Average %of Begin Thur Fri Sat Sun Mon Tue Wed Weekday Da 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 1 5462 12414 1 9220 8978 1 11242 12152 5524 11892 100.0% NB & SB Volume Distribution 9.0% Cu 7 8.0% ---- -- _..-- > 7.0°ro - -- -- ---- _ ---- - 0 6.0% ------- -- - ----- G7 r, Q 3.0% C c 2.0% _, -__ m D o.0% i . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Hour of Day (Beginning) o Hourly%of Volume I p M CA N N M M(D N O CD N NCO O t0 M��� I,O NI9 N Ol U (DO U) C fn y CO: N V V NN V MO V' MW CDM NO d'OM 00 O 00 CA N CD N!M Oo a)CDM W' NON N V tDN ——MNN NCOO(A CONe-10000 ONoN 0 1 1 1 1 >m' >1 C (7 Q I Q 1 1 1 m W! Ix k # M k # # k # x # k N * # N * N k N k N # k 0 1 1 1 m (7 U 0 mI W * x N # * # x x * # F N x x k * # x # N # k N k Q I I 1 m 0 W� LL o Q co .� W V 00 O/ �(] v, �•In .M ;O 00��0 O O m MNN�etN hM00M 0�10M N OD F' NN �N—� CO �Ni,I�j NI X '.,C> CA O c' M F N! ,0O V M7 v MO vN Cn NM'.M M!IO CA'O NON N�OrN r.0-0 'COO '�NIO Wi Q m,tOMNM N�f CO(A� OM VM000000� tq'M 00 M� b�MO0 CA In CD 00 V'CD���M AIM !O toO W� �NN�e- NNe-.-- NN—e-e- :iN ��6N�6N, > CD CN cu 1 N co! 'N N�NMNNM I-N c: Om.�} NCC')(00OI'OMON00tt�00�0001- 00 W', N O N N V�N N M O 0 N N CO G 0)O N'n lO NIr O 00 C14 N # k * # K k k * x # x * x x # to CM CO N OD(D N N'I I'O CO O m N Ne-� �:O N O O 00CA 0) corn F 0) N O 0CN 0)COO 00 N 0),r l `- ' OO['-I OC QQQ W', N N.-e- ''O ICO Ni C) m to j O O Q !* k k # # k N k # # N N * k # x # x * # k k x k C7 1 1 1 M m W. '.'Cco NE;�QoN000<V 000i000000a0000000000o'a0000a00000a 00000000000 ' U p:Coo: ,co M e l7 0 t- OC 0)O s iiDI- DOIw Id d Q 00000000 - O (q H Q D_ Of CM V N N CON N CO NO M M O O OO O W)V COO V'CD V,U) ''O N O U) N NONNV NNM OMO toOhV'e-�'.N 0N ON m m N cc Y �W �re- e- ra- e- �- O 7 j IN O � 'Y 0) I 0) '.Lo VNN V OO CO ppO 00 Lo M N 0 ego OOCO CO r'h 000.00 ?Co'. NCO �O)-M-N O CO N M Q)m�A M.-'IN OM V^M,'. 99 rr re-�- pr C ! I O � I p co W', p I# # k # % % # k % x # % + # # R R # t R # t % # 'iip I I co I W: LL O # m Vco O to O �ln 'I�-NM�oNMto�OOO V r V Opx k # + # # x + x 'a '.,O CO 0 'A cc) w.. N O N N.V-.r-O�aef- h ',.M O 00 N.,O V'': Qv, C)X� � ,. :O i OO m N ^00 O c) �' N a=_ Co Co M N V CA CO M O V 0 0 00 + + + 4 4 # # 4 x N0 00 co V vIn OO .N- N O O �0 CoO , 0:66 r r I Q Nm00 MO m MOO CO 00 -t, 0at-m-w OO V co 'O COI 0 O)ION MMONM Co Im N O 0)0O� :c6W O N L0 m',Lo V N M 0 N V NCO O n t, CO t`M U)Cl)0 0 n N Cl)N.O"i r CD 0: M V O V N O CD N N O 0 V N '�0 Io O Ni m CD O n M e-'O O CO O w `- nLo v rn H cO O F= 0)I CO O CO V Co CO O OI00 I O CA' j. NM�0000 V MrIN I OM',. > I p I I I I CO O W', � H 7 O O � Q 0 11 1 IM>m 1 >I I,2 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 Cl 0(D,0) M:Ad 'IY '! Q Q00000000000a00000000000mp,,�oMo'', �c '« 0) NM--t U)0t- CO 0)0 NM LC)to f--to Qi O;: (o '�, )> a)>I, OH Q 0 0 0 0 0 0 0 0 0 0 r p 0 0 0 0 0 0 0 0 r 0 U CL APPENDIX B S 19" Avenue Speeds SPOT SPEED STUDY ANALYSIS (Counter) Marvin&Associates SITE : South 19th Avenue N of Graf DIRECTION: Northbound DATE: 8/27/15 TIME: 120 Hours SPEED SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE RANGE 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% SIGMOID CURVE 120,00% 100.00% —•-- --- w 80.00% - i W > LL W � Q H 2 U 40.00% — — w i a � 20.00% I i 0.00% 35 40 45 so 35 60 65 70 75 80 85 SPEED(MILESMOUR) SPOT SPEED STUDY ANALYSIS (Counter) Marvin 6 Associates SITE : South 19th Avenue N of Graf DIRECTION: Southbound DATE: 8/27/15 TIME: 120 Hours SPEED SPEED SPEED CUMULATIVE RELATIVE ;UMULATIVE RANGE 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% SIGM01D CURVE 120.00% 100.00% - - w 80.00% -- -- x > O 60.00% — —— — I-S z cwi 40.00% w a 20.00% 0000 0.00% 38 40 48 80 88 80 88 70 78 80 88 SPEED(MILES/HOUR) SPOT SPEED STUDY ANALYSIS (Counter) Marvin&Associates SITE : South 19th Avenue N of Graf DIRECTION: Southbound & Northbound DATE: 8/27/15 TIME: 120 Hours SPEED SPEED SPEED CUMULATIVE RELATIVE CUMULATIVE RANGE 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% SIGMOID CURVE 120.00% - -- 100.00% --- -- U w 2 $0.00% ----- > O 80.00% - - - z U40.00% w IL 20.00% -----.000 0.00% 18 20 25 30 35 40 48 80 SB 80 88 SPEED(MILESIHOUR) APPENDIX C-1 Existing Capacity Calculations y Z—A��L\L MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 Chris Budeski, P.E. Madison Engineering 895 Technology Blvd, Suite 203 Bozeman, MT 59718 December 11, 2017 Re: Gran Cielo Subdivision Traffic Impact Study Addendum Subsequent to submittal of a Traffic Impact Study (TIS) dated October 24, 2017 for the proposed Gran Cielo Subdivision, the City of Bozeman Planning staff reviewed the study and requested additional information in a memo dated November 18, 2017. Item number 9 in that letter indicated that there are several development projects within the vicinity of the subdivision that were not included in future traffic projections that need to be included in the analysis. The three developments mentioned in the letter are all contained within the boundaries of the Meadow Creek Subdivision. Since there were no TIS reports prepared for the individual projects listed, it was determined that the entirety of Meadow Creek Subdivision should be included in the analysis A TIS for Meadow Creek Subdivision was completed by Robert Peccia and Associates in 2005. That study indicated that the subdivision would generate 5,382 trips on the average weekday with 414 in the peak am hour and 530 in the peak pm hour. Trip distribution and traffic assignment analysis completed with that study no longer apply to 2017 conditions because of new street links that have been created and additional development in the southern areas of Bozeman. Therefore, trip distribution percentages determined for the Gran Cielo subdivision were used to assign Meadow Creek Subdivision traffic. Attached Figure 7 was created to illustrate the additional traffic that would be attributed to Meadow Creek Subdivision on the area street system. Since a portion of Meadow Creek Subdivision has already been developed, it was necessary to subtract existing traffic from the overall trip generation totals, as noted in Figure 7. The resultant trip generation from future development of Meadow Creek Subdivision would be 3,682 average weekday trips (AWT) with 284 in the AM hour and 362 in the peak PM hour. The Meadow Creek Subdivision traffic assignment volumes shown in Figure 7 were added to traffic shown in Figure 6 of the original TIS for Gran Cielo Subdivision. Figure 6 Revised is attached and represents an estimate of year 2032 traffic volumes with full occupation of the Gran Cielo Subdivision. Mailing Address:P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 1 HCM Analysis Summary Existing Conditions Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 09/16/2017 Analysis Duration: 15 mins. Peak AM Hour__ _ _ Case: Graf& 19th AM Exist 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 _ 2 _ 1 _ L 12.0 TR 12.0 - - - -- -- WB 2 1 L 12.0 TR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 3 _ 2 L 12.0 1 T 1 12.0 1 TR 1 12.0 _ East _ West _ _North _ South Data _ -L T R L T R L_ T R L -T R Movement V_olume Mh 46 _ 7 3 _6 9 86 16 322 7 42 157 _ 37 _ PHF_ - 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles -_ _ 2 _2 2 2 _2 2 2 5 2 2 5 2 Lane Groups -_ L_ _ TR _ L TR -- _L TR L TR _ Arrival Type - 3 3 3 3 3 3 3 3 - _RTOR Vol(vphZ_- --_- 0 --- __-- 25 - --- 0 --5 - Peds/Hour -- _ 5 _ 0 _ 5 - 0 _ _%Grade -- _ _-- 0 -- 0 - 0 -- 0 - Buses/Hour _ 0 0 0 0 Parkers/Hour(Le flRight) --- ---- -- - -L --_ - 7 _- __ Signal Settings:Actuated Operational Analysis Cycle Length: 70.0 Sec - Lost Time Per Cycle:15.0 Sec Phase:---- 1 - 2 3 T 4 - 5 T 6 7 8 -Ped Only EB LT? WB LT? - __--- -- --- - ---- - -- NB L LT_P - - -- -- ------ ------ SB - -- - - -- L- LTP--i--- - - - --- - --- ----- --- - Green _ 18.0 13.0 24.0 _ _ _ _ 0 Yellow All Red 3.5 1.5 4.0 F 0.0 1 4.01 2.0 Ca aci Analysis Results _--- _ Approach Lane Ca v/s g/C Lane v/c Delay Delay Group -_Ratio-- Group A0 OS- --(M91�- EB _ - --- _ 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 - 2_0.3 C_- - --- +- TR- -- 416 _- 0.048 - 0.257 - - TR - -- 0.188 20.4 C - -- - --NB- IL-er- - -445 - 0.000- 0.429 =�17.0-_ _B=- ----- -- - ----- - -- -- - _ fro- --329 _ 0.010_ -__0.186 ._L -_ 0.023 - 5.4 A * TR 1175 0.107 0.343 TR 0.311 17.6 B --- _ _ SB _L er 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 Graf Street/S 19th Avenue R Marvin 09/16/2017 Peak AM Hour Case: Graf& 19th AM Exist Queues Spillback in Per Lane Average Worst Lane 157 - Lane Avg/Max -Speed (%of Peak 37 142 App Lqroup (veh) - - (mph) - Period) j EB L 1 / 1 7.7 0.0 - - -- TR 0/ 0 27.0 0.0 86 ------- --------------- ------ — f— 9 --- All=- --- -11.5 0.0 - -6 WB L 0/ 0 0.0 0.0 w- TR 1 / 2 21.0 ---0.0 46 - - -- - - — - 7 --' All 21.0 0.0 3 NB L 0/ 1 17.8 0.0 TR 2/ 4 13.7 _^ 0.0 t --- - 16 17 - -- ---- - - 322 All 13.8 0.0 SB L l / 2 12.1 0.0 _-- 2 - --- 3 --�- TR __2/ 2 16.4 0.0 -= --- - 0 — -— —— _-- ----- —- 17 — 4 2 13 4 024 4 2 All 15.6 0.0 Intersect. 14.8 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Conditions Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 09/16/2017 Analysis Duration: 15 mins. Peak PM Hour Case: Graf& 19th PM Exist 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 2- 1_ L 12.0 TR 12.0 - WB 2 1 L 12.0 TR 12.0 - NB 3 2 L 12.0 T 12.0 TR 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 East -_ West - North _- South -_ Data L T R L T R L T R L T R Movement Volume h 42 11 15 6 15 _ 75 9 269 10 104 371 71 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %HeaV Vehicles 2 2 _ 2 2 2 2 _ 2 5 2 2 5 2 Lane Groups _ L TR L TR_ L_ TR _ L TR_ Arrival Type 3 3 3 3 3 3 3 3 _ RTOR Vol h� _- --- 5 - -_- 25 _- _- 0 __ - 15 - Peds/Hour 5 _ 0 _5 _0_ %Grade 0 _ - 0 0 0 - Buses/Hour ------ -- 0 0 ------ --- 0 -- •-- 0 -- ----- ----- - --------- Parkers/Hour(LeftIRight) --- _ --- _ --- --- --- --- --- Signal Settings:Actuated -- Operational Analysis _- _Cycle Length: 72.0_ Sec ---Lost Time Per Cycle:15.0 Sec Phase: _1 2 3- 4 -5 - 6 - 7 _ - 8 - Ped Only EB -- --- LT1?- --- -- ----- - ---- ------- ---- WB LT? - - 7VB ---- ---- - L ---- UP LTP -- - --------- - SB --- -- --L--- - -- - -- -- --- ----- -- Green 18.0 _ 1.5.0 _ 24.0 -_- --_ ------- - 0-- Yellowl All Red 3.5 1.5 4.0 0.0 4.0 1 2.0 Capacity Analysis Results _-_ - -_ _ Ap roach: Lane Ca v/s g/C Lane v/c Delay Delay Group - --(secLYYvhh)- LOSLv EB -- -- --- -- --- - -- - - _ L - 331 0.036 - 0.250 -_L - -0.1142 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 L er ---277 0.000 0.417-- _--_-- -_- -_--- - 17.8 B L�ro 369 _ 0.006 0.208 L - 0.015 _ -__5.6 A_ -- TR 1140 0.091 0.333 TR 0.272 18.2 B SB L er 367 0.000 0.417 _ - 17.1 _B__ * L % 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 :E(v/s)Crit=0.25 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results ------------------------------------------------------------------------ ------------- Existing Conditions Graf Street/S 19th Avenue R Marvin 09/16/2017 Peak PM Hour Case: Graf& 19th PM Exist Queues Spillback in Per Lane Average Worst Lane 371 Lane Avg/Max Speed (%of Peak 71 1104 App Group (veh) (Mph) Period) EB L 1 / 2 6.9 0.0 TR I / 1 17.3 0.0 75 _--___ ___ _-_ �l 1 �-- 15 All 10.6 0.0 6 WB L 0/ 0 0.0 0.0 ----------- TR I / 2 19.3 0.0 42 All 19.3 0.0 -- 15 NB L 0/ 0 23.9 0.0 TR 2/ 3 13.3 0.0 9 10 269 All 13.4 0.0 SB L 2/ 4 12.8 0.0 2 3 TR 3/ 5 14.1 0.0 24 4 2 0 17 4 2 15 4 All 13.9 0.0 Intersect. 1 13.8 1 1 1 1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Conditions Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 09/16/2017 Analysis Duration: 15 mins. _ Peak AM Hour Case: STUCKY& 19TH AM EXIST 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 2 0 L 12.0 R 12.0 WB 0 1 --- -------- NB 2 1 _L 1_2.0 _T 12.0 SB_ --2 -1 T 12.0 -- East __ _ West _ North _South _ Data L T_ _R_ L T R L T R L- T R- Movement Volume yph) 223 0 27 _0 0 0 41 413 0 __0 209 225 PH_F _ - _ _ 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 ^0.90 %°Heavy Vehicles _ 2 2 2 2 2 2 2 5 _ 2 _2 _ 5 2 Lane Grams - L _-_ _R _ - - L T T R Arrival Tyke -_- 3-� 3 - 3 3 _- -3 3 RTOR Vol v h�--_ _ -- 5 - _ _- 0 -- _ 0 - -_ __ 95 - Peds/Hour 0 0 5 5 Grade ------ ----- 0 -- - 0 -- 0 -- 0 - Buses/Hour--- ---- 0 ------ ----- 0 --- 0 --- 0 - Parkers/Hour(Le_ftjRight) --- -- __ ___ w Signal Settings:Actuated Operational Analysis Cycle Length: 80.0 Sec Lost Time Per Cycle:11.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB L P -� - - -- - - - ------------ ------- ------ ------- -- --------- ------- -------- --------- ---------- WB NB LT LT SB --- ------ -- I P--+- -- ----- --- -- -- ---- Green 27.0 8.0 ---30.0 � -__ - ---- _ ------ 0 _ Yellow All Red 3.5 1.5 4.0 0.0 4.01 2.01 T - --- Ca acity Analysis Results - __- Approach: _ Lane Ca v/s g/C Lane v/c Delay Delay -APR- -� - Grnup - -LOS__ _E_B_ 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 408 - 0.000 --�45 -- -_-- - -- - -- - 13_ -A=()-- --Q 1 - -�- - -- --- -� - ------ -- - 0,254 0.525 --T--- 4 --�,2- - ----- ---- SB ----------- ------- --------- ------ ------------- ------- -------- ---------------------- --------- 679 -- --�-- 128 0.342 ---19.3 B 18.9-- -�-- 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 Stucky Road/S 19th Avenue R Marvin 09/16/2017 Peak AM Hour Case: STUCKY& 19TH AM EXIST Queues Spillback in Per Lane Average Worst Lane 209 Lane Avg/Max Speed (%of Peak 225 i App Group (veh) (mph)-- Period) j EB L 4/ 5 7.2 0.0 _ R 0/ 1 25.6_ _ 0.0 All — 11.4 0.0 ; 1 ---------------- -- -- ---- - ---- —s ----- 223 -� --All 16.3 0.0 27 NB L — 1 / 3 _ 10.2 0.0 h T 4/ 6 16. 0.0 -- -- — 8 —� 41 - ------ ---- 413 All 15.6 0.0 — - --— -- 1 2 -- 3 SB T 4/ 8 14.1 _ 0.0 I J• R --1 / 2 - --21.5 0.0 26 4 2 8 �1 4 0 30 4 2 - - Intersect. 14.7 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Conditions Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 09/16/2017 Analysis Duration: 15 mins. Peak PM Hour Case: Stucky& 19th PM Exist -_ 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 2 0 L 12.0 R 12.0 NB 2 1 L 12.0 T 12.0 SB 2 1 T 12.0 R 12.0 - - __ East West North _ _South Data L T R L T R _L_ T- R L T R Movement Volume h 234 0 29 0 0 0 34 351 0 _0 511 _ 242 PHF-_-_---- 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heaa Vehicles 2 2 2 2 2 2 2 5 2 2 5 2 _Lane Groups _ L R _ _ L T _ _T R Arrival Type 3 3 _ 3 _3 - 3 3 RTOR_Vol v�ih)------ _-- 5 ---_ - 0 -_ 0 - --- 95_-- Peds/Hour 0 _ 0 5 5 %Grade -- 0 0 0 0 - ---- Buses/Hour ----- ----0------- ---O---- 0 ---- 0 ---- --- - - -- ---- Parkers/Hour(Le flRight) --- --- --- --- - Signal_ Settings:Actuated Operational Analysis Cycle Length: 85.0 Sec Lost Time Per Cycle:15.0 Sec _ Phase: - - 1 2 -fir 3 -� 4 - 5 - 6 - -- 7- 8 - - Ped Only EB L P ------------ ----- -- ------------------- - ----- ----- --------- - ------------ WB NB ---- - ---- - LT L�- - - -- ---- - SB `------ ---- -L M - -- - -- Green 28.0 8.0 _ 34.0 _ _ _ _ 0 Yellowl All Red 1 3.5 ' 1.5 1 4.0 1 0.0 4.0 1 2.0 -- _- -- Ca acitAnalysis Results _ _ - AppLoach: Lane Ca v/s g/C Lane v/c Delay Delay App � - - O - * 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 - - -- -- --163- --- _� 1- -- -- -- - 12.6-----�- --- -"-1.RcQ-- -- -- - -- -U,Q24- - --- �-- - ----- --- - - - T ---- Q$4_- -0 4.i41__- -- -- -0,398 --12.. - - - -- - --- S1 - --- -- -- ---- --------- ----------- ---------- -------- --------- ---------- ---------- -- ----- ----- --- -- -724--- - 0.3140,400 -1 - 0,785 - - - -g - Intersection:Delay=22.2sec/veh Int.LOS=C Xc 0.59 *Critical Lane Group -z(v/s)Crit=0.48 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Conditions Stucky.Road/S 19th Avenue R Marvin 09/16/2017 Peak PM Hour Case: Stucky& 19th PM Exist Queues Spillback in Per Lane Average Worst Lane 511 Lane Avg/Max Speed (%of Peak 242 App Group (veh) (mph) Period) EB L 51 5 6.7 0.0 R 1 / 2 25.2 0.0 A11- - - 10.8 ------__ 0.0 - ------ --- �J 234-�---- All _ -16.2 — 0.0 - 29 —z NB L 0/ 1 _ 15.5 _ _ 0.0 _ T 4/ 6 16.3 0.0 t 34 — - -- --- 351 All 1.2.8 0.0 SB T 9/ 12 11.9 0.0 ' + ------- --R-- ----1 / 2 2l.4— --------0.0 27 4 2 8 ,f I 4 0 34 '�� 4 2 Intersect. 13.1 SIG/Cinema v3.08 Page 2 Marvin&Associates APPENDIX C - 2 Existing Plus Site Capacity Calculations HCM Analysis Summary Existing Plus SIte Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 10/14/17 Analysis Duration: 15 mins. _Peak AM Hour _ _Case: Graf& 19th AM Exist Plus _ -- Lanes _ -__-_ Geometry:Movements Serviced by Lane and Lane Wid_ths (feet) Approach Outbound Lane 1 -Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 WB 2 1 L 12.0 TR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 _ - East -- - West - - North South - Data - - L T_ R_ L T R L T - R L _ T R Movement Volume(vph) 185 18 27 6 12 _ 86 21 _322 7 42 157 72 PHF _ 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2- 5 2 2 5 2 Lane Groups - _ L_ TR _-_ L TR _- L_ TR L TR Arrival Type 3_ 3 3 3 3 3 3 3 R_T_OR Vol(vP_Z_-__-- 5_-- ---- 2_5_- --- 0 - __--- 15 - Peds/Hour - -- 5 --- -- 0 _- _- 5 -- -- 0 - - %Grade -- - --- 0 - -- -- ----- ---- 0 _- 0 Buses/Hour --_ -- -_ - 0 0 0 0 - - - -- ---- -- - Parkers/Hour(LeftlRight) --- ---- ----L --- -_ --- _-- -_- Signal Settings:Actuated- Operational Analysis _Cycle Length: 70.0- Sec Lost Time Per Cycle:15_0 Sec Phase: 1 2 3 - 5 6 7 8 Ped Only EB LTP WB LTP 7 ----- ND L UP SB ---- ------L - LTP -- --- ---- --- ----------- Green --- 18.0 13.0_ _24.0-- - _-------- ----_- --- -- ---- 0 Yellowl All Red 3.5 1.5 4.0 0.0 4.0 2.0 _CaQacii Anal is Results - - _ -Ap r a Lane �C,„a v/s g/C Lane We Delay - Delay Ap �'S14llp- --- +"") --- ---B�tl9 -_RatISL_ GCouo -$atl.Q_ Ye11)- --(Sgc EB * L-T 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._03_0 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_ * L ro 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= 18.5 secWeh Int.LOS=B Xc 0.37 *Critical Lane Group 2:(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results ---- - — Existing Plus Sli,----------------------------------------------------------------------------------Graf S---tree--t/-S-- —------------------- R Marvin 10/14/17 Peak AM Hour Case: Graf& 19th AM Exist Plus ------------ Queues Spillback in Per Lane Average Worst Lane 157 Lane Avg/Max Speed (%of Peak 72 i 42 App Group (veh) (mph)--- Period)— EB L 3 / 4 8.5 0.0 TR I / 1 24.1 0.0 86 12 All 13.5 0.0 6 WB L 0/ 0 0.0 0.0 ---------- 2 19.0 18 5 All 19.0 0.0 — 27 NB L 0/ 2 18.0 0.0 TR 2/ 3 13.8 0.0 2, � 7 322 All 14.0 0.0 SB L 0/ 2 20.2 0.0 1 2 3 TR 2/ 3 16.9 0.0 17 4 2 13 4 0 24 4 2 All --17.3 0.0 Intersect. 15.1 SIG/Cinema v3.08 Page 2 Marvin&Associates ---------- ------ --- --- - ----- --------- HCM Analysis Summary ----------------- -------------------------------------------- ------------------------------------------------------Existing Plus Site Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 10/21/17 Analysis Duration: 15 mins. Peak PM Hour Case: Graf& 19th PM Exist Plus 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 2 1 L 12.0 TR 12.0 VVB 2 1 L 12.0 TR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume(vph) 125 18 27 6 28 75 32 269 10 104 371 225 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavy Vehicles 2 2 2 2 2 2 2 5 2 2 5 2 Lane q!gupL__ L TR L TR L TR L TR Arrival Type 3 3 3 3 3 3-- 3 3 RTOR Vol(vph) 30 0 80 Peds/Hour 5 - 0 5 0 %Grade 0 0 0 0 Buses/Hour 0 0 0 Parkers/Hour(LeftIRight) ... ....... --T--- --- --- --- Signal Settings:Actuated Operational Analysis Cycle Length: 72.0 Sec Lost Time Per Cycle:15.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LT? V*rB LT? NB L UP SB L LT? Green 18.0 15.0 21.0 0 --- - - -4- T- Yellowl All Red 1 3.5 1.5 4.01 0.6 .0 2.0 L --j Ca acity Analysis Results Approach: Lane Cap V/s g/C Lane v/C Delay Delay App Group Ratio (sec/vcb) LOS EB 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 NM 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 Lpqr 230 0.000 0.417 16.9 B 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 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= 18.8 sec/veh Int.LOS=B Xc=0.43 Critical Lane Group .7(v/s)Crit--0.34 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Graf Street/S 19th Avenue R Marvin 10/21/17 Peak PM Hour Case: Graf& 19th PM Exist Plus Queues Spillback in Per Lane Average Worst Lane 371 Lane Avg/Max --Speed (%of Peak 2251104 App Group (veh) (mph)— Period) EB L 2/ 3 7.7 0.0 TR 1 / 2 21.4 0.0 —- — — t— 75 II28 -_ All 12.6 _ 0.0 �i i t�—__r— 6 WB L 0/ 0 0.0 0.0 -� TR 1 / 2 17.0 0.0 — — �i 1 -—------ - 125 -- — - 18 -" All 17.0 0.0 27 i NB L 1 / 1 10.5 0.0 TR 2/ 4 13.6 0.0 32 10 —-- ------- 269 All 13.3 0.0 SB L 1 / 4 15.2 0.0 2 "— 3 — --"-" TR 4/ 5 14.8 0.0  �' 17 4 2 15 4 0 24 4 2 All 14.8 0.0 Intersect. 14.3 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 10/21/17 Analysis Duration: 15 mins. Peak AM Hour Case: Stucky& 19th AM Exist Plus _ -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 -2- - 0 L 12.0 R 12.0 NB _ 2 _ _1 L 12.0 T _ 12.0 SB 2 jj 1 T i 12.0 R 12.0 _ _- -East West -- - North South - Data -- L T R L T R L T R L T_ R Movement Volume h 223 0 29 0 _ 0 0 50 543 0 0 242 _225 PHF ^--- 0.90 0.90 0.90 0.90 0.90 _0.90 0.90 0.90 0.90 0.90 0.90 _0.90 %Heavy Vehicles - 2 2 2 2 2 2 2 5 2 2 5 2 Lane Groups _-- L-- R _-- --- --_ L T -- T R Arrival Type----- 3 3 3 3_-- _--- 3 _-3 RTOR Vol(vph)--- --- -- - 5 -------0- - -- 0 --95--- Peds/Hour 0 0 5 _ 5 %Grade ----- 0- ---- 0 --- ---0 -- 0 ---^ Buses/Hour 0 0 0 _ 0 -Parkers/Hour(LeftjRight) - -- "_ -=_ ---�_ - -- Signal Settings:Actuated Operational Analysis Cycle Length: 80.0 Sec _Lost Time Per Cycle:11.0 Sec Phase. - -1 -- 2 ---3 i- 4-�--5 ---6 - 7 - 8 Ped Only EB --- -L P t-- -j- WB NB - -- LT--�-L,I, -- - --- Green_----_ --27.0 8.0 30.0 _ ----�__ ---- --- ---------- p- Yellow All Red 3.51 1.5 4.01 0.01 4.01 2.0 ' -- - _ Ca acity Analysis Results _ - -_ - Ap roach: Lane Ca v/s g/C Lane v/c Delay Delay - EB --_ �rrQu� _ cLveh) r_os * 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 �pgc _. 7� 0,000 .450 -$_- - 17L-_ -52,92-_+--1100 - -- _-9 U. 2 -T--- 0,63516.8 -- - - - -- ------------- ---------- - -- -------- -------- --------- - ---- ------------- ---- ---- --T-- 679 _ 0,1494.375 T -.Q.326 -C- 12A Intersection:Delay= 18.Osec/veh Int.LOS=B X =0.55 *Critical Lane Group 2:(v/s)Crit=0.47 SIG/Cinema v3.08 c Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Stucky Road/S 19th Avenue R Marvin 10/21/17 Peak AM Hour Case: Stucky& 19th AM Exist Plus Queues Spillback in Per Lane Average Worst Lane 242 Lane Avg/Max Speed (%of Peak 225 App Group (veh) (mph) Period) EB L 4/ 5 8.2 0.0 R 0/ 1 25.6 0.0 _ — --All — — 12.7 0.0 — -------- -- FI 1 ------------ - - -- - 223 All 14.3 0.0 -- —_ —-- -- _— ---- 29 i NBL 0/ 3 11.4 _ 0.0_ T 7/ 9— 14.5 0.0 1 50 -- --- ----- 543 All 16.2 0.0 SB T 4/ 6 15.1 _0_0 — R --1 / 2 21.2 — 0.0 26 4 2 8 ! 4 0 30 4 2-- Intersect. 14.6 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 10/21/17 Analysis Duration: 15 mins. Peak PM Hour Case: Stucky& 19th PM Exist Plus 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 2 0 L 12.0 R 12.0 NB 2 1 L 12.0 T_ 12.0 SB 2 1 T 12.0 R 12.0 - - _-East -- West _ North_ _ South_ Data _ L T R _ _L T R L T R L I T R Movement Volume h 234 _ 0 39 0 0 0 39 429 0 _ 0 655 242__ P1HF-_- 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 %Heavf Vehicles 2 2 2 2 2 2 2 5 2 _2- 5 _ 2 Lane Groups - - L _ R- -- -_ L T _ _T R Arrival Type__ - _3 _-_ 3 3 1 3 _ 3 3 _RTOR Vol v h -- - --5---- - -0---- - 0 --- -- 95 - - Peds/Hour --- - - -- 0 -- ----0 -- 5 - --- 5 --- %Grade- -- - 0 0 - _ 0 _ 0__ Buses/Hour _ _ 0 0 0 0 Parkers/Hour(LeftIRight) Signal Settings:Actuated Operational Analysis - - - Cycle Length: 95.0 Sec Lost Time Per Cycle:15.0 Sec _ Phase:---- --_ 1-- -- 2- 3 r 4 5 ---6 7 - - 8- --Ped Only EB L P - WB ---------------- -NB ------- - LT LT - --- - --- -SB- - ---- --- --- -- ---- --TP --- --- --- -- -- -- Green-------- 28.0 6.0 _46.0_-_ -- _-_ ----- ----_-_-__ --_-_ - 0____ ----------- Yellowl All Red I 7iM.5 1 4.01 0.01 4.01 2.0 --7---Lane --- _ _-- - -_ - -- Capaci Analysis Results -- ---- ----- Ap roach: - Lane Ca v/s g/C Lane v/c Delay Delay Group __ Ratio _ -$ate- (=&-ch)- __I._OS- -�sec/vektl EB * 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- -1 ter --143_ AOM ----4 --�-- --- "- �--- -- -- -- �`�- -- - -- -0.16 -15.4- -- ----- --- -- T 0,447 ------ -- SB --- - R - 103 214 - Intersection:Delay=22.8sec/veh Int.LOS=C Xc 0.68 *Critical Lane Group 7-(v/s)Crit=0.57 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results ------------- - - - --------------- Existing Plus Site Stucky Road/S 19th Avenue R Marvin 10/21/17 Peak PM Hour Case: Stucky& 19th PM Exist Plus Queues Spillback in Per Lane Average Worst Lane 655 Lane Avg/Max Speed (%of Peak 242 A_pp Group (veh) (mph) Period) + EB L 51 6 6.1 0.0 R 1 / 2 22.3 0.0 All — 10.2 0.0 234 I All 15.7 0.0 NB L 1 / 2 9.8 0.0 T 6/ 7 16.2 0.0 t) 1 39 -- 429 All 13.1 0.0 SB T 11 / 14 1_2.3 0.0 R 1 / 2 21.2 0.0 27 4 2 6 �I 4 0 46 4 2 �— Intersect. 13.1 SIG/Cinema v3.08 Page 2 Marvin&Associates 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 1 4 ,�- -4` + I ^itY1fr 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,Qss(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 10A Approach LOS A B Copyright®2017 University of Florida.All Rights Reserved. HCS711 TWSC Version 7.3 Generated:10/22/2017 1:31:10 PM S 27th Graf AM Exist Plus.xtw HCS7 Two-Way Stop-Contr6l 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 .� 4 L -4 4- 4 -► r ItYt Map 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 1 2 1 2 2 1 2 1 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 i 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 3.5 4.0 3.3 3.5 4.0 3.3 Follow-Up Headway(sec) 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,Q9s(veh) 0.0 0.0 0.0 0.4 Control Delay(s/veh) 7.7 7.4 1 9.0 1 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 m 2017 University of Florida.All Rights Reserved. HCS71 TWSC Version 7.3 Generated:10/22/20171:29:55 PM S 27th Graf PM Exist Plus.xtw yam„ S L -3 APPENDIX C Future Capacity Calculations r r HCM Analysis Summary Future Plus SIte Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 10/14/17 Analysis Duration: 15 mins. Peak AM Hour _ _Case: Graf& 19th AM Future _ Lanes - Geometry_Movements Serviced by Lane and Lane Widths (feet) Approach I Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR _12.0 WB 2 1 L 12.0 TR 12.0 - NB 3 2 L 12.0 T 12.0 TR 12.0 SB L3 2 L 12.0 T 12.0 TR 12.0 _ East _ _ West __ North South Data_- L T R L T R L T R L T R Movement Volume h 105 30 30 20 40 250_ 25 420 30 150 205 _ 55 PHF - - 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 %Heavy Vehicles 2 2 2 2 2 2 2 5 2 2 _ 5 _2 Lane_Grou s L TR L _TR _L TR _ L_ TR Arrival Type -- 3 - 3 - 3 3 3 3 3 3 _RTOR Vol(vph) - _ _ 5 - 80 -- 10 - - --_20 -_ Peds/Hour ---_ 5 _ 0 --5 _ 0 %Grade_ 0 0 0 0 Buses/Hour --- - 0 ------ --- 0 ----- 0 ----- 0 - -- - ------------ ---- Parkers/Hour(LeftjRight)--- ------ -- _ --- _ _ --- 1 ------- --- --- -_-- Signal Settings:Actuated Operational Analysis _ _Cycle Length: 70.0Sec -Lost_Time Per Cycle:15.0 Sec Phase: _ 1 2 3 4 5 6 7 8 Ped Only EB LT? •- ----- -- -- - - ---- -------- ----- ------ ---- ----------- NB L LTP ----- ------ - -- SB -- L - L - -- --- --- - - - -- ---- Green----- --18.0 13.0 24.0-- ----------------- ---- --- ------- --- 0- Yellow All Red 3.5 1.5 4.0 0.0 4.0 2.0 Capacity Analysis Results - -� Approach: Lane Ca v/s g/C Lane v/c Delay Delay - Ratio- Bath- EB 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 L er - 412 _ 0.00_0 0.429 _ _ _ 17.9 B _32_9 0.015 0.186 L _ 0.036 5.5 _A__ TR 1170 0.140 0.343 TR 0.409 18.6 B SB L er_ _ 286_ 0.000 - 0.429 _ _ 13.2 B _ * L ro _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 Critical Lane Group 2(v/s)Crit=0.37 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Future Plus SIte Graf Street/S 19th Avenue R Marvin 10/14/17 Peak AM Hour Case: Graf& 19th AM Future Queues Spillback in Per Lane Average Worst Lane 205 Lane- Avg/Max -Speed (%o of Peak 55 �150 App Group (veh) (mph) Period) - EB L 2/ 3 8.5 0.0 TR 1 / 2 18.8 0.0 -- 40 All ----- --- 12.9 --- 0.0 - 20 WB L 0/ 2— 8.7 _ _ 0.0 ------- - �. TR 2/ 3 19.8 0.0 105 . � �-► -- ------- 30 —► l All 19.0 0.0 30 NB L 0/ 1 — 19.2_ 0.0 TR 3 / 4 13.6 -- - ---- -- - 25 30 ' 420 All — --13.8 - — 0.0--� SB L 2/ 3 13.9 0.0 1--- 2----- - 3— — - TR 2/ 4 15.3 0.0 -- + 17 4 2 13 4 024 4 2 All 14.9 0.0 Intersect. 15.0 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 10/21/17 Analysis Duration: 15 mins. Peak PM Hour Case: Graf& 19th PM Future _ _ Lanes _- _ _ Geometry:Movements Serviced by Lane and Lane Widths (feet) -_ A roach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 - EB 2 1 L 12.0 TR 12.0 WB -2 1 L 12.0 TR 12.0 --- NB -3- _ 2 L_ 12.0 _T 12.0 TR 12.0 _SB - 3_- 2 - - L 12.0 - _T 12.0 TR 12.0 _ --�-- -_ _East West _ North _ South --- Data - _L _T_ _ _R _L T R L T R - L T R _Movement Volume(vph) - 85_ 30 _-3_0 10 45 120 35 _350 10 170 480 _130 PHF _ ---__ 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92_ 0.92 0.92 %HeTvy Vehicles _ 2 2 2 2 2 2 2 5 2 2 5 2 Lane Groups - -- L TR_ - L_ TR _ L TR L TR Arrival Type _-_ 3- 3 3 3 _ 3 - 3 ---- 3 -- - 3------ -- RTOR Vol(vph) _ _- _ 5- 30 0 60 Peds/Hour - - -- -- 5 - -- 0 ---5 -- ---- 0 - %Grade -----_ _ 0 - _ - 0 _ 0 _ -_ _ _0_- -- Buses/Hour 0 - 0 0 - - 0 - ------------ - - - - Parkers/Hour(LeftjRight) ------ --- --- -- ----- -_ _r -- Signal Settings:Actuated _- Operational Analysis Cycle Length: 72.0 Sec - Lost Time Per Cycle:15.0_Sec Phase: _ -__1 2 3 4 5 6 7 8 Ped Only EB LTP - -- -------------- ----- -- ------- - --------- --------- ------- WB LTP _ - NB -- --- ----- L LTP- I -- --- -- --- Green 18.0 15.0 24.0 _ 0_ Yellowl All Red 1 3.5 1 1.5 1 4.01 0.01 4.01 2.0 - - _ Capacity Analysis_Results _ Approach: _ Lane Ca v/s g/C Lane v/c Delay Delay App Groun Yp - Ratio Ra io, S1mup- _ ehl LOS - EB 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-� ---�-- ---- ------ 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 ---- - -- -- - -- ---------- ------- --- _ 369 0.021 _ 0.208 L - 0.065 6.1 _ A TR 1141 0.114 0.333 TR 0.343 18.9 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 2(v/s)Crit=0.37 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results -------------------------------- Future Plus Site Graf Street/S 19th Avenue R Marvin 10/21/17 Peak PM Hour Case: Graf& 19th PM Future ------------- Queues Spillback in Per Lane Average Worst Lane 480 Lane Avg/Max Speed (%of Peak 130 �170 App Group (veh) (mph) Period) EB L 2/ 3 7.3 0.0 TR 1 22.3 —0.0 120 45 1.0 T �, : -- 1 All 12.9 0.0 'I ------------ WB L 0/ 0 0.0 0.0 TR 2/ 4 17.7 0.0 85 ----- 30 All 17.7 0.0 30 NB L 0/ 1 21.7 0.0 TR 3 / 4 12.4 0.0 35 1.0 350 All 12.8 0.0 SB L 2/ 4 1.4.9 0.0 1 2 3 TR 4/ 7 13.3 0.0 17 4 2 15 4 0 24 4 2 13.5 0.0 Intersect. 1 13.6 1 1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 10/22/2017 Analysis Duration: 15 mins. Peeak AM Hour _ _ Case: Stucky& 19th AM Future _ Lanes - _ Geometry:Movements Serviced by Lane and Lane Widths (feet) Awroach I Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 -1 L 12.0 _TR 12.0 WB _ 2 1 L 12.0 TR 12.0 -- NB 3 2 L 12.0 T 12.0 TR 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 _ East West _ _ North _ _ South_ Data L T - R L T R L T R L _T_ R- _Movement Volume(vph) -305 _35 30 20 25 _50 20 _ 715 30 10 275_ _250 PHF -- _ 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 %He Vehicles 2 2 2 2 2 2 2 5 2 2 5 _ 2 Lane Groups L_ TR L TR L TR_ _ L TR__ Arrival Type 3- 3 3 3 3 3 3 3 - _ RTOR Vol(vph) ...... - _-_- 5 10 - -- 10 - 70 Peds/Hour 5 5 5 5 %Grade ------- --- - U -- -- 0 - 0 - - 0 ------ Buses_/Hour _---_ -- --- 0 --- --_ 0 --- 0 - - 0 ---_- Parkers/Hour Left Fi t _ --- Signal Settings:Actuated___ _ Operational Analysis Cycle Length: 90.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3-r 4 5 6 7 8 Ped Only EB -- - - L LT? - 4 - - ---- WB L LT? NB ------ --- L LTP I - ----- -- - -- SB------- -------- -- L LTP --- --- --- -_ Green-- -22.0 12.0 10.0 27.0 ----- ---_-_--- -- - -_-------0_ Yellow All Red 4.0 0.0 3.5 1.5 4.0 0.0 4.0 2.0 Capacity Analysis Results -- -- __-- _- Approach: Lane v/s g/ Lane v/c Delay - (sDelay � �� _(Ca EB__- Lamer - __203 0.000 0.189 _ - _ _21.0- C_ Lprro 4_33 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 -- - ------- -- - -- --- - - 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 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_ 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 2:(v/s)Crit=0.48 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Future Plus Site Stucky Road/S 19th Avenue R Marvin 10/22/2017 Peeak AM Hour Case: Stucky& 19th AM Future -- - ---- ---- --------------- Queues -- -- _ Spillback in Per Lane Average Worst Lane 275 Lane Avg/Max --Speed --(%of Peak 250 i 10 App Group (veh) (mph) Period) EB L 6/ 6 11.9 0.0 ` TR- 1 / 3 15.2 0.0 50 ---- - --- --- ---- - ------ -- ___ II .— 25 All 12.2 0.0 __.-- "+ + ' r-- 20 WB L _ 0/ 1 13.9 0.0 -------------------- - TR 1 / 2 13.0 0.0 305 -- -- 35 All 13.2 0.0 30 NB L 1 / 2 7.8 _ 0.0 ' TR- - 8/ 10 9.5 0.0 20 30 --- --- ---- ---- - -- .715 -- All - --__ 9.5 - 0.0--� SB L 0/ 1 9.3 0.0 1 ? 2 3 L, 4 TR 51 9 — _ 11.5 -- 0.0 �_ 22 4 0 11 4 2 10 4 0 27 4 All 11.4 0.0 Intersect. 10.7 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 10/22/2017 Analysis Duration: 15 mins. Peeak PM Hour _ Case: Stucky& 19th PM Future -_ Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) A roach Outbound _ Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 1 L 12.0 TR 12.0 - WB 2 1 L 12.0 TR 12.0 NB 3 2 L 12.0 T 12.0 TR 12.0 S13 3 2 L 12.0 T 12.0 TR 12.0 _ East __ West _ North _ South_ Data _ L_ T R L T R L T R L T R Movement Volume(vph) -_280 25 35 _10 35 50 35 510 10 90 780 340 _P_HF _ _ _ 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 _0.94 0.94 _0.94 0.94 %Heavy Vehicles _ 2 2 2 2 2 2 _2 5 2 2 5 2 Lane Groups- _ L TR L_ TR L_ TR _ L TR_ Arrival Type -_ 3 3 3 3 3 3 3 3 RTOR Vol(vph) 5 10 10 120 Peds/Hour - -------- 5----- -- 5 5 --- --- 5- _%Grade -- 0 - 0 U- ---- 0 ------ Buses/Hour - ---- -- U --- 0 ----- 0 - ------ 0 -- --- -------- ---- - -- -- Parkers/Hour(LeRIRight) --- --- --- --- - --- --- --- Signal Settings:_Actuated _ _ Operational Analysis Cycle Length: 95.0 Sec Lost Time Per Cycle:19.0 Sec Phase: 1 2 3 T 4 5 6 7 8 Ped Only EB L UP _ WB __ L_ LT? --------------- -- NB ---- -- -- - L- LT? -- -- ----- SB - - L UP- - Green 16.0 14.0 f 11.0 35.0 - _ -- 0 Yellowl All Red 4.01 0.01 3.51 1.5 4.0 0.0 4.01 2.0 C acity Analysis Results _ - _ Approach: Lane C v/s g/C Lane v/c Delay Delay p-- a Group _ - -gg�- Ratio veh) (secLY -1 OS EB_ __Leer 210 0.000 0.200 _ 26.0 _ C *-_Lero - 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 298 0.006 0.168 _ L_- _0.021 19.1_ _B *-TR 251 0.047 0.147 TR 0.319 36.5 D NB-- -L er- 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 2(v/s)Crit=0.59 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Future Plus Site Stucky Road/S 19th Avenue R Marvin 10/22/2017 Peeak PM Hour Case: Stucky Sc 19th PM Future Queues Spillback in Per Lane Average Worst Lane 780 Lane Avg/Max Speed (%of Peak 340 190 App Group (veh) -(mph) Period) j EB L 6/ 7 11.0 0.0 TR _ 1 / 2 _ 13.6 0.0 ?- 50 --— 35 All 11.3 0.0 - r- 10 ----- ------- - ------------------- WB L 0/ 1 16.4 0.0 —? -- - --- --- - --------- 280 -r- --? t TR 2/ 3 9.4 0.0 _ ------ ----- -- - 25 All 9.6 0.0 35 —� NB L 1 / 2_ _ _7.1 0.0 TR 51 6 11.0 0.0 35 10 510 All 10.7 0.0 SB L 2/ 5 8.3 0.0 -- — — 1 2 3 I 4 _ TR_ 9/ 13 10.3 0.0 16 4 0 13 4 2 11 4 0 35 4 ---All — - 10.2 0.0 Intersect. 10.4 SIG/Cinema v3.08 Page 2 Marvin&Associates Two-Way • • • • 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 -4 «- � t +Yt rr Majrn 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 1 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(set) 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,Qqs(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. HCS71 TWSC Version 7.3 Generated:10/22/20171:34:03 PM S 27th Graf AM Future Plus.xtw -Way Stop-Control Report HCS7 Two 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 � a< 4- 4 ItY rt` Major Street.East West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U I 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) r4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 Critical Headway(sec) 4.127.12 6.52 6.22 7.12 6.52 6.22 Base Follow-Up Headway(sec) 2.2 3.5 4.0 3.3 3.5Follow-Up Headway(sec) 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,Qgs(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 I A B Copyright®2017 University of Florida.All Rights Reserved. HCS7-TWSC Version 7.3 Generated:10/22/2017 1:36:18 PM S 27th Graf PM Future Plus.xtw HCS7 I 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 J L -4 .— -a► r- tiI +Yt M"If r S1"(,I [da Wcsl 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 it 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(°.6) 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 6A2 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,Qes(veh) 0.1 0.1 0.4 Control Delay(s/veh) 8.0 11.6 10.9 Level of Service,LOS A I 1 B B Approach Delay(s/veh) 1.2 11.0 Approach LOS 8 Copyright®2017 University of Florida.All Rights Reserved. HCS7-TWSC Version 7.3 Generated:10/22/20171:43:26 PM S 27th Stucky AM Future Plus.xtw 171 ay Stop-Control Repor 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 J L -4 �- 4 II +Yt tr 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,Qes(veh) 0.3 0.1 0.2 Control Delay(s/veh) 8.0 13.6 9.9 Level of Service,LOS A B I A Approach Delay(s/veh) 1.9 10.5 Approach LOS B Copyright m 2017 University of Florida.All Rights Reserved. HC57"TWSC Version 7.3 Generated:10/22/20171:45:39 PM S 27th Stucky PM Future Plus.xtw MARVIN & ASSOCIATES 1300 N.Transtech Way Billings, MT 59102 Capacity calculations (Revised Appendix C-3 attached) were completed for future conditions based upon the peak am and peak pm volumes, as shown in Figure 6 Revised. Table 4 Revised, below, is a summary of the capacity calculations results. In comparing Table 4 Revised to the original Table 4, it can be seen that some of the levels of service (LOS) for individual movements have changed at the two intersections on S 19th Avenue. The most appreciable difference would be at the Stucky Road and S 19th Avenue intersection during the peak pm hour, where the overall intersection LOS would drop from LOS "C" to LOS "D". Table 4 Revised- Year 2032 Future Plus Site-Peak Hour Capacity Analysis Summary Intersection I MOE EB YIB NB SB Intersection Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 29.2 19.8 19.1 22.7 6.5 20.1 8.3 19.2 19.7 S.19th Avenue&Graf LOS C B B C A C A B B Street AM Hour VIC Ratio 0.68 0.18 0.06 0.54 0.07 0.45 0.28 0.37 0.55 Queue Length(95%) 4 1 1 4 2 5 5 6 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 24.4 21.1 20.4 22.6 6.9 19.2 7.1 23.7 20.3 S.19th Avenue&Graf LOS C C C C A 8 A C C Street PM Hour VIC Ratio 0.54 0.15 0.03 0.39 0,10 0,37 0.28 0.67 0.58 Queue Length(95%) 4 3 0 3 2 5 6 9 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 19.8 36.4 15.5 36.6 13.2 33.1 15.6 25.0 28.4 S.19th Avenue&Stucky LOS B D B D B C B C C Road AM Hour VIC Ratio 0.56 &29 0.04 0.32 0.06 0.81 0.05 0.48 067 Queue Length(95%) 6 2 1 3 2 10 1 7 Movement Group L TR L TR L TR L TR OVERALL Control Delay(s/veh) 24.6 35.9 19.1 36.5 16.9 24.7 12.1 12.7 50.5 37.5 S.19th Avenue&Stucky LOS C D B D B C B D D Road PM Hour VIC Ratio 0.61 0.24 0.02 0.32 0.13 0.51 0.23 0.98 0.79 Queue Length(95%) 7 2 1 3 2 7 5 18 Movement Group LTR LTR LTR LTR Control Delay(s/veh) 7.3 7.4 9.4 10.3 S.27th Avenue&Graf LOS A A A B Street AM Hour VIC Ratio 000 0.01 0.08 0.05 Queue Length(95%) 0 0 1 1 Movement Group LTR LTR LTR LTR Control Delay(s/veh) 7.4 7.4 10.2 11.0 S.27th Avenue&Graf LOS A A B 8 Street PM Hour VIC Ratio 0.00 0.03 0.02 0.06 Queue Length(95%) 0 1 1 1 Movement Group L L R Control Delay(s/veh) 8.0 11.7 11.0 S.27th Avenue&Stucky LOS A B B Road AM Hour VIC Ratio 0.02 0.03 0.13 Queue Length(95%) 1 1 1 Movement Group L L R Control Delay(s7veh) 8.0 14.0 9.9 S.27th Avenue&Stucky LOS A B A Road PM Hour VIC Ratio 0.09 0.03 0.07 Queue Length(95%) 1 1 1 Mailing Address: P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 2 MARVIN & ASSOCIATES 1300 N.Transtech Way Billings,MT 59102 From this supplemental TIS analysis it appears that the addition of the Gran Cielo Subdivision, as proposed, would not substantially impact the surrounding streets or intersection operations, if it existed at the present time. However, future operations at the intersection of Stucky Road and S 19th Avenue would experience increased delays during the peak pm hour periods, if Gran Cielo is fully developed at the same time as all other area developments are in-place. It should be noted that future area street improvements have the potential to mitigate these impacts if implemented within the next 15 years. An extension of S 27th Avenue from Stucky Road to Garfield street would draw appreciable traffic demand from S 19th Avenue, which could allow acceptable operation at the Stucky Road and S 191h Avenue intersection in the year 2032. In the event that that the S 27th Avenue connection is not completed in that time period, dual left turn lanes for eastbound traffic on Stucky Road and an exclusive southbound right-turn lane on S 19th Avenue could be considered when future improvements to Stucky Road is designed. ROBERT R. b ; MARVIN ; m o; 3697E ••..:STEP';�� 0NAL Robert R, Marvin, P.E., P.T.O.E. Mailing Address: P.O.Box 80785 Billings,MT 59108-0785 Phone: 406-655-4550 FAX: 406-655-4991 Page 3 LM NAkv#N 5 niFBCWEtS 2-r AM 7 7 PM'`-4 0 AMA-2 °-,. PM 6 1 73 �-2 5'3 �-6 2 -3 -4 7 Z �-11 hr► P n CV 110 Stucky Rd 185 280 P 00 J n n M y N r m 10 AM 0 GPM hT hT Q 00 o� w y Q W Q } N P r� Average pip Weekday M— Traffic, O COO +4 4 (Typical) 01' t-0 13-, AM 0 in AM 7 '� C, °-j{� ;�'° hTr 1 sH.u- m o o Ko— LO Aportmrma i I o vM 550 , - --- Graf St 2157 258 810 South O _O & ? a.— O + + Residential ,) o=o n 61.t t- 0 0 99--P PM -a--16 0-► PM .0 0 f 0'3, 4-35 *)te `2 Ono �1 501 AM 13-3, MEADOW CREEK SUBDIVISION h vv _.._. Ln o 31 -?PM 8 Southbridge Sub Phase t t M� 861 N T ItT Meadow creek Subdivision Trips: Figure 7. Future Full Development Sub Totals- AWT=5382 AM=414 PM=530 Meadow Creek Subdivision Current Trips-AWT=1700 AM=130 PM=168 AM: 651N 2190ut Future Trips- AWT=3682 AM=284 PM=362 PM: 2281n 1340ut Traffic Assignment S IT. Y: REVISED APPENDIX C-3 E Future Capacity Calculations .A :k HCM Analysis Summary Future Plus SIte Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 12/8/17 Analysis Duration: 15 mins. Peak AM Hour Case: Graf&. 19th AM Future Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) _ ApproachlOutbound -Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6- EB _ 2 _ 1 L 12.0 TR 12.0 -- WB 2 1 L 12.0 TR 12.0 -- NB _ 3 2 _L 12.0 T 12.0 TR 12.0 SB 3 _2 L _ 12.0 T 12.0 TR 12.0 _ - - -- East _ West North South _ Data _ L T R L T R L T R L T R Movement Volume v�hZ 166 54 43 _ 20 56 250 39 451 30 150 255 161 PHF _ _ _ 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 -0.92 %R;a j Vehicles -2 2 2 2 2 - 2 - 2 5 2- - 2 - 5 -2 Lane Groups _ L TR _ _-L TR L _ TR L TR _- Arrival Type _ _3 3 3 3 3 3 _ 3 3 RTOR Vol�vp)�-- 15 80 - _ 10 - 40 ---_ Peds/Hour --- --- 5 --- - 0 -- 5 ---- -- 0------ %Grade 0 --0 -- - 0 --- -- 0 _-- Buses/Hour 0 0 0 0 Parkers/Hour(LeftjRight) --- -- -- -- -- �- --- ---- Signal Settings:Actuated _ Operational Analysis Cycle Length: 72.0 See Lost Time Per Cycle:15.0 Se_c_-_ Phase: 1 2 3 �-4 5 6 7 8 Ped Only _Ph UP -�-- ------------- ----- ---- -- --- ------- ------------ WB LT? - _ ------ NB L LTP - - - -- ------- SB ------ ----- L LIT j --- --- -- --- - Green 20.0 13.0 24.0 -_ _ --__ - Yellow All Red 3.5 1.5 4.0 0.0 4.0 2.0 C acity Analysis Results- -A roach: Lane Ca v/s g/C Lane v/c Delay Delay I�� _Ratio-- - eji�-- (SZVyV h EB - * - L 263 0.190 0.278 L _ 0.684 _ 29.2 C __26.1 _- _ C _ - - -_ ---TR-- 490 0.050- --0.278 TR - 0.182 19.8 B - - -WB - - -- - L 360 0.017 _ 0.278 _ L _0.061 -_19.1_ _B_- 22.4- _C 0.278 TR 0.536 22.7_- C --- _- NB Lper 3111 0.000 0.417 --_ -_ - _-- -_ __ 1_9.11 l -B 320 _ 0.024 0.181 L _ 0.067 6.5 A __-- _-- ---- - -- --- -- - - - * TR 1 138 0.150 TR___-------0.450--- - 20.1--- --C-------------- --------.__ SB L er 258 0.000_ 0.417 _ _ __ - 16.1 B _ *_Lpro 320- 0.092 0.181 L 1 0.282 8.3_ A - -- TR 1101 0.124 0.333 TR 0.371 19.2 B _- Intersection:Delay= 19.7sec/veh Int.LOS=B Xc-0.55 *Critical Lane Group :E:(v/s)Crit=0.43 SIG/Cinema v3.08 Marvin&Associates Page 1 ----------- NETSIM Summary Results ----------------------------------------—---------------------------------- ----------- --- ---------------- Future Plus She Graf Street/S 19th Avenue R Marvin 12/8/17 Peak AM Hour Case: Graf& 19th AM Future Queues Spillback in Per Lane Average Worst Lane 255 Lane Avg/Max Speed (%of Peak 161 �150 App Group (veh) (mph) Period)---- EB L 3/ 4 6.9 0.0 TR 11 1— 22.2 0.0 L 250 56 20 All 12.6 0.0 WB L 0/ 1 7.9 0.0 ——----------- TR 3 / 4 19.5 0.0 166 54 All 18.9 -- 0.0 43 N13 L 1 / 2 13.4 0.0 TR 4/ 5 13.0 0.0 39 30 451 All 13.0 0.0 SB- L--2/ 5 13.6 0.0 2 '3 TR 3 / 6 14.7 0.0 19 4 2 13 4 0 24 4 2 All 14.5 0.0 Intersect. 14.3 1 1 1 1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Graf Street/S 19th Avenue Area Type:Non CBD R Marvin 12/8/17 Analysis Duration: 15 mins. _Peak PM Hour Case: Graf& 19th PM Future _ 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 2 -1 L 12.0 TR 12.0 - WB 2 1 _ -L 12.0 TR 12.0 -- - NB 3_ 2 L 12.0 T 12.0 TR 12.0 SB 3 2 L 12.0 T 12.0 TR 12.0 East_ West North _ South Data _ L T _R_ L T R L T R L T _R_ Movement Volume h 146 39 38 10 61 _ 120 49 381 10 170 530 236 PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 _0.92 0.92 0_.92 _0.92 %Heavy Vehicles_ -- -2 2 2 2 2 2 -2 5 2 .2- 5 2 Lane Groups _ L TR L TR -- L _ TR -L Arrival Type_ 3 3 3 - 3 _-3 -3 -- 3 _ 3 _ _ - RT_OR Vol(vph) - 15 --_- 30 --__ _ - 0 _- - --_-_ 80 Peds/Hour - _-- 5 _-- ___-- 0 --- 5 -- -_ __-- 0_--- %o Grade- ---- U----- -- 0 - --- 0 --- ----0- Buses/Hour -- 0 _ -- 0-- ----___-- 0 -____-- 0 Parkers/Hour - Signal Settings:Actuated _ Operational Analysis Cycle Length: 72.0 Sec Lost Time Per Cycle:15.0 Sec-_--_ Phase: 1 2 3 -T 4 5 6 7 8 Ped Only EB LT? ! _-- _-- --_--- WB LT? NB L LTP -- --- - ----- Green 18.0 15.0 24.0 _ _ 0 Yellow All Red 3.5 1.5 4.0 0.0 4.0 2.0 4,apacity Anal sis Results t53 ApproaLane Cap v/s g/C Lane Delay Delay Ratio- _- ehl ctveh1- - EB - -- - L 297 0.134 0.250 L 24.4 C 23.4CTR 439 0.038 0.250 TR - 21.1 C WB --------- -- _L- - --331 0.008- 0.250 L --_ _ 0.033 20.4 -C _ 22.5 __ _ C TR 424 0.097 0.250 Ti 0.387 22.6 _ -_C NB _- LRer - 158 �0.000 0.417-- _-�- - ___ 17.8 B 369 _ 0.030 0.208 L - 0.101 6.9 _ A _-- - - -TR 1141 0.124 1 0333 -TR� _0.372 - 19.2- B ____-__-_,__-__-_- SB Lamer 302 0.000 jO.417 _ _ _ -_ 20.4 1- * Lpro 369 0.105 0.208 L 0.276 - 7.1 A ---_ * TR 1118 0.222 0.333 TR 0.667 23.7 C Intersection:Delay=20.3 sec/veh Int.LOS=C Xc=0.58 *Critical Lane Group :E�(v/s)Crit=0.46 SIG/Cinema v3.08 Marvin&Associates Page 1 -- NETSIM Summary Results -------------------- ------------------------------------ ----------------- ------------------------ ------------- Future Plus Site Graf Street/S 19th Avenue R Marvin 12/8/17 Peak PM Hour Case: Graf& 19th PM Future ------------ Queues Spillback in Per Lane Average Worst Lane 530 Lane Avg/Max Speed (%of Peak 236 �170 App Group (veh) (mph) Period) EB L----3 / 4 --7.2 0.0 TR 1 / 3 17.4 0.0 L 120 61 All 11.5 0.0 10 -- WB L 0/ 0 0.0 0.0 —------- ----- TR 2/ 3 17.5 0.0 --- 146 39 All 17.5 0.0 38 NB L 2 16.0 0.0 TR 3 / 5 13.0 0.0 49 10 381 All 13.2 0.0 7SB_TL 2/ 6 13.3 0.0 3 TR 6/ 9 12.2 0.0 17 4 2. 15 4 0 24 4 2 All 12.3 0.0 Intersect. 12.8 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 12/8/17 Analysis Duration: 15 mins. Peeak AM Hour Case: Stucky& 19th AM Future - -- Lanes _ _ _ Geometry:Movements Serviced by Lane and Lane Widths (feet) Awroach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 EB _-2 -1 L 12.0 TR 12.0 WB _ 2 1 _L 12.0 TR 12.0 - NB 3 - _ 2 L_ 12.0 T 12.0 _TR 12.0 SB _3_ _2_ L__ 12.0 T _1_2.0 TR _ 12.0 East _ _ _ _West North _ South Data L T R L T R L T R L T R Movement Volume(vph) 321 35_ _30 20 -25 50 20 865 30 10 319 _256 PHF - 0.92 -0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.9_2 0.92_ 0.92 %Heavy Vehicles 2 2 2 2 2 2 2 5 2 2 5 2 Lane Groups- L TR L- TR L _ TR L TR_ Arrival Type _ 3 3 1 3 1 3 1 3 3 _--__ 3 3 - -- RTOR Vol(vph) -_-_- 5 -- 10 _ _10 --_ -- 70 ...... Peds/Hour -- -- 5---- 5 - _5- ---- 5- %Grade -- -- ------- 0 0 - 0 -- --- 0 - Buses/Hour __ _ 0 0 -_-_ 0 ___-- 0__ Parkem'Hour(LeftiRight) - Signal Settings:Actuated Operational Analysis Cycle Length: 92.0 Sec Lost Time Per Cycle:19.0 Sec _-- Phase: 1 2 3 4 5 6 7 8 Ped Only EB L UpWB -------- -L- - - LT? - -----� - - -- - NB --- L - SB --- --- L LTP -- ---- -- --- Green _ -- 22.0 - 12.0 7.0 i 32.0 _ _ 0 Yellow All Red 4.0 0.0 3.5 1.5 4.0 0.0 4.0 2.0 Ca acity2Anal sis Results A - roach-Lane Ca v/s g/C Lane v/c Delay Delay Ano -SrQnR_ _(Mp - Ratio L0,Q- hJ EB Lp_er - 197 0.000 0.185 - 22.4 C -- * Leo _- 423 _0.197- 0.239 - L - _-0.563 -19.8 - _B _ -TR _227 - 6.037 0.130 _ -TR - 0.286- 36.4 D -_-_ - uWB- Lpe _ -202 - 0.000 _ 0.185 __ C 423 0.012_- 0.239 - L_-_` 0.035_ 15.5_ B -TR 219 0.042 0.130 TR _ 0.320 NB _-L.Per- ___ 240 0.000 32.7--- _-C -135- 0.012 0.076 _L-- 0.059 13.2- - B - t Tt2 l t 92 0.281 _ 0.348-- -TR-- -- - 0.807---- 33.1 ---C----- L er 88 _ 0.000 0.413 - -_-_ _24.8 _ C - L ro 135 0.006 0.076 _L 0.049 15.6 B __ - -- - TR 1138 -0.168-- .-348 _ TR 0.482 25.0-_---C--- -__--_ ---_ Intersection:Delay=28.4sec/veh Int.LOS=C Xc 0.67 "Critical Lane Group :i:(v/s)Crit=0.53 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Future Plus Site Stucky Road/S 19th Avenue R Marvin 12/8/17 Peeak AM Hour Case: Stucky& 19th AM Future Queues Spillback in Per Lane Average Worst Lane 319 Lane Avg/Max Speed (%of Peak 256110 App Group -(veh) _ (mph) _Period) EB L — 6/ 6 12.4 0.0 F TR 1 / 2 10.4 0.0 ? -- — — - -- 50 25 --- All -------- 12.1 0.0 20 r - WB L 1 / 1 14.3 0.0 -- TR ---2/ 3 10.5 0.0 —__ ------- � — -- - ----- 321 --- - 35 All 11.4 0.0 30 NB L 0/ 2 6.5 0.0 TR 9/ 10 10.2 0.0 20 30 865 All 10.1— SB L 0/ 1 8.7— 0.0 1 ----- 2 -- _ -- 3 --L----�-4-----�--- - TR 51 7 12.2 0.0 22 4 0 11 4 2 7 4 0 32 —4 All 12.1 0.0 Intersect. 11.1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Future Plus Site Stucky Road/S 19th Avenue Area Type:Non CBD R Marvin 12/8/17 Analysis Duration: 15 mins. Peeak PM Hour _Case: Stucky& 19th PM Future Lanes _ Geometry:Movements Serviced by Lane and Lane Widths_(feet) Avoroach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 - Lane 6 EB 2 1 L 12.0 TR 12.0 __- WB _ 2 1 L 12.0 TR 12.0 NB 3 _ 2 L 12.0 T 12.0 TR 12.0 - - _ -_- SB_ _ 3 _ 2 _ L 12.0 _T_ 12.0 TR 12.0 - _ East_ - _ _ West North South _ Data L - T R L T R L T R_ L T_ R Movement Volume(yph) 290 25 35 10 35 50 35 602 10_ 90 936 _357 PHF _ 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.940.94 0.94 0.94 0.94 He% avy Vehicles -- 2 2 2 2 2 2 2 5 2- 2 5 - 2 Lane Groups---- L TR --- -_L_ TR - L TR -- -- L -- _TR -- Arrival Type - _ -3 3 3 3 3 3 __3 3 - RTOR Vol(vp) _ _ 5 - 10 -_- 10 150 Peds/Hour ----- -- 5 -- --- 5�- - 5 --- -- 5 -- %Grade _ 0 0 0 - ---- 0 Buses/Hour 0 0 _ 0 ---- -- ----- ------ - ---- ---------- - - Parkers/Hour(LeAlRight) -_-- -- --__ ---- --- --- '- Signal Settings:Actuated Operational Analysis Cycle Length: 95.0 Sec_ Lost Time Per Cycle:19.0 Sec -- Phase: 1 2 3 -T-- 4 5 6 7 8 Ped Only EB L UP -- --- ----- ----- ------ --- ---- -- WB L LT? _ - - - - -- - ----- NB --- L LTP -- - ----- --- ---- SB ------ ---- ------- L UP --- -- ---- Green 16.0 14.0 111.0 �-- 35.0 Yellow All Red 4.0 0.0 3.5 1.5 4.0 0.0 4.01 2.0 Capacity Anal sis Results - -A roach- Lane -C( a - v/s g/C Lane v/c Delay Delay - Ratio Ratio tin Ratio - (sec EB L er 210 0.010 _0.200 --__ - __ 26.4_ C __Lpro - 298 _ _0.168 0.168 L_ 0.608 _ 24.6___ C - - TR 251 0.035 0.147 TR 0.235 35.9 D _-_ -- -WB --_L�er -_228 _ 0.000 0.200 -- - _- -34.4 C 298 - -_0.006 - 0.168 -_ L - 0.021 19.1 -- * TR 251 0.047 _ 0.147 TR -_ 0.319 36.5 _ -D _Ng 24.3 Lper - 79 0.000 -I-C- - - Lpro 205_ 0.021 0.116 L _ _-0.130 16.9- B ------ --- - - - - - TR --1267 0_1-86- -0.369--- --TR- -- -- 0.505 --24.7- - --C-- - - ---- - - ----- SB_ ^L er - 218 -0.000 0.432 _ --- __-_ - 47.7 -_D__ 205 0.054 0.116 L 0.227 12.7 B __- * TR 1243 0.361 0.368 TR 0.978 50.5 _ D Intersection:Delay=37.5 sec/veh Int.LOS=D Xc 0.79 *Critical Lane Group z(v/s)Crit=0.63 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results ------------------------- ------ ....... ---------- Future Plus Site Stucky Road/S 19th Avenue R Marvin 12/8/17 Peeak PM Hour Case: Stucky & 19th PM Future - ------------- Queues Spillback in Per Lane Average Worst Lane 936 Lane Avg/Max Speed (%of Peak 357 90 App Group (veh) (mph) Period) EB L -6/ 7 11.1 0.0 TR l / 2 14.7 0.0 50 35 All 11.4 0.0 10 WB L 0/ 1 17.8 0.0 ----------------------- TR 2/ 3 9.4 0.0 25 All 9.5 0.0 35 NB L 1 / 2 7.5 0.0 TR S / 7 11.4 0.0 -35 10 602 All 11.2 0.0 �SSB L 3 / 5 7.2 --0.0 1 2 3 4 TR 15/ 18 6.9 0.0 4, 16 4 013 4 211 4 0 3 511 4 All 6.9 0.0 Intersect. 8.3 SIG/Cinema v3.08 Page 2 Marvin&Associates General Information Site Information Analyst R Marvin Intersection S 27th&Graf St Agency/Co. Marvin Associates Jurisdiction City of Bozeman Date Performed 12/8/17 East/West Street Graf Street Analysis Year 2032 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 1 A- .4 �- 1t' � I +Yt tr" 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 16 16 5 1 14 46 20 8 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 14.12 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 j 3.3 3.5 4.0 3.3 Follow-Up Headway(sec) 2.22 2.22 3.52 4.62 ` 3.32 3.52 4.02 1 3.32 Delay, Queue Length, and Level of Service 34 Flow Rate,v(veh/h) 1 19 72 Capacity,c(veh/h) 1574 1506 891 719 v/c Ratio 0.00 0.01 0.08 0.05 95%Queue Length,Qgs(veh) 0.0 0.0 0•3 .1 Control Delay(s/veh) 7.3 7A 9.4 10.3 Level of Service,LOS A A A B Approach Delay(s/veh) 0.1 3.3 9.4 10.3 Approach LOS A 8 Copyright©2017 University of Florida.All Rights Reserved. HCS7-TWSC Version 7A Generated:12/9/2017 3:23:17 PM S 27th Graf AM Future Plus.xtw 4 • � General Information Site Information Analyst R Marvin Intersection S 27th&Graf St Agency/Co. Marvin Associates Jurisdiction City of Bozeman Date Performed 12/8/17 East/West Street Graf Street Analysis Year 2017 North/South Street S 27th Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.88 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Gran Cielo Subdivision TIS Lanes l� � t -4 4- -sr }- r ,r r I +Yt r Majnr St, 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 45 71 22 1 8 5 11 1 21 1 Percent Heavy Vehicles(%) 2 2 2 2 2 2 2 2 Proportion Time Blocked Percent Grade(%) 1 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 51 16 38 Capacity,c(veh/h) 1471 1548 713 639 v/c Ratio 0.00 0.03 0.02 0.06 95%Queue Length,Q9s(veh) 0.0 0.1 0.1 0.2 Control Delay(s/veh) 7.4 7.4 10.2 11.0 Level of Service,LOS A A B B Approach Delay(s/veh) 0.2 2.6 10.2 11.0 Approach LOS B B Copyright®2017 University of Florida.All Rights Reserved. HCS7TM TWSC Version 7A Generated:12/9/2017 3:20:40 PM S 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 12/8/17 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 J L 1 � -4 F- 4 -+ ,r- Ityt � r Major Str<.9 'Lo.t b.r,l 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) 297 6 27 '. 157 14 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 i 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) 30 16 89 Capacity,c(veh/h) 1210 551 693 v/c Ratio 0.02 0.03 0.13 95%Queue Length,Q95(veh) 0.1 0.1 0.4 Control Delay(s/veh) 8.0 11.7 11.0 Level of Service,LOS A B B Approach Delay(s/veh) 1.2 11.1 Approach LOS B Copyright®2017 University of Florida.All Rights Reserved. HCS71"TWSC Version 7.4 Generated:12/9/2017 3:25:24 PM S 27th Stucky AM Future Plus.xtw HCS7 Two-Way Stop-Control Report General I. nformation Site Information Analyst R ­ varvin Intersection S 27th Ave&Stucky Road Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 12/8/17 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 4 I I ty t r 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) 207 20 104 314 13 50 Percent Heavy Vehicles N 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) . 7.1 .2 41 Critical Headway(sec) 2 6.42 622 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) 113 14 54 Capacity,c(veh/h) 1306 415 785 v/c Ratio 0.09 0.03 0.07 95%Queue Length,Qss(veh) 0.3 0.1 0.2 Control Delay(s/veh) 8.0 14.0 9.9 Level of Service,LOS A B A Approach Delay(s/veh) 2.0 10.8 Approach LOS B Copyright®2017 University of Florida.All Rights Reserved. HCS71"TWSC Version 7.4 Generated:12/9/2017 3:26:42 PM S 27th Stucky PM Future Plus.xtw